Integrated management system for pipe pile survey, design and construction based on static penetration testing

Abstract

The present invention discloses an integrated management system for pipe pile survey, design, and construction based on static penetration testing, comprising a survey module, a design module, a construction module, and a display module; before pipe pile construction, the survey module, the design module, and the construction module are all data-coupled via static penetration testing parameters; during pipe pile construction, the survey module, the design module, and the construction module are all data-coupled via pipe pile construction parameters; and a relationship is established between static penetration testing parameters and pipe pile construction parameters. The present invention uses static penetration testing parameters as a unified medium for information exchange among modules, thereby closely linking the implementation and management of each workflow of pipe pile survey, design, and construction. Changes in parameters or information in any workflow of survey, design, and construction can be transmitted and coordinated between modules in real time and dynamically, significantly improving the quality of pipe pile design, construction, and management.

Description

Technical Field

[0001] The present invention relates to the technical field of pipe pile application, and in particular to an integrated management system for pipe pile survey, design and construction. Specifically, the system is based on static penetration parameters and is closely linked to the survey, design and construction processes of pipe piles to achieve integrated management of the survey, design and construction of pipe piles. Background Art

[0002] Since the late 1980s, pipe piles have been widely used in engineering construction in various industries in my country. Especially in recent years, the annual output has exceeded 300 million meters and the market size has exceeded 40 billion yuan, playing an important role in promoting economic and social development.

[0003] In general, the application of pipe piles has basically matured, but due to the influence of the quality and efficiency of the mutual connection between survey, design and construction units, its application is still subject to certain limitations, and the application effect is often compromised.

[0004] Currently, the survey, design, and construction of pipe pile foundations are typically performed independently by several organizations, each independently carrying out one or two of these tasks. These organizations communicate through survey reports and design drawings, using communication channels such as briefing meetings, face-to-face meetings, phone calls, emails, and information exchanges. The implementation process typically begins with a survey, resulting in a survey report. The design team then incorporates this report into the design, and the construction team then conducts construction based on the design drawings and the survey report. Any unusual circumstances encountered on the construction site are resolved jointly by the construction team and the survey and design teams.

[0005] When faced with certain special or complex geological conditions, differences in the experience or level of surveyors may lead to deviations in the proposed design parameters, differences in the experience or level of designers may lead to aggressive or overly safe design plans, and differences in the experience or level of construction personnel may also lead to more problems in the quality of pipe pile construction. Furthermore, in the process of docking and communication, due to different positions and differences in professional and technical levels, different technical personnel from different units may have great differences in their understanding of the survey report and design drawings. Combined with the influence of the aforementioned survey, design, and construction personnel, it will have a significant impact on how to reasonably design the pipe pile foundation, how to carry out construction according to local conditions, and how to implement the design intent.

[0006] Therefore, during the survey, design and construction of pipe piles, if there is a technology that runs through the entire process of survey, design and construction, it will be possible to eliminate the adverse effects caused by the differences between units and technical personnel as much as possible; at the same time, by using the same caliber and the same parameters for communication between interfaces, it will be possible to eliminate the problems caused by poor connection between units.

[0007] Furthermore, for economic reasons, it's impossible to drill one hole for each pile at each exploration point. The complexity and variability of geological conditions mean that during actual construction, the geological conditions at some pile locations may differ significantly from those revealed by the limited number of exploration holes. This often manifests itself in difficulty sinking piles, failure to reach the design elevation, or failure to meet the design termination conditions even after reaching the designed pile length. Furthermore, quantitative predictions are often difficult before construction. When such problems arise during construction, various treatment and coordination procedures are required, hindering seamless connectivity between various units and work interfaces. This also makes it difficult for the various work interfaces to adjust and adapt to changing circumstances.

[0008] As mentioned above, the following problems exist in the current survey, design and construction process of pipe piles: (1) The survey, design and construction processes are relatively independent and not closely linked; (2) The connection between the survey, design and construction units is low and the communication efficiency is low; (3) It is difficult to track and evaluate the design and construction status dynamically during construction; (4) When encountering geological anomalies or special construction parameter feedback, it is difficult to coordinate the various units in real time to adjust the plan or obtain a treatment plan.

[0009] In addition, the platforms or systems currently used for engineering surveys, pipe pile design, and pipe pile construction management are all relatively independent. Even if a data interface is provided, it only enables one-way data import from one system to another. The systems cannot be interconnected in two directions, and two-way interconnection and interoperability of survey, design, and construction cannot be achieved. Summary of the Invention

[0010] The technical problem to be solved by the present invention is to provide a system for dynamically and real-time integrated management of pipe pile engineering survey, design and construction in response to the above-mentioned existing technical status.

