63 results about "Soil stress" patented technology

The invention provides a soil stress monitoring method based on a distributed echo wall optical fiber cavity array, which innovatively utilizes a plurality of echo wall structures to realize distributed multi-point monitoring of soil stress in the same optical fiber, and accurately reflects the spatial distribution of the soil stress by monitoring the resonant frequency change of the echo wall structures; the method comprises the following steps: testing connection; monitoring the resonant frequency of the echo wall of the optical fiber echo wall array sensor; a wide-spectrum light source is adopted to excite an optical fiber to generate an optical signal, after the optical signal is transmitted by the optical fiber, when the optical signal passes through echo wall structures with different diameters of the optical fiber echo wall array sensor, the optical signal resonates at resonant frequencies of the echo wall structures, so that resonant trapped waves on multiple frequencies appear in a transmitted spectrum measured by a spectrograph; monitoring the resonant frequency change of the echo wall structure caused by the soil stress, and obtaining the spatial distribution information of the soil stress.

The invention belongs to the technical field of intelligent agriculture and soil mechanical modeling, and particularly relates to a farmland soil mechanical compaction stress distribution prediction model construction method, which comprises the following steps: S1, constructing a stress distribution measurement model, and arranging stress sensors; s2, obtaining a wheel load and a surface stress of a wheel soil contact surface based on a vertical stress collected by a stress sensor; s3, measuring the stress transfer coefficient of each layer of soil by using a uniaxial compression test; s4, calculating the concentration coefficient of each layer of soil; and S5, obtaining a soil stress distribution model of the ith layer. The model can be used as a bottom-layer mechanical engine of a soil compaction evaluation system, supports data input of an upper-layer risk prediction module, and provides favorable technical support for subsequent prediction of soil compaction, so that effective measures can be taken to avoid soil compaction in advance.

The invention discloses an abandoned mining area vegetation recovery method based on a community succession law, and belongs to the field of abandoned mining area vegetation recovery. Comprising the steps of initial environment data intelligent collection and soil stress evaluation, succession pioneer community big data intelligent screening and matching, multilevel planting scheme optimization based on a self-adaptive genetic algorithm, intelligent soil improvement agent directional putting and whole-process dynamic monitoring and self-adaptive feedback regulation and control. Multi-dimensional environment data are obtained through means such as remote sensing and a sensing network, local dominant species are recommended and configured in a partitioned and staged mode by applying intelligent models such as multi-factor stress clustering, collaborative interaction succession adaptation and a genetic algorithm, and soil microorganism interaction is combined to optimize recovery measures. Vegetation and soil evolution is monitored in real time, dynamic adjustment and optimal succession driving are achieved, and scientificity, efficiency and sustainability of ecological restoration of the abandoned mining area are effectively improved.

The invention provides a soil body-structure interaction boundary damage quantitative testing device and method, and relates to the technical field of geotechnical engineering test.The soil body-structure interaction boundary damage quantitative testing device comprises a stress conduction boundary shear strength and rigidity combined testing structure and a testing system integrating a shaft confining pressure-temperature collaborative loading system and a monitoring collection and process control system; through an improved slurry sample preparation method, tight connection and constant contact area between the hollow columnar soil sample and the friction pile body are ensured, and the test sealing performance is enhanced through the elastic sealing design; the real-time measurement of the rigidity of different positions in the whole shearing process is realized by virtue of the excitation damage detection element capable of synchronously moving; according to the method, the constitutive model of the marine rock-soil stress conduction boundary domain is perfected, a reliable experimental basis is provided for foundation design of deep-sea engineering such as submarine pipelines and anchoring structures, and the method has important theoretical value and engineering significance for improving design scientificity and safety of deep-sea infrastructures and preventing and controlling submarine geological disasters.

