A dynamic skip-pouring construction method for super-long mass concrete

Abstract

The application relates to a dynamic skip-pouring construction method for super-long mass concrete, comprising the following steps: constructing a multi-factor coupling warehouse parameter model to determine an optimal skip-pouring design scheme; constructing a stress-temperature double-monitoring system based on the optimal skip-pouring design scheme; dynamically adjusting pouring timing based on temperature data and stress data collected by the stress-temperature double-monitoring system, and implementing closed-loop dynamic management in the whole pouring process. Through multi-factor coupling warehouse, double-monitoring system construction and whole-process closed-loop management, the application effectively solves the problems of parameter experience dependence, fixed and rigid timing, passive quality control and poor technology reusability in traditional skip-pouring construction, realizes scientific warehouse design, dynamic construction timing and accurate quality control, significantly improves construction efficiency and engineering quality, reduces construction cost, simultaneously enhances the replicability of construction technology, adapts to mass concrete construction requirements under various complex working conditions, and has extremely high engineering application value and popularization significance.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, specifically to a dynamic skip-pour construction method for ultra-long and large-volume concrete. Background Technology

[0002] With the rapid development of urban rail transit and integrated transportation hub projects, the application of ultra-large and long-volume concrete structures is becoming increasingly widespread. These projects are often characterized by large structural dimensions, high construction difficulty, and stringent durability requirements. Taking a certain city's airport terminal integrated transportation hub project as an example, the project has an underground building area of ​​283,000 square meters. The construction quality of its underground large-volume concrete structure is directly related to the safety and long-term stable operation of the entire hub project, placing extremely high demands on construction technology.

[0003] The skip-concrete method is a commonly used construction technique in ultra-long and large-volume concrete projects. Its core construction principle is "combining resistance and release, releasing first and then resistance, with resistance as the main focus". Specifically, the large-volume concrete block is divided into several independent compartments, and the construction is carried out at intervals (i.e., "skip-concrete"). The early thermal shrinkage deformation of the concrete is released by the short-term cessation of construction, reducing the restraint effect (i.e., "release"). After the concrete deformation stabilizes, the whole structure is closed. The remaining cooling shrinkage effect is resisted by the tensile strength of the concrete itself (i.e., "resistance"), thereby effectively controlling the generation of concrete cracks and ensuring the quality of structural construction.

[0004] However, the existing skip-construction method still has many shortcomings in practical engineering applications, making it difficult to meet the construction requirements of ultra-long and large-volume concrete structures (especially irregular and large-span structures). The specific problems are as follows:

[0005] First, the design of compartments and the determination of key parameters lack quantitative standards, resulting in insufficient adaptability. Traditional skip-compartment methods rely heavily on the experience of construction personnel for compartment design. Key construction parameters such as compartment dimensions and the interval between adjacent compartments lack scientific quantitative calculation models, conventionally employing empirical standards such as "compartment side length ≤ 40m, area 600~800㎡, and interval between adjacent compartments ≥ 7 days." This approach is not only lagging and inefficient, lacking an effective advance prediction mechanism and easily leading to increased construction costs; more importantly, the compartment design fails to establish a dynamic matching relationship with the irregular characteristics of the concrete structure, construction boundary conditions (such as ambient temperature fluctuations and formwork type), and concrete hydration heat parameters. This results in poor adaptability to large-span, irregular, and ultra-long volume concrete structures. Furthermore, blindly reducing compartment dimensions increases the number of construction joints, further increasing construction costs and difficulty.

[0006] Secondly, the fixed pouring sequence leads to low efficiency in multi-compartment collaborative scheduling. The existing skip-pour method strictly adheres to the fixed standard of "interval between adjacent pours ≥ 7 days," failing to dynamically adjust the pouring interval based on the actual hydration heat dissipation process and shrinkage rate of the concrete in real time. This has two major drawbacks: firstly, for low-heat-of-hydration concrete, even if it reaches the stress release threshold early, it still needs to wait for the fixed interval, resulting in idle time during the construction period; secondly, in harsh environments such as high temperatures, the concrete shrinks too quickly, easily generating micro-cracks within the fixed interval, affecting structural durability. Furthermore, for large-scale, ultra-long concrete projects, the traditional skip-pour method uses a fixed scheduling sequence of "odd-even skip-pour" and strictly adheres to the fixed pouring interval requirement, leading to low efficiency in multi-compartment collaborative scheduling and long waiting times for individual sections, further increasing construction costs and extending the construction period.

