Composite reinforcement construction process for soft soil foundation house building project

Abstract

The invention belongs to the technical field of civil engineering, and particularly relates to a composite reinforcement construction process for soft soil foundation house building engineering. The invention discloses a composite reinforcement construction process for a soft soil foundation house building project. The composite reinforcement construction process aims at solving the internal conflict of rigid reinforcement and flexible consolidation means in the aspects of time sequence arrangement, function coordination and deformation coordination. The process comprises the following steps: firstly, implementing vacuum preloading drainage consolidation, and synchronously performing deep mixing pile hole guiding; then, graded stacking combined consolidation is conducted under sealing film covering, and stirring pile forming is completed in the middle stage; keeping the contact interface of the pile top and the sand cushion open after pile forming, and continuing to pile-load until settling is stable; and carrying out foundation construction after standing observation and micro grouting leveling. Through the nonlinear coupling time sequence and a multi-scale bearing mechanism, the unification of efficient construction, controllable deformation, resource saving and long-term durability is realized.

Description

Technical Field

[0001] This invention belongs to the field of foundation and foundation engineering technology, specifically a composite reinforcement construction process for soft soil foundation building projects. Background Technology

[0002] When constructing buildings on soft soil foundations, the low soil strength, high compressibility, and poor drainage performance can easily lead to problems such as foundation settlement and uneven deformation, affecting the safety and functionality of the superstructure. To improve the bearing capacity and stability of the foundation, various reinforcement methods are often used in engineering, such as replacement, preloading, pile foundation reinforcement, grouting reinforcement, and geosynthetic reinforcement.

[0003] Some construction techniques combine different reinforcement methods to form composite treatments, aiming to achieve synergistic effects in controlling settlement, improving bearing capacity, and shortening the construction period. However, in existing composite reinforcement construction processes, the connection between various procedures, the arrangement of the construction sequence, and the control measures for foundation disturbance have a significant impact on the final reinforcement effect.

[0004] If the construction steps lack systematic coordination, it may result in uneven stress distribution in the reinforced area, excessive soil disturbance, or failure of the reinforcement materials to fully function, thereby affecting the overall improvement of foundation performance. Therefore, it is necessary to provide a logically clear, step-by-step, and highly adaptable composite reinforcement construction process to optimize the treatment effect of soft soil foundations and ensure the long-term stability and safety of building construction projects. Summary of the Invention

[0005] To address the shortcomings of existing technologies, this invention provides a composite reinforcement construction process for building construction on soft soil foundations, which solves the problems of chaotic process connections, insufficient disturbance control, and ineffective activation of the synergistic effect of reinforcement materials in existing composite reinforcement construction processes.

[0006] To achieve the above objectives, the present invention provides a composite reinforcement construction process for building projects on soft soil foundations, comprising the following steps:

[0007] A composite reinforcement construction process for building projects on soft soil foundations includes the following steps:

[0008] Step 1: Collect geological information on the target soft soil foundation area and divide it into several reinforcement units. Then, based on the historical soil response data of each reinforcement unit and the current physical state of the soil, determine the appropriate composite reinforcement mode for each reinforcement unit.

[0009] Step 2: Based on the matched composite reinforcement mode, identify the implementation window of each foundation reinforcement method corresponding to the reinforcement unit in the historical construction record, and then, in combination with the current construction environment conditions, lock the candidate construction period for which the reinforcement unit can perform composite reinforcement.

[0010] Step 3: Based on the determined candidate construction period and the identified non-disturbance period, perform composite reinforcement operation on the reinforcement unit. The specific construction period is located within the candidate construction period and the non-disturbance period.

[0011] Step 4: When multiple reinforcement units are involved in composite reinforcement operations within the same construction period, the soil response rate of the corresponding reinforcement unit is used to assess whether the reinforcement unit can complete all reinforcement steps within the determined total composite reinforcement time. If it can be completed, the original construction schedule is maintained; if it cannot be completed, construction resources are dynamically allocated.

[0012] Optionally, the specific sub-steps of step one are as follows:

[0013] S11. Based on the defined reinforcement unit, taking the current construction stage as the benchmark node, extract several sets of soil strength change curves generated during previous rounds of reinforcement treatment from the historical soil response data of the reinforcement unit. Perform trend fitting on the multiple sets of strength change curves corresponding to a single round of reinforcement treatment to determine the strength growth characteristics of the corresponding reinforcement treatment. Then, based on multiple rounds of reinforcement treatment, determine multiple sets of strength growth characteristics. Based on the initial response rate and the length of the stable plateau period of the multiple sets of strength growth characteristics, determine the response capacity range of the reinforcement unit.

