High dam foundation shallow karst seepage prevention construction management data processing method and system

Abstract

The application discloses a high-dam foundation shallow karst seepage prevention construction management data processing method and system, relates to the technical field of data processing, and comprises the following steps: generating a grouting rate sequence according to accumulated grouting quantity, generating a pressure rate reverse change duration value in combination with grouting pressure, and mapping to a three-dimensional calculation grid to form a duration value grid field; comparing the pressure water test result after construction with the upper limit of the corresponding engineering design allowable value to form a pressure water verification grid field; and generating a seepage prevention construction space judgment grid field by synchronously propagating the two types of grid fields layer by layer. The application solves the problem that the discrete pressure water test result is easy to cross the grouting process characteristic change area when being expanded according to the spatial distance, makes the detection result after construction expand along the spatial path consistent with the actual grouting process characteristics, and improves the traceability and consistency of the spatial judgment.

Description

Technical Field

[0001] This invention relates to the field of data processing technology, specifically to a data processing method and system for construction management of shallow karst seepage prevention in high dam foundations. Background Technology

[0002] After the completion of shallow karst seepage prevention construction at the foundation of a high dam, the measured Lurong value of the test section is usually obtained through borehole water pressure testing. This measured Lurong value is then compared with the upper limit of the allowable Lurong value in the engineering design to determine whether the permeability of the corresponding test section meets the design control requirements. Due to limitations in borehole layout, test section division, and testing workload, the locations where direct testing results can be obtained typically only occupy a portion of the entire seepage prevention construction space. Therefore, construction management also requires determining whether there is a usable spatial continuity between the spaces not directly covered by the water pressure test and the existing testing locations.

[0003] Existing methods for spatially representing discrete pressure water test results often rely on proximity, spatial interpolation, or direct extension of results to adjacent grids. However, fissures, dissolution channels, and localized filling spaces in shallow karst dam foundations exhibit significant heterogeneity, and close spatial distances do not necessarily indicate a continuous state of grout entering the formation during grouting. Especially during actual grouting, grouting pressure and grouting volume per unit time may vary depending on the effective flow space. For example, if the geometric distance between two post-construction pressure water test locations is small, and the test results at one location meet design requirements, but a grouting section between them consistently shows decreasing grouting pressure and increasing grouting rate during construction, this indicates that the construction process characteristics at that location are inconsistent with the continuous state assumed solely based on spatial distance. If results from adjacent test locations are still directly extended to this location, the test results may cross areas where the actual construction process characteristics change significantly.

[0004] On the other hand, grouting pressure and cumulative grouting volume are construction process data and cannot directly replace the results of post-construction water pressure testing. If we directly determine whether untested spaces meet design requirements based solely on a pressure value, a grouting volume, or a simple combination of both during construction, it would confuse the technical roles of construction process information and post-construction quality inspection information. Therefore, the core issue is not how to improve the calculation accuracy of a single type of construction data, but rather how to constrain the three-dimensional spatial path that can be extended from discrete post-construction water pressure testing results using data reflecting continuous changes during the actual grouting process, without directly using construction process data as quality inspection results. This would ensure that spatial determination has direct post-construction testing basis while avoiding simply traversing areas with significantly different construction process characteristics based on geometric distance. Summary of the Invention

[0005] This invention provides a data processing method and system for construction management of shallow karst seepage prevention in high dam foundations, which solves the problem that when the results of pressure water tests after construction are discretely distributed in the construction space of shallow karst seepage prevention in high dam foundations, simply expanding the test results according to spatial distance can easily cross the area where the characteristics of the actual grouting process change.

[0006] This invention provides a data processing method for construction management of shallow karst seepage prevention in high dam foundations, comprising: generating a grouting rate sequence based on the cumulative grouting volume sampling value and sampling time; generating a pressure rate inverse change duration value based on the grouting rate sequence and grouting pressure sequence; determining the three-dimensional computational grid traversed by the grouting section based on the three-dimensional spatial range of the grouting section and the three-dimensional computational grid; generating a pressure rate inverse change duration value grid field based on the pressure rate inverse change duration value and the three-dimensional computational grid traversed by the grouting section; determining the three-dimensional computational grid traversed by the post-construction pressure test section based on the spatial range of the post-construction pressure test section and the three-dimensional computational grid; obtaining the corresponding upper limit of the allowable Lurong value in the engineering design based on the three-dimensional computational grid traversed by the post-construction pressure test section and the engineering design control data; generating a pressure test verification grid field based on the measured Lurong value and the corresponding upper limit of the allowable Lurong value in the engineering design; and simultaneously propagating the pressure rate inverse change duration value grid field and the pressure test verification grid field layer by layer to generate a seepage prevention construction space determination grid field.

[0007] Optionally, generating a grouting rate sequence based on the cumulative grouting volume sample value and the sampling time includes: stably sorting the cumulative grouting volume sample values ​​according to the sampling time; when there are multiple valid cumulative grouting volume sample values ​​at the same sampling time, retaining the last cumulative grouting volume sample value in the sampling order to obtain the valid cumulative grouting volume sample value; generating grouting rate values ​​based on adjacent valid cumulative grouting volume sample values ​​and corresponding sampling times, and using the next sampling time as the timestamp of the grouting rate value; arranging the grouting rate values ​​according to the timestamps of the grouting rate values ​​to generate a grouting rate sequence.

[0008] Optionally, generating grouting rate values ​​includes: when the subsequent effective cumulative grouting volume sample value is not less than the previous effective cumulative grouting volume sample value, generating grouting rate values ​​based on adjacent effective cumulative grouting volume sample values ​​and corresponding sampling times; when the subsequent effective cumulative grouting volume sample value is less than the previous effective cumulative grouting volume sample value, determining the sampling position corresponding to the subsequent effective cumulative grouting volume sample value as the cumulative metering start point; continuing to generate grouting rate values ​​after the cumulative metering start point, without generating grouting rate values ​​that cross the cumulative metering start point.

[0009] Optionally, generating a pressure rate inverse change duration value based on the grouting rate sequence and the grouting pressure sequence includes: arranging the grouting pressure sequence stably according to the sampling time, retaining the last value in the sampling order when multiple valid grouting pressure sampling values ​​exist at the same sampling time, to obtain an effective grouting pressure sequence; directly taking values ​​or linearly interpolating at the grouting rate timestamp based on the grouting rate sequence and the effective grouting pressure sequence to obtain a grouting pressure sequence corresponding to the grouting rate timestamp; and generating a pressure rate inverse change duration value based on the grouting rate sequence and the grouting pressure sequence corresponding to the grouting rate timestamp.

[0010] Optionally, generating a pressure rate reverse change duration value includes: determining the grouting pressure change direction based on adjacent grouting pressure values ​​in the grouting pressure sequence corresponding to the grouting rate timestamp and the grouting pressure sampling resolution; determining the grouting rate quantization change limit based on the cumulative grouting volume sampling resolution and the actual time interval; determining the grouting rate change direction based on adjacent grouting rate values ​​in the grouting rate sequence and the grouting rate quantization change limit; and generating a pressure rate reverse change duration value based on the grouting pressure change direction and the grouting rate change direction.

[0011] Optionally, a pressure-rate inverse change duration value is generated based on the direction of grouting pressure change and the direction of grouting rate change, including: accumulating consecutive adjacent time intervals when grouting pressure increases and grouting rate decreases to generate a positive pressure-rate inverse change duration value; accumulating consecutive adjacent time intervals when grouting pressure decreases and grouting rate increases to generate a negative pressure-rate inverse change duration value; ending the current accumulation when the inverse change relationship is interrupted, and saving different continuous accumulation processes separately.

[0012] Optionally, when generating the grid field of pressure rate reverse change duration values, the reverse change duration value of the grouting segment is first determined, including: sorting the non-zero pressure rate reverse change duration value of a grouting segment and the corresponding continuous cumulative end time to determine the reverse change duration value of the grouting segment, wherein the segments are first sorted in descending order of absolute duration value, and if the absolute values ​​are the same, they are sorted in descending order of continuous cumulative end time; the three-dimensional computational grid through which the grouting segment passes is determined based on the reverse change duration value of the grouting segment and the three-dimensional spatial range of the grouting segment.

[0013] Optionally, generating a grid field of pressure rate reverse change duration values ​​includes: obtaining the reverse change duration value of the grouting segment corresponding to the three-dimensional computational grid through which the grouting segment passes and the reverse change duration value of the grouting segment; determining the pressure rate reverse change duration value based on multiple reverse change duration values ​​of the grouting segment corresponding to the same three-dimensional computational grid and the construction completion time of the corresponding grouting segment, wherein the values ​​are first arranged in descending order of absolute value, and if the absolute values ​​are the same, they are arranged in descending order of construction completion time; and arranging the pressure rate reverse change duration values ​​according to the three-dimensional computational grid number to generate a grid field of pressure rate reverse change duration values.

[0014] Optionally, generating a pressure test grid field includes: determining the three-dimensional computational grid through which the pressure test section passes after construction based on the spatial range of the pressure test section and the three-dimensional computational grid; obtaining the upper limit of the allowable Lurong value in the corresponding engineering design based on the three-dimensional computational grid through which the pressure test section passes and the engineering design control data; determining the compliance verification grid when the measured Lurong value does not exceed the upper limit of the allowable Lurong value in the corresponding engineering design; determining the excess verification grid when the measured Lurong value exceeds the upper limit of the allowable Lurong value in the corresponding engineering design; and generating a pressure test grid field based on the compliance verification grid and the excess verification grid.

[0015] Optionally, generating a pressure water verification grid field includes: when the same three-dimensional computational grid corresponds to multiple post-construction pressure water test results, retaining the post-construction pressure water test result with the latest test completion time based on the multiple post-construction pressure water test results and the test completion time; when there are multiple retained post-construction pressure water test results, retaining the post-construction pressure water test result with the largest measured Lurong value based on the measured Lurong value; and generating a pressure water verification grid field based on the retained post-construction pressure water test results and the corresponding upper limit of the Lurong value allowed by the engineering design.

[0016] Optionally, synchronous layer-by-layer propagation includes: based on the compliance verification grid and the grid field of pressure rate reverse change duration, propagating layer by layer only along the adjacent three-dimensional computational grids of the common surface with positive pressure rate reverse change duration to generate a compliance space judgment grid; based on the exceedance verification grid and the grid field of pressure rate reverse change duration, propagating layer by layer only along the adjacent three-dimensional computational grids of the common surface with negative pressure rate reverse change duration to generate an exceedance space judgment grid; generating a seepage prevention construction space judgment grid field based on the compliance space judgment grid and the exceedance space judgment grid; and writing all candidate results of each propagation layer together after they are all generated, with the new judgment grid of this layer participating in the propagation from the next propagation layer.

[0017] A data processing system for construction management of shallow karst seepage prevention in high dam foundations is also provided. The system is used to implement a data processing method for construction management of shallow karst seepage prevention in high dam foundations, including: a grouting rate processing module for generating a grouting rate sequence based on the cumulative grouting volume sampling value and sampling time; a pressure rate reverse change duration value processing module for generating a pressure rate reverse change duration value based on the grouting rate sequence and grouting pressure sequence; a grouting section spatial mapping module for generating a pressure rate reverse change duration value grid field based on the pressure rate reverse change duration value and the three-dimensional spatial range of the grouting section; a pressure water verification spatial mapping module for generating a pressure water verification grid field based on post-construction pressure water test data and engineering design control data; and a seepage prevention spatial propagation module for generating a seepage prevention construction spatial judgment grid field based on the pressure rate reverse change duration value grid field and the pressure water verification grid field.

