1981 results about "Bearing capacity" patented technology

The invention discloses a spiral anchor foundation bearing effect evaluation method and system, and relates to the technical field of finite element analysis, and the method comprises the steps: building a soil body and spiral anchor finite element model, setting boundary conditions, and obtaining finite element data; according to the finite element data, a local damage variable is introduced based on a stress-strain degradation function, local shear band development is simulated, first damage data are generated, and the first damage data comprise a first stress-strain curve and a first local damage variable; layering the soil body, and optimizing the first damage data based on intra-layer constraints to obtain second damage data; calculating full-field stress, displacement and bearing capacity for effect evaluation based on a finite element solver according to the second damage data; the problem of inaccurate evaluation of the screw anchor effect caused by the nonlinear behavior and the layered heterogeneous effect of the soil body is solved.

The invention provides a method and system for estimating the vertical bearing capacity of a steel pipe pile, and relates to the technical field of pile foundation engineering.The method comprises the steps that a static cone penetration test is conducted on a seabed stratum needing to be arranged for a steel pipe pile foundation, experimental data are obtained and subjected to normalization processing, soil behavior types are divided, and soil layer mechanical parameters are inverted; calculating side friction resistance and end resistance of the steel pipe pile based on the soil layer mechanical parameters to obtain initial static ultimate bearing capacity; historical equivalent cyclic load experimental data of waves in the construction sea area are obtained, an equivalent cyclic load reduction coefficient, a liquefaction reduction coefficient and a time-varying corrosion reduction coefficient are constructed, and a comprehensive time-varying reduction coefficient is constructed; the initial static ultimate bearing capacity is corrected based on the comprehensive time-varying reduction coefficient, the vertical bearing capacity of the steel pipe pile in the long-term service period is predicted, and the time-varying ultimate bearing capacity is obtained; setting an evaluation threshold according to the time-varying ultimate bearing capacity, dynamically adjusting a bearing capacity grading threshold interval, and outputting a bearing capacity grading evaluation result.

The invention provides a single pile bearing capacity prediction method based on an XGBoost machine learning algorithm, comprising the following steps: (1) acquiring and preprocessing test data including soil layer input parameters, pile parameters and construction parameters, and dividing the preprocessed test data into a test set and a training set; (2) constructing a machine learning model in a pile foundation design stage according to the soil layer input parameters and the pile parameters, constructing a machine learning model in a pile foundation construction stage according to the soil layer input parameters, the pile parameters and the construction parameters, and respectively optimizing the two machine learning models by adopting a Bayesian optimization algorithm; and (3) the two optimized machine learning models are used for calculating the single-pile bearing capacity in the pile foundation design stage and the single-pile bearing capacity in the construction stage according to needs. According to the method, influence factors of all stages are comprehensively considered, algorithm learning is carried out on the influence factors, the bearing capacity of the reinforced concrete prefabricated pipe pile can be rapidly and effectively predicted, and the method can be used for optimizing the pile length design, reducing the pile material cost and improving the construction quality.

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 provides a reverse self-balancing pile foundation bearing capacity detection method based on prefabricated steel pipe piles, and relates to the technical field of pile foundation detection, and the method comprises the steps that the assembled prefabricated steel pipe piles are constructed at preset elevation positions of a target test field; obtaining first record data and second record data; on the basis of the first recorded data and the second recorded data, the total compressive bearing capacity and the total uplift bearing capacity of the prefabricated steel pipe pile are obtained through calculation according to a reverse self-balancing method; wherein a pile body load box in the loading pile body section is used for loading, the upper pile body and the lower pile body are driven to deform oppositely, and at least the stress of the pile body load box and the opposite displacement of the pile body are recorded as first record data; and a pile top load box in the pile cap loading section is loaded, the upper pile body and the lower pile body are driven to deform oppositely, and at least the stress of the pile top load box and the opposite displacement of the pile body are recorded as second record data. The method for detecting the bearing capacity of the pile foundation is simpler, more efficient and quicker.

