Foundation treatment scheme evaluation method and system based on deep horizontal displacement evaluation

Abstract

The application provides a foundation treatment scheme evaluation method and system based on deep horizontal displacement evaluation, comprising dividing a first-pile-driving-after-pile-loading area and a first-pile-loading-after-pile-driving area in a construction site; burying the same number of inclinometers in the two pile-loading areas, and the distance from the inclinometers outside the areas to the respective area boundaries is not the same; determining the settlement amount according to the horizontal displacement of the inclinometers inside and outside the corresponding areas at a set time node; drawing a settlement amount-distance curve according to the settlement amount of each inclinometer and the boundary distance, and fitting a settlement amount-distance relationship according to the settlement amount-distance curve; and predicting the settlement amount based on the settlement amount-distance relationship and the distance between the predicted point in the site and the pile-loading area, so as to evaluate the economy of the foundation treatment scheme under different construction procedures. The application realizes the prediction of the settlement amount of the soft soil foundation by the relationship between the settlement amount and the distance between each point in the construction site and the pile-loading area, so as to be used for the evaluation of the foundation treatment scheme.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of soft soil foundation treatment, and particularly relates to a foundation treatment scheme evaluation method and system based on deep horizontal displacement evaluation. BACKGROUND

[0002] The special engineering properties of soft soil in engineering practice result in that the compression and consolidation law of the soft soil is a quite complex process, the theoretical calculation method of settlement is relatively cumbersome to calculate, the foundation parameters to be determined are often difficult to accurately obtain, and in addition, the premise of the method is based on various assumptions, and the assumptions are generally based on the extremely ideal state of soil deformation, which is often greatly different from the engineering practice, so that the theoretical calculation method has been greatly limited in application in engineering and is difficult to be widely used.

[0003] According to the Technical Code for Building Foundation Treatment (JGJ 79-2012), the treatment effect of on-site preloading can be inspected, the final vertical deformation under various process conditions, the size of the consolidation degree at different time nodes, and the residual settlement of the soil body can be calculated from the relationship between the measured vertical displacement deformation and time, so as to evaluate the effect of soft foundation treatment.

[0004] However, when the three traditional settlement prediction analysis methods commonly used at present are used to predict the settlement of soft soil foundation, not only a plurality of parameters for soft foundation treatment evaluation need to be calculated, but also from the actual calculation results, the Asaoka method has a large deviation, the hyperbolic method is the second, and the exponential curve method has a relatively close calculation result and high fitting degree, but also has a large longitudinal deviation. Therefore, the traditional settlement prediction method cannot well meet the settlement law prediction of soft soil foundation treatment. SUMMARY

[0005] Therefore, the present application aims to solve the problem that the existing settlement prediction analysis method cannot well adapt to the settlement prediction of soft soil foundation, and thus cannot accurately evaluate the economic effect of different schemes on pile treatment of soft soil foundation.

[0006] In order to solve the above technical problems, the present application provides the following technical scheme:

[0007] In the first aspect, the present application provides a foundation treatment scheme evaluation method based on deep horizontal displacement evaluation, comprising the following steps:

[0008] Two heap loading areas are divided in the construction site area, one of the heap loading areas has a construction process of first heap loading and then pile driving, and the other of the heap loading areas has a construction process of first pile driving and then heap loading;

[0009] The same number of inclinometers are buried in the areas of the two heap loading areas, and the distances from the inclinometers outside the areas to the respective area boundaries are different;

[0010] For any one of the heaped areas, the settlement amount is determined according to the horizontal offset of the inclinometer outside the corresponding area within a set time node;

[0011] The settlement-distance curve is drawn according to the settlement amount of each inclinometer and the boundary distance, and the settlement-distance relationship is fitted according to the settlement-distance curve;

[0012] Based on the settlement-distance relationship, the settlement amount is predicted by using the distance between the to-be-predicted point and the heaped area, so as to judge the economy of the foundation treatment scheme under different construction procedures.

