Controllable caisson structure with three functions of anchor and sinking monitoring system in limited space and complex environment

Abstract

The present application relates to a limited space complex environment one anchor three use controllable caisson structure and sinking monitoring system, belongs to underground or underwater structure technical field. Caisson structure includes caisson body, the caisson body is provided with counterforce anchor cable system, the counterforce anchor cable system includes counterforce support, tensioning locking device, anchor cable body and anchor, the counterforce support is set up on the outer side wall of caisson body, the tensioning locking device is set up on the counterforce support, the tensioning locking device and counterforce support are provided with anchor cable body, one end of the anchor cable body is locked with anchor, the anchor is connected with the force end of tensioning locking device, the other end of the anchor cable body is anchor end, is set up in the outside of caisson body. The present application initiates the multifunctional counterforce anchor cable system of " one anchor three use " (sinking pressurization, using lateral resistance, anti-floating), greatly improves the economy and efficiency of system, and the monitoring system is based on the sinking construction technology of caisson body of dynamic counterforce control, realizes the informationization and intelligent control of construction process.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of underground or underwater structures, in particular to a controllable caisson structure with one anchor and three uses and a sinking monitoring system in limited space and complex environment. BACKGROUND

[0002] The conventional caisson body construction process usually first prefabricates a reinforced concrete well structure with an open top and a blade foot at the bottom on the ground. After the well concrete strength reaches the standard, the well itself relies on its own weight to overcome the soil resistance and naturally sinks. During the sinking process, the soil inside the well is excavated by artificial or mechanical excavation to reduce resistance. The underground water in the well needs to be treated synchronously (usually using well point dewatering or open ditch drainage). In order to prevent the collapse of the soil outside the well, additional support structures such as steel sheet piles and deep mixing piles need to be constructed around the caisson body.

[0003] The sinking process of the caisson body in this process is uncontrollable, and the sinking speed and direction completely depend on the change of soil resistance. It is easy to cause problems such as sudden sinking (rapid sinking in a short time), tilting (verticality deviation of the well exceeds the specification), and jamming (cannot continue to sink due to hard soil or boulders) due to uneven hardness of local soil. The construction safety risk is high; it has poor adaptability to the stratum, especially in cohesive soil stratum, because of the adhesion of soil to the blade foot and large friction resistance, auxiliary measures such as blasting and water jetting need to be taken to continue sinking; the conventional foundation pit support (such as row piles and underground diaphragm wall) is constructed in steps with the underground structure, which not only occupies a large construction space, but also increases the process complexity and construction period; at the same time, the excavation, dewatering and support structure construction in the well during the construction process easily disturb the surrounding stratum, leading to ground settlement and cracking of existing structures, which has a large impact on the environment. The overall construction efficiency is low, the cost is high, and it is difficult to adapt to the construction requirements in limited space and complex surrounding environment. SUMMARY

[0004] The purpose of the present application is to disclose a controllable caisson structure with one anchor and three uses and a sinking monitoring system in limited space and complex environment. The counterforce anchor system realizes one anchor with three uses, saves space and resources, reduces process complexity and construction period, and is suitable for construction in limited space and complex surrounding environment. At the same time, the sinking monitoring system is used to monitor the sinking process of the caisson, realizes active and accurate control of the sinking process, and creates an intelligent system that can sense the environment in real time and automatically adjust the posture.

[0005] The specific scheme is as follows:

[0006] The limited space complex environment one anchor three use controllable caisson structure, including caisson body, the caisson body is provided with counterforce anchor cable system, the counterforce anchor cable system includes counterforce support, tensioning locking device, anchor cable body and anchor, the counterforce support is provided on the outer side wall of caisson body, the tensioning locking device is provided on the counterforce support, the tensioning locking device and counterforce support are provided with anchor cable body, one end of the anchor cable body is locked with anchor, the anchor is connected with the force end of tensioning locking device, the other end of the anchor cable body is anchor end, which is arranged outside the caisson body.

[0007] Further, the counterforce support is arranged in the force applying direction of the counterforce of the anchor to the jack, and the force applying direction is parallel to the central axis of the caisson body; the counterforce support is detachably connected with the caisson body, and the tensioning locking device is detachably connected with the counterforce support; a plurality of groups of the counterforce anchor cable system are arranged around the outer circumferential side of the caisson body; the number of the counterforce anchor cable systems in different parts is related to the self-generated mass distribution of the caisson body; the greater the mass distribution, the more the corresponding counterforce anchor cable systems and the more intensive the distribution.

[0008] Further, the tensioning locking device is a jack, and the counterforce support is a steel corbel; the controllable caisson structure further includes the following sensors: GNSS displacement sensor, inclination sensor, electronic level, laser displacement meter, laser level, anchor cable axial force sensor, penetration sensor, soil moisture content sensor, soil pressure cell, stress sensor, inclined pipe monitor and acoustic wave velocity sensor.

[0009] Further, support beams are integrally arranged between the opposite inner side walls of the caisson body; the inner side walls of the caisson body are further integrally provided with preset members; a dewatering well is arranged at the foundation pit in the caisson body; and a horizontal plain concrete cushion layer is arranged below the blade feet of the caisson body.

[0010] A sinking monitoring system of a limited space complex environment one anchor three use controllable caisson structure, the sinking monitoring system includes a data collection and preprocessing module, a sinking difficulty monitoring module, a sinking too fast monitoring module, a sinking uneven monitoring module, a sinking precise positioning module, a surrounding structure deformation monitoring module and an external control module.

[0011] The data collection and preprocessing module is used to collect the data of the GNSS displacement sensor, inclination sensor, electronic level, laser displacement meter, laser level, anchor cable axial force sensor, penetration sensor, soil moisture content sensor, soil pressure cell, stress sensor, inclined pipe monitor and acoustic wave velocity sensor and to perform denoising preprocessing;

[0012] The sinking difficulty monitoring module is used to determine the sinking difficulty of the caisson body, analyze the reasons and generate countermeasures for control;

[0013] The sinking too fast monitoring module is used to determine that the caisson body sinks too fast, analyze the cause and generate countermeasures for regulation and control.

[0014] The sinking uneven monitoring module is used to determine that the caisson body sinks unevenly, analyze the cause and generate countermeasures for regulation and control.

[0015] The sinking precise positioning module is used to control the precise positioning of the caisson body sinking, and generate correction countermeasures for regulation and control for inaccurate positioning.

[0016] The surrounding structure deformation monitoring module is used to analyze and determine the risk of the caisson body sinking to the deformation of the surrounding structure, and generate prevention countermeasures for regulation and control.

[0017] The external control module controls the operation of the dewatering well and the counterforce anchor cable system according to the instructions of other modules.

[0018] Further, the sinking difficulty monitoring module receives the data collected by the above-mentioned sensors, and determines that the caisson body sinks difficultly when at least one of the following "combination conditions" is met:

[0019] 1) When the GNSS displacement sensor monitors that the vertical sinking rate of the caisson body is less than 10 mm or is stationary for 24 hours, and the penetration sensor monitors that the stratum penetration resistance is greater than 1500 kPa;

[0020] 2) When the inclination sensor shows that the local inclination is greater than 0.5‰, and the penetration sensor monitors that the stratum penetration resistance of the local inclination is greater than 1500 kPa.

[0021] Further, when it is determined that the sinking is difficult, the sinking difficulty monitoring module retrieves the penetration resistance data of the corresponding penetration sensor at the position to determine the soil density, retrieves the water content data of the corresponding soil water content sensor at the position to determine the viscosity, retrieves the lateral pressure data of the corresponding soil pressure cell to determine the friction, and retrieves the wave speed data of the corresponding acoustic wave speed sensor to determine the soil stiffness. Combined with the soil density, soil water content, lateral pressure and wave speed data results, the soil property calculation formula is used to back-calculate the soil property of the actual sinking stratum, which is the basis for the soil property analysis of the caisson body sinking difficulty. The soil property calculation formula is: S=α·R+β·W+γ·P+δ·V.

[0022] Wherein, S is the soil property comprehensive judgment value (unitless, only for classification, the larger the value represents the harder the soil and the greater the friction, the more difficult to sink); a, b, g, d are the weight coefficients of each parameter (based on engineering experience and the stratum characteristics of this project, a+b+g+d=1, specific values: a=0.4 (penetration resistance is the core index), b=0.2 (water content affects viscosity), g=0.25 (lateral pressure reflects friction), d=0.15 (wave velocity is related to stiffness)); R is the stratum penetration resistance standardization value monitored by the penetration sensor (unitless, according to the grading assignment: R=1 (R 实 <500kPa, loose soil), R=3 (500kPa≦R 实 ≦1500kPa, medium dense soil), R 实 =5 (actual>1500kPa, dense / containing boulder soil)) ; W is the water content standardization value monitored by the soil water content sensor (unitless, according to the grading assignment: W=4 (15%≦W 实 ≦25%, hard plastic clay), W=2 (25%<W 实 ≦35%, plastic clay), W=1 (W 实 >35%, nearly saturated / containing upper lag water soil)) ; P is the lateral static pressure standardization value monitored by the earth pressure cell (unitless, according to the grading assignment: P=5 (P 实 >80kPa, high friction clay), P=2 (40kPa≦P 实 ≦80kPa, medium friction soil), P=1 (P 实 <40kPa, low friction sandy / loose soil)) ; V is the stratum longitudinal wave velocity standardization value monitored by the acoustic wave velocity sensor (unitless, according to the grading assignment: V=5 (V 实 >2500m / s, dense hard clay / weathered rock), V=3 (1500m / s≦V 实 ≦2500m / s, medium-dense soil), V=1 (V 实 <1500m / s, loose-medium dense soil).

[0023] Further, if 1≦S<2, it is judged as loose silty clay / silty soil, the resistance is small, and there is no obvious resistance factor, at this time the countermeasure of "increasing the conventional anchor pressure to 100-200kN+standard soil excavation" is generated, and the external control module controls the pressure of the counterforce anchor system;

[0024] If 2≦S<3.5, it is judged as plastic clay / medium dense soil, the local friction is moderate, and small amplitude jamming is easy to occur, at this time the countermeasure of "moderately increasing the anchor pressure to 200-300kN, optimizing the soil excavation depth" is generated, and the external control module controls the pressure of the counterforce anchor system;

[0025] If 3.5≦S<4.5, it is judged as hard plastic clay / medium-dense compact soil, the lateral friction is large, and the sinking resistance is concentrated. At this time, the countermeasures of "anchor cable pressure is pulled to 300kN, local over-excavation blade foot soil (≤structure skin range)" are generated, and the countermeasures are controlled by the external control module to control the counterforce anchor cable system to pressurize;

[0026] If S≥4.5, it is judged as dense clay / containing boulders / weathered rock layer, end bearing resistance+friction is high, and it is easy to be seriously stuck. At this time, the countermeasures of "anchor cable pressure is pulled to 300kN, precise over-excavation blade foot bottom soil (over-excavation amount is controlled according to penetration depth), and auxiliary water jet resistance reduction if necessary" are generated, and the countermeasures are controlled by the external control module to control the counterforce anchor cable system to pressurize;

[0027] The sinking difficulty monitoring module sends the above judgment result and countermeasures to the construction end.