Disclosed in the present application is a cast-in-place prefabricated building formwork component suitable for columns or beams, comprising a columnar formwork and stirrups fixed to the formwork; the upper and lower ends of the formwork are provided with connection fitting parts that fit adjacent formworks; the formwork is defined by steel plates; the stirrups are jointly formed by the steel plates and rod-shaped members fixedly connected to inner side surfaces of the steel plates. In addition, further disclosed in the present application are a cast-in-place prefabricated building shear wall component and a cast-in-place prefabricated building floor slab component. A stress test result proves that structures such as columns and beams formed by the cast-in-place prefabricated building formwork component in the present application can have a better constraint effect on concrete cast inside, and particularly increase a constraint area, thereby improving the overall shear resistance and bearing capacity of buildings, and having great significance for seismic resistance of the buildings in earthquakes.

The invention belongs to the technical field of bridge engineering, and aims to eliminate the problem of systematic underestimation of web bearing capacity under the condition of standard effective loading length. The invention provides a method for correcting a local pressure bearing capacity calculation formula of a steel beam web, which comprises the following steps of: identifying and determining a key parameter ratio and an engineering application range thereof by carrying out sensitivity parameter analysis on a bending reduction coefficient; on the basis of the reference engineering case, fixed values are taken from part of parameters, and other geometric quantities are inversely calculated; based on a preset variable sequence, finite element models are established in Abaqus in batches, and the ultimate bearing capacity and the flange longitudinal stress level of each model are extracted; the standard calculation value is corrected according to a finite element result, the corrected ultimate bearing capacity of the steel beam web is calculated, and a corrected bending reduction coefficient is obtained accordingly; and finally, fitting a corrected formula about the regularized slenderness ratio on the correction coefficient by taking the specification parameter as an independent variable to obtain an expression capable of directly replacing the original specification. The method can significantly improve the calculation precision.

The invention relates to the technical field of foundation pit engineering safety monitoring, in particular to a deep foundation pit deformation early warning method and system. The method comprises the following steps: acquiring displacement settlement data of the deep foundation pit through monitoring equipment; constructing a bearing capacity correction model, and obtaining a bearing capacity correction factor of the supporting structure according to the bearing capacity correction model; according to the soil body characteristics of the deep foundation pit soil body, the anti-sliding stability of the deep foundation pit soil body is analyzed; based on the seepage characteristics of the deep foundation pit, seepage influence factors of the deep foundation pit are calculated; and in combination with the bearing capacity correction factor, the anti-sliding stability and the seepage influence factor, the displacement settlement data are corrected, and deformation early warning of the deep foundation pit is completed through the corrected displacement settlement data. According to the method, the monitored displacement settlement data is corrected according to the actual conditions of the deep foundation pit, then deformation early warning is performed, the method can adapt to different geological conditions, construction stages and environmental factors, and the problem of efficiently and accurately performing early warning on deformation of the foundation pit is solved.

The invention discloses a mining section coal pillar goaf side concrete wall reinforcing method, and relates to the field of coal mining, and the method comprises the following steps: collecting section coal pillar geological parameters; calculating a boundary position of a plastic zone according to geological parameters of the coal pillar, and dividing the coal pillar into a broken zone, a fractured zone and an original structure zone; basic roof strata are determined according to geological parameters of the coal pillar, the bearing capacity of the basic roof strata is calculated, the basic roof strata with the minimum bearing capacity serves as a roof cutting target layer, and the hydrofracture roof cutting drilling depth needed for penetrating through the target layer is determined; the broken area range serves as the influence range of surrounding rock pressure calculation, the static load q applied to the concrete wall by the surrounding rock pressure is calculated, the static load q is corrected through a dynamic load coefficient, and a supporting load Q is obtained; and according to the support load Q, reinforcement parameters are determined. Aiming at the surrounding rock deformation and instability of the adjacent roadway on the section coal pillar gob side under the deep well mining condition, the method effectively controls the surrounding rock deformation and instability of the adjacent roadway caused by working face mining disturbance.

Disclosed in the present invention are high-rise pile cap equipment under a horizontal load and a centrifuge test method for foundation bearing characteristics thereof. The equipment comprises a model box, a sand layer, a model pile cap, at least eight model piles, a horizontal loading device, at least two laser displacement sensors, an axial force sensor, and a plurality of strain gauges. The method comprises: S1, performing one-way horizontal loading on high-rise pile cap equipment under a horizontal load to obtain an ultimate foundation bearing capacity situation, a model pile body axial force distribution situation, a pile foundation axial force comparison situation, a model pile body bending moment distribution situation, and a model pile body bending moment comparison situation of the equipment; and S2, performing one-way variable amplitude cyclic loading on the high-rise pile cap equipment under the horizontal load to obtain a foundation displacement situation, an effect of the number of cycles on foundation stiffness, an effect of a cyclic load amplitude on the foundation stiffness, and a foundation inclination situation. In this way, the foundation design of the high-rise pile cap can be optimized, and a basis and a reference for evaluating safety of foundation long-term service are provided.

