1395 results about "Bearing capacity" patented technology

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 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.

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 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 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 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 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 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.

The invention relates to a fault development gas storage operation upper limit pressure determination method considering an overpressure operation condition. The method comprises the following steps: 1, establishing a gas storage three-dimensional geomechanical model covering reservoir, cap strata and peripheral faults; 2, carrying out geomechanical simulation; 3, determining the shear failure resistance limit pressure bearing capacity and the tensile failure resistance limit pressure bearing capacity of the cover layer; 4, designing a gas logging permeability test experiment of the cover rock under different static confining pressures; 5, determining the gas breakthrough pressure of the cover rock under different pressure increasing coefficients; 6, determining the sealing limit pressure-bearing capacity of the capillary tube of the cover layer; 7, determining the anti-slip activation limit pressure bearing capacity and the anti-expansion fracture limit pressure bearing capacity of the fault; and 8, the operation upper limit pressure of the gas storage is determined. According to the method, the four-dimensional geomechanical model is established, the stress path of the reservoir building and gas injection process of the oil and gas reservoir is obtained through numerical simulation, and the dynamic horizontal principal stress of the reservoir building and gas injection process is calculated and determined by taking the determined reservoir top horizontal principal stress as the reference.

The invention discloses a protective device of a concrete pipe pile composite connection joint and an assembly method, and relates to the technical field of offshore fixed wind power equipment.The protective device comprises a first pipe pile and a second pipe pile, a protective hoop is arranged at the joint of the second pipe pile and the first pipe pile, and a first connection assembly is arranged in the protective hoop; a first fastening assembly is arranged in the first connecting assembly and connected with the first pipe pile and the second pipe pile. According to the protection device for the concrete pipe pile composite connection joint and the assembly method, the bearing capacity of the pipe pile joint is greatly improved, corrosion of a weld joint by the marine environment is reduced, and it is ensured that the pipe pile can stably work in the severe environment.

The invention relates to the technical field of building construction, in particular to a bag type pile foundation structure. The bag type pile foundation structure comprises a pile body, a grouting assembly and at least one grouting bag. The grouting bag is arranged on the outer side of the pile body; the grouting assembly is used for grouting all the grouting bags; and the grouting bag at least expands outside the pile body in the radial direction of the pile body after grouting. According to the bag type pile foundation structure, the slurry diffusion form can be limited, then the forming effect of a grouting body can be well controlled, and therefore the bearing capacity of a pile foundation can be improved; and besides, the situation of slurry leakage can be reduced, so that the construction cost is reduced, meanwhile, material waste can be reduced, and pollution to the underground environment is avoided.

The invention discloses a method and system for determining the optimal stress orientation of a concrete special-shaped sheet column, and relates to the technical field of constructional engineering. According to the method, a correlation model of special-shaped contour parameters and load conditions is constructed, a mechanical property key direction set is extracted, the screening range is narrowed, the optimal orientation determination efficiency is greatly improved, the design period is shortened, and the optimal orientation determination efficiency is improved based on multi-dimensional screening of all-circumferential inertia moment distribution, a rigidity curve and a bending moment contribution ratio. Core indexes such as section ultimate bearing capacity and ductility are comprehensively evaluated by combining stress simulation of a concrete nonlinear constitutive relation; through overall structure collaborative checking calculation and node stress analysis, it is ensured that the orientation meets the mechanical requirements of components and adapts to lateral force resistance and stress continuity of the overall structure, in combination with building construction requirements and node compressive strength redundancy optimization, the scheme of optimal mechanics but construction conflicts is eliminated, safety redundancy is reserved, the structure anti-disaster stability is guaranteed, and the construction safety is improved. And meanwhile, the method adapts to complex working conditions and specification requirements and ensures that the scheme can be directly applied.

The invention discloses a stiff composite pile structure for a fan foundation and a design method, a composite pile comprises an anti-corrosion outer core reinforcement body, an anti-corrosion inner core rigid pile and a pile end bearing mechanism, and the anti-corrosion outer core reinforcement body, the anti-corrosion inner core rigid pile and the pile end bearing mechanism are coaxially nested or fixedly connected to form a composite anti-corrosion and cooperative bearing structure; the design method covers the whole process of geological survey, parameter design, performance checking calculation and the like. The problems that under the plain complex geology, the pile body is poor in corrosion resistance, not matched in bearing capacity and large in construction difficulty are solved in a targeted mode, the beneficial effects of being long in corrosion resistance service life, high in cooperative bearing efficiency, high in adaptability and excellent in economical efficiency are achieved, and the long-term service requirement of a draught fan foundation can be met.

