Comprehensive monitoring method for pore water pressure and stratified settlement in soft soil foundation engineering

Abstract

The present invention belongs to the technical field of soft soil foundation engineering monitoring, and provides a comprehensive monitoring method for pore water pressure and stratified settlement of soft soil foundation engineering, including S1, selecting multiple measuring holes under the monitoring area, and dividing each measuring hole into several different depth intervals; S2, installing a measuring rod assembly in each depth interval, and each measuring rod assembly is equipped with a pressure gauge and a settlement anchor assembly; S3, connecting and lowering several measuring rod assemblies into the measuring holes in sequence, and backfilling the measuring holes; S4, recording the pore water pressure value and stratified settlement amount of each depth interval, and issuing an early warning signal when the real-time monitoring value exceeds the threshold. In this application, pore water pressure and stratified settlement are associated together, and the design loading data can be feedback-adjusted according to the association, and the settlement trend can be accurately predicted to assist in determining the preloading unloading time and the structure construction time.

Description

Technical Field

[0001] The invention belongs to the technical field of soft soil foundation engineering monitoring, and in particular relates to a comprehensive monitoring method for pore water pressure and stratified settlement of soft soil foundation engineering. Background Art

[0002] There are many soft soil foundation projects in coastal areas. Before the construction of soft soil foundation projects, the soft soil foundation treatment must be carried out before the subsequent construction work can be carried out. In soft soil foundation projects, the monitoring of pore water pressure and stratified settlement is a very important monitoring indicator in the soft foundation monitoring process, which plays a key role in the evaluation of the later foundation treatment effect.

[0003] In existing soft foundation monitoring projects, pore water pressure and stratified settlement need to be drilled and buried separately; for example, stratified settlement is mainly monitored by burying plastic pipes + settlement magnetic rings, and the plastic pipes need to be docked and assembled at the construction site; pore water pressure is generally installed independently, and the height position of the pore water pressure gauge is controlled by controlling the length of the cable on the pore water pressure gauge. In the prior art, pore water pressure and stratified settlement are monitored separately, and the two are monitored independently, and there is no direct correlation; although this method can obtain data from the monitoring process, the installation positions and depth ranges of the two are not exactly the same and cannot achieve one-to-one correspondence, and an accurate correlation cannot be established between them, and the correlation between them is poor.

[0004] In existing soft foundation monitoring projects, multiple loading operations are required, and the loading volume each time is large. At present, the calculation of the loading volume mainly relies on the loading log of the construction site (which records the incoming earthwork data) and the measurement and estimation of the loading volume when the loading is completed. Due to transportation and other reasons, the actual loading volume at the construction site usually has a certain deviation. Loading volume lower than the designed loading volume will prolong the loading cycle and even affect the expected loading effect. Loading volume exceeding the designed loading volume will increase the amount of earthwork required by the construction party and increase costs. Summary of the invention

[0005] In order to overcome the above-mentioned shortcomings of the prior art, the object of the present invention is to provide a comprehensive monitoring method for pore water pressure and stratified settlement of soft soil foundation engineering.

[0006] The technical solution adopted by the present invention to solve its technical problem is:

[0007] A comprehensive monitoring method for pore water pressure and stratified settlement of soft soil foundation engineering, the monitoring method comprising the following steps:

[0008] S1, selecting a plurality of measuring holes in a monitoring area, and dividing each measuring hole into a plurality of different depth intervals according to the measuring hole depth and the monitoring depth;

[0009] S2. Install a measuring rod assembly in each of the depth intervals, each measuring rod assembly is equipped with a pressure gauge and a settlement anchor assembly, the pressure gauge is used to monitor pore water pressure, and the settlement anchor assembly is used to work in conjunction with a displacement meter used to monitor settlement;

[0010] S3, connecting and lowering a plurality of the measuring rod assemblies into the measuring hole in sequence, and backfilling the measuring hole;

[0011] S4. Record the pore water pressure value and stratified settlement amount in each depth interval according to the monitoring period; at the same time, compare the real-time monitoring value of the pore water pressure with the first set pressure value threshold and issue a warning signal when the first set pressure threshold is exceeded, and compare the real-time monitoring value of the settlement amount with the first set settlement threshold and issue a warning signal when the first set settlement threshold is exceeded.

[0012] Preferably, after the warning signal is issued in step S4, the following is performed:

[0013] When the real-time monitoring value of the pore water pressure exceeds the first set pressure threshold, the current real-time monitoring value of the settlement amount in the depth interval corresponding to the measuring hole is obtained, and if the current real-time monitoring value of the settlement amount exceeds the first set settlement threshold, the early warning signal is converted into an alarm signal and an alarm is issued;

[0014] When the real-time monitoring value of the settlement exceeds the first set settlement threshold, the current real-time monitoring value of the pore water pressure in the depth interval corresponding to the measuring hole is obtained. If the current real-time monitoring value of the pore water pressure exceeds the first set pressure threshold, the early warning signal is converted into an alarm signal and an alarm is issued.

[0015] Preferably, after the warning signal is issued in step S4, the following is performed:

[0016] When the real-time monitoring value of the pore water pressure exceeds the first set pressure threshold, the real-time monitoring value of the pore water pressure is compared with the current monitoring value in the same depth interval in the adjacent measuring hole, and if the difference is less than or equal to the second set pressure threshold, the early warning signal is eliminated; if the difference is greater than the second set pressure threshold, the early warning signal is converted into an alarm signal and an alarm is issued;

[0017] When the real-time monitoring value of the settlement exceeds the first set settlement threshold, the real-time monitoring value of the settlement is compared with the current monitoring value in the same depth interval in the adjacent measuring hole. If the difference is less than or equal to the second set settlement threshold, the early warning signal is eliminated. If the difference is greater than the second set settlement threshold, the early warning signal is converted into an alarm signal and an alarm is issued.

[0018] Preferably, in step S1, a local grid of the measuring holes is established with a circle or a square as the monitoring area, so that the designated measuring hole has at least two or more adjacent measuring holes.

[0019] Preferably, an artificial measuring hole is set in the monitoring area, and when the real-time monitoring value of the pore water pressure exceeds the first set pressure threshold, the real-time monitoring value of the pore water pressure is compared with the monitoring value of the current pore water pressure in the corresponding depth interval in the adjacent artificial measuring hole, and if the difference is less than or equal to the third set pressure threshold, the early warning signal is eliminated; if the difference is less than or equal to the third set pressure threshold, the early warning signal is converted into an alarm signal and an alarm is issued;

[0020] When the real-time monitoring value of the settlement exceeds the first set settlement threshold, the real-time monitoring value of the settlement is compared with the monitoring value of the current settlement in the corresponding depth interval in the adjacent artificial measuring hole. If the difference is less than or equal to the third set settlement threshold, the early warning signal will be eliminated. If the difference is greater than the third set settlement threshold, the early warning signal will be converted into an alarm signal and an alarm will be issued.

