Underground diaphragm wall excavation and reinforcement cage construction parameter collaborative optimization method and system

Abstract

The invention relates to an underground diaphragm wall excavation and reinforcement cage construction parameter collaborative optimization method and system suitable for sandy gravel geology, and the method comprises the steps: obtaining key geological parameters through a detailed geological survey system, and determining the excavation parameters of an underground diaphragm wall, the wall protection slurry parameters and the reinforcement cage construction parameters based on the parameters; wherein the length and the width of the groove section are set according to the content of pebbles and the maximum particle size, the wall protection slurry performance is adjusted according to the stratum compactness and the underground water condition, the distance, the diameter and the section length of the reinforcement cage are matched with the geological condition and the size of the groove section, and multi-parameter collaborative optimization adjustment is conducted. And internal logic connection among excavation, wall protection and installation links is established. According to the method, various parameters are dynamically adjusted through the risk assessment and iterative verification process until system balance is achieved, it is ensured that in the complex and changeable sandy gravel stratum, the stability of groove wall excavation and the feasibility of reinforcement cage installation are synchronously achieved, and the overall reliability and efficiency of construction are effectively improved.

Description

Technical Field

[0001] This application relates to the field of engineering construction technology, and in particular to a method and system for the collaborative optimization of parameters for diaphragm wall excavation and reinforcement cage construction. Background Technology

[0002] Constructing diaphragm walls in gravelly strata has always been a highly challenging technical problem. This type of stratum has a loose structure, poor interlocking force between gravel particles, weak self-stabilizing ability, and, in the presence of abundant groundwater, the trench walls are extremely prone to instability and even collapse during excavation. Furthermore, the large-diameter, angular gravel distributed in the stratum not only severely hinders the normal excavation of trenching equipment, leading to low efficiency, but also poses a significant risk to the subsequent hoisting and sinking of the reinforcing cage, often causing construction obstacles such as cage jamming and difficulty in placement.

[0003] Existing construction methods typically determine excavation parameters, wall-supporting mud parameters, and reinforcement cage design parameters as relatively independent steps, with decisions made separately by different professional teams, lacking systematic coordination and collaboration. This fragmented parameter determination model often leads to a mismatch between the performance of the wall-supporting mud and the geological characteristics, or the structural design of the reinforcement cage fails to fully consider the actual trench morphology and geological obstacles. This results in parameters hindering each other during construction, not only failing to effectively cope with complex geological conditions but also potentially causing new engineering risks due to inherent contradictions between parameters.

[0004] Therefore, there is an urgent need in this field for an innovative method that can fundamentally solve the above problems. This method needs to break down traditional professional barriers and establish a collaborative optimization mechanism that organically links geological conditions with various key construction parameters. Through systematic analysis and iterative adjustments, it can ensure a high degree of unity between excavation stability, mud wall protection effect, and the feasibility of steel cage installation, thereby providing a reliable guarantee for the construction of diaphragm walls in gravel strata. Summary of the Invention

[0005] To achieve the above objectives, this application provides the following technical solution: According to a first aspect of the present invention, the present invention claims protection for a method for co-optimizing the excavation parameters of a diaphragm wall and the construction parameters of a reinforcing cage, applicable to gravel geology, comprising the following steps: S1, Conduct an investigation of the sand and gravel geology to obtain the geological parameters of the sand and gravel geology; S2, Based on the maximum particle size and pebble content in the geological parameters, determine the excavation parameters of the diaphragm wall, including the trench length, trench width and excavation sequence, wherein the trench width is determined based on the maximum particle size of the pebble, the trench width is greater than the maximum particle size of the pebble, and the trench length is negatively correlated with the pebble content; S3. Based on the density and groundwater level in the geological parameters, determine the wall protection mud parameters, including mud viscosity, mud density and mud water loss. The mud viscosity is positively correlated with the density and the mud density is positively correlated with the groundwater level. S4. Based on the maximum particle size and content of pebbles in the geological parameters, determine the construction parameters of the reinforcing cage, including the spacing of the reinforcing bars, the diameter of the reinforcing bars, and the segment length of the reinforcing cage. The spacing of the reinforcing bars is negatively correlated with the maximum particle size of the pebbles, and the segment length of the reinforcing cage is matched with the length of the trench segment. S5. Based on the excavation parameters, wall protection mud parameters, and steel cage construction parameters, perform coordinated optimization and adjustment. Adjust the trench length and steel bar spacing according to the gravel content. When the gravel content is high, reduce the trench length and steel bar spacing. Adjust the mud viscosity according to the density.

[0006] Furthermore, the geological parameters mentioned in step S1 also include: The pebble shape factor and the formation permeability factor are used to assess the angularity of pebbles and the formation permeability factor is used to assess the permeability of groundwater.

[0007] Furthermore, determining the excavation sequence in step S2 includes: The skip-slot excavation method is adopted, and the skip-slot interval is determined according to the gravel content. When the gravel content is high, the skip-slot interval is increased.

[0008] Furthermore, the determination of the steel cage construction parameters in step S4 includes: S41. Determine the maximum allowable value of the rebar spacing based on the maximum particle size of the pebbles, wherein the maximum allowable value of the rebar spacing is less than the maximum particle size of the pebbles; S42. The minimum allowable value of the rebar spacing is determined based on the pebble content, wherein the minimum allowable value of the rebar spacing decreases when the pebble content is high. S43. Based on the maximum particle size and content of pebbles, select the optimal rebar spacing between the maximum and minimum allowable values ​​of rebar spacing. When the maximum particle size of pebbles is large and the content of pebbles is high, select a rebar spacing close to the minimum allowable value. S44. Determine the rebar diameter based on the optimized rebar spacing. The rebar diameter is negatively correlated with the optimized rebar spacing. When the optimized rebar spacing decreases, increase the rebar diameter. S45. Based on the optimized rebar spacing and rebar diameter, determine the overall stiffness of the rebar cage and adjust the rebar cage segment length to match the trench segment length.

[0009] Furthermore, determining the wall-protecting mud parameters in step S3 includes: S31. Determine the baseline value of mud viscosity based on density, where the higher the density, the larger the baseline value of mud viscosity. S32. Determine the benchmark value of mud density based on the groundwater level, where the higher the groundwater level, the greater the benchmark value of mud density. S33, adjust the mud viscosity and mud density according to the gravel content. When the gravel content is high, increase the mud viscosity and mud density on the basis of the benchmark value. S34. Determine the control value of mud water loss based on mud viscosity and mud density, where mud water loss is negatively correlated with mud viscosity. S35 comprehensively evaluates the parameters of the wall protection mud to ensure that the mud performance is suitable for the sand and gravel geological conditions.

