12405results about "Bulkheads/piles" patented technology

The invention relates to the technical field of engineering construction control, in particular to a self-adaptive control method and system for a cement mixing pile, and the method comprises the steps: setting the slurry preparation ratio parameter of a slurry preparation barrel of a feeding hopper according to the working information of the cement mixing pile, and conveying the prepared slurry to a slurry storage barrel of a discharging hopper; collecting a slurry static pressure signal of a slurry storage barrel of the blanking hopper, and monitoring the load dynamic characteristics of a stirring motor of the blanking hopper in real time in the stirring process; the slurry spraying quality parameters of the slurry are analyzed, and when the slurry spraying quality parameters reach the preset feeding standard, the slurry is conveyed to a slurry spraying pipeline to be matched with a cement mixing pile for pile forming work; when the guniting quality parameter exceeds the interval of the feeding standard, a real-time matching error is obtained; and generating a ratio correction instruction to correct the pulping ratio parameters. According to the invention, the dynamic closed-loop control of the pile forming quality of the cement mixing pile under the complex geological condition is effectively realized, and the industry bottleneck that the traditional open-loop proportioning system cannot respond to the slurry state change in real time is broken through.

The invention relates to the technical field of civil engineering construction, in particular to a precise positioning civil engineering pile foundation construction system which comprises a multi-source space sensing and positioning module, a space-time multi-dimensional data fusion module, a three-dimensional guiding and correcting module, a hydraulic control module and a closed-loop feedback optimization module. The multi-source space sensing and positioning module obtains pile machine position and attitude information through the Beidou / GNSS high-precision positioning unit, the inertia high-precision navigation unit and the laser horizontal measurement unit, and the space-time multi-dimensional data fusion module processes and fuses the information to generate unified space position data. The three-dimensional guiding and correcting module compares the data with preset pile position coordinates, if the deviation exceeds a threshold value, a correcting instruction is generated, the hydraulic control module executes the instruction and adjusts the position and the posture of a pile machine, the closed-loop feedback optimization module collects the data in the correcting process and optimizes a correcting strategy, all-weather centimeter-level precision space positioning is achieved, and the positioning precision is improved. And the accuracy and efficiency of pile foundation construction are improved.

The invention discloses a method and a system for estimating the pile length of an engineering pile. The method comprises the following steps: acquiring a multi-source detection signal reflecting the striking response of a pile hammer and stratum prior information; on the basis of stratum prior information, carrying out physically-driven adaptive analysis on sound wave components in the multi-source detection signals, and extracting preliminary sound wave reflection features; performing correlation verification on the preliminary sound wave reflection characteristics by using vibration components in the multi-source detection signals to generate corrected reflection characteristics; and the signal quality of the corrected reflection characteristics is evaluated, an intelligent hammering control instruction is generated according to the signal quality so as to execute closed-loop enhanced signal excitation, finally, multi-modal information before and after enhancement is fused, and a final pile length estimated value is obtained through calculation. Through sound and vibration coupling verification and intelligent active excitation, the accuracy, reliability and detection depth of pile length estimation under the conditions of strong noise, complex stratum and large depth are improved.

The invention relates to the technical field of underground engineering groove wall stability physical simulation, and discloses a model test device and method for stratum excavation and grouting reinforcement, and the model test device comprises a grooving construction module, a grouting support module and a dynamic monitoring module. The device adopts a pressing plate method to simulate a grooving excavation process, so that the device conforms to an actual excavation working condition from top to bottom; a servo motor drives a power lead screw to drive a model groove to move downwards, so that a free face is formed in a sand layer, and the actual excavation working condition is simulated; a water tank for storing fresh slurry is pressurized by using an air compressor, so that the slurry overflows from the hollow model groove section, and the permeation and invasion process of the slurry is simulated; and a water and soil pressure gauge and a matched acquisition device are arranged in the sand layer, and a soil displacement field is obtained by utilizing a particle image velocity measurement system, so that the visualization of the whole process of excavation-grouting-invasion is realized. It is ensured that simulation results are highly matched with actual working conditions, and accuracy and reliability are improved.