The invention discloses a spiral ground pile group anchoring system and method based on force decomposition synergy. The system comprises two spiral ground piles, an auxiliary mooring rope with the two ends connected with the ground piles and a main cable arranged between the auxiliary mooring rope. When the main cable is pulled, the auxiliary cable is forced to form a break angle by tensile force, and the two ground piles are mutually tensioned by horizontal component force generated by decomposition of the tensile force, so that a soil body between the piles is powerfully compacted. The compacted soil forms high-strength constraint, the uplift bearing capacity of the whole system is remarkably improved, and the synergistic purpose of '1 + 1gt, 2' is achieved. The device is simple in structure, low in cost, remarkable in synergism and particularly suitable for being matched with a double-head pile driver (a full-electric unmanned multi-foot double-head reverse spiral ground pile driver used in a low-adhesion environment and a cooperative control method thereof 2025120033595) to achieve rapid deployment.

The invention relates to the technical field of pile foundation testing, in particular to a test pile load testing method and a loading structure, and the method comprises the following steps: testing preparation: establishing a real-time data acquisition link; graded loading: graded loading: collecting pile top settlement-time sequence data in real time at the load holding stage of the current load stage; self-adaptive load holding judgment: calculating a settlement convergence trend based on settlement data acquired in real time under the current load level; if the prediction model judges that the settlement is fully converged under the current load level, directly entering the next load level without waiting for the settlement rate to be reduced to a fixed threshold value; if the prediction shows that the settlement cannot be converged or tends to be damaged, triggering damage early warning and turning to a damage treatment flow; continuously detecting, namely repeating the step of graded loading and the step of self-adaptive load holding judgment until a preset maximum test load is reached or damage is triggered; and evaluation: evaluating the bearing capacity of the pile foundation. The test efficiency is improved, and the intelligent degree is improved.

The invention discloses a gravel pile composite foundation reinforcement effect evaluation method based on dynamic sounding. The method comprises the steps that a target area is selected; the dynamic penetration hammering number N, the dynamic penetration resistance F and the composite foundation bearing capacity data are obtained; the unconfined compressive strength Cu of soil between piles and the friction angle delta p in the piles are obtained; on the basis of the unconfined compressive strength Cu of the soil between the piles and the friction angle delta p in the pile body, the theoretical ultimate bearing capacity fef of the gravel pile is obtained; and based on the ultimate bearing capacity fef of the gravel pile theory, the bearing capacity fsp, d of the composite foundation is obtained. The method can establish an empirical relationship between the dynamic penetration hammering number or the dynamic penetration resistance and the bearing capacity of the composite foundation on a semi-infinite foundation, is used for evaluating the bearing capacity of the composite foundation, solves the problem of insufficient number of existing load plate tests, can be used for reinforcing effect evaluation and bearing capacity estimation of the gravel pile composite foundation, and also can be used for evaluating the bearing capacity of the composite foundation. And the method can also be widely applied to reinforcing effect evaluation and bearing capacity estimation of discrete material pile composite foundations such as sand piles.

The invention relates to the technical field of coal mining, and discloses an overlying strata multi-key layer composite pressure relief method and device, electronic equipment and a storage medium. Comprising the following steps: acquiring multi-mode rock stratum information of each overlying rock stratum of a target mining area; key strata in all the overlying strata are judged through the multi-mode strata information of all the overlying strata; based on the lithology and the mechanical property of each key layer, determining a pressure relief mode of each key layer; and determining pressure relief parameters of each key layer based on the pressure relief mode of each key layer. According to the method, the load distribution of each rock stratum is quantitatively calculated to judge the bearing capacity of each overlying rock stratum so as to preliminarily screen the key layer candidate layer, the fracture distance of the key layer candidate layer is further calculated to judge the fracture critical condition of each key layer candidate layer, and finally the key layer is screened out, so that the reliability of a key layer judgment result can be improved, and the judgment accuracy of the key layer is improved. It is ensured that the determined key layer is the optimal pressure relief layer position, and the economic benefit and efficiency of pressure relief construction can be improved.