The utility model discloses a light overhead roadbed structure which comprises an upper main body structure, the upper main body structure is in a segment type, an expansion joint is arranged between the adjacent upper main body structures in the line direction, the lower end of the upper main body structure is provided with a joist structure connected with the upper main body structure, and the joist structure is supported by a pile structure. And thick broken stone hardcore layers in contact with the upper main body structure are further paved between the beam structures. The middle of the overhead roadbed structure is hollow, the overhead roadbed structure has the advantages of being small in filler amount, light in weight, small in soil body additional stress and capable of remarkably reducing post-construction settlement caused by the additional stress. The overhead roadbed structure is small in structural size in the cross section direction, has the advantage of being small in occupied area, and can save land. The overhead roadbed structure adopts a foundation form of the joists and the cast-in-situ bored piles, has the characteristics of high stability and strong lateral deformation resistance, and is safe and reliable in structure.

An intelligent concrete vibrating rod comprises an upper shell and a lower shell which are connected with each other, the upper end of the upper shell is in threaded connection with a rod head of the vibrating rod, the upper shell is of a hollow barrel structure, a mounting base is arranged at the lower end of the outer side of the upper shell, a soil stress sensor is embedded in the mounting base, and a connecting sleeve is arranged at the upper end of the outer side of the upper shell; the upper shell is provided with a threading hole between the connecting sleeve and the mounting base, a sealing sleeve is arranged between the connecting sleeve and the mounting base, the lower shell is provided with a containing cavity with an opening in the top, the top of the containing cavity is connected with an upper cover, a bearing support is arranged in the containing cavity and used for fixing an attitude sensor, and damping springs are arranged on the top, the bottom and the side face of the bearing support. The upper cover is used for abutting against the inner wall of the containing cavity or the upper cover, and the containing cavity is filled with damping media. The installation mode is convenient and fast, an existing conventional vibrating rod can be directly compatible, lossless rapid installation is achieved, a multi-stage damping mechanism is integrated in a limited space, and the measurement stability and compactness judgment capacity in a strong vibration environment are improved.

This invention discloses a modeling method for layered soft soil subgrades reinforced with pile foundations under simulated seismic loading, belonging to the field of seismic numerical simulation in geotechnical engineering. This method constructs a multi-field coupled numerical model based on a finite element platform, defines the contact mechanisms at the pile-soil and reinforced-subgrade interfaces, and completes the construction of in-situ stress equilibrium and initial pore water pressure fields. Static results are output through fill-consolidation coupling analysis. Distributed viscoelastic artificial boundaries are automatically constructed using Python scripts, and seismic waves are converted into equivalent nodal loads using wave theory. Multi-physics field connections between static and dynamic analysis boundaries are achieved, and core response parameters such as embankment settlement and pile-soil stress are output through implicit dynamic analysis. This invention considers the seismic wave propagation effect in layered soils, reduces spurious oscillations caused by the transformation of static and dynamic boundaries, and improves simulation accuracy and efficiency. It is suitable for seismic design and analysis of transportation infrastructure in soft soil areas.

The application discloses a fiber Bragg grating soil pressure sensor and a manufacturing method thereof, and solves the problems of small range, poor dynamic matching with the rock-soil medium and insufficient high-frequency signal capturing capacity of the existing sensor. A linear groove is arranged on the inner bottom of a circular box-shaped shell, a first single-mode optical fiber with a fiber Bragg grating is arranged in the linear groove, and protection and sealing are performed on the first single-mode optical fiber. When a dynamic impact soil pressure acts on the circular box-shaped shell, elastic deformation occurs according to the small deflection plate shell theory. The deformation is transmitted to the fiber Bragg grating, and the center wavelength of the FBG is shifted. Through the establishment of a linear mapping relationship between the pressure and the wavelength shift of the FBG, the wide frequency response characteristic is ensured while the large-range dynamic impact soil stress measurement is realized, and the high-frequency signal capturing capacity of the FBG is greatly improved.

