165 results about "Vertical displacement" patented technology

The invention relates to the technical field of geological disaster monitoring and early warning, in particular to a side slope slippage monitoring and early warning method based on an image recognition technology, which comprises the following steps: arranging a monitoring target and a reference target in a to-be-monitored area of a side slope, arranging two image displacement monitoring devices at opposite stable positions at equal height to acquire two-dimensional displacement data of the targets; after error correction, an equipment monitoring coordinate system included angle is calculated based on parameters such as equipment spacing, slope inclination displacement is calculated through vector synthesis, and three-dimensional slippage deformation is calculated in combination with vertical displacement; meanwhile, a multi-level early warning mechanism based on the slip rate and the accumulated slip amount is established, a Delaunay triangulation network is constructed, and an improved adaptive Kriging interpolation algorithm is adopted to realize deformation trend prediction. According to the method, binocular vision and multi-algorithm fusion are utilized to realize high-precision three-dimensional monitoring, the evaluation accuracy is improved through the dynamic weighting model and intelligent early warning, the method has the advantages of high monitoring precision, timely early warning, high adaptability and the like, and the safety of slope engineering can be effectively guaranteed.

The invention belongs to the field of soil rock engineering, and provides a three-surface integrated geologic structure modeling method for a deep and large foundation pit in a river-adjacent region, which comprises the following steps: acquiring physical and mechanical parameters and hydrogeological information of the deep and large foundation pit in the river-adjacent region; dividing spatial distribution of different soil layers and rock stratums; describing the influence of water level time variation on the pore water pressure and subsurface erosion of the surrounding rock of the foundation pit through an unstable seepage equation; dividing a finite element or finite difference grid, and applying a dynamic water level and ground load boundary condition; gradually unloading and analyzing the evolution of an underground water flow field and a soil-rock deformation field in each excavation step, and enabling the water surface-ground-soil-rock surface coupling effect to penetrate through the whole excavation process; and numbering the support members, sequentially simulating local failures of the support members, recording the maximum horizontal displacement, the maximum vertical displacement or the change curve of the safety coefficient along with the number of the failure members after each failure of the foundation pit, quantifying the redundancy of the support system, and identifying key members. According to the scheme, the accuracy of the model is improved.

The invention relates to the technical field of construction control, in particular to an underground super-long thick and large concrete structure construction control method and system.The method comprises the following steps that through vertical displacement and strain data, trend extraction nodes are analyzed, difference sections are divided, load recognition influence areas are positioned, and structural sections are sequenced according to fluctuation increments; and adjusting cooling, supporting and loading parameters to form an intervention arrangement, and performing year-on-year adjustment based on construction data to generate feedback to complete regulation and control. According to the method, load-deformation dynamic mapping is established through time sequence association of displacement and strain data, a difference section identification mechanism is constructed based on time difference comparison, natural deformation and load surge response are distinguished, fluctuation characteristics of a load surge section are extracted to form response sensitivity ranking, and cooling parameters and a loading sequence are dynamically adjusted in combination with increment comparison. Graded regulation and control are realized, space-time dimensions of construction records and monitoring data are coupled, the crack positioning precision is improved, the predictability of deformation control is enhanced, and the regulation and control redundancy cost is reduced.

The invention discloses an abandoned mine oil storage chamber surrounding rock property evaluation method, and relates to the technical field of mineral engineering. The method comprises the following steps: acquiring damaged rock samples with different oil-water soaking times, and analyzing silicon element content change, surface particle characteristics, crack development and hole depth change of the damaged rock samples so as to determine internal structure erosion degree and surface topography characteristics; drawing a uniaxial compression stress-strain curve, a time-varying curve of acoustic emission ringing count rate and accumulated ringing count, a damaged rock sample RA-AF graph and a typical moment vertical displacement field graph, and obtaining acoustic emission characteristics and a surface displacement field of the damaged rock sample; calculating different energy values and drawing an energy evolution trend curve; and comprehensively evaluating the rock properties of the damaged rock sample under different oil-water soaking times according to the internal structure erosion degree, the surface topography characteristics, the acoustic emission characteristics and the energy evolution law. According to the invention, the multi-angle macro-micro characteristics of the surrounding rock of the abandoned mine oil storage chamber can be analyzed, and the comprehensive evaluation of the surrounding rock property is realized.