[0014] S12. Based on the current soil physical state, including water content, void ratio, and compression modulus, and combined with the determined response capacity range, a composite reinforcement mode suitable for the reinforcement unit is matched. The composite reinforcement mode is composed of at least two basic reinforcement methods combined in a specific order.

[0015] Optionally, step two can be done as follows:

[0016] S21. Define a set of analysis periods, identify the implementation periods of each foundation reinforcement method of the reinforcement unit in the analysis period from the historical construction records. The implementation periods are represented by a continuous time axis. Extract overlapping time periods from the identified several sets of implementation time periods, and sort the extracted several sets of overlapping time periods according to the overlap frequency corresponding to the overlapping time periods in descending order of overlap frequency to form an overlapping time period sequence. If there are overlapping time periods with the same overlap frequency, they are arranged in chronological order.

[0017] S22. Based on the implementation distribution of different foundation reinforcement methods within each day, identify the total coverage ratio of the implementation period within a single day, perform statistical processing on several sets of coverage ratios generated within the analysis period, determine the comprehensive coverage ratio value, and lock the reference construction window length based on the product of the comprehensive coverage ratio value and the length of the whole day.

[0018] S23. Based on this reference construction window length, remove the overlapping time periods with a duration shorter than the reference construction window length threshold from the overlapping time period sequence, and mark the overlapping time period sequence after the removal process as the candidate construction sequence.

[0019] S24. Identify the non-disturbance time periods corresponding to each overlapping time period in the candidate construction sequence. Based on the specific duration of different non-disturbance time periods, mark the non-disturbance time periods whose specific duration exceeds the total duration of composite reinforcement required for the reinforcement unit as candidate construction time periods. If there is no non-disturbance time period whose specific duration exceeds the total duration of composite reinforcement, mark the non-disturbance time period within the range of the total duration of composite reinforcement as candidate construction time periods.

[0020] Optionally, in step three, the sub-steps associated with the specific selection logic for the specific time period are as follows:

[0021] If a candidate construction period exists for the reinforcement unit, the composite reinforcement operation is performed on the reinforcement unit within the candidate construction period closest to the current construction stage. If all reinforcement steps are not completed within this candidate construction period, the system then identifies whether a subsequent candidate construction period exists. If it exists, the remaining reinforcement steps are performed. If it does not exist, the nearest non-disturbance period is selected to perform the remaining reinforcement steps until all composite reinforcement operations are completed.

[0022] If no alternative construction period exists, the composite reinforcement operation will be performed on the reinforcement unit from the non-disturbance period closest to the current construction stage. If not all reinforcement steps are completed, the remaining reinforcement steps will be performed from the subsequently confirmed non-disturbance periods until all composite reinforcement operations are completed.

[0023] Optionally, in step four, the specific method for evaluating whether the reinforcement unit can complete all reinforcement steps within the determined total duration of composite reinforcement is as follows:

[0024] S41. Based on multiple composite reinforcement operations existing within the same construction period, a monitoring window is defined. The soil response rate generated by the corresponding reinforcement unit within the monitoring window is identified. Then, the number of remaining reinforcement steps for the corresponding reinforcement unit is identified and marked as the remaining workload. Combining the remaining workload and the soil response rate, the estimated time required for the reinforcement unit to complete the remaining reinforcement steps is determined. Based on the time consumed by the reinforcement steps already executed, it is determined whether the total construction time of the reinforcement unit exceeds the total duration of the composite reinforcement it is adapted to.

[0025] If the requirements are not exceeded, the original construction schedule will remain unchanged.

[0026] Conversely, if the conditions are not met, then step S42 is executed to dynamically allocate construction resources.

[0027] Optionally, in step S42, the reinforcement units whose total construction time does not exceed the total duration of the composite reinforcement they are adapted to are designated as priority protection units. The maximum allowable value of the total duration of composite reinforcement corresponding to the priority protection unit is determined. The minimum response rate required for the priority protection unit is determined by combining the difference between the remaining workload and the maximum allowable value minus the time already consumed. The construction resource configuration of the priority protection unit is adjusted to meet the minimum response rate requirement. The released construction resources are redistributed to reinforcement units that have not been designated as priority protection units.

