91 results about "Soil stress" patented technology

The invention provides a shield tunnel dynamic settlement compensation construction method based on an adaptive optimization algorithm, and the method comprises the steps: collecting the ground surface settlement, soil stress and underground water level data in real time through an Internet of Things sensor, achieving the data preprocessing and feature extraction in combination with an edge calculation node, constructing a three-dimensional geologic model, integrating the historical engineering data through transfer learning, and achieving the dynamic settlement compensation of a shield tunnel. The method comprises the following steps: identifying a high-risk area by using a clustering algorithm, designing a hybrid adaptive optimization framework with fusion of random forest and incremental learning, dynamically adjusting shield tunneling speed and soil bin pressure construction parameters, introducing an adaptive step length mechanism to cope with geological complexity change, and identifying a settlement abnormal mode through Fourier transform. Precise compensation is achieved in combination with a layered grouting strategy, the pressure of a soil bin is dynamically adjusted based on a hydraulic system, a closed-loop feedback mechanism is established, the predicted deviation rate is compared with an actual monitoring value, model parameters and the compensation strategy are continuously optimized, the settlement control precision is improved, and the construction risk is reduced.

The invention provides a finite element-based method for estimating pulling-out ultimate bearing capacity of a grouting screw anchor in gravelly soil, and relates to the technical field of civil structure engineering.A three-dimensional finite element model containing the grouting screw anchor and surrounding gravelly soil is established, model parameters cover the structure and material characteristics of the grouting screw anchor, and the grouting screw anchor and the surrounding gravelly soil are subjected to finite element modeling; a coordinate axis is established with the center of the anchor bottom as an original point for grid division, a stress concentration area is analyzed, principal stress is calculated to serve as critical bearing stress, vertical pull-out loads are applied step by step through a grouting pull-out test, a pull-out stress influence area is determined, soil stress of the area is analyzed, and soil binding power and friction force are calculated. And a grouting coefficient and a rock crack coefficient are generated, soil parameters are corrected, and the ultimate pulling bearing capacity of the grouting screw anchor is comprehensively obtained. According to the method, the pulling ultimate bearing capacity of the grouting screw anchor is accurately evaluated by establishing the three-dimensional finite element model and the graded loading experiment.

The invention discloses a slope deformation monitoring system applied to a power transmission and transformation project, relates to the technical field of slope deformation monitoring, realizes high-precision slope displacement calculation by fusing optical fiber voltage signals and Beidou positioning data, constructs an inclination angle prediction model by combining historical inclination angle data, and introduces residual analysis to identify a structure deviation trend. The system dynamically calculates soil stress attenuation based on pore water pressure data, generates a threshold value correction factor driven by a softening coefficient, and then adaptively adjusts a displacement acceleration early warning threshold value to realize adaptation to different geological states. A closed-loop risk identification mechanism is established by monitoring double indexes of displacement acceleration and inclination angle prediction residual error, and the method has the advantages of being timely in response, high in identification precision, low in false alarm rate and the like, and is particularly suitable for power transmission and transformation scenes with complex geological conditions and large rainfall intensity changes.

The invention discloses a digital twin-driven foundation settlement multi-physics field coupling simulation platform and a use method thereof, relates to the technical field of foundation settlement analysis, and solves the technical problem of settlement prediction deviation accumulation caused by incapability of synchronously updating seepage field and stress field coupling boundary conditions. According to the invention, the twinborn construction unit and the multi-physics coupling solving unit are installed, so that the rapid construction of the digital twinborn of the stratified geologic structure and the multi-physics coupling effect calculation of a stress field, a seepage field and a temperature field of a soil body are realized, and the problem of insufficient precision of traditional single-field simulation is solved; by installing a noise filtering unit and a data standardization unit, elimination of high-frequency interference components of sensor signals and time-space alignment of multi-source data are achieved, the problem that noise interference of geological exploration data is incompatible with heterogeneous formats is solved, and the accuracy and accuracy of foundation settlement analysis are improved. And the reliability of input data and the stability of a simulation result are improved.