[0007] Third, the quality monitoring is passive, and the crack control effect is difficult to meet high standards. In traditional skip-pour construction, the monitoring of concrete mostly relies on post-construction temperature measurement (such as pre-embedded sensors to monitor the temperature difference between the inside and outside of the concrete ≤25℃). There is a lack of real-time perception of the coupling effect of the early (1-7 days) hydration heat peak and constraint stress of concrete. It is impossible to capture the dynamic changes of concrete stress and temperature in time, which leads to the passive state of adjusting anti-cracking measures (such as thermal insulation curing). The concrete crack control rate can only be maintained at about 98%, which is difficult to meet the quality requirements of ultra-high durability projects such as underground integrated transportation hubs.

[0008] Fourth, the level of digitalization in construction is low, and the technology's replicability and adaptability to engineering are poor. The traditional skip-pour method does not introduce numerical simulation technology to pre-simulate and optimize the compartment scheme and pouring sequence, and cannot predict stress concentration problems at complex nodes such as compartment corners and structural abrupt changes in advance. During construction, it relies heavily on experience-based adjustments, which easily leads to an increased rework rate. At the same time, the concrete mix proportion, aggregate dosage, curing regime, compartment size, and pouring sequence lack systematic and coordinated design. When material properties fluctuate or environmental conditions change, it is easy to trigger a chain reaction of "insufficient mix proportion adaptation - abnormal shrinkage - crack formation".

[0009] In addition, the data throughout the construction process (such as compartmentalization parameters, pouring intervals, monitoring data, etc.) are scattered and disorganized, and have not been formed into standardized digital archives. This makes it difficult to replicate and reuse construction techniques, and similar projects need to repeat the design and trial and error process, which increases the engineering design cycle and construction costs.

[0010] In summary, the existing skip-pour method has shortcomings in terms of compartment design, timing control, quality monitoring, and digital reuse, making it difficult to meet the high-efficiency and high-quality construction requirements of ultra-long and large-volume concrete structures (especially large-scale integrated transportation hub projects). Therefore, researching a dynamic skip-pour construction method for ultra-long and large-volume concrete that can solve the above-mentioned technical problems has important engineering application value and practical significance. Summary of the Invention

[0011] In view of the shortcomings of the existing technology, the main purpose of this invention is to provide a dynamic skip-pour construction method for ultra-long and large volume concrete, so as to solve the problem that key parameters such as the size of the compartments and the pouring interval rely on experience and lack quantitative standards in the traditional skip-pour method. It realizes the dynamic matching of the compartment scheme with structural features, boundary conditions and hydration heat parameters, improves the adaptability to large-span and irregular irregular structures, and reduces the number of construction joints and construction costs.

[0012] The technical solution of the present invention is as follows:

[0013] This invention proposes a dynamic skip-pour construction method for ultra-long and large-volume concrete, comprising:

[0014] Construct a multi-factor coupled split-share parameter model to determine the optimal split-share design scheme; including:

[0015] Comprehensive data collection was conducted on the core parameters of the ultra-long and large-volume concrete structures in the target project.

[0016] Based on finite element numerical simulation software, a multi-factor coupled compartmental parameter model for ultra-long and long volume concrete skip-containment construction is constructed by inputting the core parameters.