[0028] Optionally, for other reinforcement units not designated as priority protection units, the same processing method is adopted to determine their required minimum response rate. When the soil response rate of the reinforcement unit after obtaining resource allocation meets the minimum response rate requirement, resource allocation is stopped. If the minimum response rate requirement cannot be met, the construction resource configuration of multiple reinforcement units is adjusted to a balanced load state and then allocation is stopped.

[0029] Optionally, in determining the response capability range, an exponential growth model or a sigmoid logistic model is used to fit the trend of each soil strength change curve, extract the initial response rate and the length of the stable plateau period, and construct the response capability range.

[0030] Optionally, in the historical implementation window identification, the implementation period of the basic reinforcement method is extended by ±1 day to form a buffer zone, and then the intersection is calculated to determine the overlapping time period.

[0031] Optionally, in soil response rate monitoring and dynamic resource allocation, soil response rate is collected in real time by burying micro-penetrators and strain gauges, and the remaining workload is quantified into standard working hours. Combined with the unit time output under the current resource allocation, the estimated completion time is calculated.

[0032] Compared with the prior art, the present invention has the following beneficial effects:

[0033] By adopting the above technical solutions, geological information is collected and reinforcement units are divided in the target soft soil foundation area. Based on historical soil response data and the current physical state of the soil, a composite reinforcement mode is matched to achieve precise adaptation. By identifying historical construction implementation windows according to the composite reinforcement mode and locking the candidate construction period in combination with the current environment, the construction time can be reasonably planned. Composite reinforcement operations are performed during the candidate construction period and the non-disturbance period to ensure construction stability. The soil response rate is used to evaluate whether the reinforcement unit can complete the reinforcement steps within the total composite reinforcement time. For those that cannot be completed, construction resources are dynamically allocated to improve construction efficiency and ensure that the project is completed on time. Attached Figure Description

[0034] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on the structures shown in these drawings without creative effort.

[0035] Figure 1 This is a flowchart of the method of the present invention. Detailed Implementation

[0036] The technical solutions of this invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of this invention, and not all of them. The components of this invention described and shown in the accompanying drawings can generally be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the invention provided in the drawings is not intended to limit the scope of the claimed invention, but merely to represent selected embodiments of the invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without inventive effort are within the scope of protection of this invention. It should be noted that similar reference numerals and letters in the following drawings indicate similar items; therefore, once an item is defined in one drawing, it does not need to be further defined and explained in subsequent drawings. Furthermore, in the description of this invention, the terms "first," "second," etc., are used only to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0037] This invention provides a composite reinforcement construction process for building projects on soft soil foundations, the specific implementation process of which strictly follows... Figure 1 The process logic is shown below. The complete implementation of this invention will be described in detail below based on a real engineering scenario in a typical soft soil area (such as a newly built residential area in a coastal city in the Yangtze River Delta), ensuring that those skilled in the art can accurately reproduce all technical steps based on the content of this specification.

[0038] First, in the early stages of construction, geological information collection and reinforcement unit delineation are carried out. This step employs a combination of high-density electrical resistivity tomography (EDT), static cone penetration testing (CPPT), and borehole sampling to systematically survey the target soft soil foundation area, obtaining key physical parameters including water content, void ratio, compression modulus, natural unit weight, liquid limit, and plastic limit. Simultaneously, based on the foundation layout plan and structural load distribution characteristics, the entire area to be treated is divided into several regular or irregular reinforcement units, each with an area controlled between 200 and 500 square meters to ensure the precision of subsequent treatment. For example, in the foundation area of ​​a residential building, 12 reinforcement units were delineated, numbered U1 to U12. The boundaries of each unit were clearly marked using GPS positioning stakes, and an independent Geographic Information System (GIS) database was established for management.

[0039] The next step is to determine the response capability range. For each reinforced unit (e.g., U3), soil strength variation curves generated during previous reinforcement treatments of that unit or adjacent similar geological units are retrieved from the historical construction database. Assuming that unit U3 has undergone three cement-mixing pile reinforcement treatments, unconfined compressive strength tests were conducted on days 1, 3, 7, 14, and 28 after each treatment, resulting in three strength-time curves. Trend fitting (e.g., using an exponential growth model or a sigmoid logistic model) is performed on each curve to extract its initial response rate (i.e., the initial slope of the curve) and the length of the plateau period (i.e., the period during which strength growth tends to level off). For example, the initial response rate for the first treatment was 0.08 MPa / d, with a plateau period of 18 days; the second was 0.11 MPa / d, with a plateau period of 20 days; and the third was 0.09 MPa / d, with a plateau period of 19 days. Based on these three sets of data, the response capability range of this unit is constructed, defined as an initial response rate between 0.08 and 0.11 MPa / d, and a stable plateau period between 18 and 20 days. This range serves as the core basis for subsequent pattern matching.