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 utility model provides a soft soil plank road foundation structure which comprises a timber pile assembly, a foundation assembly and a foundation assembly. The bottom of the timber pile assembly is located in a soft soil layer. The mattress layer is arranged above the timber pile assembly, and the top of the timber pile assembly is wrapped in the mattress layer; the concrete cushion layer is positioned above the mattress layer; and the stone pile layer is located above the concrete cushion layer. The timber pile assembly is arranged in soft soil, the timber pile assembly replaces low-strength soft soil with the same size as a pile body, and when the timber pile assembly is subjected to external loads, stress in a foundation is redistributed according to the pile-soil stress ratio; stress is concentrated on the timber pile assembly, stress borne by soil around the pile body is correspondingly reduced, and most loads are borne by the timber pile assembly. The strength and the deformation resistance of the piles are superior to those of a soil body, so that the bearing capacity and the coefficient of the formed composite foundation are superior to those of the original soil body, and the effects of reducing deformation and improving the bearing capacity can be achieved.

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 invention discloses a regional soil body reinforcement construction method between small-clear-distance shield tunnels. The regional soil body reinforcement construction method comprises the following steps that materials of the shield tunnels constructed on site, the shape of the shield tunnels, the distance between shield tunnel soil bodies and parameters of soil layers are obtained; a three-dimensional shield tunnel model is established based on the obtained data, and soil stress distribution parameters are obtained through model simulation; based on the soil stress distribution parameters, an area with the most concentrated stress above the newly-built shield tunnel is divided into a strong reinforcement area, stress sub-concentrated areas located on the two sides of the periphery of the strong reinforcement area are divided into medium-strong reinforcement areas, and areas located on the two sides of the periphery of the medium-strong reinforcement areas are divided into weak reinforcement areas; and the strong reinforcement area is reinforced through double-liquid type mixed liquid, then the medium-strong reinforcement area is reinforced through cement paste, and finally the weak reinforcement area is reinforced through clay paste. Regional soil body reinforcement is adopted, the reinforcement strength is controlled, disturbance to the existing shield tunnel is reduced, and the engineering quality is guaranteed.

The utility model relates to a high-crack-resistance roadbed protection structure, and belongs to the technical field of roadbed protection, the high-crack-resistance roadbed protection structure comprises a roadbed main body, the roadbed main body comprises a base layer and a protection structure, and the protection structure is arranged at the top end of the base layer; the protection structure comprises a first elastic layer, a reinforcing layer fixedly installed at the top end of the first elastic layer, a second elastic layer fixedly installed at the top end of the reinforcing layer, a protection net fixedly installed at the top end of the second elastic layer and a frost crack prevention structure fixedly installed at the top end of the protection net. According to the high-crack-resistance roadbed protection structure, through an anti-crack structure composed of the first elastic layer, the reinforcing layer and the second elastic layer, deformation and recovery performance can be achieved on the base layer, stress in soil in the base layer can be absorbed, soil stress can be dispersed, generation of roadbed cracks can be reduced, soil erosion can be prevented, and the service life of the roadbed can be prolonged. Meanwhile, the anti-crack structure is protected from being damaged by the external environment, and the roadbed body is not prone to cracking in the low-temperature environment or the high-temperature environment.

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.

The invention provides a hill fracture zone toe board grouting pressure deformation regulation and control device, and relates to the field of engineering grouting construction.The hill fracture zone toe board grouting pressure deformation regulation and control device comprises a device base, two lateral supporting frames, a pouring storage device, a transverse connecting rod and positioning rivet holes, and the two lateral supporting frames are fixed to the two sides of the top end of the device base; the two transverse connecting rods are fixedly connected with the top ends of the lateral supporting frames on the two sides, and the irrigation storage device is connected with the transverse connecting rods on the two sides. Through cooperative work of the terrain self-adaptive anchoring structure, the real-time wireless monitoring of the rock-soil stress state and the dynamic supporting and adjusting system capable of precisely and locally applying force, active sensing and intelligent regulation and control of rock-soil stress and deformation in the toe board grouting process under the complex geological condition of the hilly crushed zone are achieved; the problem of rock mass instability or poor grouting quality caused by improper pressure control in traditional grouting is effectively solved, and the construction safety and the engineering quality are remarkably improved.

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.