[0028] Further, the sinking too fast monitoring module receives the data collected by the above sensors, and when at least one of the following "combination conditions" is met, it is finally determined that the sinking is too fast, and the emergency measures are triggered:

[0029] 1) GNSS displacement sensor monitoring rate continuously> 20mm / h for 1h, and laser displacement meter monitoring blade foot displacement> 2 times of single design excavation amount;

[0030] 2) GNSS displacement sensor monitoring rate suddenly increases> 15mm / h, and soil moisture content sensor monitors moisture content> 35% (entering water-rich stratum);

[0031] 3) GNSS displacement sensor monitoring rate> 20mm / h, and inclination sensor monitors inclination angle> 0.3‰ (or laser level monitor horizontal deviation> 3‰);

[0032] 4) GNSS displacement sensor and electronic level both monitor sinking> 20mm within 1h, and anchor cable axial force sensor monitors continuously decreasing tension> 50kN (without additional pressurization).

[0033] Further, the sinking unevenness monitoring module adopts three steps of core identification, auxiliary identification and precise verification to determine the sinking unevenness of the sinking well body, and the core identification determination step is as follows:

[0034] 1) The sinking unevenness monitoring module simultaneously obtains the vertical displacement values (denoted as h A , h B , h C , h D , unit: mm) of the four corner points of the sinking well body top surface (denoted as A, B, C, D) symmetrically arranged by the GNSS displacement sensors in real time, and calculates the relative displacement difference of the opposite / adjacent corner points.

[0035] 2) If any relative displacement difference is greater than 5mm for 30 minutes, it is preliminarily determined that the caisson body is unevenly sinking;

[0036] If the core recognition is that any relative displacement difference is greater than 5mm for 30 minutes, the auxiliary recognition is further triggered, and the steps are as follows:

[0037] 1) The sinking unevenness monitoring module acquires the inclination angles (unit ‰, i.e. vertical deviation per meter height) of the four side walls collected by the inclination sensors in real time, and focuses on the inclination difference of the "asymmetric structure corresponding side";

[0038] 2) If any inclination difference is greater than 0.3‰, and the displacement of the side of the inclination angle monitored by the GNSS displacement sensor is larger, it is evidence of uneven sinking;

[0039] If the auxiliary recognition is evidence of uneven sinking, the precise verification step is further triggered:

[0040] 1) The laser displacement meters in the four directions (east, south, west and north) of the caisson body outside are aligned with the four points of the blade foot, and the vertical displacement values (denoted as h 东刃 , h 南刃 , h 西刃 , h 北刃 ) of the four points of the blade foot are collected in real time, and the sinking unevenness monitoring module acquires the above data and calculates the relative displacement difference of the blade foot;

[0041] If the relative displacement difference of the blade foot is greater than 3mm and consistent with the trend of the relative displacement difference of the top surface, it indicates that "uneven sinking is transmitted from the blade foot to the top surface", and the misjudgment of "only top surface attitude deviation" is excluded, and the existence of uneven sinking is finally confirmed.

[0042] Compared with the prior art, the present application has at least one of the following technical effects:

[0043] 1) The present application combines the temporary support and the permanent structure, greatly saves the construction operation surface and the material consumption in the limited space, completes two processes at a time, greatly shortens the construction period, solves the sinking, lateral resistance and anti-floating multiple requirements with one system, has significant economic benefits, reduces the consumption and waste of building materials, reduces the disturbance and pollution to the surrounding environment, and meets the green construction concept.

[0044] 2) The present application realizes active and accurate control of the sinking process by combining the sinking monitoring system with the counterforce anchor cable system and the dewatering well, creates an intelligent system that can sense the environment in real time and automatically adjust the attitude, ensures the uniform sinking of the caisson body as a whole, and significantly improves the construction quality and safety.

[0045] 3、The sinking difficulty monitoring module of the application accurately determines sinking difficulty through multi-sensor data linkage, innovatively introduces S value quantitative analysis of soil properties, avoids artificial qualitative error, generates targeted countermeasures such as anchor cable pressurization, soil excavation, water jet drag reduction according to S value grading, realizes "cause diagnosis-accurate measures" closed loop, effectively solves the problem of resistance caused by dense soil layer and boulder, and guarantees sinking continuity.

[0046] The sinking too fast monitoring module of the application adopts "multi-condition combination judgment" logic (such as speed + blade foot displacement + moisture content), avoids single sensor misjudgment risk, generates emergency countermeasures such as "stop operation + bulldozing counterpressure + deviation correction" for different fast scenes such as suddenness and inclination, dynamically adjusts and controls the pressure of the anchor cable axial force monitoring, quickly controls the sinking out of control, and reduces the risk of structure deformation and soil instability.

[0047] The sinking unevenness monitoring module of the application accurately distinguishes the causes of quality distribution and stratum difference through the three-step method of "core identification (displacement difference)-auxiliary verification (attitude)-cause positioning (delta S value)", generates countermeasures such as counterforce balance and targeted drag reduction according to the causes, dynamically corrects the measures with S value, controls the displacement difference within 3mm and the inclination within 0.2‰, avoids structure cracking caused by misjudgment, and improves sinking uniformity.

[0048] The sinking accurate positioning module of the application adopts "coarse positioning-precise positioning" phased control, combines GNSS and electronic level double calibration to ensure elevation accuracy, generates deviation correction schemes such as relay station layout and micro pressurization for signal shielding and structure deformation, adjusts the excavation rhythm according to stratum characteristics, controls the blade foot burial depth deviation within ±3mm, and meets the elevation requirements of equipment foundation pre-embedded parts.

[0049] 7、The surrounding structure deformation monitoring module adjusts the monitoring frequency according to the sinking stage, links the sink well body displacement, stratum deformation and structure stress data, generates countermeasures such as backfill reinforcement and support erection for reverse deviation and displacement overrun, continuously monitors and verifies stability after sinking, realizes "construction disturbance-surrounding deformation" whole cycle control, and protects the safety of existing structures. BRIEF DESCRIPTION OF DRAWINGS

[0050] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed in the embodiments will be briefly introduced as follows. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative labor.

[0051] Figure 1 is a top view of the one-anchor-three-use controllable caisson structure in the limited space complex environment of the present application;

[0052] Figure 2 is a side view of the controllable caisson structure of the application for limited space complex environment;

[0053] Figure 3 is a connection diagram of the sinking monitoring system of the application and external equipment;

[0054] Figure 4 is a module architecture diagram of the sinking monitoring system of the application.

[0055] Reference signs:

[0056] 1-caisson body; 2-counterforce anchor cable system; 201-counterforce support; 202-tensioning and locking device; 203-anchor cable body; 204-anchor device; 3-anchoring end; 4-GNSS displacement sensor; 5-inclination sensor; 6-electronic level; 7-laser displacement meter; 8-laser level; 9-anchor cable axial force sensor; 10-penetrating sensor; 11-soil moisture content sensor; 12-soil pressure cell; 13-stress sensor; 14-inclined pipe monitor; 15-acoustic wave velocity sensor; 16-support beam; 17-pre-set piece; 18-dewatering well; 19-water collecting pit; 20-cushion layer; 21-row of bent columns in factory building; 22-foundation pit. DETAILED DESCRIPTION

[0057] In the following description, for the purposes of explanation and not limitation, specific details are set forth such as particular architectures, techniques, etc. in order to provide a thorough understanding of the embodiments of the application. However, it will be apparent to those skilled in the art that the application can be practiced in other embodiments that depart from these specific details. In other instances, detailed descriptions of well-known systems, devices, circuits, and methods are omitted so as not to obscure the description of the application with unnecessary detail.

[0058] It should be understood that the term "comprises" when used in this specification and the appended claims, specifies the presence of stated features, integers, steps, operations, elements, and / or components, but does not preclude the presence or addition of one or more other features, integers, steps, operations, elements, components, and / or groups thereof.

[0059] It should also be understood that the term "and / or" when used in this specification and the appended claims, means any one or more of the associated listed items and includes all possible combinations of the associated listed items.

[0060] As used in the specification and the appended claims, the term "if' can be interpreted as meaning "when" or "upon" or "in response to determining" or "in response to detecting" depending on the context. Similarly, the phrase "if it is determined" or "if [a described condition or event] is detected" can be interpreted to mean "upon determining" or "in response to determining" or "upon detecting [the described condition or event]" or "in response to detecting [the described condition or event]" depending on the context.

[0061] In addition, the description in the specification and the appended claims of this application, the terms "first", "second", "third", etc. are merely used to distinguish descriptions, and cannot be understood as indicating or implying relative importance.

[0062] Reference in the specification to "one embodiment" or "some embodiments" means that a particular feature, structure, or characteristic described in connection with the embodiment is included in at least one embodiment of the application. The appearances of the phrase "in one embodiment" or "in some embodiments" in various places in the specification are not necessarily all referring to the same embodiment, although it can. The terms "including," "containing," "having," and variations thereof are meant to encompass the terms "including but not limited to."