[0040] Next, the composite reinforcement mode matching is performed. Taking the measured soil physical state of the current U3 unit as an example: water content is 42%, void ratio is 1.35, and compression modulus is 2.1 MPa. These parameters are cross-compared with the determined response capacity range, referring to the preset mode matching rule library (this rule library is trained from a large number of historical engineering cases and stored in the construction management platform). The rule library stipulates that when the water content is >40%, void ratio is >1.3, compression modulus is <2.5 MPa, and the initial response rate in the response capacity range is <0.12 MPa / d, the "vacuum preloading + cement mixing pile" composite reinforcement mode is recommended, and the construction sequence is vacuum preloading for 7 days, followed by cement mixing pile construction. Therefore, the U3 unit is matched to this composite mode, which includes two foundation reinforcement methods: vacuum preloading and cement mixing piles, and is executed in the order of vacuum preloading → cement mixing piles.

[0041] After completing pattern matching, the historical implementation window identification step begins. Taking unit U3 as the object, an analysis period of the most recent 180 days is defined, and all implementation records within this period are extracted from the construction log system. For example, vacuum preloading was implemented on days 15–22, 60–67, and 120–127; cement mixing piles were implemented on days 25–30, 70–75, and 130–135. These time periods are converted into intervals on a continuous time axis, and the overlapping parts of the implementation periods are calculated. Since they usually do not overlap (due to the need for sequential construction), but there may be adjacent connections, "overlap" here is broadly understood as time proximity windows. In actual processing, a valid connection window is considered when the difference between the end time of vacuum preloading and the start time of cement mixing piles is less than 3 days. For example, if A ends on day 22 and B begins on day 25, with an interval of 3 days, it is considered an overlapping time period [22, 25]. Similarly, three overlapping time periods [67, 70] and [127, 130] are identified. Count the frequency of each overlapping time period (1 time in this example), sort them in chronological order to form the overlapping time period sequence: {[22,25],[67,70],[127,130]}, and generate the corresponding overlapping time period sequence.

[0042] Subsequently, the reference construction window length is locked. The daily distribution of vacuum preloading and cement mixing pile implementation within the analysis period is statistically analyzed. For example, within 180 days, vacuum preloading was implemented for 21 days, and cement mixing piles for 15 days, totaling 36 days, with an average daily coverage rate of 36 / 180 = 20%. Taking the overall coverage rate of 20% and multiplying it by the total day length (24 hours), the reference construction window length is 4.8 hours. Considering that actual construction requires a continuous block of time, a threshold of 5 hours is set, i.e., overlapping time periods with a duration of less than 5 hours are excluded. In this example, each overlapping time period actually refers to the connection gap, not the construction window itself. Therefore, it needs to be redefined: the vacuum preloading implementation period and the cement mixing pile implementation period are each extended by ±1 day to form a buffer zone, and then the intersection is calculated. For example, A is in days 15–22, extended to days 14–23; B is in days 25–30, extended to days 24–31; the intersection is empty. However, if there are preparatory operations scheduled simultaneously on a certain day, overlap may occur. A more accurate approach is to extract all dates from historical records where construction activities took place on both type A and cement mixing piles within a single day, and then calculate the percentage of days with at least one type of construction activity per day. Assuming construction activity occurred on 54 out of 180 days, the coverage rate is 30%, and the reference window length is 7.2 hours, rounded down to 7 hours. Based on this, only overlapping time periods with a duration ≥ 7 hours are retained in the candidate construction sequence calibration. If a segment in the original overlapping time period sequence actually lasts 8 hours (e.g., 8:00–16:00 on a certain day), it is retained; if it is 6 hours, it is discarded.

[0043] Further refine the selection of candidate construction periods. Within the candidate construction sequence, identify any "non-disturbing periods" within each overlapping time period—that is, periods without heavy machinery traffic, vibration sources, or drastic groundwater fluctuations. By reviewing historical data using on-site monitoring equipment (such as vibration sensors, water level gauges, and noise meters), confirm, for example, that within the time period [127,130], the period from 18:00 to 6:00 the following day is a non-disturbing period, lasting 12 hours. If the total duration of the composite reinforcement for Unit U3 is estimated to be 10 hours (6 hours of vacuum preloading and 4 hours of cement mixing piles, which can be executed in segments), then this 12-hour non-disturbing period meets the condition of "exceeding the total duration of composite reinforcement" and is designated as a candidate construction period. If a non-disturbing period is only 8 hours, it is also designated as a candidate construction period because it falls within the 10-hour total duration (i.e., 8 < 10 but can be completed in two parts). If there are neither overtime periods nor non-disturbing periods within the specified range, no designation is made, as described in the attached diagram for the preferred scheme.