The invention discloses a method for analyzing the uplift bearing capacity of a PHC spiral pipe pile based on numerical simulation. The method comprises the following steps: vertically screwing a pile body into a designed elevation by adopting intelligent rotary excavating equipment provided with a special drill bit, and monitoring the press-in speed, the rotating speed, the torque and the perpendicularity in real time; recording a press-in resistance-depth curve, a torque-depth curve and pile body perpendicularity data; establishing a three-dimensional refined numerical model containing a real spiral blade, and calibrating soil key parameters through a parameter inversion algorithm to obtain a calibrated numerical model; an anti-pulling load is simulated on the calibrated numerical model, and the ultimate anti-pulling bearing capacity and the failure mode are analyzed; based on a multi-working-condition simulation result, a practical calculation formula of the ultimate uplift bearing capacity is obtained through regression analysis; and model inversion is driven through construction data, refined numerical simulation is combined, the uplift bearing capacity prediction precision is improved, and a reliable basis is provided for the uplift design of the PHC spiral pipe pile.

The invention relates to the technical field of underwater construction engineering, and discloses an underwater foundation horizontal bearing capacity evaluation method which comprises the following steps: acquiring the geometric dimension and material physical and mechanical properties of a foundation, geological information of a seabed soil sample, ocean current observation data and design wave elements; the maximum scouring depth around the foundation is determined according to ocean current observation data, wave elements and sediment mechanical properties; establishing a foundation-soil body three-dimensional bearing model, and substituting the foundation and soil body mechanical properties and the scouring size to obtain the foundation bearing capacity under each foundation diameter, burial depth, scouring depth and sediment property; according to the relationship between the foundation diameter, the burial depth, the scouring depth and the sediment property and the foundation bearing capacity, a correlation model is established, and the residual value of the foundation bearing capacity after scouring is calculated according to the correlation model. Based on the pile foundation bearing characteristic and the pile-soil interaction mechanical theory, the analysis method has the advantages of being clear in theory, wide in application range, high in reliability and the like. Analysis results are accurate and reliable, influence factors are comprehensively considered, and the method is more scientific.

The invention discloses a soft rock tunnel overexcavation backfill method, and relates to the technical field of tunnel construction.The soft rock tunnel overexcavation backfill method comprises the steps that a three-dimensional live-action image in a tunnel is scanned; establishing a three-dimensional live-action model according to the three-dimensional live-action image; establishing a digital twin model of the tunnel according to a design drawing; carrying out geometric intersection on the three-dimensional live-action model and the digital twin model to obtain geometric parameters of an overexcavation area; a concrete mold is subjected to 3D printing according to the geometric parameters of the overexcavation area; concrete is poured into the concrete mold, and a backfill body is formed; and the backfill body is backfilled to the overexcavation area. Due to the fact that the formed backfill body is tightly attached to the tunnel wall of the overexcavation area, the backfill precision is effectively improved, the construction quality is improved, the stability and the bearing capacity of the inner wall of the tunnel are enhanced, potential safety hazards are reduced, the concrete backfill work amount can be accurately controlled, the construction cost is reduced, and material waste is avoided.

The invention relates to the technical field of building construction, in particular to a foundation construction material and a dynamic compaction construction method.The construction method comprises the following steps that S1, an early-stage preparation stage is conducted; s2, a trial compaction and parameter optimization stage; s3, a main body construction stage; s4, a multi-field coupling maintenance stage; s5, a foundation quality detection stage; and S6, an acceptance and filing stage. Through intelligent sensing and dynamic parameter regulation and control, self-adaptive optimization of the tamping process is achieved, over-tamping or under-tamping is avoided, and the foundation bearing capacity is improved by 15%-20%; the layered filling design of the gradient material is matched with different depth mechanical requirements, the grading continuity coefficient is larger than or equal to 0.5, and the compactness of the pier body is improved by 25% or above; an innovative Q value evaluation formula integrates multi-dimensional parameters, the detection accuracy rate reaches 90% or above, and the rework rate is remarkably reduced; the maintenance period is shortened to 7 days through the multi-field coupling maintenance technology, and the construction efficiency is improved by 50%; and the material cost is reduced by 30% by recycling the construction waste, and the method has economical efficiency and environmental protection performance and is suitable for various complex foundation treatment sites.