[0063] Reference is made to the accompanying drawings that form a part of this specification, wherein like reference characters designate the same or similar components in the figures. Figures 1-4The application discloses a controllable caisson structure with one anchor for three purposes in a complex environment of a limited space, which comprises a caisson body 1, a counterforce anchor cable system 2 arranged on the caisson body 1, the counterforce anchor cable system 2 comprising a counterforce support 201, a tensioning and locking device 202, an anchor cable body 203 and an anchor 204, the counterforce support 201 being arranged on the outer side wall of the caisson body 1, the tensioning and locking device 202 being arranged on the counterforce support 201, the anchor cable body 203 being arranged through the tensioning and locking device 202 and the counterforce support 201, one end of the anchor cable body 203 being locked by the anchor 204, the anchor 204 being connected with the force applying end of the tensioning and locking device 202, and the other end of the anchor cable body 203 being an anchoring end 3 arranged in the underground rock layer outside the caisson body 1. The caisson body 1 is formed by pouring and molding in three sections, and is sunk twice by means of the counterforce anchor cable system 2. The counterforce anchor cable system 2 is used for three purposes. Firstly, during the sinking process, the tensioning and locking device 202 is arranged on the counterforce support 201, and the tensioning and locking device 202 is controlled to be pressed downward by the anchor 204, the force is transmitted to the caisson body 1 through the counterforce support 201, and the caisson body 1 is uniformly, stably and controllably sunk. Secondly, in the second use stage, the anchor cable body 203 is permanently connected with the caisson structure, horizontal resistance is provided to resist soil pressure, and the structure reinforcement and size are saved. Thirdly, in the water-rich stratum, the anchor cable body 203 is used as an anti-floating anchor rod to provide anti-pulling force, the problem of anti-floating of the structure is solved, and separate construction of an anti-floating pile or anchor rod is avoided. For example, after the caisson body 1 is sunk to a specified position, the tensioning and locking device 202 is used to apply prestress to the prestressed anchor cable body 203, then the tensioning and locking device 202 is removed, one end of the anchor cable body 203 is locked by the anchor 204, the end is poured with concrete to seal the anchoring joint, and the anchor cable body 203 is part of a permanent structure. When the upward floating force of underground water is applied to the caisson body 1, the anchor cable body 203 provides reverse anti-floating force, and the anti-floating effect of the caisson body 1 is improved. The above-mentioned one anchor for three purposes can save processing space, and pouring of reinforcing columns around the caisson body 1 is not needed, the problems of large construction space, increased process complexity and construction period caused by step-by-step construction of conventional foundation pit support (such as pile row and underground continuous wall) and underground structure are avoided, reverse force of the counterforce anchor cable is applied to the caisson body 1, large excavating equipment or external force applying equipment is avoided to enter and exit the construction site, and construction in a complex and closed small space is facilitated, for example Figure 1 construction in the factory area with factory row columns 21 around the four sides or two sides.

[0064] Meanwhile, the other end of the anchor cable body 203 is the anchoring end 3 arranged outside the caisson body 1, compared with the prior art that a drill hole is arranged to pass through the caisson body 1 and the anchor cable body 203 is arranged in the drill hole, the technical effect that the structural stability of the caisson body 1 is reduced and enough space is provided to find a suitable anchoring end 3 rock layer is achieved, and the anchor cable body 203 pulls the caisson body 1 from the outside, and the effect of resisting soil pressure is improved.

[0065] The tensioning and locking device 202 is a jack, and the counterforce support 201 is a steel bracket. The counterforce support 201 is arranged in the force application direction of the counterforce of the anchor 204 to the jack, which is parallel to the central axis of the caisson body 1, so as to achieve the effect of applying force downward along the central axis of the caisson body 1, avoid the inconsistency of the reverse force direction of the plurality of counterforce anchor cable systems 2, and affect the sinking posture of the caisson body 1. The counterforce support 201 is detachably connected with the caisson body 1, and the tensioning and locking device 202 is detachably connected with the counterforce support 201. The detachability facilitates recycling of the device, saves the space of the side wall of the caisson body 1, and avoids uneven distribution of the mass of the caisson body 1 due to too many preset components 17. A plurality of groups of the counterforce anchor cable systems 2 are arranged around the outer circumferential side of the caisson body 1. The number of the counterforce anchor cable systems 2 at different positions is related to the self-generated mass distribution of the caisson body 1. The greater the mass distribution of the region, the more the corresponding counterforce anchor cable systems 2, and the more intensive the distribution. The setting mode increases the number and sinking force of the local counterforce anchor cable systems 2, and is used for correcting the uneven sinking of the caisson body 1 due to uneven distribution of the gravity of each part.

[0066] The support beam 16 is integrally arranged between the opposite inner side walls of the caisson body 1, and the inner side walls of the caisson body 1 are also integrally provided with preset members 17. The foundation pit 22 in the caisson body 1 is also provided with a dewatering well 18 and a catch basin 19. The support beam 16 adopts a reinforced concrete structure and is poured together with the caisson body 1. It is a "rigid force bearing beam / plate structure" that is poured inside the shaft of the caisson body 1 and connects the opposite side walls of the caisson body 1. The core is composed of "force bearing steel bars" (bearing tensile and shear forces, such as HRB400 threaded steel) and "concrete" (bearing pressure, usually C30 and above strength grade). After pouring, it forms an integral whole with the wall of the caisson body 1 and can limit the deformation of the wall of the caisson body 1 like an "internal framework". It is a "passive anti-deformation member" that responds to stress concentration. The preset members 17 are metal members that are embedded in advance in the caisson body 1 to adapt to "equipment installation, construction stress, and later operation and maintenance". Their distribution needs to strictly match the process requirements (such as equipment location and construction stress points), resulting in different local quality of the caisson body 1 (denser metal embedded parts in some areas), which may cause uneven settlement during sinking. This is an important reason why the project needs to control deformation through dynamic monitoring and adjustment of construction. The core function of the dewatering well 18 is to actively control the underground water level during the bottom sealing and raft construction of the caisson body 1, solving the construction problems caused by high underground water level (for example, the survey water level in the project is about -6.7m, the bottom sealing operation is carried out at -2.15m elevation, and the water level is higher than the construction surface), creating a dry and stable working environment for each process of bottom sealing (sand cushion, concrete pouring, waterproof construction, etc.). The caisson body 1 is provided with a horizontal plain concrete cushion 20 below the blade foot. The cushion 20 is like a layer of flat and solid "hard cushion" laid under the caisson body 1. It can make the blade foot press on the soil layer smoothly, avoid sinking into soft soil or being damaged by gravel, and make the stress of the caisson body 1 uniform, improving the consistency of sinking and preventing tilting.

[0067] At the same time, through the sensors arranged in the caisson and on the anchor cable body 203 (including GNSS displacement sensor 4, inclination sensor 5, electronic level 6, laser displacement meter 7, laser level 8, anchor cable axial force sensor 9, penetration sensor 10, soil moisture content sensor 11, soil pressure cell 12, stress sensor 13, inclined pipe monitor 14, and acoustic wave velocity sensor 15), the sinking posture, anchor cable force value, caisson structure internal force, side wall soil pressure, and end resistance, etc. are monitored in real time, and the tension locking device 202 and the dewatering well 18 are feedback controlled through the monitoring system, the tension of each anchor cable body 203 is dynamically adjusted, differential pressure is provided, the caisson body 1 is ensured to sink smoothly and uniformly to the designed elevation, the anchor cable tension is controlled in real time, information-based construction and accurate control are realized, an intelligent system that can sense the environment in real time and automatically adjust the posture is created, the uniform sinking of the caisson body 1 is ensured, and the construction quality and safety are significantly improved.

[0068] The GNSS displacement sensor 4, the inclination sensor 5, the electronic level 6, the laser displacement meter 7, the laser level 8, the anchor cable axial force sensor 9, the penetration sensor 10, the soil moisture content sensor 11, the earth pressure cell 12, the stress sensor 13, the inclined pipe monitor 14, the acoustic wave velocity sensor 15, and the counterforce anchor cable system 2 and the precipitation well 18 (with an electromagnetic control switch) are respectively connected with a sinking monitoring system, which comprises a data collection and preprocessing module, a sinking difficulty monitoring module, a sinking too fast monitoring module, a sinking unevenness monitoring module, a sinking accurate positioning module, a surrounding structure deformation monitoring module, and an external control module.

[0069] The data collection and preprocessing module is used for collecting data of the above-mentioned sensors and performing preprocessing such as denoising.

[0070] The sinking difficulty monitoring module is used for determining sinking difficulty of the caisson body 1, analyzing the cause and generating countermeasures.

[0071] The sinking too fast monitoring module is used for determining sinking too fast of the caisson body 1, analyzing the cause and generating countermeasures.

[0072] The sinking unevenness monitoring module is used for determining sinking unevenness of the caisson body 1, analyzing the cause and generating countermeasures.

[0073] The sinking accurate positioning module is used for controlling to realize sinking accurate positioning of the caisson body 1, and generating correction countermeasures for inaccurate positioning.

[0074] The surrounding structure deformation monitoring module is used for analyzing and determining the influence risk of sinking of the caisson body 1 on deformation of the surrounding structure, and generating preventive countermeasures.

[0075] The external control module controls the precipitation well 18 and the counterforce anchor cable system 2 to operate according to the instructions of other modules, which involves changing the anchor cable pressure, and realizing the force of the tensioning and locking device 202 through the external control module.

[0076] The installation positions and functions of the above-mentioned sensors are as follows:

[0077] For example, the GNSS displacement sensor 4 can be symmetrically arranged at four corner points of the top surface of the caisson body 1, to detect real-time vertical displacement and horizontal displacement of the top of the caisson body 1, and directly obtain the sinking rate of the caisson body 1 (unit: mm / d).

[0078] The inclination sensor 5 is installed in the upper part of the outer wall of the caisson body 1 (at least one on each side, a total of at least four), to detect the inclination angle (perpendicularity) of the side wall of the caisson body 1.

[0079] Three permanent reference points are arranged outside the caisson body 1 (far away from the construction influence range of the caisson body 1), and an electronic level 6 is placed between the reference points and the top surface of the caisson body 1, which is fixed by a tripod, and is used to detect the absolute elevation value (mm) of the four corner points of the top surface 4 of the caisson body 1, and calculate the elevation difference (i.e. the sinking amount) of the adjacent two observations, for example, the observation interval can be set to 30 minutes.

[0080] A laser displacement meter 7 is installed on the ground outside the caisson body 1 (1-2m away from the well wall), which is aligned with the reflective targets at the cutting edge of the caisson body 1 (4 targets are uniformly arranged along the cutting edge, 1 target for each of east, south, west and north), and ensures that the laser light path is not blocked, and is used to detect the real-time vertical displacement (mm) of the cutting edge relative to the ground reference, and the sampling frequency is set to 1 time per second, and the cumulative sinking amount within 1 minute is calculated.

[0081] A laser level 8 is fixed by a support at the cross position inside the caisson body 1 (about 1 / 2 well height away from the cutting edge), which ensures that the laser emission direction is horizontal, and the laser line is projected onto the pre-set vertical scale ruler on the inner wall of the caisson body 1 (1 set of ruler for each of the east, south, west and north sides), and is used to detect the vertical offset (mm) of the laser spot on the four side rulers, and calculate the horizontal deviation (mm / m) of the caisson body 1.