The anchor rod comprises a hollow rod body, a grouting channel is formed in the hollow rod body, and multiple sets of through grooves are evenly distributed in the peripheral side of the hollow rod body; the driving unit comprises a top shaft movably arranged in the hollow rod body, the axis of the top shaft is overlapped with the axis of the hollow rod body, the clamping arms are movably arranged in the corresponding through grooves, a top plate is fixedly arranged at one end of the top shaft, and the end, away from the top shaft, of the top plate is located on the outer side of the end of the hollow rod body; wedge-shaped blocks with the number corresponding to that of the multiple sets of clamping arms are fixedly arranged on the peripheral side of the top shaft, and the multiple sets of clamping arms extend out of the hollow rod body under the action of the corresponding wedge-shaped blocks. The through grooves evenly distributed in the peripheral side of the hollow rod body are matched with the clamping arms, when the anchor rod is installed, the clamping arms extend out of the hollow rod body under the action of the wedge-shaped blocks, the clamping arms can disperse and resist external force from different angles, and compared with a traditional anchor rod with the single anchoring direction, pulling resistance can be more effectively provided, and the stability of the anchor rod under the complex stress condition is enhanced.

The invention discloses a high-pressure jet grouting pile construction optimization control method and system, and belongs to the technical field of pile foundation construction. According to the method, the pile body strength is predicted based on the XGBoost regression model, the HSIO hybrid swarm intelligent optimization algorithm is combined with the artificial bee colony algorithm and the seathead optimization algorithm, the construction parameter combination is dynamically adjusted, and optimal matching of the target strength and the real-time construction state is achieved. The method solves the problems of parameter setting deviation and non-uniform pile forming quality caused by the fact that traditional construction depends on artificial experience, is particularly suitable for high-precision construction requirements under complex geological conditions (such as karst areas and deep and thick sludge layers), remarkably improves the pile body strength stability, construction efficiency and quality controllability, and reduces the construction cost. And meanwhile, material waste and personal error risks are reduced.

The invention discloses a supporting device for hoisting a rotary excavating pile reinforcement cage. The supporting device comprises a collecting assembly, the collecting assembly comprises a barrel with an opening in the top, a guiding assembly made of rubber is installed at the top of the barrel, a supporting assembly and a traction assembly which are arranged in the guiding assembly are further installed at the top of the barrel, and the supporting assembly comprises a plurality of sets of supporting arms and a plurality of protective sleeves. The supporting arms are annularly distributed at the top of the cylinder body, the protective sleeve is connected with the guide assembly, the protective sleeve is rotationally connected with the supporting arms, and the supporting arms are rotationally connected with the cylinder body; the traction assembly pulls the protection sleeve arranged at the bottom of the reinforcement cage in a sleeving mode to support and protect the bottom of a reinforcement, the bottom of the reinforcement cage is covered and protected through the guide assembly, muck falling off from the inner wall of a pile hole through scraping of the reinforcement cage is guided by the guide assembly to fall into the cylinder, and the muck falling off through scraping is collected through the cylinder. Therefore, muck is prevented from forming a thick sediment layer at the hole bottom, and the bearing capacity and stability of a pile foundation are guaranteed.

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.

The invention relates to the technical field of offshore wind power foundation engineering, in particular to an offshore wind turbine pile group structure suitable for complex geology and a mounting method of the offshore wind turbine pile group structure. The offshore wind turbine pile group structure suitable for the complex geology comprises guide assemblies and a pile group system frame, wherein each guide assembly is composed of a steel pipe pile guide sleeve, a jacket guide sleeve and a connecting ring plate, and the pile group system frame integrates the multiple guide assemblies through a connecting frame. The modular overall pile group structure design is achieved through the pile group system frame integrating the multiple guide assemblies and the connecting frame, the fan load is dispersed to the multiple pile foundations through the pile group synergistic effect, and therefore the bearing capacity of the whole foundation is improved, the foundation can adapt to different seabed geological conditions, and the construction efficiency is improved. The development requirement of offshore wind power in a complex environment is met, efficient installation, high bearing capacity and geological adaptability optimization of the offshore wind turbine foundation are achieved, stable support is provided for an offshore wind turbine generator, the construction cost is reduced, and the construction efficiency is improved.