[0044] The composite reinforcement operation has entered the execution phase. Taking unit U3 as an example, the current construction phase is day 150. The nearest available construction period was 18:00–6:00 nighttime from day 127–130, but it has expired. The next available construction period has not yet been generated. At this time, the system automatically searches for the nearest non-disturbance period, such as 19:00–5:00 the next day from day 151. The construction team started vacuum preloading during this period, which took 6 hours, completing the preloading setup and vacuuming start. The remaining cement mixing piles require 4 hours, but there are only 2 hours left in this non-disturbance period (until 5:00), so it is not completed. The system continues to search for the non-disturbance period of day 152 (19:00–5:00), and completes the remaining 2 hours of mixing pile construction and the subsequent 2 hours of reinforcement work during this period. At this point, the composite reinforcement operation is complete.

[0045] When multiple reinforcement units require composite reinforcement during the same construction period, a soil response rate monitoring and dynamic resource allocation mechanism is triggered. For example, during days 160–165, units U3, U5, and U8 are simultaneously in the composite reinforcement stage. The system limits the monitoring window to the entire day of day 162, collecting the soil response rate of each unit in real time using embedded micro-penetrators and strain gauges. The current response rate of U3 is 0.10 MPa / d, with one reinforcement step remaining (cement mixing pile finishing); the response rate of U5 is 0.07 MPa / d, with three steps remaining; and the response rate of U8 is 0.12 MPa / d, with two steps remaining. The total composite reinforcement duration for each unit is 10 hours, 14 hours, and 12 hours, respectively, with the time already consumed being 8 hours, 9 hours, and 7 hours, respectively. Calculate the estimated completion time: U3 requires 1 / 0.10 = 10 hours (but the actual steps only require 2 hours, which needs to be adjusted based on the step complexity). A more accurate approach is to quantify the remaining workload into standard working hours. Assuming U3 has 2 standard working hours remaining, and with the current resource configuration, it takes 0.5 working hours per hour, then it will take 4 hours. The total time is 12 hours > 10 hours, so it is judged as timeout. The same logic applies to evaluating other units.

[0046] For U8 (total time 11 hours < 12 hours), which has not exceeded its timeout period, it is designated as a priority unit. Its maximum allowable time is 12 hours, 7 hours have been consumed, and 5 hours remain. The remaining workload is 2 man-hours, and the minimum required response rate is 2 / 5 = 0.4 man-hours / hour. The current resource configuration is 1 mixing pile machine + 2 workers, producing 0.5 man-hours / hour, which meets the requirements and will remain unchanged. U3 and U5 are identified as units requiring resource allocation. The system releases the 1 auxiliary worker originally planned as a backup for U8 and allocates him to U5. U5's original configuration was 1 pile machine + 1 worker, producing 0.3 man-hours / hour. After adding 1 worker, the output increases to 0.45 man-hours / hour, close to its minimum requirement of 0.43 man-hours / hour (3 man-hours / 7 hours), and allocation stops. If this is still insufficient, the resource configuration of U3, U5, and U8 will be adjusted to a balanced load state, for example, each allocated 0.8 machine equivalents, achieved through shared equipment scheduling.

[0047] Throughout the implementation process, all data collection, analysis, and decision-making are automatically completed by the algorithm module integrated into the construction management platform. This platform works in real-time with the on-site sensor network, construction machinery control system, and personnel scheduling system to ensure orderly process transitions, minimized disturbances, and maximized material synergy. The logical dependencies between each step strictly adhere to... Figure 1 As shown in the process diagram, the geological information acquisition and reinforcement unit is divided into 10 units, which correspond to each processing node in sequence, forming a closed-loop control system.

[0048] To enable those skilled in the art to fully understand and implement this invention, the specific implementation principles of this invention are further supplemented below with a specific application scenario.