[0011] The technical solution adopted by the present invention to solve the above technical problems is:

[0012] An integrated management system for pipe pile survey, design and construction based on static penetration testing, including a survey module, a design module, a construction module and a display module;

[0013] The survey module includes a static penetration test unit and a geological model unit; the static penetration test unit includes static penetration test parameters; the geological model unit includes a two-dimensional or three-dimensional geological model; the two-dimensional or three-dimensional geological model is established by the survey module according to the static penetration test parameters;

[0014] The design module includes a pipe pile bearing capacity calculation unit and a pipe pile model unit; the pipe pile bearing capacity calculation unit includes a pipe pile bearing capacity calculation model, and the pipe pile bearing capacity calculation model includes a model for determining the ultimate bearing capacity of a single pipe pile based on static penetration parameters, and a model for determining the ultimate bearing capacity of a single pipe pile based on static penetration parameters and pipe pile construction process parameters; the pipe pile model unit includes a pipe pile model; the pipe pile model is a model that includes information on the pipe pile diameter, pile length, pile top elevation, and pile position coordinates;

[0015] The construction module includes a construction parameter unit and a construction model unit; the construction parameter unit includes pipe pile construction process parameters and pipe pile construction process parameters; the construction model unit includes a construction model; the construction model is a model for predicting pipe pile construction process parameters based on static penetration parameters and pipe pile construction process parameters;

[0016] Before the construction of the pipe piles, the survey module, design module, and construction module are all coupled with real-time data through static penetration parameters. That is, the survey module automatically calls the static penetration parameters to establish a geological model, the design module calculates the ultimate bearing capacity of a single pipe pile by calling the static penetration parameters, and the construction module predicts the parameters of the pipe pile construction process by calling the static penetration parameters.

[0017] The survey module, design module, and construction module are all coupled with real-time data through the pipe pile construction parameters during the pipe pile construction process. That is, the survey module dynamically adjusts the soil interface position of the geological model according to the pipe pile construction process parameters, the design module dynamically determines the ultimate bearing capacity of a single pipe pile by calling the pipe pile construction process parameters and the static penetration test parameters, and the construction module dynamically adjusts the construction model according to the pipe pile construction process parameters.

[0018] The display module can draw a static penetration curve according to the static penetration parameters, and can display a two-dimensional or three-dimensional geological model and a pipe pile model; the pipe pile model can be spatially displayed at a corresponding position in the two-dimensional or three-dimensional geological model.

[0019] Further technology of the present invention:

[0020] Preferably, the static penetration unit also includes the soil layer name, soil layer thickness, and soil layer interface position; the pipe pile bearing capacity calculation unit also includes the pile diameter, pile length, pile top elevation, and pile position coordinates; the pipe pile construction process parameters include the pile hammer weight and drop distance, and the pipe pile construction process parameters include the number of hammer blows per meter, the total number of hammer blows, and penetration depth.

[0021] Preferably, the construction model includes a relationship model between the total number of hammer blows and the static penetration parameters of the pipe pile penetrating the soil layer, a relationship model between the number of hammer blows per meter and the static penetration parameters of the pipe pile penetrating the soil layer, and a relationship model between the penetration depth and the static penetration parameters of the pipe pile end penetrating the soil layer.

[0022] Preferably, when a single pipe pile in the pipe pile model is selected, the display module can display the static penetration curve adjacent to the pipe pile, the static penetration parameters of the corresponding soil layer, the single pile ultimate bearing capacity prediction value curve before construction of the pipe pile, and the predicted total hammer blows curve and the predicted hammer blows per meter curve of the pipe pile; when the pipe pile is in the construction process, the display module can also synchronously display the single pile ultimate bearing capacity construction correction value curve, the measured total hammer blows curve, and the measured hammer blows per meter curve in real time.

[0023] Preferably, when each single pile is constructed, the survey module automatically calls the pipe pile construction process parameters of the construction module, so that the geological model is optimized according to the pipe pile construction process parameters. The optimization of the geological model is set within a certain range around the constructed pipe pile until the construction of all pipe piles is completed.

[0024] Preferably, when each pipe pile is constructed, the design module automatically calls the pipe pile construction process parameters of the construction module, so that the pipe pile model is optimized according to the pipe pile construction process parameters. The optimization of the pipe pile model is set within a certain range around the constructed pipe pile until the construction of all pipe piles is completed.

[0025] Preferably, the pipe pile bearing capacity calculation model includes a total pipe pile bearing capacity calculation model and a current project pipe pile bearing capacity calculation model; the construction model includes a total construction model and a current project construction model.

[0026] Preferably, the current project pipe pile bearing capacity calculation model is established based on the current project pipe pile bearing capacity test data and static penetration parameters; the current project pipe pile bearing capacity test data and static penetration parameters are imported into the pipe pile bearing capacity calculation overall model for iterative update.

[0027] Preferably, when each single pile is constructed, the construction module automatically calls the construction parameters to optimize the current project construction model according to the construction parameters until the construction of all piles is completed; after the construction of all pipe piles of the current project is completed, the overall construction model is iteratively updated based on all construction parameters and static penetration parameters of the current project.