The invention relates to the technical field of cast-in-place pile detection, and discloses a cast-in-place pile integrity detection system based on a multi-mode ultrasonic array, and the system comprises a deformable multi-mode ultrasonic probe which is used for adaptively adjusting the posture through an intelligent material driver; the intelligent coupling injection module is used for automatically cleaning the inner wall of an internal channel of the cast-in-place pile; the multi-source data processing module is used for receiving the original ultrasonic waveform data and the real-time position information of the ultrasonic probe; the deep learning recognition module is used for generating a recognition result including defect categories and preliminary features; the defect positioning and evaluating module is used for constructing a defect model comprising defect space coordinates, geometric dimensions and severity parameters; and the diagnosis decision module is used for providing targeted repair suggestions. The ultrasonic signals are transmitted and received through the integrated longitudinal wave transducer, the transverse wave transducer and the Rayleigh wave transducer, the internal structure information of the pile body is obtained, in this way, the ultrasonic beam coverage range is expanded, and the detection blind area of the area between the sounding pipes in a traditional method is effectively made up.

A waterfront soft soil area landscape pier precast pile comprises a concrete precast pile, the concrete precast pile comprises a pile top, a pile body and a pile tip, a steel reinforcement framework is arranged in the concrete precast pile, a drainage system and a grouting reinforcement system are arranged in the concrete precast pile, and the waterfront soft soil area landscape pier precast pile comprises a grouting pipe which longitudinally penetrates through the pile body from the pile top to the position above the pile tip. The top end of the grouting pipe extends out of the surface of the pile top to facilitate later grouting, the surface of the grouting pipe is connected with a grouting pipe branch pipe, the grouting pipe branch pipe extends out of the surface of the pile body in the radial direction, an included angle of 10-20 degrees is downwards formed between the grouting pipe branch pipe and the surface of the grouting pipe, and grout is sprayed along the inclined angle to form a mushroom-shaped reinforcing area to completely wrap the lower middle portion of the pile body. And the reinforcing area and the pile body form an integral collaborative stress body, so that the pile end resistance is further improved, and meanwhile, continuous consolidation settlement caused by excess pore water pressure is inhibited.

The invention belongs to the technical field of steel sheet piles, and discloses a steel sheet pile for compensating stratum loss during pile pulling and a construction method.The steel sheet pile comprises a plurality of steel sheet pile units, and each steel sheet pile unit comprises a plurality of steel sheet piles; the foundation pit sides of the steel sheet pile units are connected with a plurality of compensation bags, and grouting systems are arranged on the foundation pit sides of the compensation bags. The foundation pit side of the steel sheet pile is coated with viscous grease, the side, facing the steel sheet pile, of the compensation bag is coated with pressure-sensitive adhesive, and the compensation bag is temporarily connected with the steel sheet pile; the grouting system comprises a main grouting pipe, the bottom of the main grouting pipe is connected with a horizontal grouting pipe, the side, facing the steel sheet pile, of the horizontal grouting pipe is connected with a plurality of flow dividing pipes, and the flow dividing pipes correspond to the compensation bags. A vertical branch pipe is upwards separated from the middle position of the flow dividing pipe, and is connected with a grouting connector at the bottom end of the corresponding compensation bag; the tail end of the flow dividing pipe is downwards divided into an inclined grouting pipeline, and the inclined grouting pipeline faces the lower portion of the steel sheet pile. The technical problem that filling is not timely due to the fact that grouting pipes are installed to fill gaps after steel sheet piles are pulled out in the prior art is solved.