[0013] Further, the settlement amount is determined according to the horizontal offset of the inclinometer outside the corresponding area within a set time node, specifically:

[0014] For the area where the heaping is performed first and the piling is performed later, the settlement amount is determined according to the cumulative horizontal offset of the inclinometer inside and outside the area from after the heaping to before the piling and after the piling, and the distance relationship with the load center line;

[0015] For the area where the piling is performed first and the heaping is performed later, the settlement amount is determined according to the cumulative horizontal offset of the inclinometer inside and outside the area from before the piling to after the heaping, and the distance relationship with the load center line.

[0016] Further, for the area where the heaping is performed first and the piling is performed later, the settlement-distance relationship is obtained according to the settlement amount of the inclinometer from after the heaping to before the piling and the boundary distance, and the settlement-distance relationship is specifically as follows:

[0017] y=-a1ln(x)+b1

[0018] In the formula, y is the settlement amount of the to-be-predicted point, x is the distance between the to-be-predicted point and the boundary of the area where the heaping is performed first and the piling is performed later, a1 and b1 are constants.

[0019] Further, for the area where the heaping is performed first and the piling is performed later, the settlement-distance relationship is obtained according to the settlement amount of the inclinometer after the piling and the boundary distance, and the settlement-distance relationship is specifically as follows:

[0020] y=-a2ln(x)+b2

[0021] In the formula, y is the settlement amount of the to-be-predicted point, x is the distance between the to-be-predicted point and the boundary of the area where the heaping is performed first and the piling is performed later, a2 and b2 are constants.

[0022] Further, for the area where the piling is performed first and the heaping is performed later, the settlement-distance relationship is obtained according to the settlement amount of the inclinometer from before the piling to after the heaping and the boundary distance, and the settlement-distance relationship is specifically as follows:

[0023] y=-a3ln(x)+b3

[0024] In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the preloading and post-piling area, and a3 and b3 are constants.

[0025] In a second aspect, the present application provides a foundation treatment scheme evaluation system based on deep horizontal displacement evaluation, comprising:

[0026] The settlement calculation unit is configured to determine the settlement of each preloading and post-piling area according to the horizontal displacement of the inclinometer pipe in the area at a set time node, wherein one preloading and post-piling area is divided into two areas, one of which is preloaded and then piled, and the other of which is piled and then preloaded, and the same number of inclinometer pipes are arranged in each area, and the distance between the inclinometer pipe outside the area and the boundary of the area is different.

[0027] The fitting unit is configured to draw a settlement-distance curve according to the settlement of each inclinometer pipe and the boundary distance, and fit a settlement-distance relationship formula according to the settlement-distance curve.

[0028] The prediction unit is configured to predict the settlement of the point to be predicted in the area according to the distance between the point to be predicted and the preloading and post-piling area based on the settlement-distance relationship formula, so as to evaluate the economy of the foundation treatment scheme under different construction processes.

[0029] Further, in the settlement calculation unit, the settlement of the inclinometer pipe in the area at a set time node is collected, specifically:

[0030] For the preloading and post-piling area, the settlement is determined according to the relationship between the cumulative horizontal displacement of the inclinometer pipe inside and outside the area after preloading and before piling and the distance from the load center line.

[0031] For the preloading and post-piling area, the settlement is determined according to the relationship between the cumulative horizontal displacement of the inclinometer pipe inside and outside the area after preloading and before piling and the distance from the load center line.

[0032] Further, in the fitting unit, for the preloading and post-piling area, the settlement-distance relationship formula is obtained according to the settlement of the inclinometer pipe after preloading and before piling and the boundary distance, specifically as follows:

[0033] y = -a1ln(x) + b1

[0034] In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the preloading and post-piling area, and a1 and b1 are constants.

[0035] Further, in the fitting unit, for the preloading and post-piling area, the settlement-distance relationship formula is obtained according to the settlement of the inclinometer pipe after preloading and before piling and the boundary distance, specifically as follows:

[0036] y = -a2ln(x) + b2

[0037] In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the pre-pile post-loading area, and a2 and b2 are constants.

[0038] Further, in the fitting unit, for the pre-pile post-loading area, the settlement-distance relationship formula obtained according to the settlement of the inclinometer tube from before piling to after loading and the boundary distance is specifically as follows:

[0039] y = -a3ln(x) + b3

[0040] In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the pre-pile post-loading area, and a2 and b2 are constants.