This utility model discloses a composite-coated anti-corrosion steel pipe, belonging to the field of steel pipe anti-corrosion technology. It includes a steel pipe body, with a first composite coating on the inner wall and a second composite coating on the outer wall. The first composite coating comprises, in sequence, an epoxy primer layer, a graphene-modified epoxy resin coating, and a polyurethane coating. The second composite coating comprises, in sequence, an epoxy resin underlayer, a polyolefin adhesive transition layer, and a modified polyurethane toplayer. This utility model, through differentiated coating design on the inner and outer walls, addresses the issues of media corrosion and erosion on the inner wall, while the outer wall addresses soil stress and environmental aging. Combined with a coupling agent layer and anti-corrosion sealing bosses, it eliminates weak points at the coating interface and connection areas, achieving multi-dimensional improvements in corrosion resistance, wear resistance, weather resistance, and mechanical properties, providing an efficient solution for pipeline engineering in harsh service environments.

The invention relates to the technical field of pile foundation construction, in particular to a pile foundation air bag pressure sectional type inflation device and a construction method thereof.The device comprises columns installed at the bottom and the side of a pile foundation and pressure air bags arranged at the bottoms of the columns; the inflation main pipe penetrates through the top of the column body and is connected with the pressed air bag through a pressure supporting structure; the sectional type inflation structures are arranged in the side wall of the column body side by side and connected between the pressed air bag and the inflation main pipe, and the problems that in the prior art, the dynamic pressure problem faced by a pile foundation in the construction process is not effectively solved, and under most conditions, existing supporting measures cannot adapt to the change of soil layer stress in real time, and the construction cost is lowered are solved. The problems that the bearing capacity of a pile foundation is reduced due to the fact that the existing air inflation device is used for inflating the pile foundation, and when a traditional air inflation device deals with complex pressure changes, the traditional air inflation device can only achieve an overall air inflation state and lacks adaptive adjusting capacity for local stress changes, so that the pile foundation is prone to being affected by uneven stress, and the structure failure risk is increased are solved.

This invention discloses a method for analyzing the horizontal stress performance of pile foundations in layered transversely isotropic foundations, belonging to the field of pile foundation design and analysis in geotechnical engineering. The method includes: establishing a theoretical model of the pile-soil system, treating the foundation as a multi-layered transversely isotropic material and the piles as Bernoulli-Euler beams; establishing the pile stress-displacement equation based on the finite difference method; establishing the soil stress-displacement equation based on the fundamental solution of the multi-layered transversely isotropic material; constructing the overall stress-displacement equation for a single pile; introducing pile-pile interaction coefficients to extend the single-pile model to pile group analysis; solving the equation system using the full principal component Gaussian elimination method and writing a FORTRAN program for automated calculation; verifying the correctness of the method through numerical examples and conducting parametric analysis. This invention is applicable to the horizontal stress analysis of single piles and pile groups in non-uniform, transversely isotropic foundations of any number of layers, providing a reliable numerical tool for pile foundation engineering design and safety assessment under complex geological conditions.

The application provides a kind of side slope subsidence monitoring method and system, it is related to side slope monitoring technical field, first acquire the multi-source cause information of side slope area, including side slope surface soil disturbance, underground rock-soil stress change, surrounding water body penetration and vegetation cover change information, then based on multi-source cause information constructs side slope subsidence cause conduction chain, embodies the subsidence influence conduction relationship between causes, again according to side slope subsidence cause conduction chain generates cause conduction tracking sequence, records conduction order and state change information, then according to cause conduction tracking sequence determines the key conduction node of side slope subsidence, finally based on the position and state change information of key conduction node, generates the monitoring resource directional deployment scheme containing monitoring equipment deployment position and monitoring frequency setting, can thus comprehensively, accurately monitor side slope subsidence, improves monitoring efficiency and accuracy.

The application discloses a device for removing the cohesion of back soil in the operation of a rectangular pipe jacking machine, which comprises a mounting frame, a reversing device, a guiding device, a lifting device and a vibrating device arranged on the mounting frame; the mounting frame is of a multi-hole structure, and opposite sides of the mounting frame are fixedly connected with butt joints, the butt joints are arrayed with fasteners, two groups of four interconnecting plates are fixedly connected between the butt joints, and a fixing frame is fixedly connected between the interconnecting plates in each group. Through the cooperation of the reversing device, the guiding device, the lifting device, the vibrating device, a protection device, a jacking device and a glue injection device, the soil stress at the pipe jacking machine can be quickly removed, the pressure between the soils can be balanced, the gathered soil can be loosened and the soil cavity can be filled, the back soil phenomenon can be solved in time and quickly along with the operation of the pipe jacking machine, and the soil collapse can be avoided.