The invention relates to geotechnical engineering pile foundation equipment, in particular to intelligent cast-in-place pipe pile equipment integrated with a multi-source sensor and a construction method. A spiral sleeve; a double-layer sleeve wall protection system; an outer sleeve anti-rotation pressing system; and a pile core soil anti-rising telescopic system and the like. The intelligent PCC pile construction equipment integrates torque, rotating speed, drilling speed, drilling pressure and other multi-source sensors and an artificial intelligence algorithm to achieve intelligent sensing and control over a pile machine, efficient combined soil spinning of a spiral sleeve and a double-layer sleeve wall protection system is achieved through a hollow rotating power equipment system, an annular cavity is rapidly formed, a reinforcement cage is put down, concrete is poured to form a PCC pile, and the construction efficiency of the PCC pile is improved. Finally, the inner sleeve and the outer sleeve of the double-layer sleeve wall protection system are pulled out in a vibrating mode at the same time under the action of the winch up-pulling system, and the inner sleeve and the outer sleeve are in butt joint and reset with the annular rotary excavating soil taking system, the problems that a traditional PCC pile is limited in application in complex stratums and a reinforcement cage cannot be put down are solved, and the construction intelligence is achieved.

The invention belongs to the technical field of side slope structures, and particularly discloses a side slope structure with an automatic stabilizing system, which comprises a side slope body, a sensing layer, a water absorption layer, a drainage layer and a control part. The sensing layer comprises a distributed optical fiber sensor and is used for collecting strain information data and temperature and humidity information data of a soil body. The water absorption layer is of a layered structure and is used for storing excessive water in pores of the soil body. The drainage layer comprises a drainage pipeline and a pump, the drainage pipeline is located at the bottom of the water absorption layer, and the pump is connected with the input end of the drainage pipeline. And the control part is used for receiving the strain information data and the temperature and humidity information data, analyzing and processing the data, and starting the pump to drain water when monitoring that the water content or the pore water pressure exceeds a set threshold value. Through multi-layer cooperative work of the sensing layer, the water absorption layer and the water drainage layer, the integrated slope stabilization scheme of multi-parameter monitoring, composite film water absorption and intelligent water drainage is achieved, and the reliability and efficiency of landslide early warning and prevention are greatly improved.

The invention relates to an offshore wind power pile foundation anti-scouring structure, and belongs to the technical field of offshore wind power construction, and the offshore wind power pile foundation anti-scouring structure comprises a pile foundation main body, a plurality of spoilers, a protective cylinder, a sand seepage cover and filling stones; the pile foundation main body is columnar, and the pile foundation main body is configured to be inserted into a seabed of a preset area; the pile foundation body is sleeved with the protection barrel, one end of the protection barrel is located on a seabed, the other end of the protection barrel is covered with the sand seepage cover, and a plurality of through holes are formed in the barrel wall of the protection barrel. The multiple spoilers are arranged outside the protective cylinder in the circumferential direction of the protective cylinder and connected with the protective cylinder, each spoiler comprises a spoiler vertical plate and a spoiler side plate, the spoiler vertical plate is parallel to the axis direction of the pile foundation body, and an acute included angle is formed between the spoiler side plate and the spoiler vertical plate; the space between the protective cylinder and the pile foundation body is filled with the filling stone, and the beneficial effect of prolonging the service life of the offshore wind power pile foundation is achieved.

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 cast-in-place pile directional sliding device and a sliding method thereof, and relates to the technical field of civil engineering construction. The connecting assembly comprises a first connecting piece and a second connecting piece, and the first connecting piece and the second connecting piece are fixed to the side wall of the cast-in-place pile and distributed on the upper side and the lower side of the center of the cast-in-place pile; the sliding assembly comprises first horizontal sliding rails erected on the two sides of the protection wall. The pushing telescopic piece is located below the second connecting piece, and the pushing telescopic piece is used for driving the cast-in-place pile to ascend and descend; the first connecting piece can be upwards separated from the first horizontal sliding rail or downwards placed on the first horizontal sliding rail through lifting of the cast-in-place pile; the first side pushing telescopic piece is fixed to the first horizontal sliding rail and used for driving the cast-in-place pile to slide in the length direction of the first horizontal sliding rail. By the adoption of the scheme, the engineering piles exceeding the standard allowable deviation can be moved to the designated position, and the problems of pile refilling and the like are avoided; and the problem pile processing time is shortened, and the construction efficiency is improved.