[0082] An anchor cable axial force sensor 9 is installed at the connection between the anchor cable and the counterforce support 201, which detects the real-time tension value of each anchor cable, and the maximum downward pressure of the designed tension locking device 202 is 300kN, which can also be adjusted according to actual needs.

[0083] A penetration sensor 10 is installed above the cutting edge or excavation surface of the caisson body 1 (sinks synchronously with the sinking of the caisson body 1), which is used to detect the stratum penetration resistance (kPa) and the penetration depth, and the penetration resistance directly reflects the soil compaction: resistance <500kPa: mostly loose silty clay or silt, the soil is soft, and the sinking resistance is small; resistance 500-1500kPa: mostly medium dense cohesive soil, the soil is medium, and the friction may be increased due to adhesion to the well wall; resistance >1500kPa: may be dense clay or contain a small amount of boulders, the soil is hard, and is prone to cause cutting edge jamming, which is the core stratum of sinking difficulty.

[0084] A soil moisture content sensor 11 is installed in the reserved hole of the cutting edge side wall of the caisson body 1 (1 sensor per 2m depth, extending to the outside soil layer), which is used to detect the real-time moisture content (%) of the stratum, and the moisture content assists in judging the soil cohesion: moisture content 15%-25%: mostly hard plastic cohesive soil, the cohesion is strong, and is prone to adhere to the side wall of the caisson body 1, increasing the lateral friction; moisture content 25%-35%: mostly plastic cohesive soil, the soil is relatively soft, and the friction is moderate; moisture content >35%: close to saturation, although the stratum of the project is above the groundwater level, but local upper water may exist, which is prone to form "mud ball" to block the excavation surface, indirectly increasing the sinking resistance.

[0085] Earth pressure cells 12 (lateral pressure type) are installed on the contact surface between the outer wall of the caisson body 1 and the soil layer (4 on each side at 1-3 m above the blade foot) to detect the lateral static pressure of the soil layer (kPa). The lateral pressure reflects the potential friction between the soil layer and the well wall. The lateral pressure increases synchronously with the sinking of the caisson body 1 and stabilizes at a high value (e.g. > 80 kPa). Most of the time, the soil is clayey, and the lateral friction is large due to the strong adhesion between the well wall and the soil layer, which is an important reason for the difficulty in sinking. When the lateral pressure is small and fluctuates greatly (e.g. < 40 kPa), the soil is mostly sandy or loose, and the friction is small, so the sinking resistance mainly comes from the bottom of the blade foot.

[0086] Stress sensors 13 are installed inside the side wall of each section of the caisson body 1 (4 on each side at 1-3 m above the blade foot). They are paired with the earth pressure cells 12 at the same points on the side wall of the first section of the caisson body 1. The earth pressure cells 12 measure the pressure of the soil layer outward, while the stress sensors 13 measure the structural stress of the side wall of the caisson body 1 inward. The data linkage of the two can determine whether the stress concentration is caused by soil layer friction.

[0087] At a distance of 3-5 m outside the foundation pit 22, a diagonal pipe and a diagonal pipe monitor 14 are vertically buried (with a depth of more than 2 m below the bottom of the foundation pit 22). The equipment is adjusted to ensure real-time collection of horizontal displacement data of the soil layer.

[0088] Acoustic wave velocity sensors 15 are installed on the side or lower part of the blade foot of the caisson body 1 to detect the longitudinal wave velocity of the soil layer. The wave velocity is related to the density and stiffness of the soil layer. When the longitudinal wave velocity is < 1500 m / s, the soil layer is loose to medium dense, and the soil is easy to excavate, with small sinking resistance. When the longitudinal wave velocity is 1500-2500 m / s, the soil layer is medium dense to dense, and the soil is relatively hard, requiring increased soil removal or anchor cable pressure. When the longitudinal wave velocity is > 2500 m / s, it may be a dense hard clay or weathered rock layer, which requires careful overexcavation to avoid uneven stress on the blade foot.

[0089] The sinking difficulty monitoring module receives the above-mentioned sensor data and determines that the caisson body is sinking difficult when at least one of the following "combination conditions" is met:

[0090] 1) When the GNSS displacement sensor 4 monitors that the vertical sinking rate of the caisson body 1 is < 10 mm (or stationary) for 24 consecutive hours, and the penetration sensor 10 monitors that the penetration resistance of the soil layer is > 1500 kPa.

[0091] 2) When the inclination sensor 5 shows that the local inclination is > 0.5 ‰, and the penetration sensor 10 monitors that the penetration resistance of the local inclined soil layer is > 1500 kPa.

[0092] The sinking difficulty monitoring module further calls the penetration resistance data of the corresponding in-penetration sensor 10 to determine the soil density, calls the water content data of the soil water content sensor 11 at the position to determine the viscosity, calls the lateral pressure data of the soil pressure cell 12 at the position to determine the friction, and calls the wave speed data of the acoustic wave speed sensor 15 at the position to determine the soil stiffness, and combines the above soil density, soil water content, lateral pressure and wave speed data results to use a formula to back-calculate the soil property of the actual sinking stratum. The soil property calculation formula is S = a R + b W + g P + d V.

[0093] Wherein, S is the soil property comprehensive determination value (unitless, only used for classification, the larger the value, the harder the soil and the greater the friction, and the more likely to cause sinking difficulty); a, b, g, d are the weight coefficients of each parameter (based on engineering experience and stratum characteristics of the project, a + b + g + d = 1, and the specific values are, for example, a = 0.4 (penetration resistance is the core index), b = 0.2 (water content affects viscosity), g = 0.25 (lateral pressure reflects friction), and d = 0.15 (wave speed is related to stiffness)); R is the stratum penetration resistance standardized value (unitless, graded as follows: R = 1 (R 实 < 500 kPa, loose soil), R = 3 (500 kPa ≦ R 实 < 1500 kPa, medium dense soil), R 实 = 5 (actual > 1500 kPa, dense / stone-containing soil)); W is the water content standardized value (unitless, graded as follows: W = 4 (15% ≦ W 实 < 25%, hard-plastic cohesive soil), W = 2 (25% < W 实 < 35%, plastic cohesive soil), and W = 1 (W 实 > 35%, nearly saturated / upper lag water-containing soil)); P is the lateral static pressure standardized value (unitless, graded as follows: P = 5 (P 实 > 80 kPa, high-friction cohesive soil), P = 2 (40 kPa ≦ P 实 < 80 kPa, medium-friction soil), and P = 1 (P 实 < 40 kPa, low-friction sandy / loose soil); and V is the stratum longitudinal wave speed standardized value (unitless, graded as follows: V = 5 (V 实 > 2500 m / s, dense hard clay / weathered rock), V = 3 (1500 m / s ≦ V 实 < 2500 m / s, medium-dense-dense soil), and V = 1 (V 实 < 1500 m / s, loose-medium-dense soil).

[0094] If 1≦S<2, it is judged as loose silt clay / silt, with small resistance and no obvious resistance factors, at this time the countermeasure of "increasing the conventional anchor cable pressure to (100-200 kN) + standard soil excavation" can be generated, and the countermeasure is controlled by the external control module to control the pressure of the counterforce anchor cable system 2;

[0095] If 2≦S<3.5, it is judged as plastic cohesive soil / medium dense soil, with medium local friction resistance, and easy to appear small amplitude jam, at this time the countermeasure of "moderately increasing the anchor cable pressure to (200-300 kN), and optimizing the soil excavation depth" can be generated, and the countermeasure is controlled by the external control module to control the pressure of the counterforce anchor cable system 2;

[0096] If 3.5≦S<4.5, it is judged as hard plastic cohesive soil / medium dense-dense soil, with large lateral friction resistance, and sinking resistance is concentrated, at this time the countermeasure of "anchor cable pressure is pulled to (300 kN), and local over-excavation blade foot soil body (≤structure skin range)" can be generated, and the countermeasure is controlled by the external control module to control the pressure of the counterforce anchor cable system 2;

[0097] If S≥4.5, it is judged as dense clay / with boulders / weathered rock layer, with high end bearing resistance+friction resistance, and easy to be seriously jammed, at this time the countermeasure of "anchor cable pressure is pulled to (300 kN), and precise over-excavation of blade foot bottom soil body (over-excavation amount is controlled according to penetration depth), and auxiliary water jet is used for resistance reduction when necessary" can be generated, and the countermeasure is controlled by the external control module to control the pressure of the counterforce anchor cable system 2.

[0098] The sinking difficulty monitoring module sends the above judgment result and countermeasure to the construction end.

[0099] The sinking too fast monitoring module receives the data of the GNSS displacement sensor 4, the laser displacement meter 7, the soil moisture content sensor 11, the anchor cable axial force sensor 9, the inclination sensor 5 and the electronic level 6, and pre-stores the evaluation standard and the single design excavation amount data, when at least one of the following "combination conditions" is met, it is finally judged that the sinking is too fast, and the emergency measures are triggered:

[0100] 1), the GNSS displacement sensor 4 monitors the rate for 1h>20mm / h, and the laser displacement meter 7 monitors the blade foot displacement>2 times the single design excavation amount;

[0101] 2), the GNSS displacement sensor 4 monitors the rate sudden increase>15mm / h, and the soil moisture content sensor 11 monitors the moisture content>35%(into the water-rich stratum);

[0102] 3), the GNSS displacement sensor 4 monitors the rate>20mm / h, and the inclination sensor 5 monitors the inclination angle>0.3‰(or the laser level 8 monitors the horizontal deviation>3‰);

[0103] 4) GNSS displacement sensor 4, electronic level 6 all monitor the subsidence > 20mm within 1h, and anchor cable axial force sensor 9 monitors the continuous decrease of tension > 50kN (without additional pressure);

[0104] When it is judged that any one of the following "combination conditions" is met, the excessive subsidence monitoring module generates an emergency countermeasure of "stop pressurization + stop excavation + blade foot bulldozing counterpressure", and for the occurrence of combination 3), it is one side subsidence too fast, also sends the emergency countermeasures of "inclined side inspection + blade foot bulldozing counterpressure + correction", and sends the above detection results and countermeasures to the construction end.

[0105] Through multi-sensor data closed loop, multi-directional monitoring is realized, the error of single sensor judgment conclusion is avoided, at the same time, the problem of single detection equipment is prevented, there is no substitute equipment, the monitoring effect is influenced, and the effectiveness of the monitoring measures is ensured.