[0010] Furthermore, the collaborative optimization adjustment in step S5 includes: S51. The stability risk level of the tank wall is assessed based on the pebble content and the maximum pebble size. When the pebble content is high and the maximum pebble size is large, the stability risk level of the tank wall is high. S52, based on the risk level of trench wall stability, adjust the trench section length in the excavation parameters and the mud viscosity in the wall protection mud parameters. When the risk level of trench wall stability is high, reduce the trench section length and increase the mud viscosity. S53, adjust the rebar cage segment length in the rebar cage construction parameters according to the adjusted trench segment length, so that the rebar cage segment length is consistent with the trench segment length; S54. Based on the adjusted segment lengths and spacing of the reinforcing cage, verify the feasibility of sinking the reinforcing cage. If sinking is difficult, further adjust the spacing of the reinforcing cage. S55, repeat the adjustment process until the excavation parameters, wall protection mud parameters, and reinforcement cage construction parameters reach a coordinated balance.

[0011] Furthermore, adjusting the excavation parameters in S52 also includes adjusting the excavation sequence. When the stability risk level of the trench wall is high, segmented skip-trenching excavation is adopted, and support measures for the excavation units are increased. The verification of the feasibility of sinking the reinforcing cage described in S54 includes simulating the sinking process of the reinforcing cage in the trench section, taking into account the matching between the maximum particle size of the pebbles and the spacing of the reinforcing bars; The coordinated balancing described in S55 refers to the mutual adaptation of excavation parameters, wall protection mud parameters, and reinforcement cage construction parameters to ensure the stability of the trench wall and the smooth installation of the reinforcement cage.

[0012] Furthermore, the width of the groove segment in step S2 is also adjusted according to the pebble shape coefficient. When the pebble shape coefficient is large, the width of the groove segment is increased.

[0013] Furthermore, the construction parameters of the steel cage in step S4 also include the configuration of the reinforcing bars of the steel cage. The spacing of the reinforcing bars is determined according to the pebble content. When the pebble content is high, the spacing of the reinforcing bars is reduced.

[0014] Furthermore, the collaborative optimization adjustment in step S5 also includes considering the impact of groundwater level on the wall protection mud parameters and excavation parameters. When the groundwater level is high, the mud density is increased and the trench length is reduced at the same time.

[0015] According to a second aspect of the present invention, the present invention claims protection for a system for collaborative optimization of parameters for diaphragm wall excavation and reinforcement cage construction, comprising: One or more processors; A memory storing one or more programs, which, when executed by one or more processors, enable the one or more processors to implement the aforementioned method for co-optimizing the excavation parameters of a diaphragm wall and the construction parameters of a reinforcing cage.

[0016] This invention relates to a method and system for collaborative optimization of parameters for diaphragm wall excavation and reinforcement cage construction in gravelly geology. Key geological parameters are obtained through a detailed geological survey system. Based on these parameters, excavation parameters, wall-supporting mud parameters, and reinforcement cage construction parameters for the diaphragm wall are determined. The trench length and width are set according to the gravel content and maximum particle size; the wall-supporting mud performance is adjusted according to the stratum density and groundwater conditions; and the spacing, diameter, and segment length of the reinforcement cage are matched to the geological conditions and trench dimensions. This multi-parameter collaborative optimization establishes an inherent logical connection between excavation, wall support, and installation. Through risk assessment and iterative verification processes, this invention dynamically adjusts various parameters until system equilibrium is achieved, ensuring the stability of trench wall excavation and the feasibility of reinforcement cage installation simultaneously in complex and variable gravelly strata, effectively improving the overall reliability and efficiency of construction. Attached Figure Description

[0017] Figure 1 This is a flowchart illustrating the collaborative optimization method for diaphragm wall excavation and reinforcement cage construction parameters, for which this invention is claimed. Figure 2 This is a second flowchart of a method for co-optimizing excavation and reinforcement cage construction parameters for a diaphragm wall, which is claimed in this invention. Figure 3 This is a third flowchart of a method for collaborative optimization of excavation and reinforcement cage construction parameters for a diaphragm wall, for which the present invention is claimed. Figure 4 The fourth flowchart is for a method for collaborative optimization of excavation and reinforcement cage construction parameters for a diaphragm wall, which is claimed in this invention. Detailed Implementation

[0018] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of this application, and not all of the embodiments. Based on the embodiments of this application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of this application.

[0019] The terms "first," "second," and "third" in this application are for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined as "first," "second," or "third" may explicitly or implicitly include at least one of those features. In the description of this application, "multiple" means at least two, such as two, three, etc., unless otherwise explicitly specified. All directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of this application are only used to explain the relative positional relationships and movements between components in a specific orientation (as shown in the figures). If the specific orientation changes, the directional indications also change accordingly. Furthermore, the terms "including" and "having," and any variations thereof, are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or device that includes a series of steps or units is not limited to the listed steps or units, but may optionally include steps or units not listed, or may optionally include other steps or units inherent to these processes, methods, products, or devices.

[0020] References to embodiments herein mean that a particular feature, structure, or characteristic described in connection with an embodiment may be included in at least one embodiment of this application. The appearance of this phrase in various places throughout the specification does not necessarily refer to the same embodiment, nor is it a mutually exclusive, independent, or alternative embodiment. It will be explicitly and implicitly understood by those skilled in the art that the embodiments described herein can be combined with other embodiments.

[0021] According to the first embodiment of the present invention, referring to Figure 1 This invention claims protection for a method for co-optimizing excavation and reinforcement cage construction parameters of diaphragm walls, applicable to gravelly geology, comprising the following steps: S1, Conduct an investigation of the sand and gravel geology to obtain the geological parameters of the sand and gravel geology; S2, Based on the maximum particle size and pebble content in the geological parameters, determine the excavation parameters of the diaphragm wall, including the trench length, trench width and excavation sequence, wherein the trench width is determined based on the maximum particle size of the pebble, the trench width is greater than the maximum particle size of the pebble, and the trench length is negatively correlated with the pebble content; S3. Based on the density and groundwater level in the geological parameters, determine the wall protection mud parameters, including mud viscosity, mud density and mud water loss. The mud viscosity is positively correlated with the density and the mud density is positively correlated with the groundwater level. S4. Based on the maximum particle size and content of pebbles in the geological parameters, determine the construction parameters of the reinforcing cage, including the spacing of the reinforcing bars, the diameter of the reinforcing bars, and the segment length of the reinforcing cage. The spacing of the reinforcing bars is negatively correlated with the maximum particle size of the pebbles, and the segment length of the reinforcing cage is matched with the length of the trench segment. S5. Based on the excavation parameters, wall protection mud parameters, and steel cage construction parameters, perform coordinated optimization and adjustment. Adjust the trench length and steel bar spacing according to the gravel content. When the gravel content is high, reduce the trench length and steel bar spacing. Adjust the mud viscosity according to the density.

[0022] In this embodiment, a sand and gravel geological survey is conducted to obtain geological parameters: Core samples were obtained in the planned construction area through geological drilling. The core samples were sieved, the maximum particle size of the pebbles was measured and recorded, and the percentage of the mass of pebbles to the total mass of the sample was calculated as the pebble content. The standard penetration test (SPT) blow count of the formation is obtained by standard penetration test, and the density grade of the formation is determined based on the range of blow counts. By measuring the stable water level through observation wells, data on the depth of groundwater level can be obtained.