[0017] The multi-factor coupled compartment parameter model is used to conduct multi-condition collaborative simulation analysis, and the optimal compartment design scheme is determined based on the simulation analysis results;

[0018] Based on the optimal design scheme of the jump chamber, a stress-temperature dual monitoring system is constructed, including:

[0019] Based on the optimal design scheme for the jump chamber, monitoring equipment is deployed in zones and layers;

[0020] The temperature and stress data of the ultra-long and large-volume concrete are collected in real time at a preset acquisition frequency.

[0021] Based on the temperature and stress data collected by the stress-temperature dual monitoring system, the pouring sequence is dynamically adjusted, and closed-loop dynamic management of the entire pouring process is implemented.

[0022] Optionally, the core parameters include at least structural parameters, material parameters, and environmental parameters.

[0023] Optionally, the structural parameters include the dimensions of the ultra-long and large-volume concrete, the design side length of the skip-containment cell, and the boundary constraint strength; and / or,

[0024] The material parameters include the peak heat of hydration of the concrete, the rate of heat dissipation during hydration, the adiabatic temperature rise, and the coefficient of shrinkage; and / or,

[0025] The environmental parameters include the temperature, humidity, wind speed, and solar radiation intensity of the construction environment.

[0026] Optionally, the step of using the multi-factor coupled compartment parameter model to perform multi-condition collaborative simulation analysis, and determining the optimal compartment design scheme based on the simulation analysis results, includes:

[0027] Multi-condition coupled simulations were conducted for different compartmentation strategies, pouring time intervals, ambient temperature and boundary conditions to construct a quantitative relationship between compartmentation parameters, concrete performance and environmental conditions.

[0028] By considering the correlation between the compartment size and the pouring interval, and based on the requirements for stress control and temperature difference control, the compartment size, compartment division method, skip-pour pouring sequence and pouring interval benchmark are determined, and dynamic adjustment space for the pouring interval is reserved, thereby determining the optimal skip-pour design scheme.

[0029] Optionally, the optimal configuration of the jump chamber design, which involves deploying monitoring equipment in zones and layers, includes:

[0030] Each skip-bid compartment is designated as an independent partition unit according to the optimal skip-bid design scheme.

[0031] Monitoring equipment is deployed in a layered manner for each independent zone unit;

[0032] At least two fiber optic temperature sensors and at least two stress sensors are deployed on the surface of each of the aforementioned skip compartments.

[0033] At least two fiber optic temperature sensors and at least two stress sensors are deployed in the middle layer of each of the aforementioned skip compartments.

[0034] Optionally, the preset sampling frequency is:

[0035] The optimal design scheme for the skip-cell grid was sampled every 2 hours for 1 to 3 days after the skip-cell grid was poured.

[0036] The optimal design scheme for the skip-cell grid was sampled every 4 hours for 4 to 7 days after the skip-cell grid was poured.

[0037] The optimal design scheme for the skip-cell design was followed by sampling every 8 hours 7 days after the skip-cell cells were poured.

[0038] Optionally, the closed-loop dynamic management includes:

[0039] The temperature control threshold and stress control threshold of the ultra-long and large volume concrete are preset, and the monitored temperature data and stress data are compared with the corresponding thresholds respectively. When the monitored data exceeds the corresponding threshold, an early warning is triggered.

[0040] Dynamic control of the pouring process is carried out based on early warning information: when the temperature data exceeds the temperature control threshold, concrete insulation and curing measures are strengthened; when the stress data exceeds the stress control threshold, the pouring sequence of subsequent compartments is adjusted.

[0041] Optionally, the temperature control threshold is an internal and external temperature difference of ≤22℃, and the stress control threshold is ≤70% of the standard value of concrete tensile strength.

[0042] Optionally, this dynamic skip-pour casting construction method also includes construction acceptance and digital archiving, including:

[0043] Organize and standardize digital archives of data from the entire construction process. The data includes actual pouring parameters, test data, ambient temperature, and construction adjustment records.

[0044] The digital archives can be used as a construction reference template for similar ultra-long and large-volume concrete projects, enabling the replication and reuse of construction technologies.