[0041] In summary, the application provides a foundation treatment scheme evaluation method and system based on deep horizontal displacement evaluation, which comprises dividing two loading areas in a construction site area, wherein the construction process of one loading area is pre-pile post-loading, and the construction process of the other loading area is pre-pile post-loading; the same number of inclinometer tubes are buried in the areas inside and outside the two loading areas, and the distances from the inclinometer tubes outside the areas to the respective area boundaries are all different; for any one loading area, the settlement is determined according to the horizontal displacement of the inclinometer tubes inside and outside the corresponding area at a set time node; the settlement-distance curve is drawn according to the settlement of each inclinometer tube and the boundary distance, and the settlement-distance relationship formula is fitted according to the settlement-distance curve; based on the settlement-distance relationship formula, the settlement is predicted by using the distance between the point to be predicted in the site area and the loading area, so as to evaluate the economy of the foundation treatment scheme under different construction processes. The application mines the relationship between the settlement and the distance between each point in the construction site area and the loading area, so as to realize the prediction of the settlement of the soft soil foundation, for the evaluation of the foundation treatment scheme. BRIEF DESCRIPTION OF DRAWINGS

[0042] In order to more clearly illustrate the technical solutions in the embodiments of the application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiments or the prior art description. Obviously, the drawings in the following description only constitute some embodiments of the application, and for those skilled in the art, other drawings can also be obtained without creative labor.

[0043] Figure 1 The flowchart of the foundation treatment scheme evaluation method based on deep horizontal displacement evaluation provided by the embodiments of the application;

[0044] Figure 2 The schematic diagram of the inclinometer tube buried in the DPZ area and the ZDP area provided by the embodiments of the application;

[0045] Figure 3 The settlement-boundary distance fitting curve diagram of the DPZ area provided for the embodiment of the present application in the period from the pile loading to the pile driving;

[0046] Figure 4 The settlement-boundary distance fitting curve diagram of the DPZ area provided for the embodiment of the present application in the period after the pile driving;

[0047] Figure 5 The settlement-boundary distance fitting curve diagram of the ZDP area provided for the embodiment of the present application in the period from the pile driving to the pile loading. DETAILED DESCRIPTION

[0048] In order to make the purpose, features and advantages of the present application more obvious and easy to understand, the technical solutions in the embodiments of the present application will be described clearly and completely below with reference to the drawings in the embodiments of the present application. Obviously, the embodiments described below are only some of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of protection of the present application.

[0049] The special engineering properties of soft soil in engineering practice result in that the compression and consolidation law of the soft soil is a quite complex process, and the theoretical calculation method of settlement is not only relatively cumbersome to calculate, but also the determined foundation parameters are often difficult to obtain accurately. In addition, the premise of the theoretical calculation method is based on various assumptions, and these assumptions are generally based on the extremely ideal state of soil deformation, which often deviates greatly from the engineering practice, thereby resulting in that the theoretical calculation method has received great limitations in the application of engineering and is difficult to be widely used.

[0050] According to the Technical Code for Building Foundation Treatment (JGJ 79-2012), the treatment effect of the in-situ preloading can be inspected, the final vertical deformation under various process conditions, the size of the consolidation degree at different time nodes and the residual settlement of the soil body can be calculated from the relationship between the vertical displacement deformation and the time measured in-situ, so as to evaluate the effect of the soft foundation treatment.

[0051] However, when the three traditional settlement prediction and analysis methods commonly used at present are used to predict the settlement of the soft foundation, not only a plurality of parameters for soft foundation treatment evaluation need to be calculated, but also from the actual calculation results, the Asaoka method has a large deviation, the hyperbolic curve method is the second, and the exponential curve method has a large longitudinal deviation although the calculation result is relatively close and the fitting degree is high. Therefore, the traditional settlement prediction method cannot well meet the settlement law prediction of the soft foundation treatment.

[0052] Based on this, the present application provides a foundation treatment scheme evaluation method and system based on deep horizontal displacement evaluation.