The invention belongs to the technical field of soil pile testing, and particularly relates to a full-size static sounding soil squeezing pile penetration depth and ultimate bearing capacity synchronous testing device which comprises a supporting frame composed of two transverse rectangular plates and two longitudinal rectangular plates. A bearing supporting plate is fixedly installed on the upper surface of a longitudinal rectangular plate on one side of the supporting frame through bolts, a surrounding plate is arranged on the edge of one side of the upper surface of the bearing supporting plate, and a partition section is arranged between the bearing supporting plate and the surrounding plate. In the monitoring assembly, a photoelectric displacement sensor is installed between a sleeve and an anti-interference ring, the soil penetration depth of the concrete pile is accurately obtained by detecting the relative displacement of the sleeve and the anti-interference ring, external interference is effectively reduced through the arrangement of the anti-interference ring, the stability and accuracy of measured data are guaranteed, and a pressure sensor is matched with a stress sleeve to accurately transmit the stress of the pile body; the pressure change can be accurately sensed, the transmission structure of the worm gear and the worm is combined, the ultimate bearing capacity measurement precision is further improved, and reliable data support is provided for engineering design.

The invention discloses a building construction temporary steel trestle bearing capacity detection device and a detection method thereof, and relates to the technical field of building bridge bearing capacity detection.The building construction temporary steel trestle bearing capacity detection device comprises a bottom plate, a detector body and supporting legs fixedly installed on the periphery of the bottom of the bottom plate; an inclined rod is fixedly connected to one side of the top of the bottom plate, a fixing plate is installed on one side of the inclined rod, a supporting column is fixedly connected to the bottom of the inclined rod, an annular spherical shell sleeve is fixedly connected to the top end of the inclined rod, a supporting assembly is arranged on one side of the fixing plate, and an adjusting assembly is arranged on the other side of the fixing plate. The supporting assembly comprises connecting plates which are symmetrically arranged up and down, and one side of the interior of each connecting plate is fixedly connected with a one-way screw rod, so that the problems that the position of the detector is not fixed during detection, and the bridge floor vibrates during bridge load detection, so that the vibration of the detector is possibly caused, and the detection efficiency is improved are solved. And the accuracy of the pressure needle detection structure is influenced.

The invention relates to the field of pile foundation detection, and discloses a rapid pile foundation bearing capacity detector for an engineering field, which comprises a cabinet, left and right symmetrical supporting legs slide in the cabinet, one side of each supporting leg is provided with a mounting plate, the bottom of each mounting plate is provided with a crawler belt, and a limiting frame is fixed in the cabinet. A fixing ring is arranged on the outer wall of the limiting frame in a sliding mode, a limiting buckle is installed at one end of the limiting frame to limit the displacement range of the fixing ring, an inner ring is fixed in the fixing ring, a gear ring is rotationally arranged in the inner ring, first gears distributed in an annular array are rotationally arranged in the fixing ring, and the first gears are meshed with the gear ring. Through cooperation of the gear ring, the first gear, the first rack and other parts, the effect that the device carries out fine position adjustment on the pile foundation needing to be detected is achieved, the problem that when the pile foundation is detected, due to position deviation, the detection result is greatly different from the actual situation is solved, and therefore the detection accuracy of the device is improved.

The invention relates to the technical field of anti-seismic performance evaluation of ECC jacketed combination columns, and particularly provides a quantitative evaluation method for anti-seismic performance indexes of an ECC jacketed combination column, which comprises the following steps of: calculating key anti-seismic performance indexes such as bearing capacity, accumulated energy dissipation, ductility coefficient and limit value of repairable interval, and combining weight analysis and importance coefficient adjustment to evaluate the anti-seismic performance indexes of the ECC jacketed combination column. A scientific and comprehensive anti-seismic performance evaluation system is established; a method for determining the damage point of the ECC jacket combination column is provided, and the damage state is accurately determined; reparability interval evaluation is particularly introduced, repair grades are divided based on residual deformation and Park-Ang damage indexes, and a basis is provided for post-earthquake maintenance decision making; the provided anti-seismic performance index evaluation index comprehensively considers different loading working conditions, and a clear engineering applicable threshold value is set, so that engineering personnel can quickly evaluate and optimally design; the method is of great significance to promotion of engineering application of the ECC jacket combination column.