The invention discloses an anchoring system prestress active regulation and control method based on surrounding rock deformation monitoring, and relates to the technical field of geotechnical engineering supporting, and the method comprises the following steps: arranging various types of sensors in a surrounding rock supporting area, and collecting transverse displacement, vertical displacement, stress change and environmental parameters of surrounding rock in real time; and the data is transmitted to the central processing unit through the wireless data transmission module. By monitoring surrounding rock deformation in real time, the response speed of an anchoring system is increased, and the long-term stability of an engineering structure is ensured; the prestress is intelligently regulated and controlled, fuzzy control and a self-adaptive PID algorithm are combined, dynamic adjustment is achieved, human intervention is reduced, and the supporting efficiency is improved; the maintenance cost is reduced, the service life of an anchoring system is prolonged, manual inspection and material waste are reduced, and economic benefits are improved.

The invention provides experimental equipment and method for simulating determination of adhesion strength of a deep sea substrate and a track shoe, the experimental equipment is composed of a sample loading assembly, a measuring disc assembly, a mechanical loading rack, a servo motor loading device and a data acquisition and control system, and three servo motors are used for controlling a metal test piece and vertical displacement and tangential torsion; dynamic pressure servo on a deep-sea substrate-metal contact interface is completed through a data acquisition and control system, cyclic load generated by a thrust wheel of a mining vehicle is simulated, and the influence of dynamic load on the adhesion characteristic of the deep-sea substrate-metal interface is explored. And an effective means is provided for measuring the adhesion strength of the deep-sea substrate-metal interface and selecting a deep-sea mining vehicle caterpillar band tooth material.

The invention relates to the technical field of mechanical position servo control, and solves the problem of seeding depth fluctuation caused by position response lag and linear compensation failure of a traditional profiling mechanism. The method comprises the following steps: acquiring curvature characteristics of a front terrain through a terrain detection sensor, and predicting vertical displacement offset of a ground contact point by combining structural parameters and speed of an execution mechanism; generating a drive actuator feed-forward position instruction based on the offset and a preset depth target value; a cutting edge load disturbance value is collected in real time, and output thrust (hard soil area nonlinear thrust increasing / soft soil area stepped thrust decreasing) is corrected in a graded mode according to the discrete disturbance gradient; and the position of the actuator is dynamically adjusted by combining ditching depth feedback. Through double closed-loop control of terrain-position feedforward and resistance-position feedback, independent pre-judgment and accurate position tracking of the mobile platform on the surface micro-terrain are realized, so that position output is consistent with a position target value.

The invention provides a method and a system for analyzing influence of local loading and unloading on deformation of an existing shield tunnel, and relates to the field of influence of foundation pit construction on the existing tunnel. The method comprises the steps that shield tunnel vertical additional stress caused by foundation pit excavation is calculated through a Mindlin stress solution; analyzing the influence of the longitudinal axial force on the flexural rigidity and shear rigidity of the circular seam joint, and dividing a joint deformation mode into three stages according to the relative magnitude of the axial force and the bending moment and the vertical displacement between rings; a tunnel displacement control equation is established based on a Winkler foundation model, loop iteration is conducted through a state space method, and the rigidity of a circular seam joint is dynamically adjusted to be matched with the final deformation mode of the circular seam joint; and finally, constructing a prediction system, and outputting a deformation value of the shield tunnel by inputting the number of iterations and parameters of a foundation pit, bolts, concrete and segments. By means of the method, deformation prediction of the existing shield tunnel can be achieved for foundation pit construction, an effective scientific basis is provided for foundation pit engineering construction, the problem that parameter decision of operators on a construction site is difficult is solved, and foundation pit engineering site construction is truly guided.