[0018] The beneficial effects of this invention are reflected in:

[0019] This invention first generates a grouting rate sequence based on adjacent increments of cumulative grouting volume and corresponding actual time intervals, and obtains the corresponding grouting pressure at the grouting rate timestamp. Further, it separates the continuous time intervals of increasing cumulative grouting pressure and decreasing grouting rate, and decreasing grouting pressure and increasing grouting rate, forming a pressure-rate reverse change duration value with directional information. Compared to directly weighting grouting pressure, cumulative grouting volume, or grouting rate, this process only utilizes the change direction of each construction physical quantity and continuous actual time, without directly adding data of different dimensions, while retaining the duration and direction of different reverse change processes. Then, through determining the reverse change duration value of the grouting segment and mapping a three-dimensional computational mesh, the continuous construction process characteristics in the time series are transformed into mesh attributes that can participate in three-dimensional spatial processing, thereby providing a data basis corresponding to the actual grouting process for limiting the spatial expansion path of subsequent detection results.

[0020] Furthermore, this invention does not generate post-construction quality conclusions independently based on the duration of the reverse change in pressure rate. Instead, it maps the post-construction water pressure test section to the same three-dimensional computational grid. Based on the measured Lurong value and the corresponding upper limit of the allowable Lurong value in the engineering design, it forms compliance verification grids and exceedance verification grids, using these two types of directly detectable grids as propagation seeds. Compliance verification results propagate layer by layer along adjacent grids on a common surface where the duration of the reverse change in pressure rate is positive, while exceedance verification results propagate layer by layer along adjacent grids on a common surface where the duration of the reverse change in pressure rate is negative. Grids that do not meet the corresponding construction process conditions block propagation; grids not reached by any verification seed along the allowed path remain undetermined. Thus, the post-construction water pressure test serves as a direct detection basis, and the grouting construction process data serves as a spatial path constraint, avoiding unconditional interpolation or expansion of discrete detection results based solely on spatial distance. Synchronous layer-by-layer propagation ensures that each propagation layer is calculated based on the unified grid state after the previous propagation layer has ended. New results in this layer only participate in the propagation from the next layer onwards, thereby reducing the impact of the order of grid traversal on the spatial judgment results and enabling repeatable three-dimensional construction management judgment results to be obtained from the same valid input data. Attached Figure Description

[0021] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the accompanying drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. In all the drawings, similar elements or parts are generally identified by similar reference numerals. In the drawings, the elements or parts are not necessarily drawn to scale.

[0022] Figure 1 This is a schematic diagram illustrating the steps of the data processing method for construction management of shallow karst seepage prevention in high dam foundations according to the present invention; Figure 2This is a schematic diagram of some steps in step S1 of the data processing method for construction management of shallow karst seepage prevention in the foundation of a high dam according to the present invention; Figure 3 This is a schematic diagram of some steps in step S2 of the data processing method for construction management of shallow karst seepage prevention in the foundation of a high dam according to the present invention; Figure 4 This is a schematic diagram of some steps in step S3 of the data processing method for construction management of shallow karst seepage prevention in the foundation of a high dam according to the present invention; Figure 5 This is a schematic diagram of some steps in step S4 of the data processing method for construction management of shallow karst seepage prevention in the foundation of a high dam according to the present invention; Figure 6 This is a schematic diagram of the module structure and data flow of the data processing system for construction management of shallow karst seepage prevention in the foundation of a high dam according to the present invention. Detailed Implementation

[0023] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. It should be understood that the described embodiments are only some embodiments of the present invention, and not all embodiments. The components of the embodiments of the present invention described and shown in the accompanying drawings can generally be arranged and designed in various different configurations.

[0024] Therefore, the following detailed description of the embodiments of the invention provided in the accompanying drawings is not intended to limit the scope of the claimed invention, but merely to illustrate selected embodiments of the invention. All other embodiments obtained by those skilled in the art based on the embodiments of the invention without inventive effort are within the scope of protection of the invention.

[0025] It should be noted that similar labels and letters in the following figures indicate similar items; therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures. Furthermore, the terms "first," "second," etc., are used only to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0026] This invention provides a data processing method for construction management of shallow karst seepage prevention in high dam foundations, such as... Figure 1 As shown, in one embodiment, the method includes: S1. Generate a grouting rate sequence based on adjacent increments of cumulative grouting volume and corresponding time intervals. Obtain the corresponding grouting pressure at the timestamp of the grouting rate sequence. The continuous time when the cumulative grouting pressure increases and the grouting rate decreases, and the continuous time when the grouting pressure decreases and the grouting rate increases, are recorded as positive and negative, respectively, to obtain the duration of the reverse change in pressure rate. S2. For each grouting segment, determine the reverse change duration value of the grouting segment from the corresponding non-zero pressure rate reverse change duration value, and map it to the three-dimensional computational grid through which the grouting segment passes, generating a grid field of pressure rate reverse change duration value. S3. Map the post-construction water pressure test section to a three-dimensional computational grid, and generate a compliance verification grid or an over-limit verification grid based on the comparison between the measured Lu Rong value and the corresponding upper limit of the Lu Rong value allowed by the engineering design. S4. Using the compliance verification grid and the over-limit verification grid as propagation seeds, the adjacent three-dimensional computational grids that change in the opposite direction of the pressure rate with positive and negative values ​​are propagated synchronously layer by layer. The three-dimensional computational grids that are not propagated to remain undetermined, thus generating a seepage prevention construction space determination grid field.

[0027] In this embodiment, the pressure rate reverse change duration value is a data name set to describe the opposite change direction of grouting pressure and grouting rate within a continuous time range. Specifically, it represents the cumulative positive duration obtained when grouting pressure increases and grouting rate decreases, or the cumulative negative duration obtained when grouting pressure decreases and grouting rate increases. Its absolute value represents the actual time during which the corresponding reverse change relationship is continuously maintained. The positive and negative signs are only used to distinguish the change direction of the two types of construction processes and do not represent the positive or negative of grouting pressure, grouting rate, or project quality itself.

[0028] Specifically, the reverse change duration value of a grouting segment is a unique signed duration determined according to a unified sorting rule from all the non-zero pressure rate reverse change duration values ​​corresponding to a grouting segment. It is used to convert multiple continuous reverse change processes that may exist within a grouting segment into single-value data that can be mapped in three-dimensional space. The pressure rate reverse change duration value grid field is a set of three-dimensional spatial data that stores the unique pressure rate reverse change duration value or the state without non-zero duration value of each grid according to a unified three-dimensional computing grid number.

[0029] Furthermore, the compliance verification grid refers to a three-dimensional computational grid directly covered by post-construction pressure testing and whose measured Lloyd's Law value does not exceed the upper limit of the allowable Lloyd's Law value in the corresponding engineering design; the limit-exceeding verification grid refers to a three-dimensional computational grid directly covered by post-construction pressure testing and whose measured Lloyd's Law value exceeds the upper limit of the allowable Lloyd's Law value in the corresponding engineering design. Both the compliance verification grid and the limit-exceeding verification grid are derived from direct post-construction testing data and are not generated separately from grouting pressure or grouting rate.

[0030] Specifically, the "compliant space determination" indicates that the 3D computational grid directly belongs to the compliance verification grid, or is the construction management space state formed after starting from the compliance verification grid and arriving at the location according to the propagation path specified in this method; the "exceeding the limit space determination" adopts the corresponding logic. "Undetermined" indicates a state that has neither direct post-construction water pressure verification results nor has it been reached by the corresponding propagation path. The above space determination is used for the expression of construction management data and does not equate the propagated spatial state with a re-implementation of a water pressure test at a location that was not directly detected.

[0031] Furthermore, adjacent 3D computational grids with a common surface refer to two 3D computational grids that share a common surface with an area greater than zero. Sharing only a common edge or common point does not constitute a propagation adjacency relationship in this method. An effective computational segment represents the data interval within which the cumulative grouting volume can continuously generate grouting rate values ​​in chronological order within the same cumulative metering period. A continuity breakpoint represents a time boundary established due to the restart of cumulative metering, missing key sampling data, or other situations that prevent the continuity of data between different time periods from being proven. Data on both sides of a continuity breakpoint does not cross the duration of the reverse change in cumulative pressure rate at that location.

[0032] In S1, the input data includes cumulative grouting volume records and grouting pressure records generated during the construction of the same grouting section. The cumulative grouting volume record must include at least the grouting section identifier, sampling time, cumulative grouting volume sample value, data status, and record order information that can determine the original acquisition sequence. The grouting pressure record must include at least the grouting section identifier, sampling time, grouting pressure sample value, data status, and record order information. The system first performs validity checks, time sorting, and duplicate time processing on the cumulative grouting volume records. Then, based on adjacent valid cumulative grouting volume sample values ​​and corresponding actual time intervals, it generates the grouting rate, thereby converting the cumulative volume data into construction process data with a clear actual time scale.

[0033] Specifically, this method does not preset control values ​​for grouting construction pressure, grouting flow rate, or cumulative grouting volume, nor does it adjust the control parameters of the construction equipment in reverse based on subsequent spatial determination results. Both grouting pressure and cumulative grouting volume are read from existing valid construction records, and their construction control values ​​should be determined by the current engineering design documents, grouting test results, and construction technical requirements. This method only processes actual records. The current National Standards Information Public Service Platform lists SL / T62—2020 "Technical Specification for Cement Grouting Construction of Hydraulic Structures" as the current water conservancy industry standard. Therefore, the engineering data source can be formed according to the current applicable standards and approved documents for the project. This method does not use the pressure or flow rate values ​​in the examples to replace the engineering design control parameters.

[0034] Furthermore, after obtaining the grouting rate sequence, the system uses the timestamp of each grouting rate value as the time position to obtain the corresponding grouting pressure. When the timestamp coincides with the effective grouting pressure sampling time, the pressure sampling value is directly used; when the timestamp is between two consecutive effective pressure sampling times and there is no data interruption, linear interpolation is performed; when no effective pressure data can be obtained, the corresponding time position is deleted, forming a continuity breakpoint. Subsequently, the actual resolution of pressure acquisition and cumulative grouting volume acquisition is used to exclude small variations that can be explained by acquisition quantization, and then the two types of inverse pressure rate change relationships are identified according to the continuous time sequence.

[0035] Specifically, S1 does not directly weight, divide, or sum the grouting pressure and grouting rate values ​​after dimensionless conversion, but instead determines the direction of change for each type of data separately. This is because pressure and grouting rate are different physical quantities; directly combining them linearly requires additional weighting and scale conversion parameters, which can easily lead to results dependent on human parameters. Using the direction of change and actual duration allows for the formation of the signed construction process attributes required for subsequent spatial propagation while preserving the meaning of the original physical quantities.

[0036] In S2, to address the issue that a grouting segment may generate multiple reverse pressure rate change duration values, the system collects all non-zero pressure rate reverse pressure rate change duration values ​​according to the grouting segment identifier. It first compares the absolute values ​​of the durations, then compares the end times of the continuous cumulative process, thereby determining the reverse change duration value for a grouting segment. Grouting segments without non-zero pressure rate reverse change duration values ​​are not manually assigned positive or negative values, nor are non-zero grouting segment reverse change duration values ​​written to the 3D computational mesh.