[0049] During the geological information acquisition and reinforcement unit delineation phase, areas with abnormal soil resistivity distribution were identified using high-density electrical resistivity dating. Combined with the cone resistance-depth curve obtained from static cone penetration testing, areas with soft soil layers exceeding 8 meters in thickness were identified. Drilling samples verified that these layers had a water content higher than 40% and a compression modulus lower than 2.5 MPa. Based on the structural column grid layout, this area was divided into several reinforcement units, each bounded by four GPS positioning stakes to ensure precise positioning of subsequent construction machinery. This delineation method kept the coefficient of variation of soil physical properties within each unit below 15%, providing a data consistency basis for subsequent response capability interval modeling.

[0050] In the response capability range determination phase, the system retrieves the strength time-series data of the U3 unit after three cement mixing pile treatments from the historical database and employs an S-shaped Logistic model. For each curve, a fitting is performed, where k is the growth rate parameter and t0 is the inflection point time. The initial response rate is obtained by differentiation, which is the inflection point time. The length of the stable plateau period was determined by combining the start time of the plateau period (defined as the time when the intensity growth rate drops to the maximum of 5%). After statistical analysis, the three sets of fitting results formed the intervals [0.08, 0.11] MPa / d and [18, 20] days. This interval reflects the typical mechanical response characteristics of the unit to the reinforcement disturbance under given geological conditions, providing a quantitative basis for model matching.

[0051] During the composite reinforcement mode matching process, the current measured parameters (moisture content 42%, void ratio 1.35, compression modulus 2.1 MPa) and the response capability range are input into the rule base inference engine. This rule base adopts a decision tree structure, with the root node being the moisture content threshold, the second layer being the void ratio condition, and the third layer introducing an upper limit on the response rate. When all conditions satisfy the "vacuum preloading + cement mixing pile" branch, the system outputs the composite mode and mandates the construction sequence as A→B. The principle behind this sequence is that vacuum preloading first can drain some pore water, reducing the soil moisture content, thereby increasing the diffusion radius and cementing efficiency of the subsequent cement slurry in the soil, avoiding the inhibition of cement hydration reaction due to a high moisture content environment, and achieving synergistic physical and chemical effects between the two construction methods.

[0052] In the historical window identification and candidate sequence calibration involved in the historical implementation window identification to the candidate construction sequence calibration, the system uses a 180-day sliding window to extract the construction log timestamps of A and cement mixing piles. By mapping daily construction activities to binary signals (1 for construction, 0 for no construction), the convolutional overlap of the signals is calculated to identify effective windows with a connection interval of ≤3 days. Subsequently, the percentage of days with at least one construction method per day is calculated (54 / 180=30%), multiplied by 24 hours to get 7.2 hours, and rounded to 7 hours as the reference construction window length threshold. The physical significance of this threshold is to ensure that the selected period has sufficient continuous operation time, avoid equipment preheating loss and material initial setting failure due to frequent start-stop, thereby ensuring construction continuity and material performance.

[0053] In determining the selected construction period, the identification of the non-disturbance period relies on a triaxial vibration sensor array deployed around the unit. When the root mean square value of the Z-axis acceleration is consistently below 0.05 m / s², [further details are needed]. 2 A continuous period of time during which groundwater level fluctuations are less than ±2cm and environmental noise is below 55dB(A) is considered a non-disturbance period. The core principle behind selecting this period for construction is that soft soil has a higher effective stress recovery capacity in a low-disturbance environment, the negative pressure difference generated by vacuum preloading is not easily damaged by external vibrations, and cement slurry is more likely to form a uniform cemented network under static conditions, thereby improving the overall uniformity and strength development rate of the composite reinforcement.

[0054] During the composite reinforcement operation phase, the system scheduled vacuum preloading from 19:00 on day 151 to 1:00 the following day. During this period, the sealing membrane was laid, the filter pipes were connected, and the vacuum pump was started to establish a stable negative pressure of -80 kPa. Since cement mixing piles need to be carried out after the soil has completed initial consolidation, and nighttime traffic control reduces the passage of heavy vehicles, the mixing pile construction was split up and completed from 19:00 to 23:00 on day 152. This segmented execution strategy not only meets the non-disturbance requirement but also utilizes the low nighttime temperatures to reduce the accumulation of cement hydration heat, thus reducing the risk of temperature cracks.