The invention relates to the technical field of foundation settlement monitoring, and discloses a BIM-based foundation settlement dynamic monitoring system and a use method, and the BIM-based foundation settlement dynamic monitoring system comprises a BIM parametric modeling module, a dynamic monitoring module and a settlement compensation regulation and control module. The BIM parametric modeling module generates a three-dimensional model containing rock-soil mechanical parameters, underground water level data and soil layer distribution information, and receives real-time data to update a settlement state; the dynamic monitoring module collects foundation key node vertical displacement, bearing structure internal stress and edge horizontal inclination angle data and transmits the data to the BIM module and the settlement compensation regulation and control module. The settlement compensation regulation and control module comprises a compensation decision unit, an execution mechanism unit and a feedback control unit, and a'monitoring-decision-execution-feedback 'closed-loop control link is formed. According to the invention, the three modules are integrated to realize full-flow dynamic linkage of foundation settlement, so that the problems that a traditional geologic model is disjointed with monitoring data and settlement is difficult to compensate in real time are solved, and the construction precision and the structural stability are improved.

The invention discloses a power transmission line tower footing settlement monitoring method and system based on multi-source data fusion, and relates to the technical field of power transmission line operation and maintenance monitoring. The method comprises the steps that by integrating tower footing vertical displacement, soil moisture content and micro-seismic energy data, a humidity-micro-seismic coupling settlement dynamic model is constructed; according to the method, the correlation among the settlement rate, the soil moisture content and the micro-seismic energy is dynamically calculated through a Pearson's correlation coefficient, the weight of an input driving item is adjusted in combination with an adaptive Kalman filtering algorithm, the settlement amount and rate prediction are accurately modeled, and the influence of complex changes of the soil and the dynamic environment can be more effectively dealt with; the tower footing risk level can be monitored in real time by calculating the comparison between the coupling divergence index and the preset threshold value. Therefore, high-precision monitoring of the settlement state of the tower footing is realized.

The invention relates to the technical field of geodetic surveying instruments and geological disaster monitoring, and discloses a geological environment displacement surveying system based on a GNSS multipath effect, and the system comprises a signal collection unit which is used for receiving a satellite signal and extracting a signal-to-noise ratio sequence; the interference feature separation unit is used for stripping a direct signal power component and generating a residual oscillation sequence; the geometric inversion calculation unit is used for generating a reference interferometric phase template in a height search domain, and generating a height-correlation map to lock the current vertical height by calculating and superposing correlation coefficients between the residual oscillation sequence and the reference interferometric phase template; according to the invention, through a spatial domain geometric matching mechanism, high-precision distance measurement is realized in a complex environment in which a satellite visual segmental arc is broken, dependence of a traditional spectral analysis method on observation duration is broken through, and signal-to-noise ratio data endogenesis is utilized to decouple observation station attitudes and environmental medium attributes. And the stability and the multi-dimensional perception capability are improved.

The invention provides a salt-cavern gas storage operation stability test method and application, and the method comprises the following steps: S1, measuring the volume, shape and depth data of a salt-cavern solution cavity, and building a three-dimensional analysis model according to the measured data; s2, importing the three-dimensional analysis model into FLAC 3D software, and dispersing the three-dimensional analysis model of the salt cavern cavity into a plurality of tetrahedron units; s3, determining the ground stress gradient of the location of the salt cavern cavity; a crustal stress field of the three-dimensional analysis model is determined, a three-way isobaric self-weight stress field is adopted, the lower surface of the three-dimensional analysis model simply supports and restrains vertical displacement, and four longitudinal surfaces are subjected to simply supports and restrains in the corresponding normal directions; s4, presetting salt rock and interlayer distribution in the three-dimensional analysis model according to the actual salt rock and interlayer terrain of the salt cavern cavity; and S5, calculating and simulating the static stability of the three-dimensional analysis model, and calculating and simulating the long-term stability of the three-dimensional analysis model.

The invention provides an anti-seismic toughness improving device and a parameter optimization method thereof, and belongs to the field of bridge engineering. The device comprises viscoelastic bodies, a limiting steel plate, a shearing steel plate and a fixing box, one end of the shearing steel plate is rigidly connected with the fixing box, the other end of the shearing steel plate is vulcanized between the upper viscoelastic body and the lower viscoelastic body, a mounting hole is reserved in a beam end diaphragm plate of an adjacent bridge span, and a limiting steel plate-viscoelastic body assembly is inserted into an A beam mounting hole. The fixing box is inserted into the B beam mounting hole, the B beam mounting hole restrains transverse and vertical displacement of the fixing box and releases longitudinal displacement, the limiting steel plate-high damping rubber combination and the A beam mounting hole are fixed, and longitudinal, transverse and vertical displacement is restrained. Meanwhile, the invention further provides an optimization method for parameters of the toughness improving device. The problems that in an existing device, the effect on transverse relative displacement of adjacent bridge span main beams is limited, and device design depends on trial calculation iteration are solved.