The invention discloses a side slope protection system based on slide-resistant piles, and belongs to the technical field of side slope treatment. The system comprises a data acquisition module, a digital twin modeling module, a multi-pile cooperative control module, an anti-slide pile parameter adjustment module, a stress change capture module and a risk prediction and early warning module. Multi-dimensional data are acquired in real time through the data acquisition module, the multi-pile cooperative control module divides a core group and a cooperative group, virtual parameters are dynamically adjusted in combination with the parameter adjustment module, the stress trend is tracked through the stress change capture module, and the risk prediction and early warning module generates multi-level early warning. The technical effects of slide-resistant pile supporting parameter dynamic optimization, pile group collaborative unloading, stability intelligent prediction and risk active early warning are achieved, and the problems that in the prior art, slide-resistant pile static design cannot adapt to slope dynamic changes, multi-pile collaboration is insufficient, risk assessment lags behind, and the parameter adjustment cost is high are solved.

The invention discloses an assembly type foundation pit support structure for controlling top deformation and a construction method thereof.The foundation pit support structure comprises precast piles, pile top beams and shear walls with end bearing plates, the pile top beams are arranged on the upper sides of the precast piles, shear connectors are pre-buried in the pile top beams, the shear walls with the end bearing plates are arranged between every two adjacent precast piles, and the end bearing plates are arranged between the precast piles. The tops of the shear walls with the end bearing plates are fixed to the pile top beams through shear connectors. Pit top cast-in-place concrete layers are arranged on the upper sides of the pile top beams and the shear walls with the end bearing plates, and stiff steel beams are arranged in the pit top cast-in-place concrete layers. The pile top crown beam, the shear wall with the end bearing plate and the pit top cast-in-place concrete layer are in reinforced connection with a soil layer outside the foundation pit through anchor rods. By constructing a mechanical transmission path of'soil layer-anchor rod-wall beam integration-pile 'cooperative bearing, soil pressure on the outer side of the foundation pit is efficiently transmitted to the precast pile through the anchor rod, the shear wall and the top beam, and deformation of the top of the enclosure structure is effectively controlled.

The utility model relates to the technical field of pile shoes, and discloses an anti-sinking pile shoe which comprises a cylindrical pile shoe body, four pile fixing blocks are arranged in the pile shoe body and evenly distributed around the inner wall of the pile shoe body, and a square through hole penetrating through the pile shoe body is formed in the circumferential face of the pile shoe body. Four movable assemblies are arranged at the bottom of the pile shoe body, and each movable assembly is arranged in the two through holes in a penetrating mode and connected with the pile fixing block. Through the arrangement of the movable assembly, the pile shoe can actively pierce into the stratum in the tripping-in process, bottom anchoring of the pile shoe is achieved, and lateral sliding of the pile shoe is prevented; the telescopic structure of the movable assembly can be slowly unfolded until the telescopic structure is completely located in the tripping-in process, the bottom area of the pile shoe is increased, the bearing performance is improved, better stability is achieved, and risks caused by differential settlement are reduced.

This invention relates to a construction method for driving piles using a vibratory driven pile unit. The original walking pile frame is replaced with a crawler crane. Utilizing the flexible movement of the crawler crane, the machine can move immediately after driving one pile to drive the next. At this time, crushed stone can be added to the previous pile, and then the pile can be extracted. This back-and-forth operation greatly improves construction efficiency. The crawler crane is equipped with an adjustment frame, which is fixed at the bottom by a bottom-fixing cylinder. The mast adjusts the upper position of the pile frame, and the adjustment frame adjusts the lower position of the pile frame, ensuring the verticality of the crushed stone piles during driving and extraction. During use, the mast adjusts the position of the pile frame, and the vibratory lifting mechanism drives the hoisting rope to move the vibratory hammer up and down through the slide frame for driving or extracting piles.

The invention discloses a freezing pipe relative position adjusting structure for inter-pile freezing water stop, which comprises an inner ring stirrup, the inner ring stirrup is fixed on the inner ring of an outer ring stirrup of a reinforcement cage, a freezing pipe is positioned between the inner ring stirrup and the outer ring stirrup, and a driving device drives the freezing pipe to move around the inner ring stirrup so as to adjust the relative position of the freezing pipe. The operation of lowering the freezing pipe along with the reinforcement cage is transformed, the position of the freezing pipe is adjusted through the driving motor, the accuracy can be guaranteed in the lowering stage, and after lowering is finished, the freezing pipe can be precisely and secondarily adjusted through the driving motor according to the inclination measurement result of the vertical hole, so that the accuracy is further guaranteed; the high-precision requirement for lowering the freezing pipe in the reinforcement cage can be met, and compared with the situation that multiple workers need to repeatedly adjust the lifting point and prize and correct in alignment in traditional construction, the labor cost and the alignment time are greatly saved.