[0053] The following will introduce an embodiment of a foundation treatment scheme evaluation method based on deep horizontal displacement evaluation.

[0054] Please refer to Figure 1 The embodiment provides a foundation treatment scheme evaluation method based on deep horizontal displacement evaluation, which comprises the following steps.

[0055] S100: two pile-up areas are divided in the construction site area, one of which is a DPZ area with the construction process of pile-up first and piling second, and the other is a ZDP area with the construction process of piling first and pile-up second.

[0056] It should be noted that the DPZ area is recorded as the pile-up first and piling second area, and the ZDP area is recorded as the piling first and pile-up second area.

[0057] S200: the same number of inclinometers are buried in the areas of the two pile-up areas, and the distances of the inclinometers outside the areas from the respective area boundaries are different.

[0058] In the embodiment, the foundation treatment scheme is evaluated based on deep horizontal displacement. The deep horizontal displacement refers to the horizontal displacement of the soil layer. In the embodiment, the inclinometer is buried to reflect the deep horizontal displacement of the soil layer through the offset of the inclinometer. Therefore, it is assumed that the offset value of the inclinometer is consistent with the horizontal displacement of the soil layer.

[0059] Figure 2 A schematic diagram of the inclinometer buried in the construction site area is shown in the figure, wherein the inclinometer buried point in the DPZ area is recorded as D-X1, the buried point outside the area close to the DPZ area is recorded as D-X2, and the buried point far away from the DPZ area is recorded as D-X3; the inclinometer buried point in the ZDP area is recorded as Z-X1, the buried point outside the area close to the ZDP area is recorded as Z-X2, and the buried point far away from the ZDP area is recorded as Z-X3.

[0060] S300: for any one pile-up area, the settlement is determined according to the horizontal offset of the inclinometers inside and outside the corresponding area within the set time node.

[0061] It should be noted that the horizontal offset within the set time node refers to the difference between the displacement measurement value from a certain initial date to the measurement date.

[0062] For the DPZ area, the cumulative horizontal offset of the inclinometers inside and outside the area from pile-up to piling and after piling is collected; for the ZDP area, the cumulative horizontal offset of the inclinometers inside and outside the area from piling to pile-up is collected.

[0063] Then for each measuring point, a horizontal offset-load centerline distance relationship is fitted according to the horizontal offset value and the distance value from the load centerline, and the settlement of each point at different time nodes is calculated according to the relationship.

[0064] S400: A settlement-distance curve is drawn according to the settlement of each inclinometer tube and the boundary distance, and a settlement-distance relationship is fitted according to the settlement-distance curve.

[0065] It should be noted that for the pre-pile loading area, the settlement-distance relationship obtained according to the settlement of the inclinometer tube from the pre-pile loading to the post-pile and the boundary distance is as follows:

[0066] y=-a1ln(x)+b1

[0067] In the formula, y is the settlement of the to-be-predicted point, x is the distance between the to-be-predicted point and the boundary of the pre-pile loading area, and a1 and b1 are constants.

[0068] For the pre-pile loading area, the settlement-distance relationship obtained according to the settlement of the inclinometer tube from the pre-pile loading to the post-pile and the boundary distance is as follows:

[0069] y=-a2 ln(x)+b2

[0070] In the formula, y is the settlement of the to-be-predicted point, x is the distance between the to-be-predicted point and the boundary of the pre-pile loading area, and a2 and b2 are constants.

[0071] For the pre-pile loading area, the settlement-distance relationship obtained according to the settlement of the inclinometer tube from the pre-pile loading to the post-pile and the boundary distance is as follows:

[0072] y=-a3 ln(x)+b3

[0073] In the formula, y is the settlement of the to-be-predicted point, x is the distance between the to-be-predicted point and the boundary of the pre-pile loading area, and a3 and b3 are constants.

[0074] In the above relationship, the parameters a and b are fitted from actual data.

[0075] S500: Based on the settlement-distance relationship, the distance between the to-be-predicted point and the pile loading area is used to predict the settlement, so as to evaluate the economy of the foundation treatment scheme under different construction procedures.