The present invention provides a method for restoring the slip trajectory of dip-slip faults, including: Step 1, obtaining the structural map of the bottom interface of the target interval, the structural map of the boundary fault plane, and their combined mosaic; Step 2, establishing a profile of the basic interpretation results along the survey line direction; Step 3, obtaining the true dip angle of the fault plane; Step 4, obtaining the spatial position and true length of the fault; Step 5, obtaining the vertical displacement and dip displacement of the fault breakpoint in space; Step 6, obtaining the strike displacement of the fault breakpoint along the fault plane; Step 7, constructing the fault slip trajectory; Step 8, conducting a spatio-temporal displacement difference evaluation. This method for restoring the slip trajectory of dip-slip faults can quantitatively obtain the three-dimensional displacement components of the hanging wall's dip-slip activity along the fault plane, accurately describe the slip trajectory and locate the initial breakpoint position, realize the quantitative characterization of the activity difference characteristics of the spatial target fault, and lay a foundation for the restoration of the prototype basin and its application in oil and gas exploration.

The invention belongs to the technical field of hydrological monitoring, satellite gravity measurement and navigation positioning crossing, and particularly discloses a method for obtaining land water reserves through Beidou and GRACE combined inversion in a frequency domain, and the method comprises the steps: obtaining Beidou data and GRACE data, and carrying out the preprocessing of the Beidou data and GRACE data; establishing a spherical harmonic function, and performing calculation on the preprocessed Beidou data through the spherical harmonic function to obtain a spherical harmonic coefficient of the earth mass load; establishing a Slepian primary function in the local region, and calculating a hydrological load on the surface of the region; establishing a quantitative relation between the earth surface vertical displacement and the regional surface hydrological load in the Beidou data, and calculating the equivalent water height of a first region; meanwhile, the preprocessed GRACE data are converted into the equivalent water height of a second area through a Slepian basis function; and fusing the equivalent water height of the first region and the equivalent water height of the second region in the frequency domain to obtain a land water reserve change result. According to the invention, the TWS inversion effect can be improved.

The utility model discloses a vertical height self-adaptive multi-layer structure shock insulation tensile device which comprises flange plates at the two ends, and the flange plate at the upper end is welded to the top end of an upper sliding rail. The flange plate at the lower end is welded to the bottom end of the lower sliding rail, a middle sliding rail is arranged between the upper sliding rail and the lower sliding rail, the upper sliding rail and the middle sliding rail are arranged perpendicular to each other, the middle sliding rail and the lower sliding rail are arranged perpendicular to each other, the sliding rails are connected through sliding rail connecting pieces, curved surface grooves are formed in the middles of the sliding rails, and the sliding rail connecting pieces are clamped into the curved surface grooves. Through the connection mode, the displacement can be orthogonally decomposed into sub-displacements in three directions. According to the utility model, the vertical height can be adaptively adjusted under the action of an earthquake so as to adapt to the change of the height of the shock insulation layer. Compared with a traditional guide rail mechanism, when the curved-surface guide rail is designed to be vertically tensile, the curved-surface sliding rail enables the shock insulation layer to generate tiny vertical displacement, and therefore all elements in the shock insulation layer are protected.