[0055] In the soil response rate monitoring and dynamic resource allocation mechanism, a micro-penetrator collects penetration resistance data every 10 minutes, and uses empirical formulas... (N) cone To assess penetration resistance (in kN), the unconfined compressive strength is inverted in real time to calculate the current response rate. When the response rate of element U5 is only 0.07 MPa / d, lower than its historical lower limit, the system determines that its soil consolidation is lagging, requiring increased manpower to accelerate the drilling speed and re-mixing frequency of the mixing pile. The resource allocation algorithm uses "minimizing maximum delay" as its objective function, prioritizing resource supply for high-response-rate elements (such as U8), while allocating redundant resources to lagging elements in proportion to the inverse of the response rate, achieving dynamic balance of the overall construction rhythm.

[0056] The above steps are integrated through a construction management platform. The platform's built-in spatiotemporal coupling analysis module correlates geological data, historical construction records, real-time monitoring signals, and resource scheduling instructions in multiple dimensions, ensuring a closed-loop feedback process from geological information acquisition and reinforcement unit division to geological information acquisition and reinforcement unit division 0. This closed-loop mechanism enables the composite reinforcement process to not only make decisions based on static geological parameters but also dynamically respond to the actual mechanical evolution of the soil, thereby solving the technical defects of traditional construction, such as disconnected procedures, uncontrollable disturbance, and underutilization of material performance.

[0057] All contents not described in detail in the specification are existing technologies known to those skilled in the art, and the model parameters of each sensor, controller and construction machinery are not specifically limited. Conventional equipment can be used. Control elements not mentioned in this technical solution are existing technologies and are therefore not shown in the figures and will not be described here.

[0058] The above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A composite reinforcement construction technology for building projects on soft soil foundations, characterized in that, Includes the following steps: Step 1: Collect geological information on the target soft soil foundation area and divide it into several reinforcement units. Then, based on the historical soil response data of each reinforcement unit and the current physical state of the soil, determine the appropriate composite reinforcement mode for each reinforcement unit. Step 2: Based on the matched composite reinforcement mode, identify the implementation window of each foundation reinforcement method corresponding to the reinforcement unit in the historical construction record, and then, in combination with the current construction environment conditions, lock the candidate construction period for which the reinforcement unit can perform composite reinforcement. Step 3: Based on the determined candidate construction period and the identified non-disturbance period, perform composite reinforcement operation on the reinforcement unit. The specific construction period is located within the candidate construction period and the non-disturbance period. Step 4: When multiple reinforcement units are involved in composite reinforcement operations within the same construction period, the soil response rate of the corresponding reinforcement unit is used to assess whether the reinforcement unit can complete all reinforcement steps within the determined total composite reinforcement time. If it can be completed, the original construction schedule is maintained; if it cannot be completed, construction resources are dynamically allocated.

2. The composite reinforcement construction technology for soft soil foundation building projects according to claim 1, characterized in that, The specific sub-steps of step one are as follows: S11. Based on the defined reinforcement unit, taking the current construction stage as the benchmark node, extract several sets of soil strength change curves generated during previous rounds of reinforcement treatment from the historical soil response data of the reinforcement unit. Perform trend fitting on the multiple sets of strength change curves corresponding to a single round of reinforcement treatment to determine the strength growth characteristics of the corresponding reinforcement treatment. Then, based on multiple rounds of reinforcement treatment, determine multiple sets of strength growth characteristics. Based on the initial response rate and the length of the stable plateau period of the multiple sets of strength growth characteristics, determine the response capacity range of the reinforcement unit. S12. Based on the current soil physical state, including water content, void ratio, and compression modulus, and combined with the determined response capacity range, a composite reinforcement mode suitable for the reinforcement unit is matched. The composite reinforcement mode is composed of at least two basic reinforcement methods combined in a specific order.

3. The composite reinforcement construction technology for soft soil foundation building projects according to claim 1, characterized in that, The specific method for step two is as follows: S21. Define a set of analysis periods, identify the implementation periods of each foundation reinforcement method of the reinforcement unit in the analysis period from the historical construction records. The implementation periods are represented by a continuous time axis. Extract overlapping time periods from the identified several sets of implementation time periods, and sort the extracted several sets of overlapping time periods according to the overlap frequency corresponding to the overlapping time periods in descending order of overlap frequency to form an overlapping time period sequence. If there are overlapping time periods with the same overlap frequency, they are arranged in chronological order. S22. Based on the implementation distribution of different foundation reinforcement methods within each day, identify the total coverage ratio of the implementation period within a single day, perform statistical processing on several sets of coverage ratios generated within the analysis period, determine the comprehensive coverage ratio value, and lock the reference construction window length based on the product of the comprehensive coverage ratio value and the length of the whole day. S23. Based on this reference construction window length, remove the overlapping time periods with a duration shorter than the reference construction window length threshold from the overlapping time period sequence, and mark the overlapping time period sequence after the removal process as the candidate construction sequence. S24. Identify the non-disturbance time periods corresponding to each overlapping time period in the candidate construction sequence. Based on the specific duration of different non-disturbance time periods, mark the non-disturbance time periods whose specific duration exceeds the total duration of composite reinforcement required for the reinforcement unit as candidate construction time periods. If there is no non-disturbance time period whose specific duration exceeds the total duration of composite reinforcement, mark the non-disturbance time period within the range of the total duration of composite reinforcement as candidate construction time periods.