The invention provides a design optimization method and system for a grouting screw anchor foundation structure in gravelly soil, and relates to the technical field of anchoring and civil constructions.The design optimization method includes the steps that related physical parameters of the gravelly soil are obtained, a plurality of combinations are randomly generated in a value interval of the foundation structure size, and the anchoring bearing capacity of each combination is calculated; then, a combination with the maximum anchoring bearing capacity is sought through a mapping relation in combination with an optimization algorithm to serve as an optimization combination, a finite element model under the optimization combination is constructed to obtain mechanical parameters and calculate corresponding energy values, finally, the energy values of the optimization combination serve as initial solutions, iterative optimization is carried out based on a simulated annealing algorithm, and the optimal anchoring bearing capacity is obtained. And establishing a self-adaptive cooling rate adjusting mechanism, and setting an energy value threshold value, so as to obtain an optimal combination of the sizes of the target grouting screw anchor foundation structure. According to the method, the finite element analysis and the simulated annealing algorithm are combined, and efficient optimization of the size of the target grouting screw anchor foundation structure is achieved.

The invention discloses a foundation treatment method for determining the thickness of a replacement cushion layer of an underground water supply and drainage pipeline. The foundation treatment method comprises the steps that S1, it is determined that a pipeline foundation is a concrete foundation or a gravel foundation; s2, the required foundation bearing capacity is calculated; s3, checking whether the bearing capacity of the uncorrected pipe bottom soil layer foundation meets the design requirement or not, and if yes, carrying out foundation treatment of replacing and filling a cushion layer; if not, foundation treatment of the replacement cushion layer is conducted, and the thickness of the replacement cushion layer is calculated according to the following formula; according to the method, the accuracy and quickness of calculation of the replacement thickness are improved, the working efficiency is improved, unnecessary waste is reduced, the foundation treatment method for determining the foundation bearing capacity needed by pipelines with different pipes, pipe diameters and earthing thicknesses and the thickness of the replacement cushion layer is provided, the needed foundation bearing capacity is determined according to the different pipes, pipe diameters and earthing thicknesses, and the foundation treatment effect is improved. And when a soft soil layer exists at the bottom of the pipe, a foundation treatment method adopting a replacing and filling cushion layer is provided, the requirement for foundation bearing capacity can be met, and safe operation of the pipe is guaranteed.

The invention relates to the technical field of a seabed substrate advanced detection device and method for a seabed mining vehicle, and provides a seabed substrate advanced detection device and method for a seabed mining vehicle, which can simultaneously obtain submarine topography and landform and detect multiple parameters of a seabed substrate. The deep sea detection system is matched with a mine car to ensure smooth proceeding of a rear mine car in deep sea bottom detection, and comprises a sea surface data processing system and a frame with the cross section in a structure shaped like a Chinese character'tian ', a master control device, a signal receiver and at least four detection modules arranged in a matrix are arranged on the frame, and the master control device is used for controlling the detection modules. The signal receiver is used for transmitting information of the detection module and the sea surface receiving device; the detection module comprises a side-scan sonar module used for rapidly obtaining the topography and landform in front, a transverse push toothed plate used for cutting into a soil body, a turbidity meter module used for measuring the concentration of suspended particles and dissolved matters in the seabed, and a pressing plate module used for obtaining the bearing capacity and the subsidence index of the seabed sediment.

The invention relates to a numerical calculation method and device for simulating slippage of a duct piece and a built-in steel bar. The numerical calculation method for simulating slippage of the duct piece and the built-in steel bar comprises the following steps: performing grid division on a three-dimensional shield duct piece according to reinforcement information, endowing the grid three-dimensional shield duct piece with basic physical parameters of concrete, and constructing cable units arranged along actual reinforcement positions, coupling with the concrete model in combination with the calibrated bonding parameters to obtain a concrete model with slippage characteristics; a load path conforming to an engineering scene is applied to the concrete model with the slippage characteristic, nonlinear increment iteration solving is adopted, and simulation time history data is obtained; and finally, performing index calculation and evaluation on the simulation time history data. According to the numerical calculation method for simulating slippage of the duct piece and the built-in steel bar, the problem of overestimation of rigidity and bearing capacity caused by assumption of complete bonding is effectively avoided.