[0037] Specifically, after obtaining the duration of the reverse change in the grouting section, the system unifies the spatial data of the construction area to the same engineering spatial coordinate reference, establishes a three-dimensional computational grid, determines the actual spatial interval of the grouting section based on the spatial location of the grouting hole, the actual drilling trajectory, and the start and end depths of the grouting section, and then obtains the three-dimensional computational grid traversed by the grouting section through three-dimensional geometric intersection processing. A grouting section can be mapped to multiple grids, but the duration of the reverse change in the grouting section written into each grid remains the same.

[0038] Furthermore, a three-dimensional computational grid may be traversed by multiple grouting segments from different construction periods. Instead of directly summing the duration values ​​of the reverse changes in multiple grouting segments, the system first compares the absolute values ​​of the durations. If the absolute values ​​are the same, it then compares the construction completion times. A stable and unique record identifier eliminates cases of complete overlap, ensuring that each three-dimensional computational grid obtains a unique duration value for the reverse change in pressure rate. This process avoids the cancellation of durations with different signs due to mathematical addition, and also prevents the database return order from altering the grid properties.

[0039] In S3, the input data includes post-construction pressure water test records and currently valid design control data for the project. Post-construction pressure water test records must include at least the spatial location of the test borehole, the spatial range of the test section, the test completion time, the measured Lurong value, and the test's valid status. Design control data must include at least the spatial range of the design control zones and the upper limit of the allowable Lurong value for each design control zone. The system uses the same engineering spatial coordinate benchmark and three-dimensional computational grid as S2, enabling spatial correlation between construction process data and post-construction testing data through the same grid number.

[0040] Specifically, this method does not automatically generate Lurong values, nor does it change the pressure stage, test section length, stability criteria, or data processing methods of the on-site pressure test. Instead, it reads the measured Lurong values ​​already generated according to the valid test procedures and quality inspection documents applicable to the current project. The National Standards Information Public Service Platform shows that SL / T31.1—2025, "In-situ Test Procedure for Soil and Rock Permeability of Water Conservancy and Hydropower Engineering Part 1: Borehole Pressure Test," was implemented on December 29, 2025, replacing SL31—2003. Therefore, when implementing this method, the currently valid test records used in the project should be read, rather than continuing to use the replaced standard as the sole data rule. The current procedure still uses Lurong as the unit of rock permeability; therefore, using the measured Lurong value as the input for post-construction pressure testing is consistent with the data expression method for this type of project.

[0041] Furthermore, for each three-dimensional computational grid traversed by the post-construction pressure test section, the system reads the corresponding upper limit of the allowable Lu Rong value according to the design control zone where the grid is located. The upper limit of the allowable Lu Rong value is an engineering design control parameter, not a preset algorithm threshold of this method. When different design control zones have different allowable upper limits, the design control value corresponding to each grid is used separately, and the control value of one zone is not automatically extended to another zone.

[0042] Specifically, mapping the measured Lurong value of the same post-construction pressure test section to multiple grids does not mean that an independent Lurong value for each grid was measured separately through a pressure test. Rather, it means that the measured results of the test section cover the spatial range of these grids and serve as a direct detection basis for subsequent propagation. If the same test section spans different design control zones, the measured Lurong value of the same test section can be compared with the upper limit of the allowable Lurong value corresponding to the engineering design of different grids. Therefore, different design compliance states are allowed under different design requirements.

[0043] In S4, the system loads the grid field of the reverse change in pressure rate and the water pressure verification results, establishing common surface adjacency relationships according to the three-dimensional computational grid geometry topology. Before propagation begins, the compliance verification grid is initialized as a compliance space determination and added to the compliance propagation seed set; the exceedance verification grid is initialized as an exceedance space determination and added to the exceedance propagation seed set; other grids are initialized as undetermined. The verification results formed by direct detection are not rewritten by subsequent propagation results.

[0044] Specifically, compliance propagation begins at the compliance verification grid or a grid that has already obtained compliance space determination, and only allows entry into adjacent grids of undetermined common surfaces with a positive pressure rate reverse change duration value; over-limit propagation only allows entry into adjacent grids of undetermined common surfaces with a negative pressure rate reverse change duration value. Grids without a non-zero pressure rate reverse change duration value do not participate in either type of propagation. The propagation condition only checks the sign of the pressure rate reverse change duration value of the target grid, and does not require the direct verification seed itself to have the same construction process sign as the verification result. Therefore, the direct detection result will not be rejected due to construction process data.

[0045] Furthermore, the propagation process employs synchronous, layer-by-layer processing. At the start of each propagation layer, the fixed mesh state from the previous layer is read. All candidate results in this layer are generated based on the same state. Newly formed mesh states in this layer are only written in after all candidate processing is complete, and then participate in propagation from the next layer onwards. This process separates the mesh traversal order from the propagation results, ensuring a consistent propagation level when using the same layer state in both single-threaded traversal by number and multi-threaded parallel processing.

[0046] Specifically, in the pressure rate reverse change duration grid field, each grid ultimately retains only one signed duration value. Therefore, a normal target grid will not simultaneously satisfy both positive and negative propagation conditions. The protective branch used in the previous draft to handle simultaneous reception of two types of propagation at the same layer of the same grid is considered an unreachable normal state under the single-valued grid model, and this implementation has removed this branch. If the input database abnormally stores multiple conflicting single-valued records of the same grid, they should be sorted according to the uniqueness rules in S2 or S3 before propagation is initiated; data anomalies should not be treated as normal spatial propagation mechanisms.

[0047] In summary, the data processing method for the construction management of shallow karst seepage prevention in the foundation of high dams involves several steps. First, the grouting rate is generated by the cumulative incremental grouting volume and the actual time interval. Effective grouting pressure is obtained through a unified time location. Simultaneously, the actual sampling resolution of the equipment and the data continuity record are used to eliminate spurious continuity caused by quantitative fluctuations, recalculation of measurements, and data interruptions, thereby generating and storing the pressure rate reverse change duration values ​​for both direction and continuous actual time. Furthermore, through deterministic sorting at the grouting segment level and the three-dimensional computational grid level, the construction time process is transformed into a unique three-dimensional spatial construction process attribute. Further, post-construction pressure water tests are used to form compliance verification grids and exceedance verification grids with direct detection sources, and the upper limit of the allowable Lvrong value in the engineering design is used as the basis for design compliance comparison. Thus, using direct detection data as propagation seeds and the sign of the pressure rate reverse change duration value as path constraints, three spatial states—compliance space judgment, exceedance space judgment, and unjudged—are generated through common surface adjacency relationships and synchronous layer-by-layer propagation.

[0048] In one implementation, such as Figure 2 As shown, S1 includes:

[0049] S11. Organize the cumulative grouting volume records according to the sampling time, process the repeated sampling time and the cumulative metering recalculation position, and generate the grouting rate sequence based on the adjacent valid cumulative grouting volume sampling values ​​and the corresponding actual time interval.

[0050] S12. Organize the grouting pressure records according to the sampling time, obtain the corresponding grouting pressure directly or by interpolation at each grouting rate timestamp, and establish continuity breakpoints for time positions where there is no continuous effective pressure data.

[0051] S13. Determine the direction of grouting pressure change and grouting rate change based on the grouting pressure sampling resolution and the cumulative grouting volume sampling resolution. Accumulate the actual time for the two types of continuous reverse change relationships to generate the pressure-rate reverse change duration value.

[0052] In S11, a valid cumulative grouting volume record refers to a data record whose sampling time can be parsed, whose cumulative grouting volume field contains a valid value, whose record has not been marked as faulty, invalid, or missing by the original data acquisition system or construction quality data management system, and whose record can be assigned to a unique grouting section through the grouting section identifier. This method does not set a separate maximum cumulative grouting volume as a filtering threshold to avoid erroneously deleting the real large injection volume under strong karst grout absorption conditions; in cases of equipment exceeding the measurement range, communication failure, or manual confirmation of invalidation, the original data quality status is used first for identification. For example, if a cumulative grouting volume record has a valid data status, a sampling time of 10 seconds, and a cumulative grouting volume of 10L, it will proceed to subsequent calculations; if another record at the same time has been marked as invalid by the construction database, even if it has saved a value, it will not participate in the calculation.

[0053] Specifically, the data acquisition order prioritizes the record sequence numbers generated by the automatic grouting recording equipment or the original construction database. When no independent record sequence number exists, the record order in the immutable original data file or the log writing order is used, and the temporary row order returned by subsequent queries is not used. When multiple valid cumulative grouting volume records exist at the same sampling time, the record last in the acquisition order is retained to allow valid correction records written after the same sampling time to overwrite earlier records. For example, if two valid records, 18L and 19L, are saved sequentially at the same 20-second time position, and the original record order indicates that 19L is the later-written record, then subsequent calculations will use 19L. This selection does not change with the database read order.

[0054] Furthermore, the units of measurement for cumulative grouting volume and time are not preset constants in the algorithm. Instead, they are read from data source field definitions, interface metadata, or equipment configuration records, and then uniformly converted to the engineering units used in this calculation. Unit conversion only changes the numerical scale, not the original physical quantity. For example, the original system might save a certain cumulative grouting volume as 0.02m. 3 The corresponding interface metadata is explicitly measured in megabytes (m). 3 After conversion to data in L units, we get 20L; if the original timestamps differ by 10000ms, and the time unit metadata indicates that the field uses ms, then the time interval after the unified conversion will be 10s.

[0055] Specifically, for two adjacent valid cumulative grouting volume sampling values, the grouting rate value is obtained using a uniquely retained mathematical expression:

[0056]

[0057] In the above formula, Indicates by the first The first effective cumulative grouting volume sampling value and the first The grouting rate value is formed by the effective cumulative grouting volume sampling value; Indicates the first One effective cumulative grouting volume sampling value; Indicates the first One effective cumulative grouting volume sampling value; Indicates the first Sampling time for each effective cumulative grouting volume; Indicates the first Sampling time for each effective cumulative grouting volume; This indicates the sequence number of the effective cumulative grouting volume records arranged according to the sampling time within the same effective calculation segment. and Sourced from cumulative grouting volume records. and Derived from the corresponding sampling time, It is calculated directly from the above inputs without setting additional empirical coefficients.

[0058] Furthermore, the calculation process first obtains the increase in two adjacent valid cumulative sample values, then obtains the corresponding actual time interval, and finally converts the cumulative increase into grout volume per unit time. Each grouting rate value uses the sampling time of the subsequent cumulative grouting volume that forms that value as the grouting rate timestamp, while simultaneously saving the previous and subsequent sampling times. Using the subsequent sampling time is the data positioning rule of this method, not an engineering control parameter; its purpose is to ensure that each rate corresponds to a completed actual sampling interval. For example, if the cumulative grouting volume increases from 0L to 10L between 0s and 10s, a grouting rate of 60L / min is obtained, and 10s is used as the timestamp for this rate.

[0059] Specifically, when the subsequent cumulative grouting volume sample value equals the previous cumulative grouting volume sample value, a grouting rate of 0 is generated; when the subsequent cumulative grouting volume sample value is less than the previous cumulative grouting volume sample value, a negative grouting rate is not generated across that position, and the subsequent sampling position is taken as the new cumulative metering starting point. Here, the cumulative metering starting point only indicates the position where this data processing method restarts the cumulative differential calculation, and does not forcibly determine whether the decrease in cumulative volume is caused by instrument zeroing, metering cycle switching, or confirmed data correction. For example, if the cumulative volume records are 0L, 10L, 19L, 2L, 2L, and 9L sequentially, then from 19L to 2L, no negative rate is calculated; the next 2L is taken as the new calculation benchmark, and subsequently, the same cumulative value forms a 0 rate. From 2L to 9L, a new positive grouting rate is generated according to the actual time interval.