4. The composite reinforcement construction technology for soft soil foundation building projects according to claim 1, characterized in that, In step three, the sub-steps associated with the specific selection logic for the specific time period are as follows: If a candidate construction period exists for the reinforcement unit, the composite reinforcement operation is performed on the reinforcement unit within the candidate construction period closest to the current construction stage. If all reinforcement steps are not completed within this candidate construction period, the system then identifies whether a subsequent candidate construction period exists. If it exists, the remaining reinforcement steps are performed. If it does not exist, the nearest non-disturbance period is selected to perform the remaining reinforcement steps until all composite reinforcement operations are completed. If no alternative construction period exists, the composite reinforcement operation will be performed on the reinforcement unit from the non-disturbance period closest to the current construction stage. If not all reinforcement steps are completed, the remaining reinforcement steps will be performed from the subsequently confirmed non-disturbance periods until all composite reinforcement operations are completed.

5. The composite reinforcement construction technology for soft soil foundation building projects according to claim 1, characterized in that, In step four, the specific method for evaluating whether the reinforcement unit can complete all reinforcement steps within the determined total time for composite reinforcement is as follows: S41. Based on multiple composite reinforcement operations existing within the same construction period, a monitoring window is defined. The soil response rate generated by the corresponding reinforcement unit within the monitoring window is identified. Then, the number of remaining reinforcement steps for the corresponding reinforcement unit is identified and marked as the remaining workload. Combining the remaining workload and the soil response rate, the estimated time required for the reinforcement unit to complete the remaining reinforcement steps is determined. Based on the time consumed by the reinforcement steps already executed, it is determined whether the total construction time of the reinforcement unit exceeds the total duration of the composite reinforcement it is adapted to. If the requirements are not exceeded, the original construction schedule will remain unchanged. Conversely, if the conditions are not met, then step S42 is executed to dynamically allocate construction resources.

6. The composite reinforcement construction technology for soft soil foundation building projects according to claim 5, characterized in that, In step S42, reinforcement units whose total construction time does not exceed the total duration of their corresponding composite reinforcement are designated as priority protection units. The maximum allowable value of the total duration of composite reinforcement corresponding to the priority protection unit is determined. The minimum response rate required for the priority protection unit is determined by combining the difference between the remaining workload and the maximum allowable value minus the time already consumed. The construction resource allocation of the priority protection unit is adjusted to meet the minimum response rate requirement. The released construction resources are then redistributed to reinforcement units that have not been designated as priority protection units.

7. The composite reinforcement construction technology for soft soil foundation building projects according to claim 6, characterized in that, For other reinforcement units that are not designated as priority protection units, the same processing method is adopted to determine their minimum response rate. When the soil response rate of the reinforcement unit after obtaining resource allocation meets the minimum response rate requirement, resource allocation is stopped. If the minimum response rate requirement cannot be met, the construction resource allocation of multiple reinforcement units is adjusted to a balanced load state and then allocation is stopped.

8. The composite reinforcement construction technology for soft soil foundation building projects according to claim 2, characterized in that, In determining the response capability range, an exponential growth model or a sigmoid logistic model is used to fit the trend of each soil strength change curve, and the initial response rate and the length of the stable plateau period are extracted to construct the response capability range.

9. The composite reinforcement construction technology for soft soil foundation building projects according to claim 1, characterized in that, In the historical implementation window identification, the implementation period of the basic reinforcement method is extended by ±1 day to form a buffer zone, and then the intersection is calculated to determine the overlapping time period.

10. The composite reinforcement construction technology for soft soil foundation building projects according to claim 1, characterized in that, In the soil response rate monitoring and dynamic resource allocation, the soil response rate is collected in real time by burying micro-penetrators and strain gauges, and the remaining workload is quantified into standard working hours. Combined with the unit time output under the current resource allocation, the estimated completion time is calculated.

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