[0023] Determine the excavation parameters for the diaphragm wall: The width of the trench section is set to be greater than the maximum particle size of the pebbles obtained from the exploration by a fixed margin. This margin is used to ensure that the trenching equipment can pass smoothly in the strata containing large-diameter pebbles without getting stuck. The excavation is graded based on the pebble content. When the pebble content is higher than a set threshold, a shorter trench length is used for excavation; when the pebble content is lower than the set threshold, a longer trench length is used for excavation. Determine the excavation sequence. In areas with high pebble content, prioritize the skip-excavation method, which involves alternating one or more trench sections. Excavation of the intermediate trench section will only begin after the concrete pouring of the adjacent trench sections is completed.

[0024] Determine the parameters of the wall-protecting mud: Based on the formation density level, a benchmark value is set for the mud viscosity. The higher the density level, the larger the selected mud viscosity benchmark value, so as to enhance the mud's support capacity for the borehole wall. Based on the depth of the groundwater level, a benchmark value is set for the mud density. The higher the groundwater level, the larger the selected benchmark value for mud density, so as to effectively balance the groundwater pressure. The water loss control standard of the mud is adjusted according to the gravel content. When the gravel content is high, a lower water loss control value is adopted to reduce the infiltration of mud water into the formation.

[0025] Determine the construction parameters for the reinforcing cage: Based on the maximum particle size of the pebbles, set the net spacing between the main bars of the reinforcing cage to ensure that the net spacing is less than the maximum particle size of the pebbles, so as to prevent the pebbles from becoming stuck in the reinforcing cage during the concrete pouring process. The segment length of the reinforcing cage is determined based on the length of the trench section, so that the reinforcing cage can be smoothly placed into the excavated trench section.

[0026] Perform collaborative optimization adjustments: Establish a linkage adjustment relationship between excavation parameters, wall protection mud parameters, and reinforcement cage construction parameters; When adjusting the trench section length according to the pebble content, the section length of the reinforcing cage should be adjusted simultaneously to match the trench section length. When adjusting the mud viscosity based on the density, the viscous resistance that high-viscosity mud may cause to the sinking of the reinforcing cage should be assessed. If the resistance is too great, the spacing between the reinforcing bars should be adjusted appropriately to improve the mud flow path.

[0027] Furthermore, the geological parameters mentioned in step S1 also include: The pebble shape factor and the formation permeability factor are used to assess the angularity of pebbles and the formation permeability factor is used to assess the permeability of groundwater.

[0028] In this embodiment, the geological parameters also include the pebble shape factor and the formation permeability factor: By measuring the three-dimensional dimensions of pebble samples and calculating the ratios of their major axis, median axis, and minor axis, a pebble shape coefficient is defined to quantify the angularity and sphericity of pebbles. The formation permeability coefficient is defined as the unit flow rate of the formation under a unit hydraulic gradient, obtained by conducting pumping or injection tests on site.

[0029] Furthermore, determining the excavation sequence in step S2 includes: The skip-slot excavation method is adopted, and the skip-slot interval is determined according to the gravel content. When the gravel content is high, the skip-slot interval is increased.

[0030] In this embodiment, determining the excavation sequence includes using a skip-slot excavation method: The skipping interval is determined based on the pebble content. When the pebble content is higher than the first threshold, the skipping interval is set to two slot lengths; when the pebble content is higher than the second threshold, the skipping interval is set to three slot lengths.

[0031] Furthermore, referring to Figure 2Step S4, which determines the construction parameters of the reinforcing cage, includes: S41. Determine the maximum allowable value of the rebar spacing based on the maximum particle size of the pebbles, wherein the maximum allowable value of the rebar spacing is less than the maximum particle size of the pebbles; S42. The minimum allowable value of the rebar spacing is determined based on the pebble content, wherein the minimum allowable value of the rebar spacing decreases when the pebble content is high. S43. Based on the maximum particle size and content of pebbles, select the optimal rebar spacing between the maximum and minimum allowable values ​​of rebar spacing. When the maximum particle size of pebbles is large and the content of pebbles is high, select a rebar spacing close to the minimum allowable value. S44. Determine the rebar diameter based on the optimized rebar spacing. The rebar diameter is negatively correlated with the optimized rebar spacing. When the optimized rebar spacing decreases, increase the rebar diameter. S45. Based on the optimized rebar spacing and rebar diameter, determine the overall stiffness of the rebar cage and adjust the rebar cage segment length to match the trench segment length.

[0032] In this embodiment, the maximum allowable value for the spacing between the reinforcing bars is determined as follows: Based directly on the measured value of the maximum particle size of the gravel, the maximum allowable net spacing between the main bars of the steel cage is set to be 0.8 to 0.9 times the maximum particle size of the gravel.

[0033] Determine the minimum allowable value for rebar spacing: The minimum allowable value for the spacing between reinforcing bars is set based on the pebble content. When the pebble content is high, this minimum allowable value is reduced accordingly to ensure that the concrete aggregate can pass smoothly through the gaps between the reinforcing bars and to avoid pouring defects caused by the decrease in the fluidity of the concrete due to the high pebble content.

[0034] Select optimized rebar spacing: Within the defined range of maximum and minimum allowable values, a comprehensive selection is made based on the maximum particle size and content of the pebbles. When faced with conditions where the pebble particle size is large and the content is high, the rebar spacing value closer to the lower limit of this range is selected.

[0035] Determine the diameter of the reinforcing bar: After selecting the optimal rebar spacing, the overall stiffness of the rebar cage at that spacing is evaluated. If the stiffness is determined to be insufficient, compensation is made by increasing the diameter of the main reinforcement bars to ensure sufficient morphological stability of the rebar cage during hoisting and sinking.

[0036] Determine and verify the segment lengths of the reinforcing cage: Based on the final determined rebar spacing and diameter, the actual weight and stiffness of the reinforcing cage are calculated. Taking into account the trench section length and lifting equipment capacity, the final section length of the reinforcing cage is determined. Before fabrication, detailed drawings are created to simulate its sinking process within the trench section, ensuring a uniform protective layer gap between it and the trench wall.

[0037] Furthermore, referring to Figure 3 Step S3, determining the parameters of the wall-protecting mud, includes: S31. Determine the baseline value of mud viscosity based on density, where the higher the density, the larger the baseline value of mud viscosity. S32. Determine the benchmark value of mud density based on the groundwater level, where the higher the groundwater level, the greater the benchmark value of mud density. S33, adjust the mud viscosity and mud density according to the gravel content. When the gravel content is high, increase the mud viscosity and mud density on the basis of the benchmark value. S34. Determine the control value of mud water loss based on mud viscosity and mud density, where mud water loss is negatively correlated with mud viscosity. S35 comprehensively evaluates the parameters of the wall protection mud to ensure that the mud performance is suitable for the sand and gravel geological conditions.