The invention discloses a tailing pond underground anti-seepage wall grooving and quincunx curtain grouting synergistic process, and relates to the technical field of grouting collaboration.The tailing pond underground anti-seepage wall grooving and quincunx curtain grouting synergistic process comprises the following steps that S1, anti-seepage wall bodies are constructed in a foundation of a to-be-treated area, the anti-seepage wall bodies are continuously arranged along the treatment axis, a wall body groove section is formed through the underground grooving technology, and the wall body groove section is formed; s2, curtain grouting treatment is synchronously or firstly carried out on the lower area or the upstream side of the anti-seepage wall body, a multi-row sequential hole arrangement mode is adopted for curtain grouting, grouting holes are arranged in a staggered or quincuncial mode, a continuous curtain anti-seepage layer is formed, and the anti-seepage wall body is formed; and S3, the anti-seepage wall and the curtain grouting bodies are provided with lap joint areas in the vertical direction or the horizontal direction, and a wall-curtain integrated anti-seepage structure is formed. The plastic concrete anti-seepage wall is constructed in the foundation, the multiple rows of quincunx curtain grouting bodies are arranged in the foundation, and the lap joint structures are arranged between the plastic concrete anti-seepage wall and the multiple rows of quincunx curtain grouting bodies; unification of structural stability and anti-seepage continuity of the underground anti-seepage system is achieved.

The invention discloses a construction method for constructing a deep foundation pit by using an existing structure, and relates to the technical field of foundation pit construction.The construction method comprises the steps that the existing enclosure structure is positioned, a crown beam of the existing enclosure structure is chiseled away after excavation, and a fender post design scheme is confirmed; small-diameter secant piles are constructed according to the fender post design scheme, and a newly-built fender post is formed; the joint of the newly-built enclosure structure and the existing enclosure structure is reinforced; the crown beam is constructed, and the newly-built enclosure structure and the existing enclosure structure are connected; according to the excavation process, the defect position of the enclosure structure is reinforced; establishing and training a correlation model based on the water level data and the deformation data to obtain a water level deformation correlation model; and according to the real-time water level change, performing defect prediction and early warning on the enclosure structure in combination with the water level deformation correlation model, and reinforcing the defects of the enclosure structure. According to the method, the occupied area of the enclosure structure is reduced, the existing enclosure piles are repaired, and the defects of the enclosure structure can be accurately found and reinforced.

The invention discloses an air-pressure-assisted precession pile pressing method for a prefabricated pipe pile used for a soft and hard interaction layer working condition. The prefabricated pipe pile comprises a pile body, a pile head, a rotary supporting piece and a jet swirling rod. The jet swirling rod is fixedly connected with the pile head through a fixer carried by the pile head, and a jet pipe in the jet swirling rod is connected with a gas guide groove in the pile head; air nozzles and drilling threads are distributed on the surface of the pile head. According to the pile sinking method for the prefabricated pipe pile, the air pressure is used for assisting the screw-in pile pressing system, air curtain resistance reduction and pile head screw-in are combined, the integrated operation of penetration and pile forming is achieved, hole guiding is not needed, and the conventional procedures of secondary drilling pretreatment, backfilling, re-pressing and the like are avoided. The equipment can work continuously, multiple sets of machines and tools do not need to go in and out of the site repeatedly, mechanical and labor cost is saved, and the equipment is suitable for soft-hard interaction strata and high in construction efficiency.