[0021] Preferably, in step S3, the current values ​​of stratified settlement and pore water pressure are recorded before the measuring hole is backfilled, and the current values ​​are used as the initial values ​​for installation; the current values ​​of stratified settlement and pore water pressure are recorded after the measuring hole is backfilled, and the current values ​​are used as the initial values ​​for debugging; wherein, 3-5 days after the completion of the measuring hole backfilling is the debugging period, and at the end of the debugging period, the current values ​​of stratified settlement and pore water pressure are recorded, and the current values ​​are used as the initial values ​​for monitoring.

[0022] Preferably, the plurality of measuring rod assemblies in step S3 are butt-jointed and assembled together up and down.

[0023] Preferably, the method further includes step S5, obtaining a change sequence of the pore water pressure and the stratified settlement in each of the measuring holes based on the recorded data, and establishing a change curve of the pore water pressure and the stratified settlement in each of the measuring holes based on the depth, inverting and calculating the loading data in the construction process based on the obtained change sequence and change curve, comparing the obtained loading data with the actual loading in the on-site loading log, and establishing a correlation between the calculated loading data and the actual loading data.

[0024] Preferably, before the inversion calculation in step S5, the change sequence and change curve of the pore water pressure and the stratified settlement in each of the measuring holes are evaluated for correlation so as to eliminate abnormal monitoring points or the measuring holes.

[0025] Preferably, in step S5, the process of inverting and calculating the load data during the construction process according to the obtained change sequence and change curve is as follows:

[0026] 1) Perform independent inversion and calculation on the change sequence and change curve of the pore water pressure and stratified settlement of a single normal measuring hole to obtain a load data set containing a series of load data, and use the average value of the series of load data as the calculated load data one;

[0027] 2) Calculate the average value of the corresponding pore water pressure and stratified settlement in all normal measuring holes to obtain the corresponding average change sequence and average change curve, and invert and calculate the calculated heap load data 2 according to the average change sequence and the average change curve;

[0028] 3) The smaller of calculated load data 1 and calculated load data 2 shall be taken as the estimated load data.

[0029] Compared with the prior art, the beneficial effects of the present invention include:

[0030] In the present application, each measuring hole is divided into several different depth intervals. In each depth interval, a pressure gauge and a settlement anchor assembly are installed through a measuring rod assembly. The pore water pressure value of the depth interval is directly monitored by the pressure gauge, and the settlement amount of the depth interval is monitored by linking the settlement anchor assembly with the displacement meter. With such a setting, on the one hand, simplified installation can be achieved, and the same measuring hole can simultaneously monitor the pore water pressure and stratified settlement. On the other hand, the corresponding correlation between the pore water pressure and the settlement amount can be achieved, that is, real-time monitoring can be performed for the same depth interval.

[0031] In the present application, pore water pressure and stratified settlement are associated together, so that a directional and unique change sequence and change curve of pore water pressure and stratified settlement can be obtained. The loading data in the construction process can be inverted and deduced based on the obtained change sequence and change curve, and finally the correlation between the deduced loading data and the actual loading data can be obtained. According to the correlation, the designed loading data can be feedback-adjusted, and at the same time, a reference and guidance can be provided for subsequent loading construction, which is beneficial to shorten the loading time and soft foundation treatment cycle while ensuring the density and consolidation of the soil, realize the verification of the effect of monitoring data on the soft foundation treatment process, and finally more accurately predict the settlement trend to assist in determining the preloading unloading time and the structure construction time. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings required for use in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other accompanying drawings can be obtained based on these accompanying drawings without paying any creative work.

[0033] Figure 1 is a flow chart of the monitoring method of the present invention;

[0034] Figure 2 It is an interface of the present invention showing two kinds of change curves of pore water pressure;

[0035] Figure 3 It is an interface of the present invention showing two kinds of change curves of stratified sedimentation;

[0036] Figure 4 is an overall diagram of the comprehensive monitoring device of the present invention;

[0037] Figure 5 A structural diagram of the connection between two measuring rod assemblies;

[0038] Figure 6 for Figure 5 An enlarged schematic diagram of the part marked A in the figure;

[0039] Figure 7 It is a schematic diagram of the structural decomposition of the end of the measuring rod assembly;

[0040] Figure 8 Schematic diagram of the connection process of two measuring rod components Figure 1 ;

[0041] Fig. 9 Schematic diagram of the connection process of two measuring rod components Figure 2 ;

[0042] Fig.10 is a three-dimensional diagram of connecting structural rods;

[0043] Fig.11 It is a three-dimensional diagram of the limit fixing plate;

[0044] Fig.12 It is a top view of the limit fixing plate;

[0045] Fig.13 for Fig.12 An enlarged schematic diagram of the part marked B;

[0046] Fig.14 It is a schematic diagram of the first structure of the end of the travel protection shell;

[0047] Fig.15 It is a schematic diagram of the second structure of the end of the travel protection shell;

[0048] Fig.16 This is the state diagram of the settlement anchor component;

[0049] Fig.17 It is a structural diagram of the collector device;

[0050] Fig.18 An exploded view of the collector device;

[0051] Fig.19 This is the installation diagram of the wire-type displacement meter;

[0052] Fig. 20 for Fig.19 A three-dimensional cross-sectional view of

[0053] Fig.21 A three-dimensional diagram of the supporting device. DETAILED DESCRIPTION

[0054] In order to more clearly understand the above-mentioned objects, features and advantages of the present invention, the present invention is described in detail below in conjunction with the accompanying drawings and specific embodiments. It should be noted that, in the absence of conflict, the embodiments of the present application and the features in the embodiments can be combined with each other. In the following description, many specific details are set forth in order to fully understand the present invention, and the embodiments described are only a part of the embodiments of the present invention, rather than all of the embodiments. Based on the embodiments in the present invention, all other embodiments obtained by ordinary technicians in the art without making creative work are within the scope of protection of the present invention.

[0055] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as those commonly understood by those skilled in the art of the present invention. The terms used in the specification of the present invention herein are only for the purpose of describing specific embodiments and are not intended to limit the present invention.

[0056] The monitoring method of the embodiment of the present invention is specifically a comprehensive monitoring method for pore water pressure and stratified settlement of soft soil foundation engineering. The pore water pressure and stratified settlement are monitored simultaneously in the same measuring hole to correlate the two, and a more accurate and stable early warning and alarm is established based on the correlation between the two. At the same time, the monitoring data is used to invert and infer the loading data of the construction process, and a correlation relationship between the inferred loading data and the actual loading data is established to provide reference and guidance for subsequent loading. Figure 1 As shown, the monitoring method of the embodiment specifically includes the following steps:

[0057] S1. Select multiple measuring holes in the monitoring area, and divide each measuring hole into several different depth intervals according to the measuring hole depth and the monitoring depth. Generally, the monitoring area is usually square. In some scenarios, the monitoring area is circular or a polygonal area that is approximately circular. In this monitoring area, a relatively regular regional grid can be constructed to select measuring holes, such as a conventional horizontal and vertical staggered arrangement, so that each measuring hole has at least two (including two) adjacent measuring holes.