[0076] This embodiment provides a method for evaluating foundation treatment schemes based on deep horizontal displacement assessment. It includes dividing the construction site into two loading zones. One loading zone involves loading followed by piling, while the other involves piling followed by loading. The same number of inclinometers are installed inside and outside both loading zones, with the distances between the inclinometers outside each zone and their respective zone boundaries varying. For any loading zone, the settlement is determined based on the horizontal displacement of the inclinometers inside and outside the zone within a set time point. A settlement-distance curve is plotted based on the settlement of each inclinometer and its boundary distance. A settlement-distance relationship is obtained by fitting this curve. Based on this relationship, the settlement is predicted using the distance between the point to be predicted within the site and the loading zone, thereby evaluating the economic efficiency of different construction procedures for foundation treatment schemes. This invention predicts the settlement of soft soil foundations by exploring the relationship between settlement and distance between points within the construction site and the loading zone, thus providing a basis for evaluating foundation treatment schemes.

[0077] The evaluation method of this embodiment will be introduced below using an engineering example.

[0078] A specific construction site was selected. The soil at this site is silty soil from the Pearl River Delta. The foundation treatment methods for this site are preloading followed by pile treatment and pile treatment followed by preloading. Corresponding inclinometers were installed in the areas using both methods, with the installation method as follows: Figure 2 As shown.

[0079] The horizontal displacement of the inclinometer tubes was recorded for 30 days before and 54 days after pile driving in the two areas, as shown in the table below:

[0080]

[0081] The analysis in the table above shows that the offset of D-X1 and Z-X1 inclinometer holes before and after pile driving is very large. The offset of D-X1 after pile driving is only 60% of the offset before pile driving, and the offset of Z-X1 after pile driving is only 33% of the offset before pile driving. This indicates that the piles near the load centerline can limit the horizontal displacement of the soil, and the method of driving piles first and then surcharge (ZDP) is more effective.

[0082] The offsets of the D-X2 and Z-X2 inclinometer holes before and after pile driving are very different. The offset after pile driving of D-X2 is 55% of the offset before pile driving, while the offset after pile driving of Z-X2 is 16% of the offset before pile driving. This shows that the pile can still effectively restrict the horizontal displacement of the soil at the load boundary, and the method of driving piles first and then surcharge (ZDP) is more effective.

[0083] The offset of the D-X3 inclinometer borehole before and after pile driving is not significantly different, but the offset after pile driving is still less than the offset before pile driving, indicating that the pile has little impact on areas far from the load zone, but there is still an influence. The offset of the Z-X3 inclinometer borehole before and after pile driving is significantly different, indicating that the method of driving piles first and then surcharges (ZDP) has a greater impact on areas far from the load zone.

[0084] Based on the above offset data and the distance from the measurement point to the load centerline, the fitting formula for the curve of load distance and horizontal displacement in the DPZ zone can be obtained as follows:

[0085] y = -14.66ln(x) + 27.962 (1)

[0086] The formula for fitting the curve of load distance and horizontal displacement in the ZDP zone is:

[0087] y = -0.761ln(x) + 4.6931 (2)

[0088] In the formula, y represents the horizontal displacement in mm, and x represents the distance between the measurement point and the load center in m.

[0089] Based on Equation 1, the settlement at each point under the condition of surcharge followed by pile driving is estimated to be:

[0090]

[0091] By fitting the above settlement values ​​with the distances between each point and the region boundary, we obtain... Figure 3 and Figure 4 The fitted curve shown is used to derive the corresponding relationship:

[0092] Before surcharge and piling:

[0093] y = -43.57ln(x) + 118.35 (3)

[0094] After pile driving:

[0095] y = -15.69ln(x) + 51.556 (4)

[0096] Where y represents the settlement and x represents the distance between the measurement point and the boundary of the loading area.