[0028] Compared with the prior art, the present invention has the following beneficial effects:

[0029] Before the construction of pipe piles, the single pile bearing capacity of the pipe piles can be accurately determined based on the static penetration parameters, and the constructability of the pipe pile design scheme can be evaluated, so as to obtain a pipe pile design scheme that meets the design requirements and is highly operational; during the pipe pile construction stage, the geological conditions can be supplemented and corrected in real time according to the pipe pile construction situation, and the pipe pile design scheme can be optimized in real time; the use of static penetration parameters as interactive information between the interfaces of pipe pile survey, design, and construction unifies the interactive mode and caliber, eliminates the influence of the level and connection tightness of units and personnel on the design and construction quality of pipe piles, and realizes the integration of pipe pile survey, design, and construction. In general, the integrated management system for pipe pile survey, design, and construction based on static penetration of the present invention has the characteristics of integrated management, dynamic management, and real-time response, and can significantly improve the overall quality and application level of pipe pile projects in plain areas. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] Figure 1 This is an overall structural block diagram of an integrated management system for pipe pile investigation, design, and construction based on static penetration testing in the present invention.

[0031] Figure 2 This is a structural block diagram of the survey module of the integrated management system for pipe pile survey, design and construction based on static penetration testing of the present invention.

[0032] Figure 3 This is a structural block diagram of the design module of an integrated management system for pipe pile investigation, design, and construction based on static penetration testing according to the present invention.

[0033] Figure 4 This is a structural block diagram of the construction module of the integrated management system for pipe pile investigation, design and construction based on static penetration testing of the present invention.

[0034] Figure 5 The present invention provides a dynamic adjustment logic structure block diagram of an integrated management system for pipe pile investigation, design and construction based on static penetration testing.

[0035] Figure 6 This is a schematic diagram of the display module interface of an integrated management system for pipe pile investigation, design, and construction based on static penetration testing (driven pile single pile) according to the present invention. DETAILED DESCRIPTION

[0036] The present invention will be further described below with reference to the accompanying drawings and examples, but they are not intended to limit the present invention.

[0037] like Figure 1As shown in the figure, the present invention's integrated system for surveying, designing, and constructing piles based on static penetration testing (CPT) comprises four modules: a survey module, a design module, a construction module, and a display module. The three modules cover the relevant work of surveying, designing, and constructing, respectively, while the display module displays the results and progress of surveying, designing, and constructing.

[0038] like Figure 2 As shown in the figure, the survey module includes a static penetration unit and a geological model unit; the static penetration unit contains static penetration data and relevant results obtained based on the statistical analysis of the static penetration data, such as soil layer thickness, soil layer elevation, and soil layer interface position; the geological model unit contains a two-dimensional or three-dimensional geological model. When the soil layer conditions are relatively simple, a two-dimensional geological model can generally be used, and when the soil layer conditions are relatively complex, a three-dimensional geological model should be used.

[0039] like Figure 3 As shown, the design module includes a design parameter unit, a pipe pile bearing capacity calculation unit, and a pipe pile model unit; the pipe pile bearing capacity calculation unit includes a pipe pile bearing capacity calculation model, which includes a total pipe pile bearing capacity calculation model and a current project pipe pile bearing capacity calculation model, and determines the pipe pile bearing capacity based on static penetration parameters; the pipe pile model unit includes a pipe pile model; the design module is composed of the design parameter unit and the pipe pile bearing capacity calculation unit to collaboratively calculate and verify the pipe pile bearing capacity, thereby determining the pipe pile scheme at each pile position, and establishing a pipe pile model on this basis.

[0040] like Figure 4 As shown, the construction module includes a construction parameter unit, a construction parameter acquisition unit, and a construction model unit; the construction parameter unit includes the penetration depth, and for hammer piles, it also includes the weight of the pile driver, the drop distance, the number of hammer blows per meter, and the total number of hammer blows, and for static pressure piles, it also includes the pile driving force; the construction parameter acquisition unit includes a data acquisition instrument and a penetration depth sensor, and for hammer piles, it also includes a hammer blow number sensor, and for static pressure piles, it also includes a pile driving force sensor; the construction model unit includes a relationship model between construction control parameters and static penetration parameters, and the construction control parameters include the total number of hammer blows, the number of hammer blows per meter, and the penetration depth for hammer piles, and the pile driving force for static pressure piles.

[0041] like Figure 5 As shown in FIG, before the construction of the piles, data coupling is performed between the survey module, the design module, and the construction module through the static penetration parameters; during the construction of the piles, data coupling is performed through the pile construction parameters.

[0042] The display module can display a two-dimensional or three-dimensional geological model and a pipe pile model; the pipe pile model can be spatially displayed at a corresponding position in the two-dimensional or three-dimensional geological model.

[0043] The geological model features an optimization interface, enabling real-time optimization based on construction parameters collected by the construction module. During the pile survey phase, exploration points are few in number and widely spaced, so a significant number of piles may still be placed between exploration holes. During pile construction, changes in construction parameters reflect changes in the strata. If the stratum distribution at a particular pile location, as reflected by changes in construction parameters, differs from the previous survey results, the model parameters at that location in the geological model can be adjusted as supplementary geological information, similar to a supplementary survey.

[0044] The pile model has an optimization interface that allows real-time optimization based on the construction parameters collected by the construction module. When the geological model is adjusted according to the construction parameters, the pile model will be adjusted accordingly.

[0045] The construction model is equipped with an optimization interface, which can be optimized in real time based on the construction parameters collected by the construction module.