The invention discloses a pile-net composite foundation settlement deformation calculation method considering a reinforcement effect, which comprises the following steps: regarding a reinforcement cushion layer in a pile-net composite foundation as an elastic thin plate, and dividing the cushion layer into an inter-pile soil area and a pile top area, non-homogeneous partial differential power control equations of inter-pile soil displacement and pile top area cushion layer displacement considering the rib material tension effect are established respectively; a general dynamic response solution of soil between piles and a cushion layer in a pile top area is obtained; boundary conditions and continuity conditions of inter-pile soil and a pile top area cushion layer are set respectively; the boundary condition, the continuity condition and the dynamic response general solution are combined, an undetermined coefficient in the general solution is obtained, and therefore a determined analytical solution of the dynamic response of the inter-pile soil and the pile top area cushion layer is obtained; and iteration is repeated until convergence, and finally the maximum value of vertical displacement of the cushion layer in the inter-pile soil area and the maximum value of vertical displacement of the cushion layer in the pile top area serve as settlement deformation of the pile-net composite foundation. Accurate quantitative evaluation of settlement deformation of the pile-net composite foundation under the dynamic load is achieved.

The utility model relates to the technical field of soil monitoring, in particular to a small frozen soil vertical deformation monitoring device, which comprises a bottom anchoring structure, an inner sliding rod, an outer sleeve and a first monitoring mark point, and is characterized in that the inner sliding rod is fixedly connected with the bottom anchoring structure; the outer sleeve is in sliding connection with the inner sliding rod; according to the small frozen soil vertical deformation monitoring device provided by the embodiment of the utility model, the interference of lateral soil layer deformation on a measurement result can be effectively eliminated, and the vertical displacement can be accurately identified and monitored.

The present invention belongs to the field of civil engineering, and specifically relates to a three-dimensional analysis method for creep rock mass reinforced with prestressed anchor cables, comprising the following steps: (1) considering the time-dependent change of the anchoring force of the prestressed anchor cables and the creep effect of the engineering rock mass, abstracting the anchoring project into a three-dimensional mechanical problem, and constructing a mechanical analysis model of a representative unit of the anchored rock mass; (2) deriving an elastic solution for the vertical displacement of any point deep in the rock mass within the load action range; (3) determining the constitutive model of the anchor cable and the anchored rock mass, using an elastic model for the anchor cable and a Burgers model for the rock mass; (4) deriving a viscoelastic solution for the creep deformation of the rock mass and the time-dependent change of the anchoring force of the anchor cable; and (5) selecting mechanical parameters of the anchored rock mass to perform computational analysis on the coupling problem between the creep deformation of the anchored rock mass and the change of the anchoring force of the anchor cable.

The present application relates to the field of construction engineering and geological monitoring technology, and discloses a vertical deformation monitoring method and system based on three-dimensional scanning and differential pressure level gauge. The method comprises the following steps: collecting point cloud data of a building structure in real time by using a three-dimensional scanner, and collecting vertical displacement data of the building structure in real time by using a differential pressure level gauge; obtaining the vertical coordinates of the point cloud by using a three-point registration algorithm, and calculating the vertical coordinate difference value of the point cloud to obtain a first difference value; calculating the average of the first vertical displacement data of the current monitoring period and the average of the second vertical displacement data of the previous monitoring period, and calculating the difference value between the average of the first vertical displacement data and the average of the second vertical displacement data to obtain a second difference value; and weighting the first difference value and the second difference value according to the standard deviation of the point cloud data and the standard deviation of the vertical displacement data, and calculating the final vertical deformation of the building structure by using a weighted average method. By implementing the present application, the cost of manual measurement is reduced, and the defect of single data source is changed.

The present invention relates to a portable real-time monitoring and alarm device for the vertical displacement of the roof of a tunnel karst cave, belonging to the technical field of tunnel engineering. The device includes a laser emission end, a laser reception end, a laser reflector, a data processing system, a portable computer and an alarm warning light; the laser emission end and the laser reception end are connected to the data processing system, and the data processing system is connected to the portable computer, wherein the laser emission end and the laser reception end are used to measure the change value of the vertical displacement of the laser reflector. The data processing system judges whether the measured change value of the vertical displacement exceeds the safety threshold. If it exceeds, the alarm warning light changes color, and at the same time, the portable computer gives an alarm. The present invention has high accuracy of monitoring data and has a prediction and early warning function. The device is simple to install, easy to carry and easy to operate; the monitoring process does not rely on manpower and does not affect the on-site construction.