[0058] Taking a soft soil foundation project in Foshan as an example, according to the preliminary investigation of the project, there are fine sand layers, silty clay layers, medium-fine sand layers, etc. on the upper part of the foundation in this area, which are mostly soft plastic or loose, with high compressibility, low strength, and severe earthquake liquefaction level. The thickness of the silt layer is about 6.70~23.00 meters. Under the action of external loads such as site filling, it is estimated that there is about 1.0 meter of settlement, and the settlement lasts for a long time. Considering the low initial strength of the soft soil in this area, it is planned to carry out the backfilling in 4-5 times. According to the construction design description document of the project, the relationship between the backfilling amount and the settlement is calculated by the layered summation method in the theoretical calculation method. In other projects, the relationship between the backfilling amount and the settlement can also be calculated by the empirical formula method or the three-point method. In view of the above-mentioned project situation of the embodiment, the monitoring depth is selected as 30 meters (the corresponding hole depth is slightly greater than 30 meters) in the monitoring method of the embodiment, and ten depth intervals are divided based on 3 meters.

[0059] S2. A measuring rod assembly is installed in each depth interval, and several measuring rod assemblies are butt-jointed and assembled together; each measuring rod assembly is equipped with a pressure gauge and a settlement anchor assembly 30, the pressure gauge is used to monitor the pore water pressure, and the settlement anchor assembly 30 is used to work in conjunction with a displacement meter used to monitor the settlement amount;

[0060] S3, connect and lower several measuring rod assemblies into the measuring hole in sequence, and backfill the measuring hole; preferably, before backfilling the measuring hole, record the current values ​​of stratified settlement and pore water pressure, and use the current values ​​as the initial value of installation; after backfilling the measuring hole, record the current values ​​of stratified settlement and pore water pressure, and use the current values ​​as the initial value of debugging; wherein, 3-5 days after the completion of backfilling the measuring hole is the debugging period, and at the end of the debugging period, record the current values ​​of stratified settlement and pore water pressure, and use the current values ​​as the initial value of monitoring; by recording each data in the above process, the impact of the construction process on monitoring can be more accurately obtained, and then a more accurate result value can be obtained. For example, by comparing the initial value of installation and the initial value of debugging, the impact of construction backfilling on the monitoring instrument (pressure gauge and settlement anchor assembly 30) can be obtained, and the actual situation under the current measuring hole can be fed back by analyzing the initial value of debugging and the records during debugging, and whether to start monitoring can be determined based on the actual situation. Among them, the current value at the end of the debugging period is used as the initial value of monitoring, and this value usually needs to be involved in the later calculation and analysis as the zero value.

[0061] S4. Record the pore water pressure value and layered settlement amount in each depth interval according to the monitoring period; at the same time, compare the real-time monitoring value of the pore water pressure with the first set pressure value threshold and issue a warning signal when the first set pressure threshold is exceeded, and compare the real-time monitoring value of the settlement amount with the first set settlement threshold and issue a warning signal when the first set settlement threshold is exceeded;

[0062] The early warning signal issued in the embodiment serves as a real-time reflection of abnormal conditions during the monitoring process. For example, when the soft foundation has local collapse, poor drainage and other problems, the corresponding monitoring data will show abnormalities exceeding the set threshold. In general, in the prior art, when abnormal monitoring data occurs, an alarm will be directly issued, and the construction personnel will verify and handle it on site. However, false alarms often occur during the monitoring process, which will cause great trouble to the construction personnel and also have a negative impact on the credibility of the monitoring task. For this reason, in the embodiment, after the early warning signal is issued in step S4, the following is executed:

[0063] 1) When the real-time monitoring value of the pore water pressure exceeds the first set pressure threshold, the current real-time monitoring value of the settlement in the depth interval corresponding to the measuring hole is obtained. If the current real-time monitoring value of the settlement exceeds the first set settlement threshold, the early warning signal is converted into an alarm signal and an alarm is issued; When the real-time monitoring value of the settlement exceeds the first set settlement threshold, the current real-time monitoring value of the pore water pressure in the depth interval corresponding to the measuring hole is obtained. If the current real-time monitoring value of the pore water pressure exceeds the first set pressure threshold, the early warning signal is converted into an alarm signal and an alarm is issued.

[0064] 2) When the real-time monitoring value of the pore water pressure exceeds the first set pressure threshold, the real-time monitoring value of the pore water pressure is compared with the current monitoring value in the same depth interval in the adjacent measuring holes. If the difference is less than or equal to the second set pressure threshold, the early warning signal is eliminated; if the difference is greater than the second set pressure threshold, the early warning signal is converted into an alarm signal and an alarm is issued; when the real-time monitoring value of the settlement exceeds the first set settlement threshold, the real-time monitoring value of the settlement is compared with the current monitoring value in the same depth interval in the adjacent measuring holes. If the difference is less than or equal to the second set settlement threshold, the early warning signal is eliminated; if the difference is greater than the second set settlement threshold, the early warning signal is converted into an alarm signal and an alarm is issued.

[0065] The above implementation schemes 1) and 2) can be executed by selecting one of them or simultaneously, preferably simultaneously. Among them, in the implementation scheme 1), the real-time monitoring values ​​of pore water pressure and settlement in the same depth interval in the same measuring hole are matched with each other, and different types of monitoring data are associated and mutually verified, which is conducive to reducing the occurrence of false alarms. In the implementation scheme 2), the current monitoring values ​​of the same depth interval in adjacent measuring holes are used for comparison, which can reduce the abnormal monitoring values ​​caused by the failure factors of the monitoring instrument, and also reduce the occurrence of false alarms.

[0066] Furthermore, artificial measuring holes can be set up in the monitoring area. When the real-time monitoring value of the pore water pressure exceeds the first set pressure threshold, the real-time monitoring value of the pore water pressure is compared with the monitoring value of the current pore water pressure in the corresponding depth interval in the adjacent artificial measuring holes. If the difference is less than or equal to the third set pressure threshold, the early warning signal is eliminated; if the difference is greater than the third set pressure threshold, the early warning signal is converted into an alarm signal and an alarm is issued; when the real-time monitoring value of the settlement exceeds the first set settlement threshold, the real-time monitoring value of the settlement is compared with the monitoring value of the current settlement in the corresponding depth interval in the adjacent artificial measuring holes. If the difference is less than or equal to the third set settlement threshold, the early warning signal is eliminated; if the difference is greater than the third set settlement threshold, the early warning signal is converted into an alarm signal and an alarm is issued.