This invention provides a method and apparatus for determining the safety state of soil surrounding a foundation pit, applicable to the field of foundation pit engineering technology. The method includes: obtaining strain component information of multiple soil grid units after soil division based on deformation vector information of the soil surrounding the foundation pit; the strain component information includes horizontal strain components and vertical strain components characterizing the horizontal and vertical expansion and contraction deformation of each soil grid unit, respectively, and shear strain components characterizing the shape distortion of each soil grid unit; inputting the mobilization shear strain information obtained based on the horizontal strain components, vertical strain components, and shear strain components into a model indicating the relationship between soil stress information and strain information to obtain mobilization strength information of the soil under deformation state; determining the ratio between the mobilization strength information and the reference strength information as the strength mobilization rate information characterizing the soil's safety reserve, and converting the strength mobilization rate information to obtain the soil's safety state information.

The invention discloses an inner support type foundation pit supporting soil pressure calculation method based on an asymmetric soil arching effect, and relates to the technical field of geotechnical engineering.The method comprises the steps that S1, a sliding surface model described in a logarithmic spiral shape is established, a soil body behind a supporting structure is divided into an upper area influenced by the soil arching effect and a lower area not influenced by the soil arching effect, and the upper area is divided into a sliding surface model; s2, introducing an asymmetric soil arch calculation model considering principal stress deflection in the upper region, constructing an arch differential unit along a large principal stress track, and analyzing a soil stress state based on a stress Moire circle, S3, respectively carrying out stress analysis on the differential units in the upper region and the lower region, solving soil pressure distribution of the support structure, and calculating the soil pressure distribution of the support structure. S4, calculating resultant force of soil pressure borne by the supporting structure and the position of an action point of the resultant force; according to the method for calculating the supporting soil pressure of the inner supporting type foundation pit under the asymmetric soil arching effect, a scientific theoretical basis and a practical engineering method are provided for design of a foundation pit supporting structure under a soft foundation and a complex environment.

This invention relates to the field of cement mixing pile construction technology, specifically to a mechanized integrated design for cement mixing piles in silty soft soil. The design includes a mobile box with a control console fixedly connected to its top. A mixing mechanism is mounted on top of the control console. This mixing mechanism comprises a robotic arm, a fixed frame, and a protective cover. Positioning is achieved through the mixing mechanism, a mast, and the robotic arm. After positioning, the robotic arm's telescopic rod pushes the fixed frame downwards, inserting the protective cover into the ground. Once inserted, a motor rotates, driving the mixing blades to rotate and mix the cement. During the sinking and mixing process, the soil stress gradient can be monitored in real time. By dynamically adjusting the grout injection pressure and flow rate, insufficient grout injection pressure and range are avoided, thus ensuring the construction quality of the cement mixing pile. To ensure the permeability of the cement grout, the injection pressure and drill bit speed work synergistically during the sinking and mixing process, with high-pressure injection combined with low-speed mixing.

The application relates to a kind of all-around three-dimensional stress testing device and method based on liquid pressure transmission principle, which includes liquid cavity pressure transmission module, involves the deformation induction and stress calculation of each local azimuth, and stress pressure sensing module, which involves the all-around azimuth stress integrated calculation of target measuring point.The liquid cavity pressure transmission module and stress pressure sensing module can make three-dimensional stress calculation cover to each azimuth stress, reduce the stress measurement error caused by the difference of particle size, the anisotropy of soil body and the interference of soil deformation.The improvement of stress testing precision significantly improves the actual data testing efficiency of test, and provides convenience for the fine processing and analysis of soil stress testing data.