[0046] In order to further optimize the integrated management system for pipe pile survey, design and construction based on static penetration testing of the present invention, in the embodiment:

[0047] The pipe piles in a certain project were constructed using the hammer method, with a hammer weight of 11.3 tons, a drop distance of 1.8 meters, an outer diameter of 500 mm, and a designed pile length of 12.0 meters. A static penetration test to a depth of 15.2 meters was conducted at the location of one of the pipe piles, along with drilling and sampling at the same depth. Comparison of the static penetration test and drilling revealed the following soil strata at the location: plain fill from 0 to 0.5 meters, silt from 0.5 to 1.6 meters, silty clay from 1.6 to 7.6 meters, and fine sand from 7.6 to 15.2 meters. Within the fine sand layer, a clay lens formed from 10.1 to 10.5 meters.

[0048] like Figure 6 As shown, when the pipe pile in the pipe pile model is selected, the display module can display the static penetration curve of the static penetration hole adjacent to the single pile, the average penetration resistance curve per meter, the predicted number of hammer blows per meter curve of the pipe pile, and the predicted single pile ultimate bearing capacity curve of the pipe pile before construction; when the pipe pile is in the construction process, the display module can also synchronously display the measured number of hammer blows per meter curve and the single pile ultimate bearing capacity curve corrected according to construction data in real time; the measured number of hammer blows per meter curve and the predicted number of hammer blows per meter curve are located on the same coordinate axis, and the single pile ultimate bearing capacity curve corrected according to construction data and the predicted single pile ultimate bearing capacity curve before construction are located on the same coordinate axis, which is convenient for pairwise comparison and real-time display of the impact of geological changes on construction indicators and design indicators, especially the intuitive display of the impact of geological anomalies on construction indicators and design indicators. If necessary, the predicted total number of hammer blows curve, the measured total number of hammer blows curve, the predicted penetration curve, and the measured penetration curve can be supplemented. When static pressure method is used for construction, the predicted pile pressure force curve and the measured pile pressure force curve can be displayed.

[0049] like Figure 6 As shown in the figure, the average penetration resistance per meter curve obtained by processing the static penetration test curve is flatter than the original static penetration test curve, hiding the detailed changes on the curve. Similar to the important construction parameter of the number of hammer blows per meter, it focuses more on the overall changes in the soil layer. A comparison of the actual number of hammer blows per meter curve and the average penetration resistance per meter curve shows that the curve shapes of the two are similar, and the reflection of the interface between silty clay and fine sand is highly consistent. However, especially after entering the sand layer, the average penetration resistance per meter has no significant correlation with the depth of entry into the sand layer, but the number of hammer blows per meter shows a significant cumulative effect with the depth of entry into the sand layer, that is, the greater the depth of entry into the sand layer, the greater the increase in the number of hammer blows per meter. Therefore, the number of hammer blows per meter cannot be determined solely from the static penetration test penetration resistance data.

[0050] In this system, a neural network is trained using the BP neural network method to predict the number of hammer blows per meter under the input layer parameter conditions specific to a specific project.

[0051] The input layer includes 4 neurons, namely X1, X2, X3 and X4, where X1 is the depth of the pile into the soil, X2 is the sum of the average side friction resistance of each soil layer on the pile side by double-bridge static penetration and the product of the surface area of ​​the pile side, X3 is the product of the average cone tip resistance of the soil layer near the pile end and the cross-sectional area of ​​the pile end, and the average cone tip resistance of the soil layer near the pile end is the average of the thickness-weighted average of the probe cone tip resistance within 4 times the pile diameter above the pile end plane and the average cone tip resistance within 1 times the pile diameter below the pile end plane; X4 is the depth of the pile end into the sand layer; the output layer is the cumulative effective hammering energy.

[0052] Cumulative effective hammer energy Y = ξMghN, where ξ is the comprehensive hammer efficiency coefficient, M is the weight of the pile hammer, g is the acceleration of gravity, h is the drop distance of the pile hammer, and N is the cumulative number of hammer blows. According to this formula, the cumulative number of hammer blows N at the depth H is calculated. H And the cumulative number of hammer blows N at depth (H-1) H-1 ,(N H -N H-1 ) is the required number of hammer blows per meter; according to this formula, the cumulative number of hammer blows N at depth H is calculated. H And the cumulative number of hammer blows N at the depth (H-0.1) H-0.1 , then 100mm / (N H -N H-0.1 ) is the penetration at that depth.

[0053] Figure 6The predicted blows per meter curve obtained by using the BP neural network method is given in the figure. Since the static penetration hole is located at the pile position, the predicted blows per meter curve is highly consistent with the actual blows per meter curve, indicating that the BP neural network method in this system has a high accuracy in predicting the blows per meter.

[0054] Due to the limited number of static penetration holes, the soil conditions at the actual pile location may be different from the location of the static penetration holes, and even geological anomalies may occur. Figure 6 The comparison between the predicted blows per meter curve and the real-time displayed actual blows per meter curve shows that a large difference indicates the possibility of geological anomalies.

[0055] also, Figure 6 The slopes of both the predicted and actual blows per meter curves decrease between 9 and 10 meters, proactively reflecting the influence of the cohesive lens at depths of 10.1 to 10.5 meters. Therefore, significant changes in these curves, such as slope changes and sudden changes, accurately and intuitively indicate changes in soil conditions.