[0067] In the embodiment, the first set pressure threshold, the first set settlement threshold, the second set pressure threshold, the second set settlement threshold, the third set pressure threshold, and the third set settlement threshold are set specifically according to the project design specification and the monitoring task book.

[0068] In order to further improve the reference and guiding significance of monitoring data for construction, the embodiment also includes the following steps:

[0069] S5. Obtain the change sequence of pore water pressure and stratified settlement in each measuring hole based on the recorded data, and establish the change curve of pore water pressure and stratified settlement in each measuring hole based on the depth. The above process can be carried out synchronously during the monitoring process and displayed in real time through the software platform. Examples of two change curves of pore water pressure are as follows: Figure 2 As shown in the figure, two examples of variation curves of stratified settlement are shown in Figure 3 shown.

[0070] The loading data in the construction process is inverted and deduced according to the obtained change sequence and change curve. The inversion and deduction process is specifically the inverse process of calculating the settlement based on the loading amount. For the aforementioned project in the embodiment, the layered summation method in the theoretical calculation method is also used to invert and deduced the relationship between the loading amount and the settlement amount, and then the inferred loading data is obtained. Then, the obtained loading data is compared with the actual loading amount in the on-site loading log to establish the correlation relationship between the inferred loading data and the actual loading data; in the embodiment, the correlation relationship between the inferred loading data and the actual loading data is a linear relationship. The inferred loading data of the first two times of the aforementioned soft soil foundation project in Foshan is about 95% of the actual loading data. This may be due to the fact that the recorded earthwork volume is greater than the actual earthwork volume due to the transportation process or the estimation deviation of the actual earthwork volume on site; in the subsequent loading process, by actively adjusting the actual loading data on site to meet the settlement to the design requirements, the expected loading effect and shortening of the loading cycle can be achieved, and at the same time, it will not cause excessive increase in earthwork volume, which is conducive to reducing the cost of the owner.

[0071] Preferably, in step S5, the process of inverting and calculating the load data during the construction process according to the obtained change sequence and change curve is as follows:

[0072] 1) The change sequence and change curve of the pore water pressure and stratified settlement of a single normal measuring hole are inverted and extrapolated independently to obtain a load data set containing a series of load data, and the average value of the series of load data is used as the calculated load data 1;

[0073] 2) Calculate the average value of the corresponding pore water pressure and stratified settlement in all normal measuring holes to obtain the corresponding average change sequence and average change curve, and invert and calculate the calculated heap load data 2 based on the average change sequence and average change curve;

[0074] 3) The smaller of calculated load data 1 and calculated load data 2 shall be taken as the estimated load data.

[0075] The estimated loading data calculated by the above method is closer to the actual loading data.

[0076] During the on-site construction process, instrument failures often occur, especially for buried equipment. Since the real situation in the soil cannot be detected, fault analysis is required. In the embodiment, before the inversion calculation in step S5, the change sequence and change curve of the pore water pressure and layered settlement in each measuring hole are evaluated for correlation to eliminate abnormal monitoring points (one measuring point has a pressure gauge and a settlement anchor point assembly 30) or measuring holes. The main purpose of this is to eliminate the error of the calculated data indirectly caused by the failure of the monitoring instrument caused by the construction. The correlation evaluation can be performed by, for example, the standard deviation method.

[0077] The monitoring method in the embodiment can be carried out as follows Figure 4 The comprehensive monitoring device shown in the figure is realized, and the comprehensive monitoring device includes a measuring rod device 10 and a collecting instrument device 20. The measuring rod device 10 is mainly used to carry test sensors and matching kits linked with the sensors. When in use, the measuring rod device 10 is buried in the measuring hole at the monitoring site and the measuring hole is backfilled after the installation is completed; the collecting instrument device 20 is mainly used to provide sensors and collect and transmit the monitoring data of the sensors. Its main functions include but are not limited to power supply for components, data collection, signal conversion, communication and data transmission, etc., so as to realize the monitoring of the pore water pressure at the specified depth measuring point and the soil settlement of the soft soil foundation.

[0078] The measuring rod device 10 adopts a modular structure, which includes a plurality of measuring rod assemblies that can be assembled and connected together. Different measuring rod assemblies can be assembled and connected to each other to adapt to different monitoring depth intervals, thereby meeting the measurement point requirements required by different construction sites. Among them, multiple pore water pressure gauges are installed in different depth intervals in the measuring rod device 10, and the pore water pressure in the corresponding depth intervals is measured; the settlement anchor point assembly 30 is a matching kit linked to the sensor, which can slide freely on the measuring rod device 10, and multiple pull-wire displacement meters 21 are installed in the collector housing 22 of the collector device 20. The measuring ends of the pull-wire displacement meters 21 are connected to the multiple settlement anchor point assemblies 30 one by one through different linkage ropes 23, and then when the settlement anchor point assembly 30 generates a settlement displacement, the linkage rope 23 drives the pull-wire displacement meter 21 to generate a change in displacement, and finally obtains the soil layer settlement in different depth intervals of the soft soil foundation.

[0079] like Figure 5 and Fig.16 As shown, the settlement anchor assembly 30 includes an annular body 31 and a plurality of settlement anchor members 32. The plurality of settlement anchor members 32 are preferably arranged in a circular array on the outer wall of the annular body 31. The settlement anchor members 32 extend obliquely in a direction away from the annular body 31. The settlement anchor members 32 are specifically sheet-like elastic members, and the ends thereof away from the annular body 31 are preferably bent. During installation, the settlement anchor members 32 are, for example, tied to the measuring rod assembly by kraft paper, and basically no displacement occurs. After a period of time after installation (generally 2-3 days), the kraft paper gradually breaks after being soaked in water, and the settlement anchor member 32 restores its initial shape and slowly pops open, and is inserted into the surrounding soil, and then settles with the soil. During the monitoring process of being buried in the measuring hole, changes in soil settlement can drive the settlement anchor assembly 30 to slide relative to the measuring rod device 10, and then the settlement amount at the corresponding position is transmitted to the corresponding pull-wire displacement meter 21 through the linkage rope 23 for real-time monitoring. For ease of display, Figure 4-5Only two measuring rod assemblies are shown in the figure, and the two measuring rod assemblies are an upper measuring rod assembly 10a and a lower measuring rod assembly 10b. The upper measuring rod assembly 10a and the lower measuring rod assembly 10b are assembled together to have a longer length.

[0080] like Figure 5-7 As shown, the measuring rod assembly includes a connecting structure rod 11, two limit fixing plates 12 and a plurality of travel protection shells 13; the two limit fixing plates 12 are respectively installed on the ends of the connecting structure rod 11, and the plurality of travel protection shells 13 are distributed at intervals on the outer periphery of the connecting structure rod 11 and installed on the two limit fixing plates 12, and the specific number of the travel protection shells 13 is ten.