The invention relates to the field of building construction, in particular to an existing building surrounding basement construction technology which comprises the steps that a supporting system is formed by drilling and positioning micro piles on the boundary of an existing building foundation; a basement around the existing building is divided according to a soil sampling area, and the soil sampling robot is hoisted in place and is used for layered soil sampling; after a reinforced concrete cavity is prepared in advance, a soil sampling area is subjected to base treatment, and the cavity is lifted to the base of the soil sampling area to be in place and is in grouting connection with a connector to be connected with a supporting system. The combined supporting structure of the micro piles and the rubber bag bodies is adopted, the micro piles provide a rigid framework, the overall stability of a supporting system is guaranteed, flexible supporting is formed by grouting expansion and attaching to the soil body, the device can adapt to stress changes in the soil body excavation process, and the dynamic grouting and slurry supplementing mechanism is matched; supporting force can be adjusted in real time according to changes of soil stress and capsule pressure, and the stability of a supporting system in the whole construction period is guaranteed.

The invention relates to the technical field of pile foundation construction, in particular to a construction method of a cast-in-place pile adjacent to an existing tubular pile in a muddy silty clay stratum, which comprises the following steps: S1, drilling stress release holes in the periphery of the existing tubular pile; s2, an anti-sinking frame is installed on the periphery of the target pile position, a pile casing is buried in the soil layer, and the pile casing is fixed through the anti-sinking frame; s3, an anti-suction rotary digging drill bit is used for drilling downwards from a cylinder cavity of the pile casing, a longitudinal through flow guide groove is formed in the outer side of the anti-suction rotary digging drill bit, and slurry wall protection is adopted in the drilling process; and S4, holes are cleaned, a reinforcement cage and a guide pipe are put down, and then concrete is poured. The stress releasing holes are used for releasing soil layer stress around an existing pipe pile, the soil squeezing effect can be relieved, and the probability of hole collapse and necking down in the cast-in-place pile construction process is reduced; the anti-settling frame is mounted on the soil layer around the target pile position, so that the settlement of the pile casing is reduced; the anti-suction rotary excavating drill bit with the flow guide groove formed in the outer side is used for drilling, and the problem of rod clamping caused by negative pressure formed at the bottom in the drill bit lifting process can be solved.

The application relates to the technical field of underground construction, and relates to a high-pressure grouting stratum reinforcing method based on dynamic regulation and control, which comprises the following steps: confirming a grouting reinforcing environment based on a grouting reinforcing instruction, sampling rock and soil of a rock hole to be grouted by using a sampling ring cutter, obtaining test rock and soil blocks, carrying out penetration shear testing on the test rock and soil blocks, obtaining a rock and soil penetration index, a rock and soil specific weight and a rock and soil stress equation, carrying out property evaluation on the rock and soil penetration index, the rock and soil specific weight and the rock and soil stress equation based on a pre-constructed grouting pressure difference model, obtaining an initial grouting pressure, a limit hole bottom pressure and an initial grouting consistency, dynamically fine-tuning grouting of a set grouting system based on the limit hole bottom pressure, obtaining a target grouting system, confirming a reinforcing construction stratum based on the target grouting system and the construction stratum, and completing grouting stratum reinforcement. The application can improve the safety and automation degree of grouting construction and improve the grouting reinforcing effect of the stratum.

The application discloses a combined pile structure of foundation pit support and belongs to the field of foundation pit support.The combined pile structure comprises a pile body, a feeding hole is formed in the middle part of the pile body, vertical insertion holes are formed around the pile body, an upper sliding block groove is threaded through the upper part of the pile body through a torsion bolt, a lower sliding block groove is threaded through the lower part of the pile body through a torsion bolt, a slide rail is installed on one side of the pile body, a transverse insertion hole is formed in the middle part of the slide rail, the number of the slide rails is two, a sliding groove is installed on the other side of the pile body, a transverse insertion hole is formed in the middle part of the sliding groove, the number of the sliding grooves is two, a connecting section is clamped to the upper part of the pile body through the upper sliding block groove, and the connecting section is clamped to the lower part of the pile body through the lower sliding block groove.The combined pile structure of foundation pit support has the beneficial effects that modular design can splice the height and length units according to requirements, and the combined pile structure of foundation pit support can bear greater soil stress and water stop bearing force.