The invention provides an ocean internal wave parameter inversion method and system based on temperature chain buoy data. The method comprises the following steps: preprocessing an acquired multi-depth temperature sequence and then constructing a temperature-time profile; detrending and self-adaptive smoothing are carried out through empirical mode decomposition, and a temperature background field and a pulsating field are separated; extracting a vertical gradient of a temperature background profile by using LOESS local regression, and introducing Tikhonov regularization and threshold gating to guarantee gradient robustness; mapping temperature pulsation into vertical displacement based on isothermal surface conservation, and screening effective data in combination with a credibility index; finally, the amplitude, the period and the wave height of an internal wave are inversed through multi-window wavelet spectrum and Hilbert envelope conjoint analysis, and the reliability of a result is improved through vertical modal consistency verification. According to the method, consistent inversion of ocean internal wave parameters can be completed only by means of a single temperature chain buoy, and the inversion accuracy under the background of weak gradient, weak signal and noise is remarkably improved.

This invention relates to the field of underground engineering structural safety assessment methods, providing a method for analyzing the longitudinal deformation and stress of rectangular pipe jacking under existing pressure pipelines. The method includes: establishing a simplified mechanical model of the pressure pipeline; establishing a prediction model for ground settlement caused by the rectangular pipe jacking by modifying the Peck empirical formula, and establishing an analytical relationship between the vertical displacement of the pipeline and the free displacement of the soil; solving the longitudinal displacement field of the pipeline caused by the new rectangular pipe jacking under the pipeline based on the displacement compatibility equation; and applying the Mises stress criterion to calculate the composite stress state of the pipeline, thereby achieving a pipeline stress safety assessment. This invention proposes a calculation method considering the coupling of internal pressure, pipeline, and soil, and theoretically establishes a quantitative relationship between displacement and stress of municipal pipelines caused by the new rectangular pipe jacking under the pipeline. This method can consider the influence of internal forces in municipal pipelines, providing a reliable theoretical method for the safety assessment of rectangular pipe jacking under municipal pressure pipelines.

The present application relates to the technical field of mechanical position servo control, and solves the problem of sowing depth fluctuation caused by position response lag and linear compensation failure of traditional profiling mechanism. The method comprises the following steps: obtaining the curvature characteristics of the front terrain through a terrain detection sensor, combining the structure parameters of the actuator with the predicted vertical displacement offset of the touchdown point, generating a drive actuator feedforward position instruction based on the offset and a preset depth target value, collecting the blade load disturbance value in real time, and classifying and correcting the output thrust according to the discrete disturbance gradient (nonlinear increase in thrust in hard soil area / stepwise decrease in thrust in soft soil area), and combining the furrow depth feedback to dynamically adjust the position of the actuator. Through the double closed-loop control of terrain-position feedforward and resistance-position feedback, the present application realizes independent prediction and accurate position tracking of the mobile platform on the micro terrain of the ground, so that the position output is consistent with the position target value.

The invention discloses the technical field of deep foundation pit dewatering construction methods, and particularly relates to a deep foundation pit safe dewatering method suitable for a water-rich sand layer. The method comprises the following specific steps that a foundation pit deformation monitoring instrument, an underground water flow monitoring instrument and an underground water level monitoring instrument are used for monitoring foundation pit pile top horizontal displacement, vertical displacement, ground surface settlement, underground water flow speed, underground water flow, gap water pressure foundation pit deformation and underground water flow in the deep foundation pit dewatering process; the underground water level data is wirelessly transmitted to the cloud deep foundation pit underground water comprehensive simulation and water discharge and return calculation system, and the cloud deep foundation pit underground water comprehensive simulation and water discharge and return calculation system processes the data, gives a calculation result and transmits the calculation result to the water discharge reduction terminal or the water return compensation terminal. The safe dewatering method for the deep foundation pit is good and accurate, the underground water condition can be monitored in real time, and water can be supplemented and drained in time.