[0045] The beneficial effects of this invention compared to existing technologies are as follows: This invention proposes a dynamic skip-pour construction method for ultra-long and large-volume concrete, which comprehensively solves the technical pain points of traditional skip-pour methods, such as unscientific compartmentalization, rigid timing control, passive quality monitoring, and low degree of digitalization. Through the coordinated cooperation of quantitative design, dynamic control, active monitoring, and digital archiving, it achieves high efficiency, precision, standardization, and replicability in the construction of ultra-long and large-volume concrete. While ensuring construction quality, reducing construction costs, and shortening the construction cycle, it improves the adaptability of technology and the value of engineering applications, and is especially suitable for ultra-long and large-volume concrete projects with extremely high requirements for construction quality and efficiency, such as large-scale integrated transportation hubs.

[0046] This invention breaks through the limitations of traditional skip-construction methods that rely on experience for compartment division. It establishes a dynamic matching mechanism between compartment parameters and structural irregularities, boundary conditions, and concrete hydration heat parameters, enabling quantitative design of compartment dimensions and cell layout. This not only improves the adaptability of the compartment division scheme to large-span, irregular structures, but also avoids the problems of increased construction joints and costs caused by blindly reducing cell dimensions. At the same time, it reduces the trial-and-error costs of compartment design and improves the efficiency and scientific nature of compartment design.

[0047] This invention breaks the fixed time constraint of the traditional skip-construction method, which requires "interval between adjacent sections to be ≥7 days". Based on data collected by a stress-temperature dual monitoring system, it analyzes the rate of heat dissipation and shrinkage of concrete hydration and dynamically adjusts the pouring interval between adjacent sections. This avoids the waste of time caused by low-heat concrete reaching the standard in advance but being idle, and also prevents the hidden danger of micro-cracks caused by excessive shrinkage of concrete under high temperature conditions. At the same time, through the ultra-long structure zonal skip-construction and multi-section parallel collaborative scheduling, it solves the problems of inefficiency and single-section waiting in the traditional "odd-even skip-construction" scheduling, significantly improving construction efficiency and shortening the overall construction cycle.

[0048] This invention constructs a stress-temperature dual monitoring system to achieve real-time sensing of the coupling effect between the peak hydration heat of concrete in the early stage (1-7 days) and the constraint stress, transforming the traditional passive post-event temperature measurement into proactive early warning and control. By preset temperature control thresholds and stress control thresholds, an early warning is triggered in a timely manner when the monitoring data exceeds the limits, and the insulation and curing measures and the subsequent cell pouring sequence are adjusted accordingly, effectively improving the concrete crack control effect, breaking through the traditional crack control rate of about 98%, and meeting the quality requirements of high-durability structures such as underground engineering.

[0049] This invention integrates data from the entire construction process to form standardized digital archives, solving the problems of fragmented and unusable traditional construction data. The digital archives can serve as a construction reference template for similar ultra-long volume concrete projects, effectively shortening the design cycle of similar projects, reducing trial and error costs, improving the replicability and adaptability of construction technology, and achieving continuous iterative upgrades of construction technology through data feedback optimization.

[0050] It should be understood that the description in the Summary of the Invention is not intended to limit the key or essential features of the embodiments of the present invention, nor is it intended to restrict the scope of the invention. Other features of the invention will become readily apparent from the following description. Furthermore, implementation of any embodiment of the present invention does not imply the simultaneous possession or achievement of multiple or all of the aforementioned beneficial effects. Attached Figure Description

[0051] To more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings in the following description are merely exemplary, and those skilled in the art can derive other embodiments based on the provided drawings without creative effort.

[0052] The structures, proportions, sizes, etc. illustrated in this specification are only for the purpose of assisting those skilled in the art in understanding and reading the content disclosed herein, and are not intended to limit the conditions under which the present invention can be implemented. Therefore, they have no substantial technical significance. Any modifications to the structure, changes in the proportions, or adjustments to the size, without affecting the effects and objectives that the present invention can produce, should still fall within the scope of the technical content disclosed in the present invention.