[0038] In this embodiment, a reference value for mud viscosity is determined: Establish a table showing the correspondence between density grades and mud viscosity benchmark values. For each increase in density grade, the mud viscosity benchmark value increases by a fixed value.

[0039] Determine the baseline value for mud density: Establish a table showing the correspondence between groundwater level depth and mud density benchmark values. For every certain depth increase in groundwater level, the mud density benchmark value increases by a fixed value.

[0040] Adjust mud parameters according to pebble content: Based on the established baseline values ​​for mud viscosity and density, an additional adjustment based on gravel content is set. When the gravel content is high, this additional adjustment is added to the baseline value to enhance the mud's embedding and sealing ability within the gravel pores.

[0041] Determine the control value for mud water loss: Establish a correlation between mud viscosity and water loss control value. The higher the mud viscosity, the stricter the water loss control value should be set to maintain the quality of the mud cake.

[0042] Comprehensive assessment and adaptation: All mud parameters determined in the above steps are reviewed as a whole, and the inherent consistency between the parameters is checked to ensure that the system can adapt to the comprehensive characteristics of sandy and gravelly strata. Furthermore, referring to Figure 4 The collaborative optimization adjustment in step S5 includes: S51. The stability risk level of the tank wall is assessed based on the pebble content and the maximum pebble size. When the pebble content is high and the maximum pebble size is large, the stability risk level of the tank wall is high. S52, based on the risk level of trench wall stability, adjust the trench section length in the excavation parameters and the mud viscosity in the wall protection mud parameters. When the risk level of trench wall stability is high, reduce the trench section length and increase the mud viscosity. S53, adjust the rebar cage segment length in the rebar cage construction parameters according to the adjusted trench segment length, so that the rebar cage segment length is consistent with the trench segment length; S54. Based on the adjusted segment lengths and spacing of the reinforcing cage, verify the feasibility of sinking the reinforcing cage. If sinking is difficult, further adjust the spacing of the reinforcing cage. S55, repeat the adjustment process until the excavation parameters, wall protection mud parameters, and reinforcement cage construction parameters reach a coordinated balance.

[0043] In this embodiment, the risk level of tank wall stability is assessed: Create a risk assessment matrix based on pebble content and maximum pebble size, classifying risks into three levels: high, medium, and low. For example, when the pebble content is high and the maximum pebble size is large, it is directly classified as a high-risk level.

[0044] Adjust excavation and mud parameters: Based on the assessed risk level, parameter adjustments are initiated. For high-risk levels, the plan is to shorten the trench section length to a preset short section and increase the mud viscosity by one level.

[0045] Adjust the rebar cage parameters: Based on the adjusted trench segment length, immediately redetermine the segment length of the reinforcing cage to ensure that it is consistent with the new trench segment length.

[0046] Verify the feasibility of sinking the steel cage: Based on the latest rebar cage design parameters, the spacing between the rebars is checked to ensure that the cage can avoid three-dimensional interference with the pebbles when it sinks in a trench containing large-diameter pebbles, through 3D modeling or full-scale ground simulation.

[0047] Iterative adjustments until a harmonious equilibrium is reached: If feasibility issues with sinking are found during verification, the process is repeated to modify the rebar spacing or diameter and reassess its impact on trench wall stability and concrete pouring. This process continues until all parameters are compatible and a stable and feasible set of construction parameters is formed.

[0048] Furthermore, adjusting the excavation parameters in S52 also includes adjusting the excavation sequence. When the stability risk level of the trench wall is high, segmented skip-trenching excavation is adopted, and support measures for the excavation units are increased. The verification of the feasibility of sinking the reinforcing cage described in S54 includes simulating the sinking process of the reinforcing cage in the trench section, taking into account the matching between the maximum particle size of the pebbles and the spacing of the reinforcing bars; The coordinated balancing described in S55 refers to the mutual adaptation of excavation parameters, wall protection mud parameters, and reinforcement cage construction parameters to ensure the stability of the trench wall and the smooth installation of the reinforcement cage.

[0049] In this embodiment, the excavation sequence is adjusted: When the stability risk level of the trench wall is high, in addition to adopting segmented trench excavation, temporary steel supports are added inside the trench section, or a large guide wall is erected at the trench opening to increase the constraint of the soil at the opening.

[0050] Verify the feasibility of sinking the steel cage: The simulation of the sinking process specifically considers the possible local protrusion of pebbles on the trench wall and the verticality deviation of the steel cage in the hoisting state, to ensure that there is still a minimum safe gap between the steel cage and the pebbles under the most unfavorable conditions.

[0051] Cooperative balance: The mutual adaptation refers to the following: the shortened trench length reduces the exposed excavation surface, the increased mud viscosity enhances the wall protection effect, and the adjusted rebar spacing ensures the smooth sinking of the cage. These three factors work together to minimize the risk of trench wall collapse and rebar cage installation failure in gravel strata. Furthermore, the width of the groove segment in step S2 is also adjusted according to the pebble shape coefficient. When the pebble shape coefficient is large, the width of the groove segment is increased.

[0052] In this embodiment, the width of the groove segment is further adjusted according to the pebble shape coefficient: When the pebble shape factor indicates that the pebbles have significant angularity, an additional width compensation value is added to the width of the trough section determined based on the maximum pebble diameter, in order to address the adverse effects of angular pebbles on the local stability of the trough wall.

[0053] Furthermore, the construction parameters of the steel cage in step S4 also include the configuration of the reinforcing bars of the steel cage. The spacing of the reinforcing bars is determined according to the pebble content. When the pebble content is high, the spacing of the reinforcing bars is reduced.

[0054] In this embodiment, the construction parameters for the reinforcing cage also include the configuration of the reinforcing bars: Horizontal stirrups and vertical truss bars are installed inside the reinforcing cage as stiffeners. The spacing of the stiffeners is determined based on the pebble content. When the pebble content is high, the spacing of the stiffeners is reduced to enhance the overall stiffness of the reinforcing cage against lateral pebble compression.

[0055] Furthermore, the collaborative optimization adjustment in step S5 also includes considering the impact of groundwater level on the wall protection mud parameters and excavation parameters. When the groundwater level is high, the mud density is increased and the trench length is reduced at the same time.

[0056] In this embodiment, when the groundwater level is shallow (i.e., the water level is high), this condition simultaneously affects mud parameters and excavation stability. Therefore, in the optimization adjustment, two related operations are triggered: simultaneously increasing mud density to balance water pressure and reducing trench length to shorten the exposure time of a single excavation.

[0057] According to a second embodiment of the present invention, the present invention claims protection for a collaborative optimization system for diaphragm wall excavation and reinforcement cage construction parameters, comprising: One or more processors; A memory storing one or more programs, which, when executed by one or more processors, enable the one or more processors to implement the aforementioned method for co-optimizing the excavation parameters of a diaphragm wall and the construction parameters of a reinforcing cage.