[0060] Furthermore, the time between different effective calculation segments is not included in the duration of pressure rate reverse change. For example, if the last effective rate timestamp before the cumulative amount is recalculated is 30 seconds, and the first new effective rate timestamp after the recalculation is 50 seconds, although the two timestamps differ numerically by 20 seconds, this time belongs to the interval between two different effective calculation segments and is not considered as continuous reverse change time. This rule solves the problem of mistaking missing time as continuous construction change time after the cumulative measurement is interrupted or reset.

[0061] In S12, a valid grouting pressure record refers to a data record whose sampling time can be parsed, whose pressure field contains a valid value, whose original record has not been marked as faulty, invalid, or missing, and which can be assigned to a unique grouting section. The grouting pressure value itself is not filtered by the algorithm using fixed upper and lower limits; whether the pressure meets the allowable construction range is the responsibility of the engineering grouting control system and construction quality management requirements. This method reads the actual pressure that has been confirmed as valid from the construction quality data source. For example, if a construction record saves 0.34 MPa in 20 seconds and its status is valid, it can be used for time-based interpolation; if another record saves 0.35 MPa but its status is faulty, it will not be used for pressure interpolation.

[0062] Specifically, pressure records are also stably sorted according to sampling time. When multiple valid pressure records exist at the same time, the last record in the acquisition sequence is retained. For two pressure sampling records to be determined as consecutive valid records capable of supporting interpolation, in addition to being adjacent in the valid pressure record sequence, the original acquisition link must not have a clear data interruption, device offline, or packet loss state between them. If the pressure acquisition system has a fixed sampling period, the sampling period in the device configuration is also read to check for missing required sampling records, without additionally setting empirical time thresholds. For example, if the pressure device configuration record indicates that pressure data is saved every 5 seconds, and there are already consecutive valid records at 10s and 15s with no required sampling time in between, then interpolation can be supported. However, if a valid record jumps directly from 10s to 25s, and both 15s and 20s have missing measurement markers, then these two records are not used as interpolation endpoints across the missing measurement interval.

[0063] Furthermore, when the pressure acquisition device uses a non-fixed period or event-triggered recording method, a fixed sampling period is not forcibly applied. Instead, the device record sequence number, data continuity status, or data packet integrity status are read to determine whether an interruption exists. If the data source has neither a fixed sampling period nor sufficient status information to determine the continuity of the record, pressure interpolation is not performed across obviously missing intervals. Instead, the time position where continuity cannot be confirmed is taken as the continuity breakpoint. For example, if the consecutive sequence numbers of the event-triggered pressure record are 108 and 109, and the recording system has no interruption status, then these two can be considered as consecutive records. If the sequence number jumps directly from 108 to 112 and intermediate records cannot be obtained, then the corresponding interval is not interpolated across.

[0064] Specifically, when the grouting rate timestamp coincides with the sampling time of the effective pressure record, the corresponding pressure is directly used. When the timestamp lies between two consecutive effective pressure records, linear interpolation is performed based on the relative time position of the timestamp between the two pressure sampling times. In linear interpolation, the closer the time position is to the previous pressure sampling time, the closer the interpolation result is to the previous pressure value; the closer the time position is to the subsequent pressure sampling time, the closer the interpolation result is to the subsequent pressure value. For example, if the effective pressure is 0.30 MPa at 10s and 0.40 MPa at 20s, and the corresponding grouting rate timestamp is 15s, since this time is located in the middle of the two time points, the interpolated pressure is 0.35 MPa.

[0065] Furthermore, if the grouting rate timestamp is outside the effective pressure recording range, there is no effective pressure data on either side, or there is a confirmed data interruption in the interval, the time position should be deleted and a continuity breakpoint established. After deletion, the two remaining time positions before and after the breakpoint must not be considered continuous again. For example, if the original time positions are 20s, 30s, and 40s, and effective pressure cannot be obtained at 30s due to missing pressure data, then after deleting 30s, 20s and 40s cannot be directly combined into a continuous reverse variation interval of 20s. This rule avoids linear interpolation or data deletion artificially amplifying the duration.

[0066] In section S13, the grouting pressure sampling resolution is directly obtained from the sensor calibration records, equipment technical parameters, or data interface metadata that generated the corresponding pressure records. This represents the smallest record step size that the pressure acquisition link can distinguish. When changing equipment during pressure sampling, the entire grouting section is not simply unified to a fixed resolution. Instead, each pressure record is associated with the resolution of the equipment actually used at that time. When comparing adjacent pressure values, the coarser change scale between the corresponding resolutions of the two records is used as a conservative comparison basis. For example, if the previous pressure record used a device with a resolution of 0.01 MPa, and the next record uses a device with a resolution of 0.02 MPa, then the judgment of adjacent pressure changes uses a comparison scale of 0.02 MPa to avoid judging smaller changes that the next device cannot reliably distinguish as true pressure changes.

[0067] Specifically, when the absolute value of the pressure difference between adjacent pressures is no greater than the pressure sampling resolution scale used for the current comparison, it is treated as unchanged. Only when it strictly exceeds this scale is it considered an increase or decrease according to the actual direction. For example, if two adjacent pressure values ​​are 0.30 MPa and 0.31 MPa, and the pressure sampling resolution scale used for the current comparison is 0.01 MPa, the change is exactly equal to the sampling resolution scale, so it is treated as unchanged. If the latter pressure is 0.33 MPa, the change is 0.03 MPa, then it is considered a valid increase. This boundary rule remains consistent throughout the entire calculation task.

[0068] Furthermore, the cumulative grouting volume sampling resolution is obtained according to the same data source rules as the pressure sampling resolution and corresponds to each cumulative grouting volume sampling record. When the cumulative grouting volume sampling equipment is replaced, each original sampling point continues to use its corresponding equipment resolution, rather than simply using the maximum value for the entire grouting section. This avoids the over-passivation of higher-resolution data in the later stages of construction due to the use of coarser instruments in the early stages of construction. For example, if the equipment resolution corresponding to the first three cumulative volume sampling points is 0.1L, and the resolution of the sampling points after the equipment replacement is 0.2L, then the actual resolution of each sampling point involved in the rate calculation is read separately when comparing across equipment.

[0069] Specifically, the quantization change limit of the grouting rate is a data name defined in this application to represent the maximum possible impact of the cumulative grouting volume sampling quantization on the difference between two adjacent grouting rates, and is not a pre-specified empirical threshold. When determining this limit, firstly, the various cumulative grouting volume sampling values ​​and their sampling resolutions involved in forming the previous and subsequent grouting rates are read. If the equipment specification clearly states that recording is done according to the most recent quantization step size, then the quantization change range of each sampling value is considered upwards and downwards at half the sampling resolution. If the equipment data cannot confirm the quantization method, then a complete sampling resolution is considered upwards and downwards for conservative processing. Subsequently, the upper and lower boundary combinations of each cumulative volume sampling point are used to regenerate two adjacent grouting rates using the aforementioned unique grouting rate formula, and the absolute value of the maximum rate difference that can be caused only by the change in the quantization boundary is obtained. This maximum value is used as the quantization change limit of the grouting rate for comparing the current two rates.

[0070] Furthermore, the enumeration method described above allows for direct handling of unequal time intervals and changes in equipment resolution without the need for additional fixed scaling factors. For example, if three consecutive cumulative sampling times are 0s, 10s, and 20s, with an equipment resolution of 0.1L each, and the equipment data explicitly uses the most recent quantization step size, then the quantization boundary for each cumulative recording is 0.05L above and below the recorded value. After recalculating the grouting rates for the two consecutive 10s intervals based on these boundary combinations, the maximum difference between two adjacent rates that might be caused by quantization is 1.2L / min. Therefore, the current quantization change limit for the grouting rate is 1.2L / min. When the adjacent actual rate change is 6L / min, it significantly exceeds this limit, which can be considered an effective increase or decrease. The previous example using 2.4L / min conservatively accounted for the repeated quantization effects at the endpoints; this version has been revised to a method that uniformly propagates the quantization boundary based on each original cumulative sampling point.

[0071] Specifically, within the same effective calculation segment, the system checks adjacent grouting rate timestamps in chronological order. When the current adjacent time intervals simultaneously satisfy the conditions of an effective increase in grouting pressure and an effective decrease in grouting rate, the actual time between the two timestamps is added to the current positive pressure-rate reverse change duration value; when the current adjacent time intervals simultaneously satisfy the conditions of an effective decrease in grouting pressure and an effective increase in grouting rate, the corresponding actual time is added to the current negative pressure-rate reverse change duration value. The current accumulation process immediately ends when there is no change in pressure, no change in grouting rate, both changing in the same direction, a reverse combination conversion, the end of the effective calculation segment, or a continuity breakpoint occurs.

[0072] Furthermore, for each non-zero pressure rate reverse change duration value, at least the grouting segment identifier, symbol, actual duration, continuous cumulative start time, and continuous cumulative end time are stored. Positive and negative durations are stored as independent process records, without net value subtraction. For example, if the same grouting segment first forms a positive 30s continuous process and then a negative 20s continuous process, the database stores two independent pressure rate reverse change duration values, instead of generating a net result of positive 10s. This processing preserves the original directional information of the two construction processes.

[0073] In one implementation, such as Figure 3 As shown, S2 includes:

[0074] S21. Collect the duration of the reverse change of the non-zero pressure rate according to the grouting section, and determine the duration of the reverse change of the grouting section based on the absolute value of the duration and the end time of the continuous cumulative process.

[0075] S22. Establish a unified three-dimensional computational grid, determine the three-dimensional computational grid through which the grouting section passes based on the spatial range of the grouting section, and write the reverse change duration value of the grouting section into the corresponding three-dimensional computational grid.

[0076] S23. When a three-dimensional computational grid corresponds to multiple reverse change duration values ​​for grouting sections, a unique pressure rate reverse change duration value is determined based on the absolute value of the duration and the completion time of the grouting section construction, and a pressure rate reverse change duration value grid field is generated.

[0077] In section S21, each grouting segment uses a unique grouting segment identifier already existing in the construction management database as the data aggregation boundary. If a formal grouting segment number exists, that number is used directly; otherwise, if a single-field unique identifier is not available, a combination identifier is formed by combining the borehole number and the grouting segment sequence number within the borehole to uniquely trace back to the original construction record, without regenerating an identifier based on the pressure rate reversal duration value. For example, if the borehole number is A, and the second grouting segment within the borehole has a fixed segment number in the construction database, then all corresponding time records are grouped into the same segment number, avoiding different grouting segment divisions generated by different query tasks.

[0078] Specifically, the duration of the reverse change in non-zero pressure rate corresponding to a grouting segment is arranged in descending order of absolute value; records with the same absolute value are arranged in descending order of continuous cumulative end time; when two are still completely identical, the unique record identifier of the original database or the immutable record sequence number is used as the final stable sorting key. The final stable sorting key is not a new physical parameter, but is only used to eliminate the uncertainty of the computer processing order of completely parallel records. For example, if a grouting segment has three processes: positive 30s, negative 20s, and positive 10s, the positive 30s process is ranked first; if there is another negative 30s process with a later end time, then the negative 30s process is ranked first and forms the duration of the reverse change in the grouting segment.