[0081] The connecting structure rod 11 is a central shaft rod, which mainly provides high-strength structural support and assembly connection. The connecting structure rod 11 is a hard rod, preferably a metal rod, such as an aluminum alloy rod, which has high structural strength and relatively light weight. Specifically, both ends of the connecting structure rod 11 are arranged as plug-in connection ends, so that the upper and lower connecting structure rods 11 can be connected together. Figures 8 to 10 As shown, the end of the connecting structure rod 11 is formed into a connecting flange 111 obtained by half-cutting along its length direction, and the connecting flange 111 is provided with a first connecting hole 112 arranged along its radial direction. The corresponding two ends of the connecting structure rods 11 connected end to end are inserted together so that the first connecting holes 112 on the connecting flange 111 correspond to each other, and then connected by a connecting member arranged in or passing through the first connecting hole 112. The connecting member is specifically a bolt.

[0082] The connecting structure rod 11 is preferably a polygonal rod, specifically a regular polygonal rod; please continue to refer to Fig.10 In the embodiment, the connecting structure rod 11 is specifically a regular hexagonal rod, and the connecting flange 111 at the end of the connecting structure rod 11 forms a quadrangular prism structure with an isosceles trapezoidal cross section, and the two connecting flanges 111 are spliced ​​and combined to form a regular hexagonal rod; the main advantages of this arrangement are: on the one hand, the convenient assembly between the connecting structure rods 11 connected end to end can be quickly completed, and at the same time, a locking space is provided for the connecting parts; on the other hand, the angular positioning in the circumferential direction can be provided for the connecting structure rod 11 itself, which is conducive to the sequential docking of multiple connecting structure rods 11.

[0083] like Fig.11As shown, a center hole 121 that matches the contour shape of the connecting structure rod 11 and can be passed through by the connecting structure rod 11 is provided in the middle of the limiting fixing disk 12. In order to connect the limiting fixing disk 12 and the connecting structure rod 11, a first fixing hole 122 that extends radially and passes through the center hole 121 is provided on the limiting fixing disk 12. At least a part of the first fixing hole 122 is a threaded hole. A first fixing member is provided in the first fixing hole 122. The first fixing member is specifically a fixing bolt, and the limiting fixing disk 12 is fixedly installed on the connecting structure rod 11 by the fixing bolt.

[0084] The assembly structure of adjacent measuring rod assemblies is realized by the fitting assembly of the upper and lower limiting fixing plates 12 of the adjacent measuring rod assemblies and the complete plug-in fit of the connecting flanges 111 on the upper and lower connecting structure rods 11; Figure 8-9 As shown, in the embodiment, the connecting structure rod 11 located at the top is provided with a second transverse connecting hole 113 adjacent to the connecting flange 111 below it, and when the upper limiting fixing plate 12 in the lower measuring rod assembly slides until the first fixing hole 122 is flush with the second connecting hole 113, the fixing bolt is allowed to pass through the first fixing hole 122 and the second connecting hole 113 and complete the connection between the connecting structure rod 11 and the limiting fixing plate 12; correspondingly, the number of the first connecting holes 112 is multiple, for example, three, and the first fixing hole 122 in the upper limiting fixing plate 12 in the lower measuring rod assembly is aligned with the uppermost first connecting hole 122 of the connecting structure rod 11 The holes 112 are flush with each other; the connecting structure rod 11 located at the top forms a plug-in fit with the connecting structure rod 11 in the lower measuring rod assembly, and cooperates with the central hole of the limiting fixing disk 12 located at the top in the lower measuring rod assembly, and the first connecting holes 112 of the above two connecting structure rods 11 are aligned; the limiting fixing disk 12 located relatively at the top and the limiting fixing disk 12 located at the bottom in the two measuring rod assemblies fit together, and the two connecting structure rods 11 are locked and connected; finally, the two connecting structure rods 11 are fully connected by two locking bolts that pass through the two groups of first connecting holes 112 located at the bottom, thereby realizing the fully assembled structure of the upper and lower measuring rod assemblies.

[0085] The limit fixing plate 12 is used as an end support member, mainly for providing an installation position for the pore water pressure gauge and an installation fixing position for the travel protection shell 13; preferably, the limit fixing plate 12 is made of metal such as aluminum alloy. Fig.11 As shown, the limiting fixing plate 12 is provided with a mounting hole 123 located beside the central hole 121. The specific shape of the mounting hole 123 is a cylindrical hole that is compatible with the cylindrical body of the pore water pressure gauge. In order to save space, the projection of the mounting hole 123 on the horizontal plane is an arc and has a lateral opening. When installing, the pore water pressure gauge can only be installed from top to bottom or from bottom to top and cannot be taken out radially outward from the lateral opening.

[0086] The limiting fixing plate 12 is provided with a second fixing hole 124 extending inwardly along its outer circumference and obliquely extending into the mounting hole 123. A second fixing member is provided in the second fixing hole 124. The second fixing member is specifically a locking screw, which is used to laterally lock the pore water pressure gauge to achieve complete positioning. Preferably, there are two second fixing holes 124, and the two second fixing holes 124 are symmetrically arranged compared to the mounting hole 123; wherein, both second fixing holes 124 are provided with locking screws.

[0087] During on-site construction, the cables of the pore water pressure gauges need to be buried in the on-site measuring holes. In order to keep the cables of multiple pore water pressure gauges neat and avoid interference with the hole wall during the lowering of the measuring rod device 10, the cables in the embodiment are completely confined in the vertical wrapping space of the measuring rod device 10. Please continue to refer to Fig.11 , two crescent-shaped wire holes 125 are provided in the middle of the limiting fixing disk 12 around the center hole 121, and there is a certain interval between the two wire holes 125 in the circumferential direction of the limiting fixing disk 12 to maintain the limiting fixing disk 12 with a high structural strength. In the process of assembling and lowering the measuring rod device 10 one by one, the cable of the pore water pressure gauge located below passes upward through the wire hole 125 of the limiting fixing disk 12 located above, so as to realize centralized guidance and limiting of the cable. Under the limiting effect of the wire hole 125, the cable will not move outward to the outside of the cylindrical wrapping space of the measuring rod device 10, and will not contact and interfere with the wall of the on-site measuring hole, which can effectively reduce the risk of collapse of the measuring hole and facilitate the smooth lowering of the measuring rod device 10.

[0088] The stroke protection shell 13 in the embodiment is mainly used for passing the linkage rope 23 and protecting the linkage rope 23, so as to prevent the linkage rope 23 from being unevenly stressed after the hole is backfilled, thereby pulling the wire displacement meter to produce an abnormal monitoring displacement, and ultimately affecting the measurement accuracy of the wire displacement meter 21. In order to ensure the structural strength of the stroke protection shell 13 and prevent it from deforming during the backfilling process, the stroke protection shell 13 adopts a hard tube structure, preferably a hard metal round tube, such as an aluminum alloy tube.