[0097] Furthermore, based on Equation 2, the settlement at each point under the condition of surcharge loading followed by pile driving is estimated to be:

[0098]

[0099] By fitting the above settlement values ​​with the distances between each point and the region boundary, we obtain... Figure 5 The fitted curve shown is used to derive the corresponding relationship:

[0100] Before piling - after surcharge:

[0101] y = -113.91ln(x) + 274.9 (5)

[0102] Based on the above relationship, it can be seen that the horizontal distance and settlement in both the DPZ and ZDP zones conform to a logarithmic relationship. The settlement of a point can be estimated based on the horizontal distance between a point in the construction site and the surcharge area. This allows us to grasp the settlement in different areas and facilitates engineering construction planning.

[0103] The above is a detailed description of an embodiment of a foundation treatment scheme evaluation method based on deep horizontal displacement assessment according to the present invention. The following is a detailed description of an embodiment of a foundation treatment scheme evaluation system based on deep horizontal displacement assessment according to the present invention.

[0104] This invention provides a foundation treatment scheme evaluation system based on deep horizontal displacement assessment, comprising:

[0105] The settlement calculation unit is used to determine the settlement amount for any loading zone based on the horizontal offset of the inclinometers inside and outside the corresponding zone within a set time node. The loading zone consists of two areas divided within the construction site. The construction procedure for one loading zone is loading first and then piling, while the construction procedure for the other loading zone is piling first and then loading. The same number of inclinometers are buried inside and outside the two loading zones, and the distances between the inclinometers outside the zones and the boundaries of their respective zones are different.

[0106] It should be noted that in the settlement calculation unit, the settlement of the inclinometers inside and outside the corresponding area is collected within a set time node, specifically:

[0107] For areas where loading is done before piling, the settlement is determined based on the cumulative horizontal offset of the inclinometer tubes inside and outside the area from loading to piling and from piling to the load centerline.

[0108] For areas where piling is done before loading, the settlement is determined based on the relationship between the cumulative horizontal offset of the inclinometer tubes inside and outside the area from before piling to after loading and the distance from the load centerline.

[0109] The fitting unit is used to plot the settlement-distance curve based on the settlement and boundary distance of each inclinometer tube, and to obtain the settlement-distance relationship by fitting the settlement-distance curve.

[0110] It should be noted that, in the fitting unit, for the area where loading precedes piling, the settlement-distance relationship obtained based on the settlement of the inclinometer tube from the time of loading to the time of piling and the boundary distance is as follows:

[0111] y = -a1ln(x) + b1

[0112] In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the area where the load is first applied and then the piles are driven, and a1 and b1 are constants.

[0113] For areas where loading is done before piling, the settlement-distance relationship obtained based on the settlement of the inclinometer tube after piling and the boundary distance is as follows:

[0114] y = -a²ln(x) + b²

[0115] In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the area where the load is first applied and then the piles are driven, and a2 and b2 are constants.

[0116] For areas where piling is done before surcharge is applied, the settlement-distance relationship obtained from the settlement measured by the inclinometer before piling and after surcharge, along with the boundary distance, is as follows:

[0117] y = -a³ ln(x) + b³

[0118] In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the area where the load is first applied and then the piles are driven, and a3 and b3 are constants.

[0119] The prediction unit is used to predict the settlement based on the settlement-distance relationship and the distance between the point to be predicted and the loading area within the site, thereby evaluating the economic efficiency of the foundation treatment scheme under different construction procedures.

[0120] The above embodiments are only used to illustrate the technical solutions of the present invention, and are not intended to limit it. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for evaluating foundation treatment schemes based on deep horizontal displacement assessment, characterized in that, Includes the following steps: The construction site is divided into two loading zones. The construction procedure for one loading zone is to load first and then drive piles, while the construction procedure for the other loading zone is to drive piles first and then load. The same number of inclinometers are buried inside and outside the two loading zones, and the distances of the inclinometers outside the zones to the boundaries of their respective zones are not the same. For any loading zone, the settlement is determined based on the horizontal offset of the inclinometers inside and outside the corresponding zone within a set time node. A settlement-distance curve is plotted based on the settlement and boundary distance of each inclinometer tube, and a settlement-distance relationship is obtained by fitting the settlement-distance curve. Based on the settlement-distance relationship, the settlement is predicted by using the distance between the point to be predicted and the loading area within the site, thereby evaluating the economic efficiency of the foundation treatment scheme under different construction procedures. The settlement of the inclinometer tubes inside and outside the corresponding area is collected within a set time node, specifically: For areas where loading is done before piling, the settlement is determined based on the cumulative horizontal offset of the inclinometer tubes inside and outside the area from loading to piling and from piling to the load centerline. For areas where piling is done before loading, the settlement is determined based on the relationship between the cumulative horizontal offset of the inclinometer tubes inside and outside the area from before piling to after loading and the distance from the load centerline.