[0079] Furthermore, when there are no non-zero pressure rate reverse change duration values ​​in a grouting section, no default positive or negative direction is assigned to the value, nor is the value 0 interpreted as a certain propagation category. The grouting section only retains the state of having no non-zero grouting section reverse change duration values. For example, if the entire effective time interval of a grouting section shows pressure and grouting rate changing in the same direction, or at least one change is within the quantization range, then this grouting section will not be artificially classified into any propagation category due to the need for three-dimensional spatial mapping.

[0080] In section S22, the engineering spatial coordinate datum should preferentially adopt the unified engineering coordinate system currently used for construction surveying, borehole positioning, and quality inspection. If different data sources use different coordinate systems, the coordinate transformation parameters should be read from the approved construction survey control results, engineering geographic information database, or survey transformation files, and should not be derived from pressure, grouting volume, or Lv Rong value data. For example, if the survey transformation file specifies that a local coordinate point needs to be increased by 5.0m along the first horizontal coordinate direction and decreased by 3.0m along the second horizontal coordinate direction while keeping the elevation unchanged when transforming to the unified engineering coordinate system, then example points with local coordinates of 10.0m, 20.0m, and 5.0m will be transformed to 15.0m, 17.0m, and 5.0m. Actual projects should directly adopt the complete transformation parameters given in the formal survey results.

[0081] Specifically, the 3D computational grid scale prioritizes reading the unified 3D grid parameters already established and used for construction management in the current project to maintain spatial numbering consistency across different construction management tasks. If a unified grid has not yet been established for the project, the 3D positioning accuracy of the grouting holes, the spatial resolution scale of the grouting section start and end depth records, and the spatial resolution scale of the post-construction water pressure test section start and end depth records are read, and the coarsest reliable spatial expression scale is used as the initial grid side length. This avoids dividing the grid significantly finer than the scale that the original data can reliably locate. For example, if the grouting hole positioning accuracy is 0.2m, the grouting section depth record resolution scale is 0.1m, and the water pressure test section depth record resolution scale is 0.5m, then the initial 3D computational grid side length is 0.5m. This value is obtained by comparing the three types of input spatial data and is not a fixed preset grid size applicable to all projects.

[0082] Furthermore, after the grid edge length is determined, it is checked whether it can represent the main spatial range of the current grouting section and water pressure test section. If the project already has an approved digital construction grid, the approved grid is used directly without performing the above automatic scale determination process. This method does not optimize the grid edge length based on historical judgment results, nor does it use methods to adjust the grid scale to obtain a certain desired propagation result. In this way, the grid scale comes from the spatial data accuracy or existing engineering digital standards, rather than being backfitted from the final quality category.

[0083] Specifically, the 3D calculation region prioritizes reading the dam foundation treatment area, design curtain area, or engineering 3D model boundary specified in the current seepage prevention construction management task. If the data management task does not have an independent boundary file, the spatial envelope of all effective grouting sections, effective post-construction water pressure test sections, and corresponding design control zones participating in this processing is taken as the calculation region, without adding additional fixed extension distances not supported by engineering data. For example, if the first horizontal direction range of all effective spatial objects in a unified coordinate system is 0m to 20m, the second horizontal direction is 0m to 5m, and the elevation direction is 0m to 10m, then this envelope can be used as an example calculation range when there is no independent task boundary.

[0084] Furthermore, the grid origin is obtained from the starting corner point determined sequentially along fixed coordinate axes within the current computational region. Grid numbers are generated sequentially according to the fixed coordinate axes and remain unchanged within the same computational task. The grid origin and numbering order are spatial discretization rules, not algorithmic thresholds requiring manual adjustment. For example, if the starting corner point of the computational region is the smallest coordinate position in the three coordinate directions, and the grid side length is 0.5m, then indexes are established sequentially along the first, second, and third coordinate directions starting from this starting corner point; the same order is used when re-executing the same input task, thus ensuring consistent grid numbers are obtained again.

[0085] Specifically, for borehole trajectory locations that fall precisely on common surfaces, edges, or points, the system employs a unified semi-open boundary assignment rule to eliminate numerical duplication. Internal common boundaries are preferentially assigned to the grid in the direction of coordinate increase, the outermost boundary of the computational domain is assigned to the outermost grid, and common edges and points are processed in a fixed priority order across the three coordinate directions. This rule only handles the discrete assignment of geometric boundaries by the computer and does not imply that the grout in the actual rock mass can only affect one side of the boundary. For example, when an ideal centerline coincides with the common surface of two grids, it is assigned to a fixed grid on one side according to the unified rule, preventing double writing of the same geometric input due to floating-point comparison order.

[0086] Furthermore, the spatial range of the grouting section is primarily determined based on the measured borehole trajectory. When multiple trajectory measurement points exist in the construction database, adjacent trajectory points are connected in order of borehole depth to form a spatial polygonal line, and the corresponding polygonal line range is extracted using the starting and ending depths of the grouting section. If there is no measured trajectory but the three-dimensional coordinates of the borehole opening, the confirmed azimuth and inclination angle are available, the borehole spatial axis is established based on these construction records. If only the design borehole orientation confirmed for use during construction is available, this design borehole orientation can be used as the basis for spatial positioning, while simultaneously preserving the spatial data source identifier. For example, if the starting and ending depth records for a grouting section are 2.0m and 5.0m, only the corresponding borehole depth range is extracted for grid intersection, and the entire borehole is not considered as the grouting section.

[0087] Specifically, the determination of whether a grouting segment passes through a grid is completed through the geometric intersection of a line segment or polyline segment with the 3D computational grid space. When there is a spatial interval entering the grid or a valid boundary intersection point determined according to a unified boundary assignment rule, the grid is identified as the grid through which the grouting segment passes, and the reverse change persistence value of the grouting segment is written. This process does not pre-set the grout diffusion radius, therefore it does not directly assign construction process attributes to surrounding grids without actual diffusion monitoring data; the spatial mapping object protected by this method is the grid through which the grouting segment itself passes.

[0088] In S23, when a grid corresponds to only one grouting segment with a reverse change duration value, it is directly saved. When multiple values ​​exist, they are arranged in descending order of absolute duration. If the absolute values ​​are the same, they are arranged in descending order of grouting segment completion time. If they are still completely identical, the order is determined by the stable unique identifier of the grouting segment. The construction completion time is preferentially read from the formal grouting end time in the construction quality record. When the formal field is missing but a complete automatic construction record exists, the last valid construction sampling time of the grouting segment can be used as the completion time for data processing, and the source identifier obtained from the last valid record is saved. For example, if two grouting segments form absolute duration values ​​of 30s and 40s respectively in the same grid, the record corresponding to 40s is used; if both are 30s, the record with the later construction completion time is used.

[0089] Furthermore, the above sorting rules do not set a minimum duration threshold. That is, as long as a non-zero continuous time record is formed after the S13 quantization change filtering, the record can participate in the grouting section sorting. This avoids adding another empirical duration threshold that lacks a unified engineering basis. If the project later needs to determine the minimum duration requirement based on specific experiments, it can be implemented as another data quality screening condition, but it is not a parameter necessary for realizing the core technology chain of this implementation method.

[0090] In one implementation, such as Figure 4 As shown, S3 includes:

[0091] S31. Convert the spatial data of the post-construction water pressure test to a unified spatial coordinate reference, and determine the three-dimensional calculation grid through which the post-construction water pressure test section passes based on the spatial location of the water pressure test hole, the drilling direction or actual trajectory, and the starting and ending depths of the post-construction water pressure test section.

[0092] S32. For each three-dimensional computational grid traversed by the pressure test section after construction, read the upper limit of the allowable Lu Rong value corresponding to the engineering design, compare the measured Lu Rong value with the upper limit of the allowable Lu Rong value corresponding to the engineering design, and form a compliance verification result or an over-limit verification result.

[0093] S33. When a three-dimensional computational grid corresponds to multiple post-construction water pressure test results, the current result is determined based on the test completion time and the measured Lv Rong value, and a water pressure verification grid field is generated.

[0094] In S31, a valid post-construction pressure test record refers to data that can locate the spatial position of the test borehole and test section, has a valid test completion time and measured Lv Rong value, and whose test results are not marked as invalid or void in the engineering quality inspection database. This method does not use pre-construction geological survey pressure tests to replace post-construction quality inspection. When the data source has a detection stage field, it directly reads the post-construction quality inspection retest or the equivalent state adopted by the current project; when there is no stage field, only records whose test completion time can be confirmed according to the construction quality ledger as being later than the corresponding construction completion time of the test section coverage area are used as post-construction data. Records whose time sequence cannot be established are not used as propagation seeds. For example, if the last relevant grouting completion time record for the test section coverage area is 14:00 on the same day, and the corresponding pressure test completion time is 16:00 on the same day, then the time relationship supports using it as a post-construction record; a test with a completion time of 13:00 on the same day does not meet this condition.

[0095] Specifically, when determining the corresponding construction completion time, the completion time of the grouting sections that the test section crossed within the grid after construction is read, and the latest time among them is used as the completion boundary of the current construction state of the test space. This avoids the situation where a test section, although later than the early grouting, is earlier than subsequent supplementary grouting in the same area and is incorrectly taken as the final construction result. For example, if the two grids covered by the test section correspond to construction completion times of 13:30 and 14:00 respectively, only the test with a completion time later than 14:00 can represent the subsequent construction state of that area.

[0096] Furthermore, the spatial coordinates for the post-construction water pressure test adopt the same coordinate transformation parameters, grid scale, grid origin, and boundary assignment rules as S22. When actual trajectory measurement data exists for the water pressure test borehole, the actual trajectory is used; otherwise, the borehole position and drilling direction confirmed by the construction quality record are used. The water pressure test section is segmented according to its start and end depths, and then the same grid geometry intersection is performed as for the grouting section. The reason for using the same set of spatial rules is that if the construction process data and the test data use different grid boundary assignment rules, even if the two spatial trajectories actually overlap, they may be mapped to different numbered grids.

[0097] In section S32, the upper limit of the permissible Lu Rong value in engineering design is directly read from the currently valid design documents, approved design change documents, construction technical requirements, or engineering technical documents with equivalent control effect used in this construction quality evaluation, while simultaneously saving the document version, design control zone, and applicable status. This method does not deduce the upper limit of the permissible Lu Rong value in engineering design based on the average value of historical pressure water data, construction pressure, or grouting volume. For example, if the currently valid design control document specifies that the upper limit of the permissible Lu Rong value for a certain design control zone is 3 Lu, then the corresponding grid for that zone uses 3 Lu; if another zone document specifies 5 Lu, then that zone uses 5 Lu, and it will not automatically unify because the previous area uses 3 Lu.

[0098] Specifically, spatial data for design control zones are preferentially derived from the design 3D model, engineering geographic information database, or spatial boundaries converted from the approved design zoning map. When different design documents have version updates, only the currently valid version at the time of this evaluation is used; historically invalid versions are only retained for retrospective purposes. Design control zone boundaries are not generated by fitting the results of pressure water tests. For example, if the allowable upper limit for a certain area was 5 Lu before the design change, and the currently valid upper limit is 3 Lu after the approved design change, then the evaluation of the construction results after the change takes effect will use 3 Lu, and the corresponding design change version will be saved as the data source.

[0099] Furthermore, when a 3D computational mesh is entirely located within a single design control zone, the upper limit of the permissible Lurong value for that zone is directly adopted. If a mesh crosses the boundary of a design control zone and the existing digitized design results clearly indicate the mesh's zone affiliation, the existing affiliation is prioritized. If no existing mesh affiliation exists, the design value corresponding to the mesh is determined based on the design control zone where the mesh's center point is located, and this value remains unchanged in this computational task. Using center point affiliation is a deterministic spatial discretization rule, not a selection of a favorable standard based on the magnitude of the Lurong value. For example, if the mesh center point is located within a design control zone with a permissible upper limit of 3 Lu, even if the mesh edge slightly crosses into a zone with a permissible upper limit of 5 Lu, the mesh will still use 3 Lu in this computation.