The invention relates to the technical field of soil physical property determination, and provides a flow-controllable variable-angle type soil moisture infiltration rate determination system and method.The system comprises a variable-angle supporting assembly (200) and a test column (300) used for controlling the rotation positioning angle, the test column (300) is a uniformly-distributed split type column body, and the variable-angle supporting assembly (200) is connected with the variable-angle supporting assembly (200). The closed connection part of the split type column body is sealed with test soil through a gasket (303); the top end of the test column (300) is connected with a flexible water supply assembly (400), the double-control visual compactor (100) is further included, and the compactor (100) is used for synchronously controlling the soil volume and the soil stress when the test soil in the test column (300) is compacted. According to the invention, the marginal effect is eliminated, undisturbed sampling is facilitated, the device is suitable for various angles, the flow can be accurately controlled, meanwhile, visual constant volume filling is realized by utilizing mechanical stress feedback, and high-precision measurement of the hydraulic characteristics of the soil of the Philip infiltration model is corrected based on compaction stress parameters.

The invention discloses a method for constructing a soil compaction risk early warning system based on an in-situ detection technology, and belongs to the technical field of intelligent agriculture and soil health management. According to the method, multiple layers of stress sensors are arranged to obtain soil stress distribution characteristics under different agricultural machinery operations, an early consolidation pressure prediction model is constructed in combination with soil initial volume weight, clay content and depth, and spatial differentiation evaluation of regional compressive strength is realized; continuously monitoring the thermal conductivity and the water content of the soil in situ by using a thermal pulse-TDR probe, inverting the porosity change and calculating the volume dependent variable; and finally, fusing stress-strain response and soil layer characteristics, establishing a layered soil bulk density evolution model, and dividing low, medium and high compaction risk grades according to a suitable bulk density threshold value for crop root growth. The method realizes pre-operation risk pre-judgment and operation strategy optimization, has the advantages of perspectiveness, non-destructiveness and high temporal-spatial resolution, and is suitable for mechanized operation management of black soil areas and other easy-to-compact farmlands.

This invention provides a method and device for monitoring roadbed moisture content based on the piezoresistive effect. By embedding a strain-sensitive sensor arranged in a spiral pattern within the wall of a drainage pipe, the method monitors the sensor's resistance change rate under vehicle vibration loads in real time. Combined with synchronously measured soil stress, and based on a pre-calibrated empirical model of moisture content-elastic modulus, the real-time volumetric moisture content of the roadbed soil is calculated. This invention solves the technical problem of traditional detection methods' difficulty in long-term, real-time monitoring of roadbed internal moisture content, achieving long-term, non-destructive monitoring of roadbed moisture content and providing an effective means for preventative road maintenance and stability assessment.

The application discloses a coarse-grained soil stress-strain behavior prediction method based on a hybrid deep learning architecture, and steps are as follows: step 1, a coarse-grained soil triaxial compression test data set is constructed; step 2, a hybrid deep learning prediction model is constructed; step 3, the data set obtained in step 1 is divided into a training set and a test set, the hybrid deep learning prediction model is trained by using the training set, a trained hybrid deep learning prediction model is obtained, and the trained hybrid deep learning prediction model is tested by using the test set; and step 4, key parameters of a coarse-grained soil to be measured are input into the tested hybrid deep learning prediction model, so that a stress-strain curve and a volume change-strain curve are obtained. The application has high prediction precision.