[0056] At the same time, the ultimate bearing capacity of a single pile can be directly calculated based on the static penetration test parameters. During the pile design phase, the predicted value of the ultimate bearing capacity of a single pile can be calculated using the following formula:

[0057]

[0058] Where:

[0059] Q uk is the ultimate vertical compressive bearing capacity of a single pile (kN);

[0060] u is the circumference of the pile (m);

[0061] β i is the comprehensive correction coefficient of the ultimate friction resistance of the i-th layer of soil;

[0062] is the average value of the side wall friction resistance of the i-th layer of soil (kPa);

[0063] h i is the thickness of the i-th soil layer that the pile passes through (m);

[0064] α is the comprehensive correction coefficient of the ultimate bearing capacity of the pile tip soil;

[0065] q cp is the calculated value of pile bottom resistance (kPa);

[0066] A c is the total cross-sectional area of ​​the pile bottom (excluding the pile shoe) (m 2 ).

[0067] q cp , β i , α should be calculated according to the following requirements:

[0068] When the average end resistance within 4d above the pile bottom elevation Less than the average end resistance within 4d below the pile bottom elevation hour:

[0069]

[0070] on the contrary,

[0071]

[0072] When the average end resistance of the i-th layer of soil on the pile side And the corresponding friction ratio hour:

[0073]

[0074] and When the above conditions cannot be met simultaneously:

[0075]

[0076] β is calculated from the above two formulas i f si When >100kPa, it is better to take β i f si =100kPa.

[0077] when And the corresponding friction ratio hour:

[0078] α=3.975(q cp ) -0.25

[0079] and When the above conditions cannot be met simultaneously:

[0080] α=12.064(q cp ) -0.35

[0081] Furthermore, due to the limited number of penetration holes, the soil conditions at the actual pile location may differ from those at the penetration hole location, and geological anomalies may even occur. Therefore, when the pipe pile at the actual pile location is constructed to a certain depth, its actual single pile ultimate bearing capacity may differ from the predicted single pile ultimate bearing capacity. In particular, when geological anomalies exist, there may be a significant deviation between the actual single pile ultimate bearing capacity and the pre-construction prediction of the single pile ultimate bearing capacity. Alternatively, when the pile is constructed to a certain depth and cannot be continued due to excessive hammer blows and insufficient penetration, that is, when the constructed pile length is less than the designed pile length, it is necessary to promptly evaluate the single pile ultimate bearing capacity under the conditions of that pile length.

[0082] Through the BP neural network method, a neural network is trained to output the correction value of the ultimate bearing capacity of a single pile under the corresponding pile length conditions during the construction process.

[0083] The input layer includes 4 neurons, namely Y1, Y2, Y3 and Y4, wherein: Y1 is the depth of the pipe pile into the soil; Y2 is the sum of the average side wall friction resistance of each soil layer on the pile side by double bridge static penetration and the product of the surface area of ​​the pile body side; Y3 is the product of the average cone tip resistance of the soil layer near the pile end and the cross-sectional area of ​​the pile end; the average cone tip resistance of the soil layer near the pile end is the average of the thickness-weighted average of the probe cone tip resistance within 4 times the pile diameter above the pile end plane and the average cone tip resistance within 1 times the pile diameter below the pile end plane; Y4 is the penetration depth; the output layer is the ultimate bearing capacity of a single pipe pile.

[0084] Figure 6 The figure shows the curve for the pre-construction prediction of the ultimate bearing capacity of a single pile, calculated using the aforementioned formula, and the curve for the in-construction correction of the ultimate bearing capacity of the single pile, obtained using the BP neural network method. Because the static penetration hole was located at the location of the pipe pile, the curve for the pre-construction prediction of the ultimate bearing capacity of the single pile and the curve for the in-construction correction of the ultimate bearing capacity of the single pile are consistent in form and have a high degree of agreement, demonstrating the high accuracy of the BP neural network method in predicting the ultimate bearing capacity of single piles in this system.

[0085] During the actual construction process, Figure 6 The comparison between the predicted value curve of the ultimate bearing capacity of a single pile before construction and the corrected value curve of the ultimate bearing capacity of a single pile during construction is shown. A large difference indicates the possibility of geological anomalies.

[0086] according to Figure 6It can be seen that the ultimate bearing capacity of a single pile is more sensitive to changes in soil properties. According to the cone tip resistance curve of the static penetration test, cohesive lenses or weak interlayers exist at depths of 10.1m to 10.5m. If the pile tip is located near this range, the ultimate bearing capacity of the pipe pile will be significantly reduced. The curves of the predicted value of the ultimate bearing capacity of the single pile before construction and the curves of the corrected value of the ultimate bearing capacity of the single pile during construction both intuitively reflect the impact of the presence of cohesive lenses or weak interlayers in the sand layer on the ultimate bearing capacity of the pipe pile.

[0087] When each single pile is constructed, the survey module automatically calls the construction parameters of the construction module to optimize the geological model according to the construction parameters. The optimization of the geological model is set within a certain range around the constructed single pile until all piles are completed.

[0088] When each single pile is constructed, the design module automatically calls the construction parameters of the construction module to optimize the pipe pile model according to the construction parameters. The optimization of the pipe pile model is set within a certain range around the constructed single pile until all piles are completed.