[0089] At present, the diameter of the measuring hole in the soft soil foundation is usually about 110mm-130mm. The diameter of the measuring rod assembly in the embodiment is specifically below 90mm, which is conducive to avoiding as much as possible the contact between the measuring rod assembly and the surrounding wall of the measuring hole with a large contact force during the lowering process in the measuring hole; for example, the opposite side diameter of the connecting structure rod 11 is preferably 14mm, the diameter of the limit fixing plate 12 is preferably 70mm, the outer diameter of the travel protection shell is 10mm and the inner diameter is 8mm, and the diameter of the linkage rope 23 is 0.8mm or 1mm; in addition, the maximum outer diameter of the annular body 31 in the settlement anchor assembly 30 is preferably 84mm, and the inner diameter is preferably 76mm. The settlement anchor member 32 does not exceed the annular body 31 when it is retracted, and the outer diameter when it is fully opened is 150mm; under the above structure, the smoothness of the lowering of the measuring rod device 10 can be guaranteed, and the smooth sliding of the annular body 31 on the measuring rod device 10 and the more sufficient insertion of the settlement anchor member 32 into the surrounding soil for synchronous settlement can be achieved.

[0090] Please refer again Figure 5-7 and Fig.11 , the specific connection structure between the stroke protection shell 13 and the limiting fixed disk 12 is as follows: a plurality of third fixing holes 126 are provided on the circumference of the limiting fixed disk 12, the number of the third fixing holes 126 is the same as that of the stroke protection shell 13, and the spacing between adjacent third fixing holes 126 is preferably the same. The two ends of the stroke protection shell 13 are respectively provided in the third fixing holes 126 in the upper and lower limiting fixed disks 12, and the fixation of the stroke protection shell 13 is achieved by the two limiting fixed disks 12. Among them, the two ends of the stroke protection shell 13 and the third fixing holes 126 are plug-in tight-fitting connections, and the stroke protection shell 13 inserted into the third fixing holes 126 will not easily detach from the stroke protection shell 13 without a large external force.

[0091] The length of the measuring rod assembly in the embodiment is set to 1 meter. On the one hand, the length of the measuring rod assembly itself is short, which is convenient for transportation, installation and on-site construction, and will not cause deformation. On the other hand, the measuring rod assembly can be adapted to different monitoring standards and has good versatility.

[0092] In order to achieve smooth sliding of the settlement anchor assembly 30 on different measuring rod assemblies, Figure 11-13 As shown, in the radial direction, the outer contour edge R of the travel protection shell 13 needs to be set to exceed the outer contour edge L of the limiting fixing plate 12. Under such a structure, the limiting fixing plate 12 will not interfere with and hinder the sliding of the settlement anchor point assembly 30.

[0093] The third fixing hole 126 also has a lateral opening, thereby allowing the outer contour edge R of the travel protection shell 13 to exceed the outer contour edge L of the limit fixing plate 12; for details, please continue to refer to Figure 8The third fixing hole 126 is in a stepped shape in the up and down directions, and includes an upper hole section 1261 and a lower hole section 1262, wherein the upper hole section 1261 is semicircular in projection on the horizontal plane, and the lower hole section 1262 is in an arc shape, and a protective portion 1263 is formed on the relatively outer side of the upper hole section 1261 to provide lateral protection for the lower hole section 1262, and the protective portion 1263 is used to provide lateral limitation for the stroke protection shell 13 inserted into the third fixing hole 126, so as to prevent the stroke protection shell 13 from moving directly outward and detaching from the third fixing hole 126.

[0094] like Fig.14 As shown, the end of the stroke protection shell 13 is specifically half-cut to form a locking convex edge 131. During installation, the end of the stroke protection shell 13 is plugged into and matched with the lower hole section 1262, and the locking convex edge 131 is plugged into and matched with the upper hole section 1261; the protective portion 1263 is formed into an arc-shaped constricted shape that is compatible with the locking convex edge 131. When the stroke protection shell 13 and the limiting fixed disk 12 are plugged into a matching connection, the locking convex edge 131 extends into the protective portion 1263 and protrudes upward until the end edge of the locking convex edge 131 is flush with the surface of the limiting fixed disk 12, and the locking convex edge 131 and the upper hole section 1261 cooperate to form a channel for the linkage rope 23 to pass through; at the same time, a relatively closed part of the end of the stroke protection shell 13 extends into the lower hole section 1262 to form a relatively closed matching connection.

[0095] In the above structure, the protective part 1263 is also tightly connected with the clamping convex edge 131, so that the travel protection shell 13 and the limit fixing disk 12 can be matched and connected without other locking parts. At the same time, when the two measuring rod assemblies are assembled together through the connecting structure rod 11, the adjacent limit fixing disks 12 are in contact and keep the corresponding third fixing holes 126 aligned up and down, so that the corresponding travel protection shells 13 are aligned, in contact and conductive, so as to achieve the sealing of the connection between the travel protection shell 13 and the limit fixing disk 12, which is conducive to preventing mud and sand from entering the travel protection shell 13 and affecting the movement of the linkage rope 23, and finally it is conducive to ensuring the measurement accuracy and the service life of the overall structure. Preferably, after the two measuring rod assemblies are assembled together, the geotextile filter cloth is wrapped around the periphery of the two matching limit fixing disks 12, and the geotextile filter cloth covers the lateral opening of the third fixing hole 126 to completely prevent mud and sand from entering the travel protection shell 13.

[0096] As a further solution, the protection portion 1263 extends inwardly to slightly interfere with the clamping convex edge 131, such as Fig.12As shown, at least one of the two vertical edges of the clamping flange 131 is arranged to be inclined, so that the clamping flange 131 can be better inserted into the third fixing hole 126 at the beginning of assembly, thereby facilitating assembly. Preferably, one or more cutouts 1311 are also preferably provided in the middle of the clamping flange 131. The structure of the cutout 1311 is conducive to the clamping flange 131 to form a small deformation during the assembly process, and finally achieve a clamping fit between the clamping flange 131 and the protective portion 1263.

[0097] like Figure 5 and Fig.16 As shown, the linkage rope 23 is located in the stroke protection shell 13 in the upper measuring rod assembly and protrudes downward and is connected to the annular body 31 in the settlement anchor point assembly 30 on the measuring rod assembly located below. For example, a connecting groove adapted to the linkage rope 23 is provided on the annular body 31, and the linkage rope 23 is bundled in the connecting groove; correspondingly, the measuring rod assembly located below no longer installs the stroke protection shell 13 at the position corresponding to the aforementioned internal stroke protection shell 13 through which the linkage rope 23 passes, thereby avoiding the linkage rope 23 protruding downward; wherein, the linkage rope 23 extends upward into the collector device 20 and is connected to the outlet end of the corresponding pull-wire displacement meter 21 in the collector device 20, so as to realize the linkage between the settlement anchor point assembly 30 and the pull-wire displacement meter 21.