[0058] The following example illustrates its application in a typical gravel formation project: Conduct geological surveys of sand and gravel to obtain geological parameters; Within the construction site, drilling operations were conducted using rotary drilling rigs in conjunction with mud wall support, following a pre-established grid of exploration points. The drilling depth penetrated the expected diaphragm wall depth and reached a certain depth in the lower, relatively stable strata. Continuous core sampling was employed throughout the process, obtaining core samples at different depths that retained their original structure. The retrieved core samples were carefully packaged, numbered, and transported to the laboratory. In the laboratory, the samples underwent stepwise sieving. First, the largest pebbles in the samples were manually selected, and their dimensions were measured along their longest axis using calipers, recording this as the maximum pebble diameter for that exploration point. Subsequently, all samples were thoroughly sieved, and the mass of pebble particles remaining on each sieve and the mass of sand and fine soil passing through the finest sieve were weighed. The percentage of total pebble mass to total sample mass was calculated, accurately determining the pebble content index of the stratum. During drilling, standard penetration tests (SPTs) are conducted at specific depth intervals. A standard-sized penetrator is driven into the soil using a specified weight hammer at a fixed drop distance, and the number of blows required to penetrate to a certain depth is recorded; this is the SPT blow count. Based on relevant national geotechnical engineering investigation specifications, a correspondence is established between this blow count range and the formation density grade, thereby determining the density grade of each survey point, such as loose, medium-dense, or dense. After drilling is completed, the borehole is used as an observation well. After a sufficient period of settling to allow the water level to stabilize, a precision water level gauge is used to measure the vertical distance from the borehole opening to the groundwater surface. This measurement is repeated until the data stabilizes and is recorded as the groundwater level depth data.

[0059] Determine the excavation parameters for the diaphragm wall based on geological parameters; Determining the trench width: Engineering designers review the maximum pebble size data in the geological survey report. To ensure that trenching equipment such as hydraulic grabs or twin-wheel trenchers can effectively crush, grab, or mill large-diameter pebbles in the strata without getting stuck in the trench, the trench width must be greater than the maximum pebble size. This margin is defined as a fixed operational safety margin, which takes into account the dimensional tolerances of the equipment, possible construction deviations, and the irregular shapes that the pebbles may have.

[0060] Determining the trench section length: The engineering designers also reviewed the pebble content data in the geological report. Based on the pebble content, they divided the strata into different stability zones. In areas with high pebble content, the trench wall's self-stabilizing ability was assessed as poor, and the unsupported exposure time after excavation must be shortened. Therefore, it was decided to use shorter trench section lengths in these areas. This shorter trench section length means less earthwork excavated per run, a smaller exposed trench wall area, and a relatively shorter exposure time, thus significantly reducing the risk of localized spalling or large-scale collapse of the trench wall under gravity, seepage, or construction disturbance.

[0061] Determining the excavation sequence: Based on the adverse effects of high pebble content on trench wall stability, the construction organization designers devised a skip-excavation sequence. Specifically, in plan view, adjacent trench sections are not excavated sequentially; instead, one or more sections are excavated at intervals. For example, sections numbered 1, 3, and 5 are excavated first. After the reinforcement cages for these sections are installed, the concrete is poured, and reaches a certain strength, sections 2, 4, and 6, located in between, are excavated. In this way, the pre-completed concrete wall sections act as supports, providing lateral restraint to the unexcavated soil in between, greatly improving overall stability.

[0062] The parameters of the wall-protecting mud are determined based on geological parameters; Determining Mud Viscosity: Mud engineers select the initial viscosity of the mud based on the formation density level. For high-density formations, meaning the particles are tightly interlocked and the pores are small, a higher viscosity mud is required to effectively penetrate the shallow surface of the borehole wall and form a thin, tough mud cake. This mud cake effectively seals the borehole wall, preventing free water in the mud from escaping into the formation, while its own gel strength also cements and supports the pebbles on the borehole wall.

[0063] Determining mud density: Mud engineers also consider groundwater level depth data. When the groundwater level is high, i.e., the burial depth is shallow, the water pressure acting on the trench walls is very large. To improve the mud column's ability to balance this water pressure and prevent groundwater from seeping into the trench, diluting the mud, or even causing water inrush, it is decided to increase the mud density. By adding weighting materials to the mud, its weight per unit volume is increased, thereby ensuring that the mud column pressure is always higher than the groundwater pressure, maintaining the mechanical balance of the trench walls.

[0064] Determining Mud Water Loss: Considering the presence of numerous large pore channels in gravelly formations, especially when the gravel content is high, mud engineers pay particular attention to controlling mud water loss. They select high-quality bentonite and add specialized water loss reducing agents such as CMC, enabling the mud to rapidly lose water under pressure differential to form a dense filter cake, rather than experiencing large amounts of slurry loss. This stabilizes the tank walls and maintains the mud's inherent properties.

[0065] The construction parameters of the reinforcing cage are determined based on geological parameters; Determining the reinforcement spacing: Structural engineers carefully studied the maximum pebble size data. To prevent large-diameter pebbles from getting stuck between the main reinforcement bars during underwater concrete pouring, causing discontinuity in concrete pouring or even bridging and voids, it was clearly stipulated that the net spacing between the main reinforcement bars must be less than the maximum pebble size listed in the survey report. This is a rigid constraint imposed from a physical spatial perspective.

[0066] Determining the segment lengths of the reinforcing cage: Since the shorter trench segment lengths have been determined based on stability requirements, the design of the reinforcing cage must match them. Therefore, the structural engineer designs the reinforcing cage in correspondingly shorter segments. The length of each segment of the reinforcing cage is precisely matched to the length of the corresponding trench segment to ensure that it can be smoothly lowered into the trench, and that the top and bottom elevations meet the design requirements.

[0067] Perform collaborative optimization and adjustment based on all parameters; At this stage, a collaborative working group composed of geology, structural, construction, and mud engineers was established.

[0068] Parameter linkage: The working group first confirmed that the decision to shorten the trench section length due to the high pebble content had directly led to a synchronous shortening of the steel cage section length. This is a direct parameter linkage.

[0069] Subsequently, the working group assessed the impact of the high-viscosity mud used due to its high density on the sinking of the reinforcing cage. The viscous mud could significantly increase fluid resistance during the cage's sinking. Therefore, structural engineers, while ensuring the net spacing was less than the maximum diameter of the pebbles, attempted to optimize the arrangement of the main reinforcing bars. For example, while maintaining the total reinforcing bar area, they used smaller individual bar diameters but increased the number of bars, or adjusted the arrangement of the distribution bars. The aim was to create more favorable conditions for the flow and displacement of the viscous mud inside and around the cage, ensuring the cage could sink smoothly under its own weight and slight external forces. This adjustment process demonstrated a deep synergy between excavation parameters, mud parameters, and reinforcing cage parameters.