The utility model discloses a rock-soil loading device and a rock-soil testing device, and relates to the technical field of rock-soil stress simulation, the rock-soil loading device comprises a loading head, a horizontal bearing frame, a vertical bearing frame, a rotary bearing frame, a horizontal driving device, a vertical driving device and a rotary driving device, the horizontal bearing frame is used for being fixedly arranged above a model box, and the vertical bearing frame is used for being fixedly arranged above the model box; the vertical bearing frame can move in the horizontal direction along the horizontal bearing frame, the rotary bearing frame can move in the vertical direction along the vertical bearing frame, the loading head is arranged on the rotary bearing frame, the loading head can rotate, and the loading head is used for making contact with a rock-soil sample in a model box. Rotating torque, horizontal test force and vertical test force are applied to the rock-soil sample; the horizontal driving device is arranged on the horizontal bearing frame, the vertical driving device is arranged on the vertical bearing frame, and the rotary driving device is arranged on the rotary bearing frame; according to the utility model, the stress movement condition of the rock-soil sample can be comprehensively and effectively simulated.

The utility model discloses a coupling beam type pile net composite foundation structure which comprises a coupling beam, a reinforced mattress layer and a plurality of foundation reinforcing piles, the foundation reinforcing piles are arranged in a square mode, the tops of the foundation reinforcing piles are in longitudinal and transverse rigid connection through the coupling beam, haunch angles are arranged at cross joints of the coupling beam, a plain concrete cushion layer is arranged at the bottom of the coupling beam, and the reinforced mattress layer is arranged at the top of the coupling beam. And the reinforced mattress layer is formed by paving a layer of geotextile material in a broken stone hardcore. According to the coupling beam type pile net composite foundation technology, a pile cap structure is replaced by longitudinal and transverse crossed coupling beams, the pile-soil stress ratio is effectively increased, the foundation settlement control effect is further enhanced, and compared with a traditional piled raft or pile plate structure, a large amount of engineering investment can be saved while the similar reinforcing effect is achieved, and the construction cost is reduced. The method has a wide market application prospect in the field of traditional railroad bed foundation treatment.

The invention discloses a composite function soil pressure box and a soil stress parameter detection method and system. The composite function soil pressure box comprises a frame body, a first elastic membrane, a second elastic membrane, a third elastic membrane, a first annular strain gauge, a second annular strain gauge and a third annular strain gauge. The first elastic membrane, the second elastic membrane and the third elastic membrane are fixed with the frame body and are sequentially distributed in parallel; the first annular strain gauge is adhered to the first elastic diaphragm, the second annular strain gauge is adhered to the second elastic diaphragm, and the third annular strain gauge is adhered to the third elastic diaphragm; and the first annular strain gauge, the second annular strain gauge and the third annular strain gauge are all in communication connection with an external acquisition instrument. According to the invention, efficient detection of soil stress parameters is realized.

The application provides a kind of miscellaneous fill mucky soil pipe network drilling hole wall stable control device, including fixed base, hole wall support unit, inflatable structure and clamping assembly.Fixed base is set at the orifice of drilling, with the through hole that is communicated with the orifice.Hole wall support unit is provided with multiple, multiple hole wall support units can form the wall protection string that can be lowered into drilling through the through hole in series.Every hole wall support unit has expansion section.Inflatable structure can inflate hole wall support unit after being lowered into drilling, so that expansion section extends outward and abuts with hole wall.Clamping assembly can clamp the top end of hole wall support unit before inflating hole wall support unit.The miscellaneous fill mucky soil pipe network drilling hole wall stable control device provided by the application can efficiently respond to the effect of soil stress change, improve the supporting effect, effectively reduce the risk of hole collapse, and guarantee the construction progress and safety.

The invention provides a soil stress and dependent variable prediction method based on MICP. The soil stress and dependent variable prediction method comprises the following steps: S1, constructing an initial yield surface formula of a soil body based on a secondary loading surface theory; s2, adding an MICP cementing reinforcement stress expression into the initial yield surface formula to obtain a final yield surface formula; and S3, differentiating the secondary loading surface corresponding to the final yield surface formula obtained in the S2 to obtain a soil mass mechanical model. The method has the beneficial effects that by correcting the peak stress ratio, introducing the MICP cementation enhanced stress and considering factors such as over-consolidation, the soil behavior under the action of a single factor can be accurately simulated, the comprehensive mechanical property under the combined action of the soil behavior and the MICP cementation enhanced stress can be simulated, and the prediction accuracy is improved by adding the yield surface degradation equation in the model.