[0098] It should be pointed out here that the linkage rope 23 connected to the settlement anchor point assembly 30 is protected by the stroke protection shell 13 within the length interval extending upward, until it extends out of the ground and is connected to the output end of the pull-wire displacement meter 21; the stroke protection shell 13 is no longer provided within the measuring range of the linkage rope 23 connected to the settlement anchor point assembly 30 extending downward, so that the linkage rope 23 can be avoided; in addition, the stroke protection shell 13 can be selectively set as needed in the length interval below the measuring range of the settlement anchor point assembly 30, and the stroke protection shell 13 here mainly plays a supporting role.

[0099] Specifically, the linkage rope 23 is a steel wire rope, which can be buried in a soft soil foundation for a long time.

[0100] The data acquisition device 20 also includes a control board 24, a data transmission module (not shown) and a power module 25. The control board 24 is specifically compatible with both vibrating string signal acquisition and RS485 signal acquisition, thereby realizing simultaneous acquisition of data from the wire displacement meter 21 and the pore water pressure meter; at the same time, the data acquisition data of the control board 24 is transmitted to the back-end platform (software platform or host computer platform) through the data transmission module. The power module 25, for example, uses a lithium battery pack to provide a long-term power supply to the control board 24, the data transmission module and other components.

[0101] Figure 17-20 As shown, the collector housing 22 includes a first housing 221, a second housing 222 and an intermediate connecting tube 223, wherein the intermediate connecting tube 223 is located in the middle of the first housing 221 and the second housing 222; wherein the first housing 221 is located at the lower part of the intermediate connecting tube 223, and is mainly used to accommodate the pull-wire displacement meter 21 and to connect with the top of the measuring rod device 10; the second housing 222 is mainly used to accommodate and install the control board 24, the data transmission module and the power supply module 25, etc.; the intermediate connecting tube 223 is a hollow tube, which is mainly used for allowing the cables in the first housing 221 to pass through the second housing 222.

[0102] like Fig.18 As shown, the first housing 221 includes a bottom plate 2211, a top plate 2212 and an annular connecting seat 2213. The bottom plate 2211 is provided with a plurality of wire outlet holes 2214 that are compatible with the plurality of hole structures on the limiting fixing disk 12, that is, the bottom plate 2211 itself is used as the limiting fixing disk 12 located at the uppermost end. Correspondingly, the bottom plate 2211 is also provided with a threading hole 2215 for the cables of a plurality of pore water pressure gauges to pass through. Among them, the bottom plate 2211 is also provided with a rod sleeve 2216 for the uppermost connecting structure rod 11 to pass through, and the rod sleeve 2216 is provided with more than one locking hole 2217. The connecting structure rod 11 is locked by a bolt set in the locking hole 2217 to complete the fixed connection between the first housing 221 and the measuring rod device 10.

[0103] Among them, a first accommodating cavity is formed between the bottom plate 2211, the top plate 2212 and the annular connecting seat 2213, and the wire-drawing displacement meters 21 are arranged at intervals and installed on the bottom plate 2211; since the wire-drawing displacement meter 21 itself has a large volume, when its outlet end is directly downward, the wire-drawing displacement meter 21 itself will cause interference and cannot be installed in a single layer; in order to solve the above problem, it is necessary to increase the volume of the first accommodating cavity. As a better improvement, in the embodiment, a guide wheel assembly 26 is added between the outlet hole 2214 and the wire-drawing displacement meter 21, such as Figure 19-20 As shown, the horizontal outlet of the wire-drawing displacement meter 21 can be turned into a vertical outlet through the guidance of the guide wheel assembly 26, and then the pull rope of the wire-drawing displacement meter is correspondingly extended downward into different travel protection shells 13 and connected with the linkage rope 23. Among them, multiple wire-drawing displacement meters 21 are preferably distributed along the same circumference and fixed to the bottom plate 2211 through the L-shaped connecting plate 27.

[0104] A lifting block 28 is provided on the bottom plate 2211, and the lifting block 28 has an inclined upper surface 281; wherein the guide wheel assembly 26 includes a pulley 261 and a bracket 262, and the bracket 262 is installed on the upper surface 281 of the lifting block 28 in an inclined manner so as to support the pulley 261 while avoiding the wire outlet hole 2214 in the vertical direction, and finally keep the wire outlet end of the wire-drawing displacement meter 21 sliding smoothly on the pulley 261. In the embodiment, the guide wheel assembly 26 provided can ensure the stability of the linkage between the linkage rope 23 and the wire outlet section of the wire-drawing displacement meter 21, thereby ensuring the accuracy of the measurement; at the same time, the existence of the guide wheel assembly 26 also helps to make the installation of the wire-drawing displacement meter 21 more compact.

[0105] Specifically, the second housing 222 needs to be waterproofed; the second housing 222 includes a mounting plate 2221 and a mushroom head cover 2222. The mounting plate 2221 is detachably fixed to the top of the intermediate connecting pipe 223. A stepped support structure may also be provided on the periphery of the mounting plate 2221. The mushroom head cover 2222 is fitted onto the top of the mounting plate 2221 and supported on the stepped support structure thereon, and is locked with a transverse screw. Preferably, a sealing ring is provided at the stepped support structure of the mounting plate 2221, which is conducive to ensuring the sealing of the connection.

[0106] As an optional structure, the bottom edge of the mushroom head cover 2222 preferably extends downward beyond the bottom edge of the mounting plate 2221 to form a drip line, so that even in rainy days, rainwater will not enter the second accommodation cavity formed by the mounting plate 2221 and the mushroom head cover 2222 from the connection. Among them, the control board 24, the data transmission module and the power module 25 are all installed on the mounting plate 2221, and the mushroom head cover 2222 is specifically made of plastic, so that the antenna of the data transmission module can be built-in and has a higher aesthetics. Furthermore, a plurality of through holes 2223 are provided in the middle of the mounting plate 2221, and a waterproof plug (not shown in the figure) that can pass the line is provided at the through hole 2223, thereby ensuring the waterproofness of the second accommodation cavity.

[0107] In the embodiment, a supporting device 40 may also be provided, and the supporting device 40 is arranged on the ground layer of the test point to provide auxiliary support for the collector device 20; wherein the supporting device 40 has a matching through hole 45 for the measuring rod device 10 to pass through, and the bottom of the collector device 20 can be supported or installed on the top of the supporting device 40.

[0108] When in use, first place the support device 40 flat on the ground layer of the test point, then connect the multiple measuring rod assemblies in sequence to the specified depth, and then install the collector device 20. After all installations are completed, backfill is performed. During the monitoring process, the change in soil layer settlement will drive the settlement anchor point assembly 30 to displace, and synchronously drive the length of the outgoing line of the pull-wire displacement meter 21 to change through the linkage rope 23, thereby obtaining the settlement data of the soil body; at the same time, the pore water pressure is monitored in real time through the pore water pressure gauges installed at different depth intervals to obtain the pore water pressure data; finally, the obtained layered settlement data and pore water pressure data are transmitted to the back-end cloud platform through the data transmission device, and the data is displayed and the results data is downloaded; this embodiment can simultaneously realize 7*24h all-weather automatic monitoring of the settlement of soft soil foundations at different depths and different soil layers.