The present invention provides a method for obtaining the performance of a submerged tunnel joint considering formation changes under the action of traveling waves, including establishing a first semi-infinite elastic foundation beam and a second semi-infinite elastic foundation beam. The first semi-infinite elastic foundation beam is located in soil layer I, and the second semi-infinite elastic foundation beam is located in soil layer II; ignoring the deformation of the cross-section of the submerged tunnel, regarding the pipe segment as an Euler beam model and the foundation as a Pasternak foundation model, introducing a displacement phase angle to simulate the traveling wave effect of the earthquake, considering the influence of the traveling wave action on the non-uniform excitation of the pipe segment, with the submerged tunnel joint located at the interface of the changing formation, obtaining the bending control equation of the submerged tunnel at the interface of the changing formation; using a flexural spring and a shear spring to simulate the bending and shearing of the joint, considering the transfer effect of the joint on the vertical displacement difference, rotation angle, bending moment and shear force, analyzing the change of the peak value of the joint force and the influence range of the joint mutation section, and the present invention can accurately obtain the response law of the joint deformation and force.

The application discloses a calculation method of vertical additional stress and displacement of a three-layer foundation under a rectangular area load, and comprises the following steps: step 100, setting a displacement intermediate calculation variable for the foundation; transforming Poisson's ratios and soil layer thicknesses of each soil body of the foundation to form intermediate calculation parameters; step 200, solving an image function of the vertical displacement intermediate calculation variable and an image function of the vertical additional stress of each soil body under any point load in a rectangular area load region by combining a state space theory with Hankel integral transformation; step 300, dividing the rectangular area load region into four small rectangular regions on a plane according to the calculation point positions in the foundation, so that the four small rectangular regions have a common corner point; obtaining the vertical additional stress and the vertical displacement at each depth under the corner point of the small rectangular region by using Hankel integral inverse transformation and integrating along the rectangular region; and step 400, calculating the vertical additional stress and the vertical displacement at any calculation point in the three-layer foundation by using the superposition principle of the elastic theory.

The present invention discloses a construction method for a shield tunneling under pipelines, which includes the following steps: Step 1: On-site inspection; Step 2: Monitoring surface settlement and uplift; Step 3: Monitoring the deformation of buildings; Step 4: Monitoring the soil stratification and vertical displacement. The present invention has improved measures for each step, enabling the construction of a shield tunnel section under complex buildings to achieve the purpose of safe tunneling.

The invention belongs to the technical field of underground pipe gallery engineering, and provides a coastal ultra-deep sludge geology comprehensive pipe gallery dynamic waterproof structure construction method which comprises the steps that historical geological characterization data of the two sides of the axis of a pipe gallery are obtained, a consolidation coefficient and a settlement gradient value are obtained through void ratio calculation, settlement difference analysis and the like, and a coupling model is constructed; predicting a vertical displacement value of each section after a construction inspection period by combining a layering summation method, and converting the vertical displacement value into a tensile strain coefficient of a waterproof layer so as to judge overrun early warning; after early warning is triggered, judging a strong control settlement section through a vertical displacement value and tensile strain coefficient double-index coupling matrix, predicting a total settlement amount and a pre-lifting amount interference coefficient in combination with the model, and calculating the settlement pre-lifting amount of the strong control settlement section; after secondary prediction verifies that the pre-lifting amount meets elevation and strain constraints, the pre-lifting amount is popularized to a middle-low risk section; and structural safety and waterproof reliability are guaranteed.

The present invention relates to the technical field of wind tunnel testing, and discloses a bridge wind tunnel testing device and testing method, wherein the device comprises a base, a lifting mechanism, a support frame, a swing mechanism and a bridge segment model; the base comprises a pedestal and a mounting slot; the lifting mechanism is arranged in the mounting slot, and its output end is connected to the first end of the support frame, and is used to drive the support frame to perform reciprocating linear motion in the vertical direction; the second end of the support frame is provided with a swing mechanism, and the bridge segment model is rotatably arranged on the support frame through the swing mechanism. The present invention provides vertical displacement and vibration through the lifting mechanism, and at the same time, the swing mechanism provides periodic rotation and swing around the axial direction of the bridge segment model, thereby realizing three-degree-of-freedom motion simulation of the bridge model, and being able to reproduce the bridge vibration scene more realistically and accurately, especially being able to reproduce the real bridge vortex-induced vibration and flutter scenes, thereby improving the simulation and accuracy of the bridge wind-induced vibration scene simulation.