[0089] The current project pipe pile bearing capacity calculation model is established based on the current project pipe pile bearing capacity test data and static penetration parameters; the current project pipe pile bearing capacity test data and static penetration parameters are imported into the pipe pile bearing capacity calculation overall model for iterative update.

[0090] When each single pile is constructed, the construction module automatically calls the construction parameters to optimize the current project construction model according to the construction parameters until all piles are completed; after all the pipe piles of the current project are completed, the overall construction model is iteratively updated based on all the construction parameters and static penetration parameters of the current project.

[0091] The construction model includes the relationship model between the total number of hammer blows and the static penetration parameters of the pipe pile penetrating into the soil layer, the relationship model between the number of hammer blows per meter and the static penetration parameters of the pipe pile penetrating into the soil layer, the relationship model between the penetration depth and the static penetration parameters of the pile end penetrating into the soil layer, and the relationship model between the pile driving force and the static penetration parameters of the pipe pile penetrating into the soil layer.

[0092] The following describes how to use this system in conjunction with the chronological order of the implementation of the pipe pile project.

[0093] (1) Preparation

[0094] First, it is necessary to import or establish the overall model for calculating the bearing capacity of pipe piles and the overall construction model in this system.

[0095] Before building this system, it is necessary to collect a large amount of pipe pile bearing capacity test data, static penetration test data of the corresponding site, and pipe pile construction data. Preferably, the relationship between the single pile bearing capacity and pipe pile construction parameters and the static penetration test parameters of the soil layer can be determined through multiple regression analysis or BP neural network method.

[0096] Since geological conditions have regional characteristics, the above-mentioned overall calculation model for the bearing capacity of pipe piles and the overall construction model can be established for a certain range of areas and accordingly applicable to new pipe pile projects in the corresponding areas.

[0097] The accuracy and application effectiveness of the model are significantly affected by the depth and breadth of the data sample space. Therefore, when constructing the above-mentioned master model, it is advisable to collect as much reliable data as possible from different sites and soil conditions within the region, conduct statistical analysis, and eliminate abnormal data. When the amount of data within a small area is limited, a higher-level master model for a larger area can be used.

[0098] The established overall model serves as the initial model of the corresponding area of ​​this system.

[0099] (2) Pre-construction stage

[0100] ①Survey module

[0101] After the survey work is completed, the results will be imported into the survey module of this system. The static penetration data will be processed in the static penetration unit and drawn into a static penetration curve for each static penetration hole. The soil layer will be stratified in combination with the drilling information, and then statistical calculations will be performed to obtain the static penetration parameters of each soil layer.

[0102] Construct a geological model based on static penetration data and drilling data.

[0103] ②Design module

[0104] After the survey data is imported into the system, pipe pile scheme design can be carried out in the system.

[0105] By inputting the load value and single pile bearing capacity in the design parameter unit, and inputting the pile position coordinates, pile top elevation, and pile diameter in the pipe pile model unit, the pipe pile bearing capacity calculation unit can select the automatic pile length determination mode, calculate the single pile bearing capacity of the pipe pile based on the static penetration parameters, and determine the pile length that can meet the bearing capacity requirements; the calculation results are fed back to the pipe pile model unit, and the pipe pile model unit performs pipe pile modeling.

[0106] When determining the bearing capacity of pipe piles, you can also choose to manually enter the pile length. After manually entering the pile length, the bearing capacity of the single pile is calculated based on the static penetration test parameters. If the single pile bearing capacity requirements are not met, the system will prompt you to adjust the pile length or pile diameter until the single pile bearing capacity calculation meets the requirements.

[0107] If a pipe pile test has been conducted on the current project and test data on its bearing capacity has been obtained, a model for calculating the bearing capacity of the pipe piles in the current project should be established. Preferably, the relationship between the bearing capacity of a single pipe pile in the current project and the static penetration parameters of the soil layer can be determined using regression analysis or a BP neural network method.

[0108] When designing the current pipe pile scheme, if the test piles have not been carried out, the pipe pile design scheme shall be determined according to the overall pipe pile bearing capacity calculation model; if the pipe pile bearing capacity calculation model of the current project has been established, then when the static penetration parameters of the soil layer near the pile position are within the distribution range of the static penetration parameters of the soil layer near the test pile or the deviation is small, the pipe pile design scheme shall be determined according to the current project pipe pile bearing capacity calculation model; if the static penetration parameters of the soil layer at some pile positions deviate greatly from the static penetration parameters of the soil layer near the test pile, the pipe pile design scheme shall be determined according to the overall pipe pile bearing capacity calculation model in priority.

[0109] After obtaining the pipe pile bearing capacity test data of the current project, especially the test data of the design test piles, the overall pipe pile bearing capacity calculation model is imported and the overall model is iteratively updated.

[0110] ③Construction module

[0111] Before the pipe pile construction, reasonable construction parameters can be determined through the construction parameter unit.

[0112] Input the preset construction process parameters in the construction parameter unit, including the pile hammer weight and drop distance, and verify the rationality of the construction parameters according to the overall construction model.