2. The method for evaluating foundation treatment schemes based on deep horizontal displacement assessment according to claim 1, characterized in that, For the area where loading is carried out before piling, the settlement-distance relationship obtained from the settlement of the inclinometer tube after loading and before piling, as well as the boundary distance, is as follows: ； In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the pre-loaded and post-pile zone, and a1 and b1 are constants.

3. The method for evaluating foundation treatment schemes based on deep horizontal displacement assessment according to claim 1, characterized in that, For areas where loading is done before piling, the settlement-distance relationship obtained based on the settlement of the inclinometer after piling and the boundary distance is as follows: ； In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the area where the load is first applied and then the piles are driven, and a2 and b2 are constants.

4. The method for evaluating foundation treatment schemes based on deep horizontal displacement assessment according to claim 1, characterized in that, For the area where piling is done before surcharge is applied, the settlement-distance relationship obtained from the settlement of the inclinometer before piling and after surcharge, as well as the boundary distance, is as follows: ； In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the area where the load is first applied and then the piles are driven, and a3 and b3 are constants.

5. A foundation treatment scheme evaluation system based on deep horizontal displacement assessment, characterized in that, include: The settlement calculation unit is used to determine the settlement amount for any loading zone based on the horizontal offset of the inclinometers inside and outside the corresponding zone within a set time node. The loading zone consists of two areas divided within the construction site. The construction procedure for one loading zone is loading first and then piling, while the construction procedure for the other loading zone is piling first and then loading. The same number of inclinometers are buried inside and outside the two loading zones, and the distances between the inclinometers outside the zones and the boundaries of their respective zones are different. The fitting unit is used to plot a settlement-distance curve based on the settlement and boundary distance of each inclinometer tube, and to fit the settlement-distance relationship formula based on the settlement-distance curve. The prediction unit is used to predict the settlement based on the settlement-distance relationship and the distance between the point to be predicted and the loading area in the site, so as to evaluate the economic efficiency of the foundation treatment scheme under different construction procedures. In the settlement calculation unit, the settlement is determined based on the horizontal offset of the inclinometer tubes inside and outside the corresponding area within a set time node, specifically as follows: For areas where loading is done before piling, the settlement is determined based on the cumulative horizontal offset of the inclinometer tubes inside and outside the area from loading to piling and from piling to the load centerline. For areas where piling is done before loading, the settlement is determined based on the relationship between the cumulative horizontal offset of the inclinometer tubes inside and outside the area from before piling to after loading and the distance from the load centerline.

6. The foundation treatment scheme evaluation system based on deep horizontal displacement assessment according to claim 5, characterized in that, In the fitting unit, for the area where loading precedes piling, the settlement-distance relationship obtained based on the settlement of the inclinometer tube from loading to piling and the boundary distance is as follows: ； In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the pre-loaded and post-pile zone, and a1 and b1 are constants.

7. The foundation treatment scheme evaluation system based on deep horizontal displacement assessment according to claim 5, characterized in that, In the fitting unit, for the area where loading precedes piling, the settlement-distance relationship obtained based on the settlement of the inclinometer after piling and the boundary distance is as follows: ； In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the area where the load is first applied and then the piles are driven, and a2 and b2 are constants.

8. The foundation treatment scheme evaluation system based on deep horizontal displacement assessment according to claim 5, characterized in that, In the fitting unit, for the area where piling is done before surcharge, the settlement-distance relationship obtained based on the settlement of the inclinometer tube from before piling to after surcharge and the boundary distance is as follows: ； In the formula, y is the settlement of the point to be predicted, x is the distance between the point to be predicted and the boundary of the area where the load is first applied and then the piles are driven, and a3 and b3 are constants.

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