[0106] The uneven subsidence monitoring module adopts three steps of core identification, auxiliary identification and accurate verification to determine the uneven subsidence of the caisson body 1, wherein the core identification step is as follows:

[0107] 1) The uneven subsidence monitoring module pre-inputs the embedded part position data, and simultaneously obtains the vertical displacement values (marked as h A , h B , h C , h D , unit: mm) of the four corner points of the GNSS displacement sensor 4 arranged symmetrically on the top surface 4 of the caisson body 1, and calculates the relative displacement difference (such as Δh A−C = |h A -h C |, Δh B−D = |h B -h D |) of the opposite / adjacent corner points.

[0108] 2) If any relative displacement difference is > 5mm for 30 minutes (such as the subsidence of point A is 25mm, the subsidence of point C is only 18mm, and Δh A−C = 7mm), it can be determined that the subsidence is uneven, and if the further displacement difference is consistent with the "mass distribution" (such as the subsidence of point B (with large mass) concentrated with embedded parts is 22mm, and the subsidence of point D (with small mass) without embedded parts is 15mm, and Δh B−D = 7mm), it is possible that the uneven subsidence is caused by uneven mass distribution.

[0109] If the core identification is that any relative displacement difference is > 5mm for 30 minutes, the auxiliary identification is further triggered, and the steps are as follows:

[0110] 1), The uneven sinking monitoring module acquires the real-time collection of the inclination angle of the four side walls (unit ‰, i.e. vertical deviation per meter height) by the inclination sensor 5 in the upper part of the outer wall of the open caisson body 1 (1 on each side, a total of 4), and focuses on the inclination difference of the "asymmetric structure corresponding side" (such as the inclination angle difference between the pre-embedded part concentrated side and the opposite side);

[0111] 2), If any inclination difference > 0.3‰ (such as the inclination of the pre-embedded part concentrated south side 0.5‰, and the inclination of the north side only 0.1‰, the inclination difference 0.4‰), and the GNSS displacement sensor 4 monitors that the two corner points on the side with larger inclination angle have larger displacement (such as south side displacement 23mm, north side 17mm), which can prove uneven sinking.

[0112] If the auxiliary identification proves that one side is unevenly sinking, further trigger the precise verification step:

[0113] 1), The laser displacement meter 7 on the east, south, west and north of the outer side of the open caisson body 1 real-time collects the vertical displacement value (denoted as h 东刃 , h 南刃 , h 西刃 , h 北刃 ) of the east, south, west and north four points of the blade foot, and the sinking unevenness monitoring module acquires the above data and calculates the relative displacement difference of the blade foot (such as Δh 南刃-北刃 = |h 南刃 -h 北刃 |);

[0114] 2), If the relative displacement difference of the blade foot > 3mm (such as the south blade foot sinking 21mm, the north blade foot sinking 16mm, Δh 南刃-北刃 =5mm), and the relative displacement difference trend of the top surface is consistent (such as the displacement difference of the top surface B (located on the south side) and D (located on the north side) 7mm, see the core identification step), it indicates that "uneven sinking starts from the blade foot and transmits to the top surface", which excludes the misjudgment of "only top surface attitude deviation", and finally confirms that the uneven sinking really exists, when the uneven sinking really exists, further analyze the geological difference of the uneven sinking position, including the following steps:

[0115] 1), Retrieve the four-parameter data of the two opposite sides of the blade foot, taking the south and north sides as an example (stratum penetration resistance R 南 , soil moisture content W 南 , lateral static pressure P 南 , and stratum longitudinal wave velocity V 南 , stratum penetration resistance R 北 , soil moisture content W 北 , lateral static pressure P 北 , and stratum longitudinal wave velocity V 北The soil properties are calculated using the formula: S = α·R + β·W + γ·P + δ·V. This formula is used to calculate the comprehensive soil property assessment value S for both the north and south locations. 南 and S 北 Find the difference ΔS = |S 南 -S 北 |;

[0116] 2) If ΔS < 0.5, it indicates that there is no significant difference in the strata (hard soil / similar friction), and the core of the settlement difference is caused by "uneven mass distribution". Geological factors can be ignored. The settlement unevenness monitoring module generates the following response strategies: "1) For the anchor cables corresponding to the "slow settlement area" (such as 4-6 anchor cables around point D on the north side), increase the downforce by 50-100kN (e.g., from 150kN to 200kN) through the external control module. For the anchor cables corresponding to the "fast settlement area" (such as around point B on the south side), maintain the original pressure or reduce it by 20-30kN; 2) Through stimulation The laser displacement meter 7 monitors the cutting edge displacement to identify areas where "the cutting edge sinks slowly and requires more excavation"—for example, if point D on the north side of the cutting edge sinks 16mm (slow) and point B on the south side sinks 21mm (fast), then priority is given to excavating the soil at the bottom of point D on the north side of the cutting edge. The excavation depth is set according to "designed single excavation volume + displacement difference compensation" (e.g., if the designed excavation is 10mm, an additional 3mm is excavated at the north side of the cutting edge, for a total of 13mm). 3) During the excavation process, the laser displacement meter 7 monitors the cutting edge displacement in real time. Every 5mm of excavation is paused for 10 minutes to observe the displacement difference Δh between the north and south sides of the cutting edge. 南刃-北刃 If the soil level drops from 5mm to within 2mm, immediately stop excavating in that area to avoid excessive excavation leading to new subsidence differences; 4) Within 30 minutes of the above adjustments, monitor the relative displacement difference Δh using GNSS. B−D (For example, if the top surfaces B (located on the south side) and D (located on the north side) decrease from 7mm to within 3mm, and the tilt angle monitored by the tilt sensor 5 decreases from 0.5‰ to within 0.2‰, it indicates that the reaction force adjustment is effective and the uneven settlement is alleviated. Simultaneously, the elevation of the top surface of the caisson body 1 is re-measured every 2 hours using an electronic level 6 (to verify the accuracy of the GNSS data), and the levelness of the caisson body 1 is re-measured every 4 hours using a laser level 8 (to verify the data from the tilt sensor 5), ensuring that the uneven settlement after adjustment is always controlled within the range of "displacement difference ≤ 3mm, tilt ≤ 0.2‰" to avoid structural cracking;)

[0117] 3) If 0.5 ≤ ΔS < 1.0, it indicates a slight difference in strata (one area is slightly harder / has slightly higher friction). Geological factors combined with quality factors slightly amplify the subsidence difference. The uneven subsidence monitoring module generates the following response strategy: "3.1) For the side with "slightly harder strata and slightly higher friction" (such as the north cutting edge S) 北slightly larger), on the basis of the counterforce of the above step 2) measure ("matching quality"), additionally increase the downward pressure by 10%-15% (e.g. the original plan is to increase the pressure by 200 kN to 220-230 kN), and overcome the slight geological resistance with a small amount of counterforce increment; 3.2), the bottom excavation depth at the north side blade foot D is additionally increased by 2-3 mm (e.g. the original plan is to excavate 13 mm, and it is increased to 15-16 mm) on the basis of the above step 2) measure ("compensation for quality subsidence difference"), and at the same time, real-time monitoring is performed with the laser displacement meter 7 and the electronic level 6 to avoid excessive excavation to cause new deviation; 3.3), the S value and the subsidence difference at the south and north are calculated every 30 minutes, if ΔS is stable at about 0.8 and the subsidence difference is reduced to within 3 mm, the current measure is maintained; if ΔS increases, the counterforce is supplemented in time.

[0118] 1) If ΔS > 0.5, it means that the stratum is significantly different (one side is significantly harder / greater friction), and the geological factor is the main cause. After superimposing the quality factor, the settlement difference is greatly expanded, and it is necessary to strengthen the geological resistance reduction + dynamic balance counterforce. The uneven settlement monitoring module generates the following control strategy "4.1) Targeted geological resistance reduction: If the S value of a side (such as the north side of the blade foot at D) is large due to "high penetration resistance (for example, R = 5)": Use the penetration sensor 10 to locate the hard layer range, and only for this range "layered soil excavation + low pressure water jet" (water jet pressure 0.3-0.5MPa, wet soil body reduces shear strength), the excavation depth is 5-8mm deeper than the original plan (such as from 13mm to 18-21mm), while the moisture content sensor is used for monitoring to avoid excessive softening of the soil body (moisture content ≤ 35%); If the S value of a side (such as the north side of the blade foot D) is large due to "high lateral pressure (for example, P = 5)": On the contact surface between the caisson body 1 outer wall and the soil layer below the north side of the blade foot D, "lubricating grease injection holes" are arranged at intervals of 1m, and bentonite lubricating grease (0.5-1L / m) is injected to reduce the friction between the well wall and the soil layer. Synchronously monitor the lateral pressure with the soil pressure cell 12, if it decreases from >80kPa to ≤60kPa, stop injecting grease; 4.2) Dynamic balance counterforce (considering quality and geology): Distribute the counterforce according to the "geological resistance ratio": If the settlement of the north side of the blade foot D is slow due to "30% quality small + 70% geological hard", on the basis of "matching quality" 200kN, additionally press 70-90kN (increase to 270-290kN), to ensure that the counterforce can overcome both the quality disadvantage and the geological resistance; The south side of the blade foot B (geologically soft) is appropriately reduced by 10-20kN (such as from 180kN to 160-170kN), to avoid faster settlement due to geological softness + large counterforce; Counterforce closed loop control: Real-time monitor the anchor cable tension at B, D with the anchor cable axial force sensor 9, if the tension at D reaches 290kN and the settlement is still slow, temporarily stop pressing, and preferentially increase the excavation depth (increase by 3-5mm), to avoid the risk of structural stress caused by excessive counterforce. 4.3) Monitoring correlation adjustment (use S value to dynamically modify measures): Recalculate the S value of the south side of the blade foot and the north side of the blade foot every 1 hour, if ΔS decreases from 2.05 to 1.2 (geological difference is alleviated), then reduce the counterforce at the north side of the blade foot D from 290kN to 250kN, and restore the excavation depth to 15mm, to avoid excessive resistance reduction leading to too fast settlement on the geologically soft side (south side of the blade foot B); If ΔS is still >1.5, continue to strengthen the water jet / grease injection measures, and send the detection results and countermeasures to the construction end;"

[0119] By converting the "stratum difference" from "qualitative description (slightly harder / harder)" to "quantitative index (0.5 / 1.0)" through the value of ΔS, the artificial judgment error is avoided, the adjustment is more targeted, the value of S is used to dynamically track the change of the stratum difference, the counterforce, the soil excavation and the resistance reduction measures can be corrected in time to ensure that the uneven sinking is always controlled within the threshold value (displacement difference ≤ 3 mm, inclination ≤ 0.2 ‰). By adopting the three steps of core identification, auxiliary identification and accurate verification, the uneven sinking problem caused by the asymmetric structure or the superimposed geological factors can be accurately locked by the layered logic of "grasping the core displacement difference, supplementing the attitude deviation and verifying the real causes", the single sensor misjudgment is avoided, the geological factor analysis is included, the reliable basis for the subsequent targeted adjustment of the counterforce and the soil excavation is provided (different adjustment methods are used in different situations), the risk of structure cracking caused by misjudgment is reduced, the uneven sinking analysis is more comprehensive and accurate, and the adjustment is more timely and effective.