[0070] In this embodiment, the geological exploration steps have been greatly enriched; In addition to basic parameters, geotechnical engineers also conducted detailed morphological descriptions and quantifications of the typical pebble samples collected. They used calipers to measure the lengths of the major, median, and minor axes of each pebble sample and determined a shape factor by calculating their ratios. This factor quantitatively describes whether the pebble is close to a sphere or has significant angularity. In addition, in-situ permeability tests were conducted in the exploration boreholes. By injecting or pumping water into the boreholes and measuring the rate of water level change, the permeability coefficient of the formation was calculated. These two supplementary parameters—the pebble shape coefficient and the formation permeability coefficient—provide a more solid and scientific basis for more refined and forward-looking parameter adjustments in subsequent steps.

[0071] In determining the excavation sequence, this embodiment is executed more rigorously and quantitatively; Based on the geological profile, the construction planning engineer divided the entire construction area into several blocks according to their pebble content. For blocks with high pebble content, a skip-excavation pattern with intervals of two trench lengths was mandated. For blocks with extremely high pebble content, a more conservative skip-slot pattern with intervals of three slot lengths is adopted. This differentiated excavation sequence design ensures that areas with high construction risks receive more adequate spatiotemporal protection. Excavation is only carried out after the concrete of adjacent slots provides stronger support, which greatly improves safety.

[0072] This embodiment details the process of determining the construction parameters for the reinforcing cage: Determining the maximum allowable value for rebar spacing: Structural engineers held a special meeting to review the maximum particle size data for pebbles. The meeting decided that the net spacing between the main reinforcing bars of the rebar cage, i.e., the distance from innermost to innermost, must be strictly controlled below a maximum value calculated based on the maximum particle size of the pebbles. The principle for setting this maximum allowable value is to geometrically ensure that even the largest pebbles, when approaching the rebar cage under the impact of flowing concrete, cannot penetrate the gaps between the main reinforcing bars, thus fundamentally avoiding mechanical jamming.

[0073] Determine the minimum allowable value for rebar spacing; at the same time, the process requirements for concrete pouring must also be considered. Concrete mix design for strata with high pebble content has tended to use coarse aggregates with larger particle sizes, and their flowability presents greater challenges.

[0074] Therefore, a minimum allowable value for the spacing of the reinforcing bars was set. This value must ensure that the coarse aggregate inside the reinforcing cage, including larger pebbles, can pass smoothly through the concrete without being obstructed, preventing the formation of voids or loose concrete areas behind the reinforcing cage.

[0075] Optimizing Reinforcement Spacing: Within the design feasible region defined by the maximum and minimum allowable values ​​mentioned above, structural engineers make optimization choices. When faced with the dual disadvantages of large and high-content gravel, a relatively small reinforcement spacing close to the minimum allowable value is preferred. The aim is to maximize the filtering and blocking effect of the reinforcement cage on the gravel while ensuring concrete pouring capability, creating optimal conditions for smooth concrete flow and dense filling.

[0076] Determining the Reinforcing Bar Diameter: After selecting a smaller reinforcing bar spacing, engineers need to assess whether this will reduce the overall stiffness of the reinforcing cage. While denser reinforcement provides better coverage, thinner individual bars may cause excessive deformation of the cage during lifting and lowering. Therefore, as a compensatory measure, it is decided to appropriately increase the diameter of the main reinforcing bars. By increasing the cross-sectional area and moment of inertia of individual bars, the potential decrease in overall stiffness due to the reduced spacing is compensated for, ensuring that the reinforcing cage maintains its design shape throughout construction.

[0077] Determine and verify the segment lengths of the reinforcing cage: Finally, based on the final determined rebar spacing and diameter, accurately calculate the weight, center of gravity, and stiffness characteristics of each segment of the reinforcing cage. Combined with the rated lifting capacity and lifting height of the lifting equipment, as well as the specific depth and length of the trench segment, the final segment lengths of the reinforcing cage are verified. Before formal fabrication, a 1:1 three-dimensional model is required using computer-aided design software to simulate the entire process of lifting, flipping, and sinking into the trench. This dynamically checks whether the protective layer thickness between the cage and the trench wall is uniform at various points and whether there is any risk of interference with the trench wall or pre-embedded parts, ensuring everything is foolproof.

[0078] This embodiment details the process of determining the parameters of the wall-protecting mud: Determining the baseline mud viscosity: Based on the received formation compaction grade report, the mud laboratory consults an internal reference table summarizing formation compaction and mud viscosity recommendations, compiled from extensive engineering experience. This table clearly specifies the median or baseline mud viscosity range to be used for different grades, such as loose, medium-dense, and dense. For example, for dense formations, the corresponding high viscosity baseline value in the reference table is directly selected as the starting point for mixing.

[0079] Determine the baseline mud density value: Similarly, refer to another groundwater pressure-mud density reference table based on the groundwater level depth data. This table converts the water level depth into groundwater pressure and provides the baseline mud density value required to balance this pressure. The higher the water level, the greater the required equilibrium density; select the initial density value accordingly.

[0080] Adjusting mud parameters based on pebble content: After determining the baseline values ​​for viscosity and density, mud engineers introduce a third adjustment factor—pebble content. A high pebble content indicates well-developed large porosity in the formation, requiring the mud to have a faster gelation rate and stronger sealing ability. Therefore, an additional amount of viscosity and density is added to the baseline values. This additional amount aims to allow the mud to rapidly lose water and form a structure upon contact with porous formations, effectively sealing the pores between pebbles and enhancing the wall protection effect.

[0081] Determining the control value for mud water loss: The water loss of mud is closely related to its viscosity. Generally, high-viscosity mud is conducive to the formation of a low-permeability mud cake, and therefore its water loss is naturally lower. Engineers set a corresponding, more stringent upper limit for water loss control based on the adjusted final viscosity value. This ensures that the mud system has strong wall protection capabilities while its filtration characteristics are within a controllable range, avoiding excessive water loss that leads to deterioration of mud performance.

[0082] Comprehensive Assessment and Adaptation: Finally, the mud engineer reviews all determined parameters—viscosity, density, water loss, colloid content, sand content, pH, etc.—as a complete system. They check for inconsistencies and ensure that this set of parameters functions as a harmonious whole, comprehensively addressing the combined challenges of high permeability, susceptibility to collapse, and high porosity posed by gravel formations.

[0083] This embodiment provides a very detailed explanation of the core collaborative optimization process: Assessing the risk level of trench wall stability: The collaborative working group created a simple risk assessment matrix. This matrix uses pebble content as the vertical axis and maximum pebble size as the horizontal axis. The working group located the geological data of the current engineering area within the matrix. For example, a point where high pebble content and large pebble maximum size intersect was directly defined as a high-risk level. This level designation triggered a subsequent, more stringent parameter adjustment process.