The invention relates to the technical field of geotechnical engineering anchoring, in particular to a method for testing the degradation characteristic of the bearing performance of a recyclable anchor rod under cyclic loading. The method comprises the following steps: preparing a unit body sample anchor-rock interface unit body sample, simulating weathered soft rock according to a specific ratio, pouring a self-compacting concrete anchoring body, and curing and forming; setting a combined parameter of a reference load ratio and a load cycle index, applying a triangular wave cyclic load to simulate a traffic condition, and executing a pull-out test to collect load-displacement data; constructing a two-parameter coupled shear strength degradation model based on test data, and proposing a shear stress-displacement curve model; an anchor rod load transfer control equation is established in combination with the Poisson effect, and shear stress distribution of the anchoring section is iteratively solved by adopting a discrete recursion method; the model is verified through a foundation pit engineering case, the ultimate bearing capacity degradation law of the anchor rod under long-term cyclic loading is predicted, and it is proved that the model can guide engineering safety design. According to the method, the coupling characterization of the cyclic load parameter and the interface degradation mechanism is realized.

The invention belongs to the technical field of geotechnical engineering disaster prevention and reduction and earthquake engineering tests, and relates to a vibration table test method considering time-varying deterioration of anti-seismic performance of an anchored rock slope. The method comprises the following steps: firstly, constructing a dynamic performance time-varying deterioration model based on an anchoring system interface bonding force and a free section steel bar yield resistance attenuation rule; physical equivalent simulation of interface degradation and component yield resistance reduction is realized by regulating and controlling the proportion of rock mass similar materials and utilizing a graded rigidity anchoring system. The core of the method is that before a vibration table applies seismic waves, attenuation of the anchoring performance of a supporting structure is actively simulated in advance, so that a real evolution path that the bearing capacity of an anchoring system is reduced firstly, slope stress redistribution and accumulated damage are caused, and then sudden seismic loads are suffered is reproduced; the limitation that only the static low bearing capacity is simply simulated in a traditional test is broken through. According to the method, space-time coupling of static time-varying degradation accumulation and transient earthquake dynamic action is effectively achieved, the problems of interface degradation simulation distortion and the like are solved, and a reliable test method is provided for dynamic stability evaluation and reinforcement design of a long-term service anchoring slope.

The invention discloses a deep foundation bearing capacity characteristic value calculation method and system based on data fusion. The method comprises the steps that data collection is completed through a deep load test, and a load settlement curve and a settlement time logarithmic curve are formed; generating a smooth curve; identifying a slope mutation point of the curve by adopting a first-order derivative mutation method, wherein a load corresponding to the mutation point is a proportional limit load; if the slope abrupt change point is not recognized, the curve is set as a slowly changing curve; extracting the slope and the slope change rate of the curve under each level of load, and completing the judgment and correction of the limit load by fusing the multi-dimensional data of the two curves and combining preset thresholds including the settlement amount and the settlement stabilization time; and further calculating the bearing capacity characteristic value of the deep foundation by combining the numerical relationship between the ultimate load and the proportional limit load.

The invention provides an ecological slope protection composite structure bearing capacity analysis method which comprises the following steps: collecting the root penetration depth, rhizome diameter, soil porosity and pine pile lateral soil pressure of an aquatic plant through a root growth monitor and a soil pressure sensor, and identifying the change rule of data at different time points; extracting a specific numerical range of root system density change; according to the extracted root density change value range, the strength degree of enhanced cementation of aquatic plant root exudates is identified, the improvement effect of the soil particle cementation degree on the shear strength of the soil body around the pine pile is evaluated, and the speed change rate of rhizome thickening and expanding is determined; according to the obtained optimal combination scheme of the pine pile-aquatic plant composite bearing system, the accuracy of slope protection instability risk point correction is evaluated, and a correction coefficient and a correction period for slope protection bearing capacity calculation are obtained.