[0120] The sinking precise positioning module receives the data of the GNSS displacement sensor 4, the laser level 8, the laser displacement meter 7, the soil moisture content sensor 11, the penetration sensor 10, the inclination sensor 5 and the electronic level 6, and the steps of controlling the sinking precise positioning are as follows:

[0121] 1) First, the first / second section sinking (coarse positioning) is carried out - control the overall elevation and attitude: the GNSS displacement sensor 4 collects the absolute elevation of the top surface in real time (accuracy 10-15 mm), the electronic level 6 is used to retest every 1 hour (accuracy ± 2 mm), the GNSS displacement sensor 4 data is calibrated, according to the requirements of "two-stage sinking", when each section is sunk to "1 m from the design elevation", the sampling frequency of the GNSS displacement sensor 4 is increased from 1 time / 10 seconds to 1 time / second, so that the elevation deviation is controlled within ± 5 mm, the first / second section is prevented from causing the elevation deviation due to "self-weight increase + water-rich stratum", and the basis for the third section fine positioning is laid; while the GNSS displacement sensor 4 collects the absolute elevation of the top surface in real time, the inclination sensor 5 monitors the perpendicularity in real time (accuracy 0.01 ‰), if the inclination of a side exceeds 0.15 ‰, the strategy of "adjusting the downward pressure of the side through the counterforce anchor cable system 2 (for example, the east side inclination is 0.2 ‰, the east side anchor cable pressure is reduced by 10-20 kN)" is generated to the construction end, and the east side anchor cable pressure is reduced by 10-20 kN through the external control module;

[0122] 2) Third section sinking (fine positioning) - focus on 0.5m range and blade foot depth: After entering the "0.5m from the design elevation" range (which can be detected by GNSS displacement sensor 4), the "first pressure - then excavation" mode is adopted - the laser displacement meter 7 monitors the blade foot depth in real time (accuracy 0.1mm), before each excavation, a "first apply a "small downward pressure" (50-100kN) through the anchor cable, observe whether the blade foot sinks smoothly, the excavation thickness is strictly ≤0.5m, and the remaining 0.1m is stopped, only through the anchor cable to adjust the pressure (20-30kN increment), so that the blade foot slowly reaches the design depth" strategy is sent to the construction end and implemented through the external control module; The electronic level 6 synchronously monitors the top elevation to ensure that the "blade foot depth - top elevation" matches (deviation ≤3mm), accurately controls the final depth of the blade foot, avoids over-excavation or under-excavation, and meets the elevation requirements of the equipment foundation pre-embedded parts; At the same time, before excavation, the soil water content sensor 11 monitors the ground water content (controlled at 25%-35%, to avoid over-dry hard or over-soft collapse) and penetration resistance (500-1500kPa, to ensure that the soil is stable after excavation), if the water content is higher than 35%, generate the "control the dewatering well 18 to pump water" strategy, and control the dewatering well 18 to pump water through the external control module, if the ground is too hard (R>1500kPa), generate the "first soften through low-pressure water jet (0.3MPa), then excavate slightly" strategy and send it to the construction end, to prevent the blade foot from being stuck and causing positioning deviation, to adapt to the stratum characteristics to adjust the excavation pace, and to avoid the influence of stratum mutation on positioning accuracy.

[0123] The sinking precision positioning module realizes the following solutions for positioning correction:

[0124] 1) When the sensor detects that the "elevation deviation is >±3mm", the following steps are taken to investigate the cause and solve it: through GNSS and electronic level 6 comparison, if the deviation of the two is >2mm, it may be that the GNSS signal is blocked (such as surrounding factory buildings); if the laser displacement meter 7 monitors that the blade foot elevation and the top elevation deviation is >5mm, it may be that the caisson body 1 side wall is compressed and deformed (such as the third section wall is thin, and slightly compressed after being stressed).

[0125] If the GNSS signal is weak, generate the coping strategy of "setting up "GNSS repeater stations" around the caisson body 1 to enhance the satellite signal, or using electronic level 6 as the main positioning device (recheck every 15 minutes)", and send the judgment result and coping strategy to the construction end;

[0126] If the side wall is compressed and deformed, generate the coping strategy of "suspend the application of downward pressure, stand still for 1-2 hours to wait for the deformation to stabilize, then apply "a small amount of pressure" (10-20kN / time) through the anchor cable, and monitor the blade foot with the laser displacement meter 7 at the same time to ensure that the elevation is gradually adjusted to the design value", and implement it, and send the judgment result and coping strategy to the construction end;

[0127] If the blade foot is under-excavated (insufficient burial depth), the coping strategy of "using the "stratum excavation + point pressure" mode (excavating 5 mm each time, corresponding to 10 kN pressure) in the remaining 0.1 m stratum to avoid sudden elevation drop caused by one-time excavation" is generated and implemented, and the judgment result and coping strategy are sent to the construction end.

[0128] 2) When the inclination sensor 5 monitors that the "verticality deviation is greater than 0.2 ‰", combined with the laser displacement meter 7 data, if the sinking of the blade foot on one side is slower than that on the opposite side by more than 5 mm, it may be that the stratum resistance on that side is large (R>1500 kPa) or the anchor cable pressure is insufficient, and the corresponding sensor data is collected to further determine the cause;

[0129] For the stratum around the inclined side blade foot, use the penetration sensor 10 to locate the hard layer range, if the stratum resistance is large, generate the coping strategy of "local low-pressure water jet + small range overexcavation" (overexcavation ≤10 mm) to reduce resistance;

[0130] Retrieve the anchor cable axial force sensor 9 data, if the anchor cable pressure on the inclined side (the side that sinks slowly) is 30-50 kN lower than that on the opposite side, generate the coping strategy of "increase the pressure on that side by 20-30 kN through the tensioning system, while reducing the pressure on the opposite side by 10-20 kN, and use the laser level 8 to observe the posture in real time until the inclination is ≤0.2 ‰" and implement it;

[0131] Emergency correction: if the inclination exceeds 0.3 ‰, generate the coping strategy of "stop excavating immediately, "push the soil back to increase local resistance" at the bottom of the blade foot on the inclined side (use a small device to push the soil to the blade foot), and resume construction after the posture is adjusted" and implement it.

[0132] 3) When the laser displacement meter 7 monitors that the blade foot burial depth deviation is greater than ±5 mm (the blade foot does not reach the designed burial depth or overexcavation), receive the data of the penetration sensor 10, if the penetration resistance suddenly drops to R<500 kPa, it may be that the soil below the blade foot collapses (water-rich stratum); if the burial depth is insufficient and R>1500 kPa, it may be that the hard layer has not been effectively excavated;

[0133] For the penetration resistance that suddenly drops to R<500 kPa, it may be that the soil below the blade foot collapses, generate the coping strategy of "stop sinking immediately, inject "low-strength mortar" (strength ≤5 MPa) into the bottom of the blade foot, monitor whether the blade foot is stable using the laser displacement meter 7 after the mortar has initially set (2-4 hours), and then slowly sink the blade foot to the designed burial depth through small pressure increase (30-50 kN) of the anchor cable" and implement it;

[0134] If the depth is insufficient and R > 1500 kPa, it is possible that the hard layer is not effectively excavated, and further use the penetration sensor 10 to determine the thickness of the hard layer, if the thickness < 300 mm, generate the coping strategy of "stratified soil excavation + high-frequency monitoring (3 mm per time, synchronous monitoring of blade feet)"; if the thickness > 300 mm, generate the coping strategy of "crushing the hard layer in cooperation with "static blasting" (low drug amount, avoiding vibration affecting the structure), and then fine excavation"; and transmit the above judgment results and coping strategies to the construction end and implement.

[0135] If the blade foot overbreak > 5 mm and the penetration resistance R ≥ 500 kPa, overbreak control is performed, the coping strategy of "suspend all operations, lay "graded sand and gravel" (thickness = overbreak amount) between the blade feet and the designed depth, monitor the top elevation with the laser displacement meter 7, and ensure that the overall elevation is adjusted to the designed value" is generated, and the above judgment results and coping strategies are transmitted to the construction end and implemented.

[0136] Through "sensor redundancy monitoring (such as GNSS + electronic level 6 double elevation verification), staged positioning (coarse positioning → fine positioning), deviation real-time correction (sensor data → measure adjustment closed loop)", it not only adapts to the structural characteristics of the three-section caisson body 1, but also meets the high-precision requirements of "support-foundation integration" for the elevation of embedded parts and the depth of blade feet, avoiding the impact of inaccurate positioning on subsequent equipment installation.

[0137] At the structure columns around the foundation pit 22 and beside the existing equipment foundation, for example, according to the monitoring frequency requirement of 2 days / time, third-party deformation monitoring points are arranged (1 every 5 m, a total of 8-10), and the third-party monitoring team uses the electronic level 6 to read the elevation data of the structure columns around the foundation pit 22 and the equipment foundation monitoring points. The surrounding structure deformation monitoring module is provided with a third-party detection data interface submodule to receive third-party monitoring data, for example, for a three-section caisson structure, the surrounding structure deformation monitoring module is monitored and prevented in the time sequence of early sinking (first section caisson body 1 sinking 0-3.5 m) - middle sinking (second section caisson body 1 sinking 3.5-6.72 m) - late sinking (third section caisson body 1 sinking 6.72-8.87 m).

[0138] For the early sinking period, the monitoring and prevention includes the following steps:

[0139] 1) After the caisson body 1 starts to sink, rely on the GNSS displacement sensor 4 (sampling frequency 1 / 10 seconds) arranged symmetrically at the top surface 4 corner points of the caisson body 1, the vertical / horizontal displacement data of the caisson body 1 is collected by the automatic monitoring system every day, the total amount of sinking on the day is automatically calculated (1.0 m / day initial rate target needs to be matched), the stratum horizontal displacement data of the inclined pipe monitor 14 at 3-5 m outside the foundation pit 22 is obtained at a frequency of once every 2 days (different depth stratum displacement values need to be recorded, and the range of 2 m above the bottom of the foundation pit 22 is focused on), the data of the internal stress sensor 13 and the earth pressure cell 12 of the caisson structure is real-time accessed (transmitted automatically once every 30 minutes); the elevation data of the monitoring points of the structure column and equipment foundation around the foundation pit 22 is obtained by the third-party detection data interface submodule at a frequency of once every 2 days.