[0100] Specifically, if a 3D computational grid cannot establish a spatial correspondence with any existing valid design control partition, it remains unverified and is not supplemented using neighboring partitions, average values, or artificial temporary thresholds. For example, if a grid location exceeds the coverage of current design control data, and although a measured Lurong value of 2.4 Lu exists, but no applicable engineering design allows for an upper limit for the Lurong value, then a qualified verification grid cannot be directly formed simply because the value of 2.4 Lu is small. This process prevents the algorithm from automatically assigning quality standards to locations lacking design control basis.

[0101] Furthermore, the measured Lurong value is directly adopted from the final result in the effective post-construction water pressure test report, without recalculating based on pressure and flow rate in this method, nor is the number of decimal places used in the report changed. Current water pressure test procedures have specific regulations for the processing of Lurong and permeability data; this method only consumes the existing test results, thus avoiding mixing the field test itself with the construction management spatial propagation algorithm in the same processing stage. For example, if the test report gives a measured Lurong value of 2.4 Lu, and the corresponding allowable upper limit given in the design control document is 3 Lu, then the grid forms a compliance verification result; if the measured value is 4.2 Lu, it forms an exceedance verification result.

[0102] In S33, when multiple valid post-construction water pressure test results correspond to the same 3D computational grid, they are prioritized for sorting by test completion time in descending order, giving priority to test results whose time is closer to the current construction completion status. If the test completion times are the same, they are further sorted by measured Lu Rong values ​​in descending order, ensuring that when there are differences in records at the same time, the larger measured permeability result is used, and the average value is not used to mask larger permeability data. If the above two are still completely identical, the final record is determined by the stable and unique identifier of the original water pressure test record. For example, if the same grid first produces a result of 4.2 Lu at 15:00, and then produces a result of 2.4 Lu at 18:00 after subsequent supplementary construction, then the current verification grid uses the 2.4 Lu record from 18:00.

[0103] Furthermore, the pressure test verification grid field is a data name set in this application to describe the spatial set of direct post-construction test results on a unified three-dimensional computational grid. Each grid cell stores the status of compliant verification, exceeding limits verification, or unverified status, and can be associated with the corresponding pressure test record identifier, measured Lurong value, design control zone, and upper limit of the allowable Lurong value in the engineering design. This grid field does not perform spatial interpolation, nor does it automatically fill unverified grids using the distance between adjacent test holes; therefore, its content can always be traced back to the direct post-construction pressure test or a clearly defined unverified status.

[0104] In one implementation, such as Figure 5 As shown, S4 includes:

[0105] S41. Establish the common surface adjacency relationship of the three-dimensional computational grid, initialize the compliant verification grid, the over-limit verification grid and the undetermined grid, and form the compliant propagation candidate grid and the over-limit propagation candidate grid for the next propagation layer according to the sign of the pressure rate reverse change duration value.

[0106] S42. Synchronously generate all candidate propagation results of the current propagation layer according to the fixed grid state after the end of the previous propagation layer, write them in a unified manner after all candidate results are generated, and enable the grid that has newly obtained spatial determination in the current propagation layer to participate in propagation from the next propagation layer.

[0107] S43. After each propagation layer is completed, determine whether a new spatial determination is generated. If no new spatial determination is generated, terminate the propagation and write the qualified spatial determination, the excessive spatial determination, and the undetermined spatial determination into the seepage prevention construction spatial determination grid field.

[0108] In S41, the adjacency relationship of common faces is directly generated by the geometry of the 3D computational mesh or the mesh index, without setting an adjacency distance threshold. For regular cubic meshes, only adjacent meshes that share a complete common face with the current mesh along the positive and negative directions of each coordinate axis are checked; meshes that only touch a common edge or common point are not included in the adjacency set. For example, meshes G2 and G3 are established as adjacency when they have a common face, but no propagation relationship is established when a mesh only touches G2 at a spatial corner. This rule ensures that propagation does not skip directly through spatial corner points.

[0109] Specifically, the seed state is directly generated by S3, without the need to set a seed quantity threshold. Compliance propagation can be performed independently when only compliance verification grids exist, and excess propagation can be performed independently when only excess verification grids exist. If neither type of verification grid exists, propagation is not initiated, and all non-directly determined grids remain undetermined. For example, if a computational region has only one valid compliance verification grid, compliance propagation can be initiated from that grid, without requiring a manually set minimum sample size. If there are no post-construction verification grids, even if the entire region exhibits a persistent reverse change in the positive pressure rate, compliance spatial determination will not be formed.

[0110] Furthermore, the target grid does not participate in propagation if it does not have a non-zero pressure rate reverse change duration; if the target grid duration is positive, it can only accept compliant propagation; if the target grid duration is negative, it can only accept over-limit propagation. This rule does not have an additional duration amplitude threshold, because whether the duration value is non-zero is already determined by the actual sampling quantization range and continuous time relationship of S13. For example, a target grid with a positive 30s duration value can be a candidate for compliant propagation, but not for over-limit propagation; a negative 20s duration value is processed in the opposite way.

[0111] In S42, synchronous layer-by-layer propagation is a data processing term used in this application to distinguish it from the asynchronous traversal method where the mesh continues to propagate outward immediately after processing. A read-only state snapshot is created for each propagation layer; candidate computations at this layer can only read this snapshot and cannot read new results that have not yet been uniformly submitted at this layer. A new mesh state snapshot is formed only after all candidate computations at this layer have been completed. For example, in the first propagation layer, mesh G2...

[0112] Since a new qualifying space is formed, G2 cannot continue to write G3 as a qualifying space within the first layer. Instead, it must participate in candidate generation after the second propagation layer begins.

[0113] Specifically, during multi-threaded or multi-node execution, each processing thread reads the same propagation layer snapshot and writes the candidate results into the temporary candidate set of its own layer. These results are then merged uniformly after all processing tasks are completed. Since a target grid has a unique persistent symbol, candidate categories are normally unique. When multiple adjacent grids of the same category arrive repeatedly, only one candidate state for that category is retained. Multiple sources can be recorded, or a source with a fixed number can be selected for backtracking. This deduplication only eliminates duplicate arrivals and does not change the spatial classification.

[0114] In S43, the propagation termination condition is directly derived from the number of newly added qualifying space grids and exceeding space grids in the current propagation layer, without using an empirical convergence threshold. When both types of newly added quantities are 0, it indicates that there are no new grids that can be reached according to the current common surface topology and symbolic constraints, thus terminating the propagation. For example, if both candidate sets generated by the 3rd propagation layer are empty, the process stops immediately after the 3rd layer ends, without needing to continue to the pre-defined maximum number of layers.

[0115] Furthermore, since the number of 3D computational grids is limited, and undecided grids are no longer rewritten as undecided targets once they receive a spatial decision, propagation can end within a finite number of grids. To prevent infinite loops caused by software implementation errors, the total number of 3D computational grids can be set as an upper bound for natural traversal at the program level. However, this number is directly obtained from the current grid set and is not an algorithm threshold that the user needs to set. For example, if the computational domain has N 3D computational grids, there is no situation where normal propagation traverses more than the number of new decisions that the grid set itself can provide, where N only represents the total number of 3D computational grids for the current computation task.

[0116] Specifically, the "seepage prevention construction space determination grid field" is a data name set up in this application to describe the final three-dimensional construction management status. Each three-dimensional calculation grid must at least store the grid number, the compliant space determination, the excessive space determination, or the undetermined status, and can also store traceability information such as direct detection record identifiers, propagation source grid numbers, and propagation levels. The propagation source and level are used to form the query result path and do not participate in the determination category calculation. For example, if a grid is reached by compliant propagation at the second propagation layer, the compliant space determination and the corresponding source grid can be stored simultaneously, but subsequent queries deleting traceability fields will not change the determination category already formed for that grid.

[0117] Furthermore, for grids where no verification seed can reach along the allowed path, the system remains undecided and does not perform independent supplementary determination based on the positive or negative sign of the pressure rate reversal persistence value. For example, if a continuous region contains multiple grids with positive persistence values, but all possible common surface paths into the region are blocked by grids without non-zero persistence values, then the region remains undecided. This constraint makes the construction process data act as a spatial continuity path constraint, while the post-construction pressure test serves as the direct detection starting point for spatial determination.

[0118] This invention also provides a data processing system for construction management of shallow karst seepage prevention in high dam foundations, such as... Figure 6 As shown, the system includes the following physical and logical modules:

[0119] The grouting rate processing module is used to generate a grouting rate sequence based on adjacent increments of cumulative grouting volume and corresponding time intervals.

[0120] The pressure rate reverse change duration value processing module is used to obtain the corresponding grouting pressure at the timestamp of the grouting rate sequence, and generate the pressure rate reverse change duration value according to the continuous reverse change time of the grouting pressure and the grouting rate.

[0121] The grouting segment spatial mapping module is used to determine the reverse change duration value of each grouting segment and map it to a three-dimensional computational grid to generate a grid field of pressure rate reverse change duration value.

[0122] The pressurized water verification spatial mapping module is used to map the pressurized water test section after construction to a three-dimensional computational grid, and generate a compliance verification grid or an excess verification grid based on the comparison between the measured Lurong value and the upper limit of the Lurong value allowed by the corresponding engineering design.

[0123] The seepage prevention space propagation module is used to propagate synchronously layer by layer along the common surface of adjacent three-dimensional computational grids with positive and negative pressure rate change duration values, using the compliance verification grid and the excess verification grid as propagation seeds, and to generate the seepage prevention construction space judgment grid field.

[0124] In one implementation, the system can be implemented by a computer device or cluster of computer devices equipped with a processor, memory, and engineering data interfaces. The memory stores cumulative grouting volume records, grouting pressure records, equipment resolution metadata, grouting section spatial data, post-construction water pressure test data, engineering design control zoning data, three-dimensional computational mesh data, and spatial determination results. The processor executes corresponding processing according to the data dependencies S1 to S4. Each module is a logical processing module divided according to function and data interface, and does not require an independent physical processor.

[0125] Specifically, the grouting rate processing module reads the grouting section identifier, sampling time, cumulative grouting volume, data validity status, equipment identifier, sampling resolution source, and recording order information from the cumulative grouting volume data. It performs stable deduplication on repeated sampling times, establishes a new cumulative measurement starting point at the position where the cumulative volume decreases, and generates a grouting rate timestamp, grouting rate value, corresponding sampling interval, and valid calculation segment identifier. The above outputs are directly read by the pressure rate reverse change duration processing module.

[0126] Furthermore, the pressure rate reverse change duration value processing module reads the grouting pressure record, pressure equipment resolution information, and the output of the grouting rate processing module. It obtains the effective pressure at each grouting rate timestamp and forms a continuous state. Then, based on the actual source of the sampling resolution, it determines whether the change exceeds the impact of data acquisition quantization. Finally, it generates a signed pressure rate reverse change duration value and the corresponding start and end times.

[0127] Specifically, the grouting section spatial mapping module reads the pressure rate reverse change duration value, grouting section identifier, construction completion time, borehole trajectory, unified engineering coordinate parameters, and 3D mesh data. It then sequentially performs grouting section unique value selection, spatial geometric intersection, and mesh unique value selection, transforming the time-series data into a 3D spatial mesh attribute. Both the spatial transformation parameters and the mesh parameters have engineering measurement or data accuracy sources.