The invention relates to the technical field of photovoltaic support pile foundation construction, in particular to an auxiliary device for photovoltaic support pile foundation construction, which comprises a base, an elastic limiting mechanism is arranged in the base, clamping frames are fixedly mounted on the outer side of the base at equal intervals in an annular arrangement, and clamping blocks are movably connected in the clamping frames. A connecting mechanism is fixedly installed on the outer side of the clamping block and installed in the clamping frame through an elastic limiting mechanism. The device can be flexibly combined and installed, the whole pile foundation structure can be promoted to form an integral structure, meanwhile, the device is provided with a corresponding adjusting structure, the whole device can be flexibly and adaptively adjusted, the pile foundation structures of different sizes can be stably clamped and positioned, a plurality of dispersed pile foundations can be promoted to be connected into a whole, and the practicability is high. The whole photovoltaic support has high adaptability, and meanwhile, the stability of the photovoltaic support in the whole application period can be further improved.

The present application discloses a method for measuring impact force of debris flow and application, and a design method for barrier energy dissipation pile array. The method for measuring vertical impact force of debris flow measures the tangential velocity of debris flow at the impact point to measure the vertical impact force distribution of debris flow on the impact point. Further, the design method for pile array simplifies the free section of energy dissipation pile as a cantilever beam, which generates a bending resistance when impacted by debris flow, and the bending resistance continuously works to dissipate the impact kinetic energy of debris flow. According to the motion characteristics of debris flow, the impact time and distance parameters are further derived to solve the problems of measuring and designing the stability parameters of single energy dissipation pile, the energy dissipation parameters of barrier energy dissipation pile array, and the number parameters of barrier energy dissipation pile array. The present application also provides the application of each measuring and designing method. The present application provides a more scientific and perfect solution for the energy dissipation design of barrier energy dissipation pile array to resist the impact damage of rockfall and debris flow caused by landslide disaster.

The invention provides a pile foundation construction monitoring control method and system, and relates to the field of pile foundation construction.The method comprises the steps that operation parameters of construction equipment are obtained at multiple moments of a monitoring period; determining a safe operation coefficient of the construction equipment according to the operation parameters of the construction equipment; acquiring construction environment monitoring data of the construction area at a plurality of moments of the monitoring period; processing the construction environment monitoring data according to a trained construction environment risk prediction model, and determining a construction environment risk coefficient; acquiring pile foundation performance monitoring data at a plurality of moments of the monitoring period; according to the pile foundation performance monitoring data, the pile foundation safety coefficient is determined; and generating a monitoring control report according to the construction equipment safety operation coefficient, the construction environment risk coefficient and the pile foundation safety coefficient. According to the invention, the comprehensiveness of pile foundation construction monitoring control can be improved.

The invention discloses a foundation pit supporting strength self-adaptive adjusting method and system based on real-time monitoring data, and relates to the technical field of engineering control, and the method comprises the following steps: collecting monitoring data of a foundation pit supporting structure in real time; preprocessing the monitoring data to obtain standardized time series data; inputting the standardized time sequence data into a pre-trained LSTM prediction model, and outputting a displacement prediction value sequence; calculating a prediction state index based on the displacement prediction value sequence; with minimization of the maximum prediction state index and minimization of the total support strength adjustment cost as targets, a multi-target optimization model is constructed, and the optimal prestress adjustment amount of each intelligent support execution mechanism is solved; and the optimal prestress adjusting quantity is converted into a control instruction, and a corresponding intelligent supporting execution mechanism is driven to act. The foundation pit supporting strength can be automatically and accurately adjusted according to data monitored in real time.

The invention relates to the technical field of deformation prediction, in particular to a rock high slope excavation anchoring deformation prediction method based on artificial intelligence, and the method comprises the following steps: obtaining multi-source image data, analyzing rock volume and gravity center transfer, extracting a corresponding relation between abnormal stress and displacement, constructing a structure offset path, and screening continuous abnormal features. And extracting a key deformation rate interval to obtain an anchoring deformation trend prediction result. According to the method, the position of an unbalanced section is judged by constructing a gravity center transfer track and a mass difference space sequence and combining a coupling relation between a stress abnormal point and a displacement response direction, a collaborative evolution section of a structure offset path and a stress boundary is extracted, and a continuous abnormal zone is screened according to a crack change and joint fluctuation trend. A key change interval is extracted in combination with the time feature of the shear deformation rate, dynamic judgment of a structural deformation path and an extension direction is completed, and the spatial continuity recognition capability and the time response resolution are enhanced.