The utility model relates to a construction platform supporting structure, and relates to the field of supporting structures, the construction platform supporting structure comprises a lower layer supporting structure arranged at the bottom of a platform body and a wall-attached supporting structure arranged at the top of the platform body, the platform body is supported by the lower layer supporting structure, and the edge of the platform is supported by the wall-attached supporting structure; the lower-layer supporting structure and the wall-attached supporting structure are both located at the position close to the wall edge, and the position of the lower-layer supporting structure corresponds to the position of the wall-attached supporting structure. According to the platform, partial load borne by the platform can be transmitted to the wall-attached supporting structure, and is transmitted to the platform body at the bottom and the lower-layer supporting structure through the wall-attached supporting structure, so that the overall stability and bearing capacity of the platform are improved.

The invention discloses a method for dynamically evaluating the ultimate bearing capacity of a layered damage composite material cylindrical pressure-resistant shell in the field of deep sea equipment structure health monitoring, which comprises the following steps of: establishing a nonlinear relationship between a critical buckling load of an unlayered composite material cylindrical shell and a critical buckling load of a layered composite material cylindrical shell, and calculating an attenuation coefficient of each group of samples; measuring inner and outer layer strain values of the to-be-evaluated composite cylindrical shell, detecting extreme value statistics and cumulative sum based on change points of the inner and outer strain values, judging that the position of the point is layered, constructing a layering point set, calculating five layering characteristic parameters of the to-be-evaluated composite cylindrical shell based on the layering point set, and substituting the five layering characteristic parameters into an attenuation coefficient formula, obtaining a critical load of the to-be-evaluated composite cylindrical shell; according to the method, through combination of dual-surface strain cooperative monitoring and a regression model, prediction of critical buckling loads in a service state is realized, environments such as shell thickness fluctuation, salt spray corrosion, interface fracture parameter measurement errors and impact loads are compatible, strain gauge monitoring and limit load online evaluation are fused, and a dual evaluation system is formed.

The invention discloses a comprehensive evaluation method for the health state of concrete filled steel tubes. According to the method, a multilevel evaluation index system for the health state of the concrete-filled steel tube structure is constructed, and factors influencing the health of the structure are divided into a plurality of key indexes including the ultimate bearing capacity, the overall stability performance, the anti-seismic performance and the like. The method comprises the following steps: firstly, quantifying each index by using a membership function in fuzzy mathematics, and constructing a membership matrix; secondly, determining the weight of each index according to the influence of each index on the whole bridge; then, the health state of the concrete filled steel tube is evaluated through the fuzzy comprehensive evaluation model, the structure health level is generated, an accurate health state evaluation result is provided, and the method is suitable for health monitoring and evaluation of complex concrete filled steel tube structures such as bridges, tunnels and high-rise buildings. The method has the advantages of being high in evaluation precision, wide in application range and easy and convenient to operate, and a scientific basis is provided for safety management and maintenance decision making of the concrete-filled steel tube structure.

The invention belongs to the technical field of calculation of horizontal bearing capacity of foundations, and particularly discloses and provides an accurate calculation method for horizontal bearing capacity of an offshore wind power foundation, which comprises the following steps: integrating wave spectrum, wind regime, tide and soil mass parameters to form a multi-dimensional data set; a three-dimensional pile-soil model is constructed, and wave force and wind load are coupled; calculating a stiffness coefficient and identifying a pile body type in combination with a length-diameter ratio; quantifying an environment deviation compensation coefficient according to the pile body type; after the initial horizontal bearing capacity is calculated, the bearing capacity failure critical state is judged based on real-time displacement monitoring data, and if the critical state is reached, the initial bearing capacity is corrected through linear weighting of the displacement deviation compensation coefficient and the environment deviation compensation coefficient. According to the method, the time-varying environment load is dynamically coupled, the pile-soil interaction is finely simulated, a rigidity self-adaptive grading mechanism and a double compensation feedback system are established, and the calculation precision and the real-time early warning capability of the horizontal bearing capacity in the complex marine environment are remarkably improved.