[0128] Furthermore, the pressure water verification spatial mapping module reads the post-construction pressure water test records and the current valid design control data, and completes the mapping of test sections, query of design control zones, comparison of measured Lloyd's values, and selection of repeated test results on a unified grid. This module does not change the measured Lloyd's values ​​through grouting construction process data, nor does it use the duration of the reverse change in pressure rate to determine whether a direct test result meets the standard.

[0129] Specifically, the seepage-proof space propagation module reads the grid field of the pressure rate reverse change duration and the pressurized water verification grid field, establishes a common surface adjacency index and two types of propagation seed sets, and sequentially generates a propagation layer state snapshot, a candidate set, and a unified write result. When parallel computing is used, each execution unit reads only the same propagation layer input snapshot, so that the hardware parallelism does not change the propagation level.

[0130] The following uses a specific application scenario to integrate and verify the calculation logic and data flow process of each step in the above implementation method.

[0131] All the values ​​below are example data used to illustrate the processing logic, and their sources or calculation processes are explained. They do not represent that the same construction pressure, sampling period, equipment resolution, grouting rate, Lloyd's value, or design control value must be used in the project. The grouting pressure example values ​​are read from assumed valid automatic grouting construction records, and it is assumed that the construction has been carried out normally in accordance with the engineering design and construction control requirements; this method does not use these example values ​​to determine the field grouting pressure.

[0132] Specifically, assume the example project selects seven consecutive grids from an initialized 3D mesh to demonstrate the propagation process, with grid numbers G1 to G7. The number 7 represents the number of example grids selected to simultaneously display the compliant path, the out-of-limit path, and the intermediate blocking grids, not the number of grids required by the algorithm. Mesh initialization results show that G1 and G2, G2 and G3, G3 and G4, G4 and G5, G5 and G6, and G6 and G7 share common surfaces; apart from these, there are no other common surface adjacencies between the example grids.

[0133] In S1, the example cumulative grouting volume record for grouting section A comes from a hypothetical automatic grouting recorder. The sampling times are 0s, 10s, 20s, 30s, and 40s, which represent the example recorder saving the cumulative grouting volume every 10s; the corresponding cumulative grouting volumes are 0L, 10L, 19L, 27L, and 34L, which represent the actual cumulative grout volume saved in the example construction record from the current cumulative measurement starting point.

[0134] Specifically, the cumulative increase in grouting volume for adjacent sections A is obtained by subtracting the preceding and following records, resulting in increases of 10L, 9L, 8L, and 7L respectively. Each increase corresponds to a time interval of 10 seconds, yielding rates of 60L / min, 54L / min, 48L / min, and 42L / min using the aforementioned unique grouting rate formula. For example, an increase of 10L within 10 seconds in the first sampling interval translates to 60L / min over 60 seconds; an increase of 9L within 10 seconds in the second interval translates to 54L / min. The four grouting rate timestamps are taken from the subsequent sampling time of each calculation interval, and are therefore 10s, 20s, 30s, and 40s.

[0135] Furthermore, the four example grouting pressure values ​​for grouting section A are derived from assumed effective automatic grouting pressure records: 0.30 MPa, 0.33 MPa, 0.37 MPa, and 0.42 MPa. These pressures are not the construction setpoints specified by this algorithm, but rather existing construction records used to illustrate the pressure increase-rate decrease data relationship. Adjacent pressure increases are obtained by subtracting the preceding value from the subsequent value, and are 0.03 MPa, 0.04 MPa, and 0.05 MPa, respectively.

[0136] Specifically, the sampling resolution of the calibration data recording of the example pressure acquisition device is 0.01 MPa. Therefore, the three pressure changes in the current example—0.03 MPa, 0.04 MPa, and 0.05 MPa—are all strictly greater than 0.01 MPa, and are thus determined to be increases in effective pressure. The selection of 0.01 MPa comes from the calibration data of the example device, and is not an artificial setting to make the calculation results valid.

[0137] Furthermore, the measurement and verification data recording resolution of the example cumulative grouting volume equipment is 0.1L, and the cumulative volume is explicitly saved using the most recent quantization step size. Therefore, the quantization boundary of each cumulative volume sample value is considered to be 0.05L above and below. When three consecutive cumulative volume points form two adjacent 10s grouting rates, according to the rule mentioned above for recalculating the rate difference by combining the quantization boundaries of each cumulative volume, the maximum adjacent grouting rate difference that quantization itself can cause is 1.2L / min. This 1.2L / min is calculated from the 0.1L equipment resolution, the half-resolution quantization boundary of each sampling point, and the actual 10s time interval, and is not a fixed threshold.

[0138] Specifically, the actual grouting rate changes in the three adjacent sections of grouting section A were all a decrease of 6 L / min, because the absolute values ​​of the differences between 60 L / min and 54 L / min, 54 L / min and 48 L / min, and 48 L / min and 42 L / min were all 6 L / min. This change was greater than the 1.2 L / min calculated by the equipment, therefore all three intervals were determined to be reductions in effective grouting rate.

[0139] Furthermore, the grouting section A is divided into three adjacent time intervals: 10s to 20s, 20s to 30s, and 30s to 40s, each lasting 10s. All three intervals simultaneously satisfy the conditions for an effective increase in grouting pressure and an effective decrease in grouting rate. Therefore, a positive 30s pressure-rate inverse change duration is accumulated. This 30s is directly derived from the sum of the three actual 10s time intervals, not from a preset duration.

[0140] To demonstrate the negative direction construction process, the cumulative grouting volume of grouting section B was also read from the assumed automatic construction record. The sampling times were 0s, 10s, 20s, 30s, and 40s, using the same sample acquisition cycle as grouting section A; the cumulative grouting volumes were 0L, 7L, 15L, 24L, and 34L, with adjacent increases of 7L, 8L, 9L, and 10L respectively.

[0141] Specifically, the four grouting rates in grouting section B, calculated based on actual sampling intervals of 10 seconds each, are 42 L / min, 48 L / min, 54 L / min, and 60 L / min respectively, with each of the three adjacent rates increasing by 6 L / min. The example uses the same sampling resolution of 0.1 L cumulative grouting volume and the same quantization method; therefore, the quantization change limit for adjacent rates is also calculated as 1.2 L / min based on the original sampling resolution and time interval. The actual increase of 6 L / min exceeds this quantization effect.

[0142] Furthermore, the pressure values ​​corresponding to grouting section B are derived from hypothetical effective grouting records, which are 0.42 MPa, 0.39 MPa, 0.35 MPa, and 0.30 MPa, respectively, with adjacent pressure reductions of 0.03 MPa, 0.04 MPa, and 0.05 MPa, respectively. The example pressure acquisition device still has a resolution of 0.01 MPa in the measurement data; therefore, all three pressure reductions exceed the corresponding quantization scale. The three adjacent 10-second intervals simultaneously satisfy both an effective reduction in grouting pressure and an effective increase in grouting rate, thus yielding a negative 30-second pressure rate inverse change duration value.

[0143] In S2, assuming that the absolute time of the reverse change duration of other non-zero pressure rates in grouting section A is shorter than 30s calculated from the above data, the record with a duration of 30s is ranked first according to the absolute value of its duration, becoming the reverse change duration of grouting section A. This ranking condition comes from the complete set of duration values ​​in the example database, while 30s itself comes from the time accumulation result of S1.

[0144] Specifically, the borehole trajectory and start and end depths of grouting segment A are derived from the example construction borehole location database. After performing S22 three-dimensional geometric intersection, it is determined that the grouting segment passes through G1, G2, and G3. Therefore, the reverse change duration values ​​of the positive 30s grouting segment are written into these three grids respectively. Here, G1, G2, and G3 are not directly assumed to be passed through according to their numbers, but rather are provided as an example of the set of grid numbers generated by the spatial geometric intersection process.

[0145] Furthermore, assuming that the absolute times of other duration values ​​for grouting segment B are also shorter than the calculated 30s, then negative 30s becomes the reverse change duration value for grouting segment B. The example construction space geometric intersection results show that grouting segment B passes through G5, G6, and G7; therefore, these three grids preserve negative pressure rate reverse change duration values. G4 is not crossed by any grouting segment with a non-zero reverse change duration value in the example geometric mapping results, therefore, it does not preserve a non-zero pressure rate reverse change duration value.

[0146] In S3, the example project design control document specifies an upper limit of 3Lu for the allowable Lu value in the example design control zones G1 to G7. This 3Lu is explicitly derived from the currently valid design documents of the example project and is used only to illustrate the comparison logic. It does not represent an industry-wide uniform upper limit, nor is it a threshold generated by this algorithm. Actual projects should read the approved values ​​according to the corresponding dam section, elevation, and design control zone.

[0147] Specifically, the spatial location and extent of the post-construction pressure test section P1 were derived from the example quality inspection records, and its coverage G1 was determined by spatial intersection with a unified three-dimensional grid. The measured Lu Rong value given in the inspection report was 2.4 Lu, which was directly derived from the final report of the example post-construction pressure test. Since 2.4 Lu did not exceed the 3 Lu specified in the corresponding design documents, G1 formed a compliance verification grid.

[0148] Furthermore, the spatial location and extent of the post-construction pressure test section P2 were obtained from another example quality inspection record, and the three-dimensional spatial intersection results showed that it covered G7. The corresponding test report showed a Lurong value of 4.2Lu, which also came directly from the example test results. Since 4.2Lu exceeds the upper limit of the Lurong value allowed by the corresponding engineering design by 3Lu, G7 forms an over-limit verification grid. G2 to G6 were not directly covered by the effective post-construction pressure test section, and therefore remained unverified at the end of S3.

[0149] In S4, at the start of propagation, G1 is initialized as a qualified space determination and becomes a qualified propagation seed because the pressure test after direct construction meets the standards. G7 is initialized as an unqualified space determination and becomes an unqualified propagation seed because the pressure test after direct construction exceeds the limits. Both initial states are directly derived from S3 and are not re-determined based on the grid number or the duration of the reverse change in pressure rate.

[0150] Specifically, in the first propagation layer, the undetermined mesh adjacent to the common surface of G1 is G2. This adjacency relationship is derived from the example mesh topology. G2 stores the duration of the reverse change of the positive pressure rate obtained by mapping from grouting section A, thus forming a candidate for compliant propagation. The undetermined mesh adjacent to the common surface of G7 is G6. G6 stores the duration of the reverse change of the negative pressure rate obtained by mapping from grouting section B, thus forming a candidate for exceeding the limit propagation. After all candidates in the first layer are generated, they are written uniformly to obtain the compliant space determination for G2 and the exceeding space determination for G6.

[0151] Furthermore, the numbering of the second propagation layer is derived from the actual execution order of synchronous propagation, rather than from a manually specified maximum number of propagations. At the start of the second layer, only the newly formed G2 and G6 from the previous layer can serve as propagation sources; the undetermined mesh G3 adjacent to the common surface of G2 retains a positive persistence value, thus G3 becomes a candidate for compliant propagation; the undetermined mesh G5 adjacent to the common surface of G6 retains a negative persistence value, thus G5 becomes a candidate for excessive propagation. After unified writing, corresponding spatial determinations are obtained respectively.