[0084] Adjustments to excavation and drilling parameters: In response to the high-risk level, the working group made two key adjustments: First, the construction team was instructed to further shorten the standard trench section length, adopting the emergency short trench section length from the contingency plan. Second, the drilling team was instructed to increase the drilling viscosity from high to the highest level. The core objective of these two adjustments was to address the high risk by simultaneously reducing the single exposure area and enhancing borehole wall support.

[0085] Adjusting reinforcement cage parameters: Changes in excavation parameters are immediately reflected in the reinforcement cage design. The structural engineer receives updated trench segment lengths to reflect emergency short trench segment lengths and then modifies the segment design of the reinforcement cage, redrawing the drawings to ensure that the segment lengths are completely consistent with the new trench segment lengths.

[0086] Verifying the feasibility of reinforcing cage sinking: Based on the latest cage design for short trench sections and using smaller spacing / larger diameter reinforcing bars, a thorough feasibility verification of sinking is conducted. This includes not only 3D modeling but may also involve fabricating local full-scale model segments and conducting actual sinking tests in test trenches filled with simulated high-viscosity mud and containing representative large-diameter, angular pebbles. The sinking speed and resistance are observed and measured to ensure there is no jamming.

[0087] Iterative adjustments until synergistic equilibrium was achieved: Sinking test feedback indicated that, under extreme local conditions, the cage still experienced difficulty sinking. Based on this feedback, the working group initiated an iterative cycle: structural engineers returned to sub-step four-three, attempting to slightly increase the rebar spacing while satisfying all constraints. This new spacing was then used for feasibility verification again. After several rounds of this design-verification-feedback-modification iterative process, a set of optimal parameters was finally found: this solution ensured both the stability of the trench walls and the smooth installation of the rebar cage, achieving a synergistic balance among all objectives.

[0088] Specific measures to adjust the excavation sequence: For trench sections marked as high-risk, in addition to using large-interval skip-trenching excavation, reinforced concrete guide walls with depths and strengths far exceeding those of conventional trenches were cast in place at the trench openings to provide strong locking and restraint for the soil at the openings. For trench sections with particularly large depths, temporary H-beams were even driven into the trench in sections as lateral supports during the excavation process, greatly enhancing the stability of the trench walls during the excavation stage.

[0089] The specific steps for verifying the feasibility of sinking the reinforcing cage are as follows: During the simulated sinking process, unfavorable working conditions were set up: it was assumed that there was local over-excavation and depression in the trench wall due to the falling of pebbles, and that the reinforcing cage had a vertical deviation within the allowable range during hoisting. Under these harsh conditions, it was checked whether an absolute minimum safe clearance could still be maintained between the outermost reinforcing bars of the cage and the most protruding pebbles in the trench wall. This clearance must be able to accommodate mud flow and possible slight swaying.

[0090] Defining the Cooperative Equilibrium State: The final achieved cooperative equilibrium is explicitly defined as a state in which the shortened trench sections reduce the risk exposure surface, the high-viscosity, high-density mud provides strong fluid support and sealing, and the optimized spacing and stiffness of the steel cage ensures installation feasibility. These three elements constitute a mutually supportive and complementary organic whole, enabling the entire trenching and wall-forming process to proceed safely, continuously, and efficiently under extremely complex and unfavorable gravel geological conditions.

[0091] In this embodiment, the determination of the trench width becomes more precise. After initially determining the trench width based on the maximum particle size of the pebbles, the engineers further incorporated the obtained pebble shape coefficient data. For pebbles with angular or elongated shapes, it was determined that they are not only larger in size but also more prone to forming stress concentration points on the trench wall, and more likely to overturn or fall under disturbance, thus posing a greater threat to the stability of the trenching equipment and the flatness of the trench wall. Therefore, a shape compensation width was added to the width calculated based on particle size. This compensation width is specifically designed to address the additional risks posed by angular pebbles, providing greater tolerance for equipment operation and effectively improving trenching efficiency and safety.

[0092] This embodiment further strengthens the construction of the reinforcing cage; structural engineers specifically optimized the configuration of the reinforcing bars to address the non-uniform lateral compressive forces that high-pebble-content strata might exert on the reinforcing cage. The spacing of the horizontal stirrups was reduced, while the density of the vertical truss reinforcement was increased.

[0093] This densely packed network of reinforcing ribs forms a skeleton with extremely high spatial stiffness, making the entire steel cage less prone to twisting and deformation during hoisting, able to resist possible lateral forces and remain vertical during sinking, and ensuring that the steel cage remains in the designed position without being compressed after concrete pouring. This represents an important refinement of the construction parameters for steel cages.

[0094] This embodiment emphasizes the systemic synergistic adjustment that can be triggered by a single factor: groundwater level. When monitoring data continuously shows that the groundwater level is at an abnormally high level, the synergistic optimization system treats this as a major early warning signal. A high water level not only means greater hydrostatic pressure requiring mud slurry balancing, but also softens the filler between pebbles, reducing the effective stress and overall strength of the soil. Therefore, the system triggers a combined response: on the one hand, according to the logic of step S3, it instructs to increase the mud density to directly counteract the high water pressure. On the other hand, according to the logic of step S2, recognizing that the weakening of soil strength by a high water level will exacerbate trench wall instability, it simultaneously instructs to appropriately reduce the trench section length. This example vividly illustrates the synergistic nature of the method of this invention—a change in a geological factor can simultaneously and in tandem affect the decision-making of multiple construction parameters.

[0095] As can be seen from the extremely detailed embodiments described above, this invention systematically solves the problem of inconsistent and mismatched determination of construction parameters for diaphragm walls in sandy and gravelly strata by establishing a meticulous internal logical chain between geological parameters and construction parameters, and by introducing a risk assessment-based, multi-disciplinary, iterative collaborative optimization mechanism. This method provides reliable and operable technical support and a decision-making framework for safe, efficient, and high-quality construction under complex geological conditions.

[0096] In the several embodiments provided in this application, it should be understood that the disclosed systems, apparatuses, and methods can be implemented in other ways. For example, the apparatus embodiments described above are merely illustrative; for instance, the division of units is only a logical functional division, and in actual implementation, there may be other division methods. For example, multiple units or components may be combined or integrated into another system, or some features may be ignored or not executed. Furthermore, the coupling or direct coupling or communication connection shown or discussed may be through some interfaces, or indirect coupling or communication connection between apparatuses or units, and may be electrical, mechanical, or other forms.

[0097] Furthermore, the functional units in the various embodiments of this application can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated units described above can be implemented in hardware or as software functional units. The above are merely embodiments of this application and do not limit the patent scope of this application. Any equivalent structural or procedural transformations made based on the description and drawings of this application, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of this application.

[0098] The specific embodiments of the invention have been described in detail above, but they are only examples, and this application is not limited to the specific embodiments described above. For those skilled in the art, any equivalent modifications or substitutions to the invention are also within the scope of this application. Therefore, all equivalent changes, modifications, and improvements made without departing from the spirit and principles of this application should be covered within the scope of this application.