The invention provides a mining disturbance surrounding rock bearing structure analysis method and a mining disturbance surrounding rock bearing structure analysis system, and relates to the technical field of surrounding rock bearing structure analysis. Through intelligent risk prediction of deep learning methods such as LSTM and the like, whole-process refined management and control of the surrounding rock bearing structure under roadway mining disturbance are realized; in combination with fault zone distribution, rock mass damage evolution and disturbance working conditions, the scheme can identify potential damage surfaces in real time and dynamically correct key geomechanical parameters, and it is ensured that the supporting structure design is highly matched with the actual risk; through hierarchical risk early warning and multi-objective optimization measures, the timeliness and accuracy of disaster early warning are improved, and accurate configuration of support resources and collaborative minimization of economic loss are effectively realized, so that the safety guarantee and management efficiency in a complex underground engineering scene is enhanced.

The invention relates to the technical field of pile foundation construction measurement and calculation, and discloses a pile end bearing capacity and pile side friction resistance measurement and calculation method for pile foundation construction. The method comprises the following steps: acquiring real-time monitoring data in pile foundation construction, wherein the real-time monitoring data comprises pile end pressure, pile side friction, soil layer parameters and construction machinery state data; performing multi-scale feature extraction on pile end pressure and pile side friction data to obtain initial feature vectors of the pile end pressure and the pile side friction data; optimizing the initial feature vector of the pile end bearing capacity according to the soil layer parameter data to obtain an optimized feature vector of the pile end bearing capacity; fusing the optimized pile end bearing capacity feature vector and the pile side friction preliminary feature vector to generate pile foundation stress multi-source fusion feature representation; type labels of the pile end bearing capacity and the pile side friction resistance are determined according to the fusion feature representation; and matching a preset construction strategy from the construction strategy library based on the type label and issuing the preset construction strategy to the construction terminal. The method can improve the measurement and calculation accuracy, and assists in timely adjustment of the construction strategy.

The bearing-enhanced arch-shaped acoustic black hole structure comprises a gradual change part and a uniform part, the gradual change part is provided with an arch-shaped center line, the center line serves as a datum line of thickness distribution of the gradual change part and deviates from the two sides in the normal direction of the center line to form a thickness profile of the gradual change part, and the thickness is distributed in a power law mode in the extending direction of the center line; the power exponent is larger than or equal to 2, the uniform parts are arranged at the two ends of the gradual change part and are in transition connection with the gradual change part in the length direction of the structure, and the arch-shaped combination of the gradual change part and the uniform parts improves the bearing capacity of the acoustic black hole structure.

The utility model provides an expressway slope roadbed structure based on foam light soil, which comprises a vertical plate, an anchor rod is arranged on one side of the vertical plate, and the vertical plate is connected with a foundation of an expressway through the anchor rod; the supporting frame is formed by mutually inserting and connecting L-shaped supports, the L-shaped supports are mutually inserted and connected into a row to form a single-row structure, and the single-row structure is mutually lapped to form a layered supporting layer; the supporting frame is formed by mutually overlapping layered supporting layers, and one side of the supporting frame is lapped on the vertical plate; the outer protection plate is connected with the side, away from the vertical plate, of the supporting frame, and the area between the outer protection plate and the vertical plate is filled with foam light materials. According to the utility model, the supporting frame is constructed through the L-shaped supports, and the supporting frame is filled with the foam light material to form an integral structure, so that the overall structural strength in the highway slope roadbed is enhanced, and the requirement of supporting the foundation and reducing the bearing capacity of the foundation is met.

The invention discloses a method for determining the minimum cylindrical shell thickness of a core-filled concrete column, and relates to the technical field of constructions.The method for determining the minimum cylindrical shell thickness comprises the steps that the first cylindrical shell thickness meeting the design bearing capacity condition of the core-filled concrete column is calculated; calculating the thickness of a second cylindrical shell meeting the requirements of the construction pouring stage; calculating a third cylindrical shell thickness meeting the construction requirement that the stirrups and the longitudinal bars are pre-embedded in the cylindrical shell; and selecting the maximum value of the first cylindrical shell thickness, the second cylindrical shell thickness and the third cylindrical shell thickness, and determining the maximum value as the minimum cylindrical shell thickness. According to the method, the minimum column shell thickness value of the core-filled concrete column under different column heights and different design bearing capacities can be quantitatively determined in the design process through an effective acting stress model, a thick-wall cylinder theory and other theoretical models, the core-filled concrete column designed according to the minimum column shell thickness meets the requirements of engineering design, column shell materials can be saved, and the cost is reduced. And the utilization rate of the column shell UHPC material in the core-filled concrete column is improved.