[0109] An exemplary structure of the support device 40 is as follows: Fig.19 As shown, it includes a support seat 41, a support column 42, a plurality of support rods 43 and a fixing nut 44; wherein, the support column 42 is arranged in the middle of the support seat 41, and is preferably integrally formed with the support seat 41, and a through hole 45 is formed in the middle of the support column 42 and passes through it up and down; preferably, a plurality of reinforcing ribs 46 are provided on the outer periphery of the support column 42 to thereby improve the structural strength of the support column 42.

[0110] A plurality of support rods 43 are fixed to the support seat 41 through the fixing nut member 44. The support seat 41 is pre-buried at the ground layer position of the test point through the support rod 43 to form positioning and guidance; then, the measuring rod assembly in the measuring rod device 10 is sequentially lowered from the matching through hole 45 until it is fully installed; the collector device 20 is connected to the support column 42, so that the collector device 20 is connected to the support device 40.

[0111] The above description is only a preferred embodiment of the present invention and does not limit the present invention in any form. Therefore, any modification, equivalent change and modification made to the above embodiment according to the technical essence of the present invention without departing from the technical solution of the present invention shall still fall within the scope of the technical solution of the present invention.

Claims

1. A comprehensive monitoring method for pore water pressure and stratified settlement in soft soil foundation engineering, characterized in that: The monitoring method comprises the following steps: S1, select multiple measuring holes under the monitoring area, and divide each measuring hole into a number of different depth intervals according to the measuring hole depth and the monitoring depth; wherein, a local grid of the measuring holes is established with a circle or a square as the monitoring area, so that the designated measuring hole has at least two adjacent measuring holes; S2. A measuring rod assembly is installed in each of the depth intervals, and each of the measuring rod assemblies is equipped with a pressure gauge and a settlement anchor assembly, the pressure gauge is used to monitor pore water pressure, and the settlement anchor assembly is used to work in conjunction with a displacement meter used to monitor settlement; the settlement anchor assembly can slide freely on the measuring rod assembly, and the settlement anchor assembly includes an annular main body and a plurality of settlement anchor members, and the plurality of settlement anchor members are arranged on the outer wall of the annular main body in a circular array, and the settlement anchor members extend obliquely in a direction away from the annular main body, and the measuring ends of the displacement meter used to monitor settlement are connected one by one with the plurality of settlement anchor assemblies through different linkage ropes; S3, connecting and lowering a plurality of the measuring rod assemblies into the measuring hole in sequence, and backfilling the measuring hole; S4, recording the pore water pressure value and layered settlement amount of each depth interval according to the monitoring period; at the same time, comparing the real-time monitoring value of the pore water pressure with the first set pressure value threshold and issuing a warning signal when the first set pressure threshold is exceeded, and comparing the real-time monitoring value of the settlement amount with the first set settlement threshold and issuing a warning signal when the first set settlement threshold is exceeded; After the warning signal is issued in step S4, the following is performed: When the real-time monitoring value of the pore water pressure exceeds the first set pressure threshold, the real-time monitoring value of the pore water pressure is compared with the current monitoring value in the same depth interval in the adjacent measuring hole, and if the difference is less than or equal to the second set pressure threshold, the early warning signal is eliminated; if the difference is greater than the second set pressure threshold, the early warning signal is converted into an alarm signal and an alarm is issued; When the real-time monitoring value of the settlement exceeds the first set settlement threshold, the real-time monitoring value of the settlement is compared with the current monitoring value in the same depth interval in the adjacent measuring hole. If the difference is less than or equal to the second set settlement threshold, the early warning signal is eliminated; if the difference is greater than the second set settlement threshold, the early warning signal is converted into an alarm signal and an alarm is issued; When the real-time monitoring value of the pore water pressure exceeds the first set pressure threshold, the current real-time monitoring value of the settlement amount in the depth interval corresponding to the measuring hole is obtained, and if the current real-time monitoring value of the settlement amount exceeds the first set settlement threshold, the early warning signal is converted into an alarm signal and an alarm is issued; When the real-time monitoring value of the settlement exceeds the first set settlement threshold, the current real-time monitoring value of the pore water pressure in the depth interval corresponding to the measuring hole is obtained, and if the current real-time monitoring value of the pore water pressure exceeds the first set pressure threshold, the early warning signal is converted into an alarm signal and an alarm is issued; Step S5, obtaining a variation sequence of pore water pressure and stratified settlement in each of the measuring holes according to the recorded data, and establishing a variation curve of pore water pressure and stratified settlement in each of the measuring holes based on the depth, inverting and calculating the load data in the construction process according to the obtained variation sequence and variation curve, comparing the obtained load data with the actual load in the on-site load log, and establishing a correlation between the calculated load data and the actual load data; Before the inversion calculation in step S5, the correlation evaluation is performed on the change sequence and change curve of the pore water pressure and the stratified settlement in each of the measuring holes to eliminate abnormal monitoring points or the measuring holes; In step S5, the process of inverting and calculating the load data during the construction process according to the obtained change sequence and change curve is as follows: 1) Perform independent inversion and calculation on the change sequence and change curve of the pore water pressure and stratified settlement of a single normal measuring hole to obtain a load data set containing a series of load data, and use the average value of the series of load data as the calculated load data one; 2) Calculate the average value of the corresponding pore water pressure and stratified settlement in all normal measuring holes to obtain the corresponding average change sequence and average change curve, and invert and calculate the calculated heap load data 2 according to the average change sequence and the average change curve; 3) The smaller of calculated load data 1 and calculated load data 2 shall be taken as the estimated load data.

2. The method for comprehensive monitoring of pore water pressure and stratified settlement of soft soil foundation engineering according to claim 1, characterized in that: In step S3, before the measuring hole is backfilled, the current values ​​of stratified settlement and pore water pressure are recorded, and the current values ​​are used as initial values ​​for installation; after the measuring hole is backfilled, the current values ​​of stratified settlement and pore water pressure are recorded, and the current values ​​are used as initial values ​​for debugging; wherein, 3-5 days after the completion of the measuring hole backfilling is the debugging period, and at the end of the debugging period, the current values ​​of stratified settlement and pore water pressure are recorded, and the current values ​​are used as initial values ​​for monitoring.

3. The method for comprehensive monitoring of pore water pressure and stratified settlement of soft soil foundation engineering according to claim 1, characterized in that: In step S3, the plurality of measuring rod assemblies are butt-jointed and assembled together up and down.

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