[0140] 2) At the same time, the stress sensor 13 (sampling frequency 1 / 5 minutes) and the earth pressure cell 12 pre-buried at 4 points on the side wall of the first caisson body 1 are activated synchronously, and the data is received in real time.

[0141] 3) If the third-party monitoring shows that the single-day displacement of the surrounding structure elevation data is less than 2 mm, the stratum horizontal displacement of the inclined pipe monitoring is less than 1 mm, and the sinking trend of the caisson body 1 monitored by the GNSS is consistent (no reverse deviation), the countermeasure of “maintaining 1.0 m / day excavation rate” is generated, and the above judgment result and countermeasure are sent to the client;

[0142] If the third-party monitoring of the surrounding structure displacement direction, caisson body 1 sinking direction, and GNSS monitoring of the caisson body 1 displacement direction appear reverse deviation (such as GNSS shows that the caisson body 1 sinks northward, and the surrounding structure displaces southward), the following countermeasures are generated according to time logic and implemented: 3.1) Synchronize to reduce the GNSS sensor sampling frequency to 1 time per second, continuously collect the caisson body 1 vertical / horizontal displacement data, and simultaneously encrypt the third-party monitoring (from 1 time every 2 days to 1 time per day), and the inclined pipe monitoring (focus on reading the stratum displacement within 2 m above the foundation pit 22 bottom), and recheck whether the reverse deviation is a data error (such as electronic level 6 leveling deviation, GNSS signal interference); 3.2) If the recheck shows that the reverse deviation is true, the first caisson body 1 side wall soil pressure sensor data is retrieved - if the soil pressure of a side suddenly drops (such as the south side soil pressure drops from 70 kPa to 40 kPa), it is possible that a local cavity appears in the soil outside the foundation pit 22 on that side, causing the surrounding structure to displace towards the cavity side (opposite to the sinking direction of the caisson body 1); if the soil pressure is normal, check whether the caisson body 1 appears "offset sinking" due to uneven force on the blade feet (such as the north side blade foot resistance is small, and the south side resistance is large, the caisson body 1 is offset to the north, and the surrounding structure is pressed to the south by the south side soil); 3.3) If it is a local cavity, fill 2 m wide plain soil (compaction degree ≥ 90%, height 0.8 m) along the reverse deviation side (such as the south side) outside the foundation pit 22, and monitor once every 6 hours after backfilling until the displacement direction of the surrounding structure is consistent with the sinking direction of the caisson body 1; if the blade feet are unevenly stressed, use low-pressure water jet (0.3 MPa) to reduce resistance on the side with large resistance (south side), and simultaneously adjust the anchor cable pressure (increase the south side anchor cable pressure by 20-30 kN, and decrease the north side anchor cable pressure by 10-20 kN), and use GNSS to track the caisson body 1 displacement in real time until the reverse deviation is eliminated, and then resume excavation at a rate of 0.8 m / day. Among them, no reverse deviation means that the third-party monitoring of the surrounding structure displacement direction, caisson body 1 sinking direction, and GNSS monitoring of the caisson body 1 displacement direction are consistent (such as the caisson body 1 sinks southward, and the surrounding structure also displaces southward), there is no deviation in the opposite direction, which means that the surrounding deformation is dominated by the caisson body 1 construction, and the data logic is reliable.

[0143] 4) If the third-party monitoring of the surrounding structure elevation data is greater than or equal to 3 mm (such as a structure column accumulates a displacement of 7 mm in 2 days), or the stratum displacement rate of the inclined pipe monitoring suddenly increases by greater than or equal to 0.5 mm / day, immediately generate the countermeasures "reduce the excavation rate to 0.8 m / day, and simultaneously increase the GNSS sampling frequency to 1 time per second, continuously track the correlation between the caisson body 1 and the surrounding structure deformation", and send the above judgment results and countermeasures to the construction end;

[0144] 5) If the value of the stress sensor 13 in a certain area is greater than 80% of the design value (for example, the design stress limit is 20 MPa, and the actual measurement is 16.5 MPa), combined with the data of the soil pressure cell 12 in the corresponding position (for example, the soil pressure is greater than 70 kPa, and it is judged that the soil layer friction causes local stress concentration), immediately mark the area as a potential risk area on the platform, generate a countermeasure "synchronously notify the material department to prepare the reinforced concrete internal support material (pre-fabricate 500*500 mm section concrete members, supporting steel bars and formwork in advance), arrange technical personnel to review the wall thickness of the caisson body 1 and the excavation condition on site, avoid aggravating stress concentration due to local over-excavation, and prepare for subsequent internal support layout", and send the above judgment and marking results and countermeasures to the construction end for implementation.

[0145] For the middle period of sinking, the monitoring and prevention includes the following steps:

[0146] 1) Synchronously, once every 2 days, obtain the elevation data of the foundation pit 22 peripheral structure column, equipment foundation monitoring point read by the third party monitoring team using the electronic level 6 through the third party detection data interface submodule, calculate the cumulative displacement within 2 days, and at the same time, once every 2 days, obtain the data of the inclined pipe monitor 14 outside the foundation pit 22 (focus on extracting the horizontal displacement values of the stratum at depths of 2 m, 1 m and 0.5 m above the bottom of the foundation pit 22) and GNSS sensor data, and real-time access to the data of the internal stress sensor 13 and the soil pressure cell 12 of the caisson structure (transmitted automatically once every 30 minutes);

[0147] 2) If the inclined pipe monitor 14 shows that the horizontal displacement rate of the stratum at a certain depth is greater than 1 mm / day (for example, the displacement of the foundation pit 22 bottom 1 m in the previous 2 days is 1.2 mm, and the rate is 0.6 mm / day, the single-day displacement on the 3rd day is 1.1 mm, and the rate rises to 1.1 mm / day), generate a countermeasure "stop excavation immediately, and access the soil pressure cell 12 data of the caisson body 1 side wall (if the corresponding area soil pressure is greater than 80 kPa, it is judged that the caisson body 1 and the soil layer friction are too large to cause soil disturbance), if necessary, layer by layer backfilling soil within 2 m wide range along the outside of the foundation pit 22 (each layer compaction degree ≥ 90%, total height 1 m), track the stratum displacement every 6 hours with the inclined pipe monitor 14 during backfilling, until the rate is reduced to below 0.5 mm / day", and send the detection results and countermeasures to the construction end for implementation in a timely manner;

[0148] 3) If the third party monitoring shows that the structure column displacement is greater than 5 mm or the equipment foundation inclination is greater than 0.3‰ (reaching the warning value), generate a countermeasure "immediately erect a steel support between the structure column and the foundation pit 22 (select I25 H-shaped steel, and set steel plate pad at both ends of the support to ensure close contact with the column and the foundation pit 22 wall)", and simultaneously increase the frequency of third party monitoring to once a day", and send the detection results and countermeasures to the construction end for implementation in a timely manner;

[0149] 4) Real-time access to data of stress sensor 13 and soil pressure cell 12 inside the caisson structure. If the value of stress sensor 13 in a certain area > 80% of the design value (e.g. design stress 25MPa, actual measurement 21MPa), and the corresponding position soil pressure cell 12 data is abnormal (e.g. soil pressure increases by 15kPa), it is determined that the stress concentration area (mostly located at the junction of the second section and the first section of the caisson body 1, because the wall thickness decreases from 800mm to 600mm, the stress is easily concentrated), and the countermeasure "pouring reinforced concrete internal support (section size 500x500mm, longitudinal spacing 3m, steel reinforcement using double-layer double-direction Φ16@200) according to the design scheme, monitoring the stress change in this area with stress sensor 13 before pouring to avoid the risk of aggravating construction disturbance" is generated and sent to the client together with the test results; if the stress continues to rise by more than 90% of the design value, generate "additional temporary steel support (using I20 steel, arranged 1.5m apart from the concrete support, both ends welded with steel plate and fixed with caisson body 1 side wall embedded parts)", verify whether the stress has decreased to less than 80% of the design value after the installation of the steel support in real time with stress sensor 13, and send the test results and countermeasures to the client for implementation.

[0150] For the late sinking stage, the monitoring and prevention includes the following steps:

[0151] 1) In this stage, rely on the GNSS displacement sensor 4 (sampling frequency increased to 1 / 5 seconds) on the top surface of the caisson body 1 in the automatic monitoring system, real-time acquisition of vertical sinking data, calculation of single-day sinking amount to control within 1.0-1.2m / day; at the same time, increase the third-party monitoring frequency from once every 2 days to once a day, measure the elevation of the surrounding structure column, equipment foundation monitoring points by the third-party team with electronic level 6, calculate the single-day displacement value. If the third-party monitoring shows that the single-day displacement of the surrounding structure is <1mm, and the GNSS monitoring of the caisson body 1 sinking is uniform (the sinking difference of each corner point is <3mm), and the stress sensor 13 data is stable (not exceeding 80% of the design value), generate the countermeasure "maintain the current rate"; if the third-party monitoring finds that the displacement has increased by more than 0.5mm compared with the previous day (e.g. 0.8mm the previous day, 1.4mm the current day, showing an increasing trend), generate the countermeasure "immediately reduce the excavation rate to 0.8m / day, at the same time check the side wall friction of the caisson body 1 through the soil pressure cell 12, if the friction exceeds 75kPa, cooperate with low-pressure water jet to reduce resistance, avoid excessive speed causing disturbance of the surrounding soil", send the test results to the construction end and implement.

[0152] 2) After the caisson body 1 is sunk to the design elevation (8.87 m), monitoring is carried out for 3 consecutive days: the elevation data of the structural column and equipment foundation monitoring points are obtained by a third party every day, combined with the horizontal displacement data of the stratum outside the foundation pit 22 read by the inclined pipe monitor 14 (focus on the range of 1 m above the bottom of the foundation pit 22), if the daily average displacement of the surrounding structure is <0.5 mm / day, the horizontal displacement rate of the stratum is <0.3 mm / day, and the cumulative displacement of the caisson body 1 monitored by GNSS is stable (no rebound or settlement), the stress sensor 13 value falls below 70% of the design value, it is determined that the deformation is stable, and then the "remove the temporary steel support (before removal, the stress sensor 13 is used to review the stress of the support to ensure that there is no stress mutation), keep the reinforced concrete internal support to continuously disperse the stress on the side wall of the caisson body 1, complete the entire deformation control process, and issue the "countermeasures" together with the test results to the construction end and implement it.