Claims

1. A method for collaborative optimization of excavation parameters for diaphragm wall construction and reinforcement cage construction, applicable to gravel and pebble geology, characterized in that, Includes the following steps: S1, Conduct an investigation of the sand and gravel geology to obtain its geological parameters; S2, Based on the maximum gravel particle size and gravel content in the geological parameters, determine the excavation parameters for the diaphragm wall, including trench length, trench width, and excavation sequence, wherein the trench width is determined based on the maximum gravel particle size, and the trench width is greater than the maximum gravel particle size, and the trench length is negatively correlated with the gravel content; S3, Based on the density and groundwater level in the geological parameters, determine the wall-protecting mud parameters, including mud viscosity, mud density, and mud water loss, wherein the mud viscosity and density are related. Positive correlation: mud density is positively correlated with groundwater level; S4: Based on the maximum particle size and content of pebbles in the geological parameters, determine the construction parameters of the reinforcing cage, including the spacing of the reinforcing bars, the diameter of the reinforcing bars, and the segment length of the reinforcing cage, wherein the spacing of the reinforcing bars is negatively correlated with the maximum particle size of pebbles, and the segment length of the reinforcing cage matches the length of the trench segment; S5: Based on the excavation parameters, wall protection mud parameters, and reinforcing cage construction parameters, perform coordinated optimization and adjustment, adjust the trench segment length and the spacing of the reinforcing bars according to the content of pebbles, reduce the trench segment length and the spacing of the reinforcing bars when the content of pebbles is high, and adjust the mud viscosity according to the density.

2. The method for collaborative optimization of excavation and reinforcement cage construction parameters for diaphragm wall as described in claim 1, characterized in that, The geological parameters mentioned in step S1 also include: The pebble shape factor and the formation permeability factor are used to assess the angularity of pebbles and the formation permeability factor is used to assess the permeability of groundwater.

3. The method for collaborative optimization of excavation and reinforcement cage construction parameters for diaphragm wall as described in claim 1, characterized in that, Determining the excavation sequence in step S2 includes: The skip-slot excavation method is adopted, and the skip-slot interval is determined according to the gravel content. When the gravel content is high, the skip-slot interval is increased.

4. The method for collaborative optimization of excavation and reinforcement cage construction parameters for diaphragm wall as described in claim 1, characterized in that, Step S4 involves determining the construction parameters of the reinforcing cage, including: S41, determining the maximum allowable value of the reinforcing bar spacing based on the maximum pebble size, wherein the maximum allowable value of the reinforcing bar spacing is less than the maximum pebble size; S42, determining the minimum allowable value of the reinforcing bar spacing based on the pebble content, wherein the minimum allowable value of the reinforcing bar spacing decreases when the pebble content is high; S43, selecting an optimized reinforcing bar spacing between the maximum and minimum allowable values ​​based on the maximum pebble size and pebble content, wherein a reinforcing bar spacing close to the minimum allowable value is selected when the maximum pebble size is large and the pebble content is high; S44, determining the reinforcing bar diameter based on the optimized reinforcing bar spacing, wherein the reinforcing bar diameter is negatively correlated with the optimized reinforcing bar spacing, and the reinforcing bar diameter is increased when the optimized reinforcing bar spacing decreases; S45, determining the overall stiffness of the reinforcing cage based on the optimized reinforcing bar spacing and reinforcing bar diameter, and adjusting the segment length of the reinforcing cage to match the trench segment length.

5. The method for collaborative optimization of excavation and reinforcement cage construction parameters for diaphragm wall as described in claim 1, characterized in that, Step S3 involves determining the parameters of the wall-protecting mud, including: S31, determining the baseline value of mud viscosity based on density, where higher density corresponds to a higher baseline mud viscosity; S32, determining the baseline value of mud density based on groundwater level, where higher groundwater level corresponds to a higher baseline mud density; S33, adjusting mud viscosity and density based on pebble content, where high pebble content requires increasing both mud viscosity and density beyond the baseline values; S34, determining the control value of mud water loss based on mud viscosity and density, where mud water loss is negatively correlated with mud viscosity; and S35, comprehensively evaluating the parameters of the wall-protecting mud to ensure that the mud performance is compatible with the sand and gravel geological conditions.

6. The method for collaborative optimization of excavation and reinforcement cage construction parameters for diaphragm wall as described in claim 1, characterized in that, The collaborative optimization adjustment in step S5 includes: S51, assessing the trench wall stability risk level based on the pebble content and maximum pebble size, where a high pebble content and large maximum pebble size indicate a high trench wall stability risk level; S52, adjusting the trench segment length in the excavation parameters and the mud viscosity in the wall-supporting mud parameters based on the trench wall stability risk level, where a high trench wall stability risk level indicates a high trench segment length and a high mud viscosity; S53, adjusting the rebar cage segment length in the rebar cage construction parameters based on the adjusted trench segment length, ensuring that the rebar cage segment length matches the trench segment length; S54, verifying the feasibility of rebar cage sinking based on the adjusted rebar cage segment length and rebar spacing, further adjusting the rebar spacing if sinking is difficult; S55, repeating the adjustment process until the excavation parameters, wall-supporting mud parameters, and rebar cage construction parameters achieve a collaborative balance.

7. The method for collaborative optimization of excavation and reinforcement cage construction parameters for diaphragm wall as described in claim 6, characterized in that, S52 adjusting excavation parameters also includes adjusting the excavation sequence. When the trench wall stability risk level is high, segmented skip-excavation is adopted, and support measures for the excavation units are increased. S54 verifying the feasibility of steel cage sinking includes simulating the sinking process of the steel cage in the trench section, considering the matching of the maximum pebble particle size and the steel bar spacing. S55 coordinated balancing refers to the mutual adaptation of excavation parameters, wall protection mud parameters, and steel cage construction parameters to ensure trench wall stability and smooth installation of the steel cage.

8. The method for collaborative optimization of excavation and reinforcement cage construction parameters for diaphragm wall as described in claim 1, characterized in that, The width of the groove segment mentioned in step S2 is also adjusted according to the pebble shape coefficient. When the pebble shape coefficient is large, the width of the groove segment is increased.

9. The method for collaborative optimization of excavation and reinforcement cage construction parameters for diaphragm wall as described in claim 1, characterized in that, The construction parameters for the steel cage mentioned in step S4 also include the configuration of reinforcing bars in the steel cage. The spacing of the reinforcing bars is determined according to the pebble content. When the pebble content is high, the spacing of the reinforcing bars is reduced. The collaborative optimization adjustment in step S5 also includes considering the impact of groundwater level on the wall protection mud parameters and excavation parameters. When the groundwater level is high, the mud density is increased and the trench length is reduced at the same time.

10. A collaborative optimization system for diaphragm wall excavation and reinforcement cage construction parameters, characterized in that, include: One or more processors; A memory having stored one or more programs that, when executed by one or more processors, cause the one or more processors to implement a method for co-optimizing excavation parameters of diaphragm wall and reinforcement cage construction according to any one of claims 1 to 9.

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