[0113] When a pipe pile test is carried out before formal construction, a current project construction model is established based on the collected test pile construction parameters and the static penetration parameters of the soil layer near the test pile.

[0114] ④Display module

[0115] The pipe pile model is coupled with the geological model according to the pile position coordinates and displayed on the display module.

[0116] During the construction of each pile, selecting a pile in the display module will display the static penetration test curve at or near that location. The total blow count and blows per meter curves for that pile will also be displayed as the construction progresses. By visually comparing the static penetration test curve with the construction record curve, changes in geological conditions and anomalies can be detected in a timely manner.

[0117] (3) Construction phase

[0118] ①Survey module

[0119] During pile construction, if the discrepancy between the static penetration test curve and the construction record curve is low, the system prompts adjustments to the geological model. If the discrepancy is high, the system issues a warning to adjust the geological model. When prompted, the survey unit and the design unit are required to ignore or confirm adjustments to the geological model and the pile model. When an adjustment warning is issued, the survey unit must confirm the geological model adjustments, which must then be confirmed by the current project's system administrator.

[0120] Adjustments to the geological model include raising or lowering the soil layer interface, the presence and extent of hard interlayers, lenses, and soft soil layers, and adjustments to the physical and mechanical parameters of the corresponding soil layers.

[0121] ②Design module

[0122] During pile construction, if the discrepancy between the static penetration test curve and the construction record curve is minimal, the system will prompt adjustments to the pile model. If the discrepancy is significant, the system will issue a warning to adjust the pile model. When prompted, the design team must either ignore or confirm the adjustment. When issued a warning, the design team must confirm the adjustment, which must be confirmed by the current project's system administrator.

[0123] Adjustments to the pipe pile model generally involve adjusting the pile length. Based on changes in the geological model, the bearing capacity calculation unit recalculates whether the single pile bearing capacity meets the design requirements. If the bearing capacity is insufficient, the pile length is increased; if the bearing capacity is significantly more than sufficient, the pile length is decreased.

[0124] ③Construction module

[0125] During the pipe pile construction process, the data acquisition unit collects the pipe pile construction data of the current project, among which the hammer count sensor collects the hammer count, the pile driving force sensor collects the pile driving force, and the penetration depth sensor collects the real-time penetration depth of the pipe pile. All data are summarized and connected to the construction parameter unit through the data acquisition instrument as the current construction parameters.

[0126] After a certain number of pipe piles have been constructed for a project, a pipe pile construction model for the project is established, combining the collected construction parameters and the static penetration test data around the constructed piles. Thereafter, with each completed pile or batch of piles, the model is iteratively optimized using the collected construction parameters. The construction process of the current project involves a continuous process of predicting and verifying the established pipe pile model, continuously expanding the database, and iterating and upgrading it.

[0127] After all the pipe pile construction of the current project is completed, the collected construction parameters and static penetration data of the current project are collected into the data set of the existing overall construction model, and optimized to form a new overall construction model for use in subsequent pipe pile projects.

[0128] ④Display module

[0129] During the construction of each pile, the CPT curve at or near the pile location is displayed synchronously with the progress of the construction. The total blow count and blow count per meter curves predicted based on the construction model are displayed alongside the actual measured total blow count and blow count per meter curves. By visually comparing the CPT curves with the construction record curves, changes in geological conditions and anomalies can be detected promptly.

[0130] When there is a certain degree of inconsistency between the changing trends of the construction record curve and the static penetration curve, a prompt or warning message is given in the display module.