[0153] The above takes the square caisson body 1 as an example to explain the content of the claims of the present application, if it is a cylindrical caisson body 1, the concept of the present application is followed, only the positions of the various sensors need to be adjusted to ensure accurate data collection in each step, for example, 4 symmetrically arranged GNSS displacement sensors 4 are arranged at the midpoints of the four 90-degree ring sectors of the intersection edge of the circular ring surface of the caisson body 1, to detect the real-time vertical and horizontal displacement of the top of the caisson body 1, directly obtain the sinking rate (unit: mm / d) of the caisson body 1, etc., and there is no contradiction in the implementation logic of the concept.

[0154] The selection of specific parameters in the above implementation scheme is only for clearly explaining how to implement the concept, and is not a limitation of the concept embodied by the scheme, that is, within the scope of the concept protection, the specific parameters can be adjusted according to the actual situation.

Claims

1. A sinking monitoring system for a limited space complex environment anchor three use controllable caisson structure, characterized in that, The sinking monitoring system comprises a data collection and preprocessing module, a sinking difficulty monitoring module, a sinking too fast monitoring module, a sinking unevenness monitoring module, a sinking precision positioning module, a surrounding structure deformation monitoring module and an external control module. The data collection and preprocessing module is used for collecting data of sensors and performing denoising preprocessing, the sensors comprising a GNSS displacement sensor (4), an inclination sensor (5), an electronic level (6), a laser displacement meter (7), a laser level (8), an anchor cable axial force sensor (9), a penetration sensor (10), a soil moisture content sensor (11), a soil pressure cell (12), a stress sensor (13), a inclined pipe monitor (14) and an acoustic wave velocity sensor (15). The sinking difficulty monitoring module is used for determining sinking difficulty of the caisson body (1), analyzing reasons and generating countermeasures for control. The sinking too fast monitoring module is used for determining sinking too fast of the caisson body (1), analyzing reasons and generating countermeasures for control. The sinking unevenness monitoring module is used for determining sinking unevenness of the caisson body (1), analyzing reasons and generating countermeasures for control. The sinking precision positioning module is used for controlling sinking precision positioning of the caisson body (1) and generating correction countermeasures for control for inaccurate positioning. The surrounding structure deformation monitoring module is used for analyzing and determining influence risk of sinking of the caisson body (1) on deformation of surrounding structures and generating prevention countermeasures for control. The external control module controls operation of the dewatering well (18) and the counterforce anchor cable system (2) according to instructions of the modules. The sinking difficulty monitoring module receives data collected by the sensors and determines sinking difficulty of the caisson body (1) when at least one of the following "combination conditions" is met: 1) when the GNSS displacement sensor (4) monitors that the vertical sinking rate of the caisson body (1) is less than 10 mm or is stationary for 24 hours, in combination with the penetration sensor (10) monitoring that the stratum penetration resistance is greater than 1500 kPa; 2) when the inclination sensor (5) shows that the local inclination is greater than 0.5‰, in combination with the penetration sensor (10) monitoring that the stratum penetration resistance of the local inclination is greater than 1500 kPa; When sinking difficulty is determined, the sinking difficulty monitoring module further retrieves the penetration resistance data of the corresponding penetration sensor (10) to determine soil density, retrieves the moisture content data of the corresponding soil moisture content sensor (11) to determine viscosity, retrieves the lateral pressure data of the corresponding soil pressure cell (12) to determine friction, and retrieves the wave velocity data of the corresponding acoustic wave velocity sensor (15) to determine soil stiffness, in combination with the soil density, soil moisture content, lateral pressure and wave velocity data, the soil property calculation formula is used to inversely calculate the actual sinking stratum soil property, which is used as a basis for analyzing sinking difficulty of the caisson body (1), and the soil property calculation formula is S=α·R+β·W+γ·P+δ·V. Wherein, S is the soil property comprehensive judgment value (unitless, only for classification, the larger the value represents the harder the soil and the greater the friction, which is more likely to cause sinking difficulty); a, b, g, d are the weight coefficients of each parameter (based on engineering experience and the stratum characteristics of this project, a+b+g+d=1, specific values: a=0.4 (penetration resistance is the core index), b=0.2 (water content affects viscosity), g=0.25 (lateral pressure reflects friction), d=0.15 (wave velocity is related to stiffness)); R is the stratum penetration resistance standardized value (unitless, according to the grading assignment: R=1 (R 实 <500kPa, loose soil), R=3 (500kPa≦R 实 ≦1500kPa, medium dense soil), R 实 =5 (R actual >1500kPa, dense / containing boulder soil)) monitored by the penetration sensor (10); W is the water content standardized value (unitless, according to the grading assignment: W=4 (15%≦W 实 ≦25%, hard plastic clay), W=2 (25%<W 实 ≦35%, plastic clay), W=1 (W 实 >35%, nearly saturated / containing upper lag water soil)) monitored by the soil water content sensor (11); P is the lateral static pressure standardized value (unitless, according to the grading assignment: P=5 (P 实 >80kPa, high friction clay), P=2 (40kPa≦P 实 ≦80kPa, medium friction soil), P=1 (P 实 <40kPa, low friction sandy / loose soil)) monitored by the soil pressure cell (12); V is the stratum longitudinal wave velocity standardized value (unitless, according to the grading assignment: V=5 (V 实 >2500m / s, dense hard clay / weathered rock), V=3 (1500m / s≦V 实 ≦2500m / s, medium-dense soil), V=1 (V 实 <1500m / s, loose-medium dense soil)) monitored by the acoustic wave velocity sensor (15).

2. The sinking monitoring system of the limited space complex environment anchor three-purpose controllable caisson structure according to claim 1, characterized in that, If 1≦S<2, it is judged as loose silt / silty soil, the resistance is small, and there is no obvious resistance factor, at this time, the countermeasure of "increasing the conventional anchor cable pressure to 100-200 kN+standard soil excavation" is generated, and the countermeasure is controlled by the external control module to control the pressure of the counterforce anchor cable system (2); If 2≦S<3.5, it is judged as plastic clay / medium dense soil, the local friction resistance is moderate, and small amplitude jamming is easy to occur, at this time, the countermeasure of "moderately increasing the anchor cable pressure to 200-300 kN, and optimizing the soil excavation depth" is generated, and the countermeasure is controlled by the external control module to control the pressure of the counterforce anchor cable system (2); If 3.5≦S<4.5, it is judged as hard plastic clay / medium dense-dense soil, the lateral friction is large, and the sinking resistance is concentrated, at this time, the countermeasure of "anchor cable pressure is pulled to 300 kN, and local over-excavation blade foot soil body (≤structure skin range)" is generated, and the countermeasure is controlled by the external control module to control the pressure of the counterforce anchor cable system (2); If S≥4.5, it is judged as dense clay / with boulder / weathered rock layer, end bearing resistance+friction double high, easy to be seriously jammed, at this time, the countermeasure of "anchor cable pressure is pulled to 300 kN, and precise over-excavation of blade foot bottom soil body (over-excavation amount is controlled according to the penetration depth), and auxiliary water jet is used to reduce resistance if necessary" is generated, and the countermeasure is controlled by the external control module to control the pressure of the counterforce anchor cable system (2); The sinking difficulty monitoring module sends the above judgment result and countermeasure to the construction end.

3. The sinking monitoring system of the limited space complex environment anchor three-purpose controllable caisson structure according to claim 1, characterized in that, The sinking too fast monitoring module receives the data collected by the above sensors, and when at least one of the following "combination conditions" is met, it is finally determined that the sinking is too fast, and the emergency measures are triggered: 1), the GNSS displacement sensor (4) monitors the rate for 1h>20mm / h, and the laser displacement meter (7) monitors the blade foot displacement>2 times the single design excavation amount; 2), the GNSS displacement sensor (4) monitors the rate sudden increase>15mm / h, and the soil moisture content sensor (11) monitors the moisture content>35% (entering the water-rich stratum); 3), the GNSS displacement sensor (4) monitors the rate>20mm / h, and the inclination sensor (5) monitors the inclination angle>0.3‰ (or the laser level meter (8) monitors the horizontal deviation>3‰); 4), the GNSS displacement sensor (4) and the electronic level (6) all monitor the sinking>20mm in 1h, and the anchor cable axial force sensor (9) monitors the tension force continuously decreasing>50kN (without additional pressure).

4. The sinking monitoring system of the anchor-tripod controllable caisson structure for limited space complex environment according to claim 1, characterized in that, The sinking unevenness monitoring module adopts three steps of core identification, auxiliary identification and precise verification to determine the sinking unevenness of the caisson body (1), and the core identification determination step is as follows: 1), the sinking uneven monitoring module simultaneously obtains the vertical displacement value (denoted as h A , h B , h C , h D , unit: mm) of the four corner points collected by the GNSS displacement sensor (4) arranged symmetrically at the top surface 4 corner points (denoted as A, B, C, D) of the open caisson body (1) in real time, and calculates the relative displacement difference of the diagonal / adjacent corner points; 2), if any relative displacement difference is continuously>5mm for 30 minutes, it is preliminarily determined that the sinking of the caisson body (1) is uneven; If the core identification is any relative displacement difference continuously>5mm for 30 minutes, the auxiliary identification is further triggered, and the steps are as follows: 1), the sinking unevenness monitoring module obtains the inclination angles (unit ‰, i.e. vertical deviation per meter height) of the four side walls collected by the inclination sensor (5) in real time, and focuses on the inclination difference of the "non-symmetrical structure corresponding side"; 2)If any tilt difference > 0.3 ‰, and the displacement of the side of the tilt angle monitored by the GNSS displacement sensor (4) is larger, it is evidence of uneven subsidence; If the auxiliary identification is evidence of uneven subsidence, further trigger the precise verification step: 1), the laser displacement meter (7) on the outside of the caisson body (1) collects the vertical displacement value (denoted as h 东刃 , h 南刃 , h 西刃 , h 北刃 ) of the four directions (east, south, west, north) of the cutting foot in real time, and the uneven sinking monitoring module obtains the above data and calculates the relative displacement difference of the cutting foot; If the relative displacement difference of the blade foot > 3mm, and the trend of relative displacement difference with the top surface is consistent, it means "uneven subsidence starts from the blade foot and transmits to the top surface", which excludes the misjudgment of "only top surface attitude deviation", and finally confirms the existence of uneven subsidence.

Images