The invention relates to the technical field of pile foundations, in particular to a variable-section anti-seismic spiral pile foundation and a construction method.The variable-section anti-seismic spiral pile foundation comprises a pile body, a spiral blade set, a seismic isolation layer and an anti-seismic ring, and the spiral blade set and the pile body form the spiral pile foundation through pouring in a construction soil layer; the shock insulation layer is installed on the top of the pile body and integrated with the pile body through pouring, the anti-seismic ring is arranged outside the shock insulation layer in a surrounding mode and connected with the shock insulation layer, the spiral blade set is composed of a plurality of sets of spiral blades of different specifications, and the spiral blades are arranged upwards from the lower portion of the pile body from small to large. And compared with the scheme that the outer diameter of the blade is increased in the prior art, the economic construction cost is reduced, and the anti-seismic performance and the bearing capacity are synchronously improved.

The invention discloses a full-space active and passive reinforced supporting method for a deep roadway, and relates to the technical field of deep roadway supporting. The method comprises the following steps: S1, obtaining a roadway surrounding rock structure, ground stress and surrounding rock physical and mechanical parameters; s2, determining the ranges of a broken area, a plastic area and an elastic area of the surrounding rock of the deep roadway; s3, variable-diameter pressure relief drill holes are constructed to reduce the surrounding rock stress; s4, an anchor net is supported, and concrete is sprayed to block the surface of the surrounding rock; s5, grouting reinforcement is conducted, and anchor rod cables are installed; s6, a full-space concrete filled steel tube support is erected; and S7, a roadway bottom plate is poured, and concrete spraying is conducted on the surface of the surrounding rock so that the support can be embedded. According to the surrounding rock control method, active bearing of the roadway surrounding rock and passive supporting of the full-space support can be effectively coordinated, the cooperative bearing capacity of the deep roadway can be improved, and safety and stability of the deep roadway are guaranteed.

The invention discloses large open type karst cave local rock forming equipment and method, and belongs to the technical field of karst area pile foundation construction. The problems that in traditional cloth bag pile construction, the hole collapse risk is high, the bearing capacity is insufficient, and grouting displacement of a steel reinforcement framework occurs are mainly solved. According to the equipment, grout overflow holes distributed in a staggered mode are preset in a variable-diameter hollow steel cylinder body, and a grout overflow groove is formed in the variable-diameter part of the cylinder bottom; the diameter of the upper part of the coarse structure is larger than that of the lower part of the coarse structure; the steel sleeve is anchored at the top of the steel cylinder and has larger diameter; the cylindrical plastic sleeve is adhered to the inner wall of the steel cylinder; the grouting pipe is arranged in the cylindrical plastic sleeve in a penetrating manner; and the annular hoop surrounds the outer side of the fiber bag through the plastic short pipe to form a bamboo-shaped constraint structure. The upper end of the fiber bag is anchored to the steel sleeve, and the lower end of the fiber bag is anchored to an anchor hole in the bottom of the steel cylinder. The equipment is used for large open type karst cave pile foundation construction, the hole collapse resistance is improved through a composite structure of the steel cylinder and the fiber bag, the bearing capacity is increased, and grouting displacement is prevented.

The utility model relates to a constant-resistance yield anchor rod and anchor cable, and belongs to the technical field of civil engineering, rock and soil slope treatment and mining engineering supporting. The anchor rod comprises a yield pipe, a rod body, an extrusion head and a force transmission system, the yield pipe is a straight circular steel pipe, periodic indentation lines are arranged on the middle section of the outer wall of the yield pipe, and constant-resistance energy absorption is achieved through gradual buckling deformation of the indentation lines; the rod body penetrates through an inner cavity of the yield pipe, an extrusion head with hardness higher than that of the pipe wall is fixed at the near end, and a birdcage-shaped expanding device is arranged at the far end to enhance anchoring; the force transmission system ensures the load transmission efficiency through a supporting base plate and a force transmission ring. According to the utility model, the contradiction between material strength and ductility is converted into controllable buckling deformation through structural collaborative design, and the controllable buckling deformation anchor rod has the advantages of low cost, long displacement energy absorption (millimeter-meter level), controllable bearing capacity level (yield pipe > extrusion head > rod body), multi-scene adaptation and the like, and is suitable for rock-soil body support under the conditions of earthquake, rock burst and large deformation of surrounding rock.