Claims

1. An integrated management system for pipe pile survey, design and construction based on static penetration testing, characterized by: Including survey module, design module, construction module and display module; The survey module includes a static penetration test unit and a geological model unit; the static penetration test unit includes static penetration test parameters; the geological model unit includes a two-dimensional or three-dimensional geological model; the two-dimensional or three-dimensional geological model is established by the survey module according to the static penetration test parameters; The design module includes a pipe pile bearing capacity calculation unit and a pipe pile model unit; the pipe pile bearing capacity calculation unit includes a pipe pile bearing capacity calculation model, and the pipe pile bearing capacity calculation model includes a model for determining the ultimate bearing capacity of a single pipe pile based on static penetration parameters, and a model for determining the ultimate bearing capacity of a single pipe pile based on static penetration parameters and pipe pile construction process parameters; the pipe pile model unit includes a pipe pile model; the pipe pile model is a model that includes information on the pipe pile diameter, pile length, pile top elevation, and pile position coordinates; The construction module includes a construction parameter unit and a construction model unit; the construction parameter unit includes pipe pile construction process parameters and pipe pile construction process parameters; the construction model unit includes a construction model; the construction model is a model for predicting pipe pile construction process parameters based on static penetration parameters and pipe pile construction process parameters; The construction module also includes an input layer and an output layer. The input layer includes four neurons, X1, X2, X3, and X4, where: X1 is the depth of the pile into the soil; X2 is the sum of the average side friction resistance of the double-bridge static penetration test of each soil layer on the pile side and the product of the surface area of ​​the pile body side; X3 is the product of the average cone tip resistance of the soil layer near the pile end and the cross-sectional area of ​​the pile end; the average cone tip resistance of the soil layer near the pile end is the average of the thickness-weighted average of the probe cone tip resistance within a range of 4 times the pile diameter above the pile end plane and the average cone tip resistance within a range of 1 times the pile diameter below the pile end plane; X4 is the depth of the pile end into the sand layer; The output layer is the cumulative effective hammer energy, which is Y=ξMghN, where ξ is the comprehensive hammer efficiency coefficient, M is the weight of the pile hammer, g is the acceleration of gravity, h is the drop distance of the pile hammer, and N is the cumulative number of hammer blows. The cumulative number of hammer blows N at depth H is calculated according to this formula. H And the cumulative number of hammer blows N at depth (H-1) H-1 ,(N H -N H-1 ) is the required number of hammer blows per meter; according to this formula, the cumulative number of hammer blows N at depth H is calculated. H And the cumulative number of hammer blows N at the depth (H-0.1) H-0.1 , then 100mm / (N H -N H-0.1 ) is the penetration at that depth; Before the construction of the pipe piles, the survey module, design module, and construction module are all coupled with real-time data through static penetration parameters. That is, the survey module automatically calls the static penetration parameters to establish a geological model, the design module calculates the ultimate bearing capacity of a single pipe pile by calling the static penetration parameters, and the construction module predicts the parameters of the pipe pile construction process by calling the static penetration parameters. The survey module, design module, and construction module are all coupled with real-time data through the pipe pile construction parameters during the pipe pile construction process. That is, the survey module dynamically adjusts the soil interface position of the geological model according to the pipe pile construction process parameters, the design module dynamically determines the ultimate bearing capacity of a single pipe pile by calling the pipe pile construction process parameters and the static penetration test parameters, and the construction module dynamically adjusts the construction model according to the pipe pile construction process parameters. The display module can draw a static penetration curve according to the static penetration parameters, and can display a two-dimensional or three-dimensional geological model and a pipe pile model; the pipe pile model can be spatially displayed at a corresponding position in the two-dimensional or three-dimensional geological model.

2. The integrated management system for pipe pile survey, design and construction based on static penetration testing according to claim 1 is characterized in that: The static penetration unit also includes the soil layer name, soil layer thickness, and soil layer interface position; the pipe pile bearing capacity calculation unit also includes the pile diameter, pile length, pile top elevation, and pile position coordinates; the pipe pile construction process parameters include the pile hammer weight and drop distance, and the pipe pile construction process parameters include the number of hammer blows per meter, the total number of hammer blows, and penetration depth.

3. The integrated management system for pipe pile survey, design and construction based on static penetration testing according to claim 1 is characterized in that: The construction model includes a relationship model between the total number of hammer blows and the static penetration parameters of the pipe pile penetrating the soil layer, a relationship model between the number of hammer blows per meter and the static penetration parameters of the pipe pile penetrating the soil layer, and a relationship model between the penetration depth and the static penetration parameters of the pipe pile end penetrating the soil layer.

4. The integrated management system for pipe pile survey, design and construction based on static penetration testing according to claim 1 is characterized in that: When a single pipe pile in the pipe pile model is selected, the display module can display the static penetration curve of the adjacent pipe pile, the static penetration parameters of the corresponding soil layer, the single pile ultimate bearing capacity prediction value curve before construction of the pipe pile, as well as the predicted total number of hammer blows curve and the predicted number of hammer blows per meter curve of the pipe pile; when the pipe pile is in the construction process, the display module can also synchronously display the single pile ultimate bearing capacity construction correction value curve, the measured total number of hammer blows curve, and the measured number of hammer blows per meter curve in real time.

5. The integrated management system for pipe pile survey, design and construction based on static penetration testing according to claim 1 is characterized in that: When each single pile is constructed, the survey module automatically calls the pipe pile construction process parameters of the construction module, so that the geological model is optimized according to the pipe pile construction process parameters until all pipe piles are constructed.

6. The integrated management system for pipe pile survey, design and construction based on static penetration testing according to claim 1 is characterized in that: When each pipe pile is constructed, the design module automatically calls the pipe pile construction process parameters of the construction module, so that the pipe pile model is optimized according to the pipe pile construction process parameters until all pipe piles are constructed.

7. The integrated management system for pipe pile survey, design and construction based on static penetration testing according to claim 1 is characterized in that: The pipe pile bearing capacity calculation model includes a pipe pile bearing capacity calculation general model and a current project pipe pile bearing capacity calculation model; the construction model includes a general construction model and a current project construction model.

8. The integrated management system for pipe pile survey, design and construction based on static penetration testing according to claim 1 is characterized in that: The current project pipe pile bearing capacity calculation model is established based on the current project pipe pile bearing capacity test data and static penetration parameters; the current project pipe pile bearing capacity test data and static penetration parameters are imported into the pipe pile bearing capacity calculation overall model for iterative update.

9. The integrated management system for pipe pile survey, design and construction based on static penetration testing according to claim 1 is characterized in that: When each single pile is constructed, the construction module automatically calls the construction parameters to optimize the current project construction model according to the construction parameters until all piles are completed; after all the pipe piles of the current project are completed, the overall construction model is iteratively updated based on all the construction parameters and static penetration parameters of the current project.

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