[0152] Specifically, at the start of the third propagation layer, G3 and G5 are able to check G4, which is adjacent to the common surface. According to the example mapping result of S2, G4 does not retain the continuous value of the reverse change of non-zero pressure rate, so it does not meet either the standard propagation target condition or the over-limit propagation target condition. The third layer does not generate any new spatial determinations, and the number of newly added grids is directly counted as 0 by the candidate set of this layer, which satisfies the propagation termination condition, so the calculation ends.

[0153] Furthermore, G1, G2, and G3 are ultimately judged to meet the standards, with G1 coming from direct post-construction pressure water testing, and G2 and G3 coming from layer-by-layer propagation along the path of reverse change in positive pressure rate. G5, G6, and G7 are judged to exceed the limits, with G7 coming from direct post-construction pressure water testing, and G6 and G5 coming from layer-by-layer propagation along the path of reverse change in negative pressure rate. G4 remains unjudged because it has no reverse change in non-zero pressure rate and is not reached by any allowed path.

[0154] Specifically, the grouting pressures of 0.30 MPa to 0.42 MPa and grouting rates of 42 L / min to 60 L / min in the above examples are merely data examples from completed construction records. From a physical perspective, the cumulative grouting volume is always non-decreasing, and the grouting rates calculated based on the cumulative increments are all non-negative. Pressure increases and rate decreases, or pressure decreases and rate increases, are combinations of changes that can occur in the grouting process records. There are no instances of negative cumulative grouting volumes, negative actual time intervals, or calculations of negative grouting rates using a decrease in cumulative volume, which violate the physical meaning of the data. This method does not specify the permissible grouting pressure on-site based on these example values; therefore, it does not replace engineering grouting tests, lifting control, or design and construction parameters with a patented algorithm.

[0155] Furthermore, the example post-construction water pressure data of 2.4Lu and 4.2Lu are both based on the final results of the test report, while the design allowable upper limit of 3Lu is explicitly derived from the example design documents. Therefore, there is no issue of mixing Lurong values ​​with grouting pressure units or directly calculating the upper limit of the engineering design allowable Lurong value from the construction process pressure. The current SL / T31.1—2025 continues to use Lurong as the unit of rock mass permeability and specifies the data processing requirements for borehole water pressure tests. Therefore, this implementation method uses the already formed valid Lurong results as post-processing input to maintain consistency with the current test data system.

[0156] Specifically, the complete data chain generates the grouting rate from the cumulative grouting volume record, generates the pressure rate inverse change duration value from the grouting rate and the grouting pressure at the same location at the same time, generates the pressure rate inverse change duration value grid field from the spatial trajectory of the grouting section, generates the direct verification seed from the post-construction water pressure test and design control documents, and finally generates the seepage prevention construction spatial judgment grid field from the verification seed and the grid duration value symbol. Each example figure comes from the assumed original construction records, equipment measurement data, design control documents, test reports, three-dimensional spatial intersection results, or direct calculation results from the previous step. No untraceable empirical figures are introduced separately to obtain the predetermined final category.

[0157] The preferred embodiments of this disclosure have been described in detail above with reference to the accompanying drawings. However, this disclosure is not limited to the specific details of the above embodiments. Within the scope of the technical concept of this disclosure, various simple modifications can be made to the technical solutions of this disclosure, and these simple modifications all fall within the protection scope of this disclosure.

[0158] It should also be noted that the various specific technical features described in the above embodiments can be combined in any suitable manner without contradiction. To avoid unnecessary repetition, this disclosure will not describe the various possible combinations separately.

[0159] Furthermore, various different embodiments of this disclosure can be combined in any way, as long as they do not violate the spirit of this disclosure, they should also be regarded as the content disclosed in this disclosure.

[0160] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them. 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 or all of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention, and they should all be covered within the scope of the claims and specification of the present invention.

Claims

1. A data processing method for construction management of shallow karst seepage prevention in high dam foundations, characterized in that the method... include: A grouting rate sequence is generated based on the cumulative grouting volume sampling value and sampling time; Generate the duration value of the inverse change of pressure rate based on the grouting rate sequence and the grouting pressure sequence; The three-dimensional computational grid through which the grouting section passes is determined based on the three-dimensional spatial range of the grouting section and the three-dimensional computational grid. A grid field of pressure rate reverse change duration is generated based on the pressure rate reverse change duration and the three-dimensional computational grid through which the grouting section passes. The three-dimensional computational grid through which the post-construction pressure test section passes is determined based on the spatial range of the post-construction pressure test section and the three-dimensional computational grid. The upper limit of the allowable Lv Rong value in the corresponding engineering design is obtained based on the three-dimensional calculation grid and engineering design control data traversed by the pressure test section after construction. A pressure water verification grid field was generated based on the measured Lü Rong value and the corresponding upper limit of the Lü Rong value allowed by the engineering design. Based on the synchronous layer-by-layer propagation of the pressure rate reverse change duration grid field and the pressurized water verification grid field, a seepage prevention construction space determination grid field is generated.

2. The data processing method for construction management of shallow karst seepage prevention in high dam foundations according to claim 1, characterized in that, A grouting rate sequence is generated based on the cumulative grouting volume sampling value and sampling time, including: The cumulative grouting volume samples are stably sorted according to the sampling time. When there are multiple valid cumulative grouting volume samples at the same sampling time, the cumulative grouting volume sample at the last position of the sampling order is retained to obtain the valid cumulative grouting volume sample. The grouting rate value is generated based on the adjacent effective cumulative grouting volume sampling value and the corresponding sampling time, and the next sampling time is used as the timestamp of the grouting rate value. The grouting rate values ​​are arranged according to their timestamps to generate a grouting rate sequence.

3. The data processing method for construction management of shallow karst seepage prevention in high dam foundations according to claim 1, characterized in that, The pressure-rate inverse change duration value is generated based on the grouting rate sequence and the grouting pressure sequence, including: The grouting pressure sequence is stably sorted according to the sampling time. When there are multiple valid grouting pressure sampling values ​​at the same sampling time, the last value of the sampling order is retained to obtain the valid grouting pressure sequence. Based on the grouting rate sequence and the effective grouting pressure sequence, the grouting pressure sequence corresponding to the grouting rate timestamp is obtained by directly taking the value or linear interpolation at the grouting rate timestamp. The pressure-rate inverse change duration value is generated based on the grouting rate sequence and the grouting pressure sequence corresponding to the grouting rate timestamp.

4. The data processing method for construction management of shallow karst seepage prevention in high dam foundations according to claim 3, characterized in that, Generate the duration of the reverse change in pressure rate, including: The direction of grouting pressure change is determined based on adjacent grouting pressure values ​​in the grouting pressure sequence corresponding to the grouting rate timestamp and the grouting pressure sampling resolution. The quantification limit of grouting rate variation is determined based on the cumulative grouting volume sampling resolution and the actual time interval. The direction of grouting rate change is determined based on adjacent grouting rate values ​​and the quantified change limit of grouting rate in the grouting rate sequence. The pressure-rate inverse change duration value is generated based on the direction of change of grouting pressure and the direction of change of grouting rate.

5. The data processing method for construction management of shallow karst seepage prevention in high dam foundations according to claim 4, characterized in that, The pressure-rate inverse change duration value is generated based on the direction of grouting pressure change and the direction of grouting rate change, including: When the grouting pressure increases and the grouting rate decreases, the cumulative consecutive time intervals generate a positive pressure-rate inverse change duration value. When the grouting pressure decreases and the grouting rate increases, the cumulative consecutive time intervals generate a negative pressure-rate inverse change duration value. The current accumulation ends when the reverse change relationship is interrupted, and different continuous accumulation processes are saved separately.

6. The data processing method for construction management of shallow karst seepage prevention in high dam foundations according to claim 1, characterized in that, When generating the grid field for the duration of the reverse change in pressure rate, first determine the duration of the reverse change in the grouting section, including: The reverse change duration of a grouting section is determined by sorting the non-zero pressure rate reverse change duration and the corresponding continuous cumulative end time. The reverse change duration of the grouting section is first sorted in descending order by the absolute value of the duration, and if the absolute values ​​are the same, they are sorted in descending order by the continuous cumulative end time. The three-dimensional computational grid through which the grouting section passes is determined based on the duration of the reverse change of the grouting section and the three-dimensional spatial range of the grouting section.

7. The data processing method for construction management of shallow karst seepage prevention in high dam foundations according to claim 6, characterized in that, Generate a grid field for the inverse variation of pressure rate, including: Based on the three-dimensional computational grid through which the grouting section passes and the duration of the reverse change of the grouting section, the duration of the reverse change of the grouting section corresponding to the three-dimensional computational grid is obtained; The pressure rate reverse change duration value is determined based on the reverse change duration values ​​of multiple grouting segments corresponding to the same three-dimensional calculation grid and the construction completion time of the corresponding grouting segment. The values ​​are first arranged in descending order of absolute value, and if the absolute values ​​are the same, they are arranged in descending order of construction completion time. Arrange the pressure rate reverse change duration values ​​according to the three-dimensional computational grid number to generate a grid field of pressure rate reverse change duration values.

8. The data processing method for construction management of shallow karst seepage prevention in high dam foundations according to claim 1, characterized in that, Generate the pressure water verification mesh field, including: The three-dimensional computational grid through which the post-construction pressure test section passes is determined based on the spatial range of the post-construction pressure test section and the three-dimensional computational grid. The upper limit of the allowable Lv Rong value in the corresponding engineering design is obtained based on the three-dimensional calculation grid and engineering design control data traversed by the pressure test section after construction. When the measured Lvrong value does not exceed the upper limit of the Lvrong value allowed by the corresponding engineering design, the compliance verification grid is determined. When the measured Lvrong value exceeds the upper limit of the Lvrong value allowed by the corresponding engineering design, an over-limit verification grid is determined; A pressurized water verification grid field is generated based on the compliant verification grid and the excessive verification grid.

9. The data processing method for construction management of shallow karst seepage prevention in high dam foundations according to claim 7, characterized in that, Synchronous, layer-by-layer propagation includes: Based on the compliance verification grid and the grid field of pressure rate reverse change duration, the compliance spatial judgment grid is generated by propagating layer by layer along the adjacent three-dimensional computational grids only along the common surface where the pressure rate reverse change duration is positive. Based on the over-limit verification grid and the grid field of pressure rate reverse change duration, the over-limit space judgment grid is generated by propagating layer by layer along the adjacent three-dimensional computational grids only along the common surface where the pressure rate reverse change duration is negative. A seepage prevention construction space determination grid field is generated based on the standard space determination grid and the over-limit space determination grid. After all candidate results for each propagation layer are generated, they are written in a unified manner, and the new decision grid of this layer participates in the propagation from the next propagation layer.

10. A data processing system for construction management of shallow karst seepage prevention in the foundation of a high dam, characterized in that, The system is used to implement the data processing method for construction management of shallow karst seepage prevention in high dam foundations as described in any one of claims 1 to 9, comprising: The grouting rate processing module is used to generate a grouting rate sequence based on the cumulative grouting volume sampling value and sampling time. The pressure rate reverse change duration value processing module is used to generate pressure rate reverse change duration values ​​based on the grouting rate sequence and the grouting pressure sequence. The grouting section spatial mapping module is used to generate a grid field of the pressure rate reverse change duration value based on the pressure rate reverse change duration value and the three-dimensional spatial range of the grouting section. The pressurization verification spatial mapping module is used to generate a pressurization verification grid field based on post-construction pressurization test data and engineering design control data. The seepage prevention space propagation module is used to generate a seepage prevention construction space judgment grid field based on the grid field of the pressure rate reverse change duration value and the pressure water verification grid field.

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