[0053] Figure 1 A schematic diagram of the overall process of a dynamic skip-pour construction method for ultra-long and large volume concrete provided in an embodiment of the present invention;

[0054] Figure 2 A detailed flowchart illustrating the steps of a dynamic skip-pour construction method for ultra-long and large-volume concrete provided in an embodiment of the present invention.

[0055] Figure 3 A plan view of the layout of ultra-long and long volume concrete floor slabs with skip-construction and compartmentalization provided in an embodiment of the present invention;

[0056] Figure 4 This is a schematic diagram of the layered deployment of sensors for ultra-long and long-volume concrete hoppers provided in an embodiment of the present invention;

[0057] Figures 5 to 8 This is a schematic diagram illustrating the skipping sequence of a storage compartment divided into 28 independent blocks, as provided in an embodiment of the present invention. Figure 5 (a) in the text indicates a position jump in 1A2A3A4A; Figure 5 (b) in the text indicates that 1B2B3B is closed out, and 11A12A13A14A is closed out. Figure 6 (a) in the text indicates that 12B13B14B is closed out; Figure 6 (b) in the text indicates a position jump in 5A6A7A; Figure 7 (a) in the text indicates a position jump in 8A9A10A; Figure 7 (b) in the text indicates that 4B5B6B7B is closed out; Figure 8 This indicates that 8B9B10B11B are closed out.

[0058] Figure 9 This is a schematic diagram of a digital archiving platform for the entire construction process provided in an embodiment of the present invention. Detailed Implementation

[0059] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the embodiments of the present invention will be further described in detail below with reference to the accompanying drawings. Here, the illustrative embodiments and descriptions of the present invention are used to explain the present invention, but are not intended to limit the present invention.

[0060] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0061] It should be understood that the terms "comprising / including," "consisting of," or any other variations are intended to cover non-exclusive inclusion, such that a product, apparatus, process, or method that comprises a list of elements includes not only those elements but may also include, where necessary, other elements not expressly listed, or elements inherent to such a product, apparatus, process, or method. Without further limitation, an element defined by the phrases "comprising / including," "consisting of," does not exclude the presence of additional identical elements in the product, apparatus, process, or method that includes said element.

[0062] It should also be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device, component or structure referred to must have a specific orientation, be constructed or operated in a specific orientation, and should not be construed as a limitation of the present invention.

[0063] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0064] Taking the underground structural floor slab as the specific research application object, the floor slab has a length of about 260m, a width of about 160m, and a thickness ranging from 0.5m to 1m.

[0065] From a structural perspective, this floor slab has an extremely large planar extension and a relatively small vertical thickness, which distinguishes it from traditional large-volume concrete structures such as conventional dams and large equipment foundations, which have large three-dimensional dimensions (length, width, and height). According to current standards, large-volume concrete refers to a large volume of concrete with a minimum geometric dimension of not less than 1m, or concrete that is prone to harmful cracks due to the hydration, temperature change, and shrinkage of cementitious materials. Ultra-long concrete structures refer to structures whose unit length exceeds the maximum limit of concrete expansion joints specified in the "Code for Design of Concrete Structures" GB50010.

[0066] Based on the above-mentioned standard definitions and the actual working conditions of the project, the underground floor slab of this project is extremely long and has a huge area. The risks of hydration temperature rise and shrinkage crack control are prominent. It belongs to a typical ultra-long and large-volume concrete structure. Moreover, the construction of such structures generally adopts the skip-pour pouring process guided by the "Technical Specification for Skip-Pour Method of Ultra-Long and Large-Volume Concrete Structures" T / CECS640-2019.

[0067] This invention is mainly aimed at the construction needs of such ultra-long and large volume concrete structures, and is especially suitable for ultra-long and large volume concrete structures in scenarios such as large-scale integrated transportation hubs and underground projects.

[0068] For the skip-pour construction of such ultra-long and large-volume concrete structures, the traditional skip-pour construction method has many problems such as unscientific compartmentalization, rigid timing control, and passive quality monitoring, which makes it difficult to meet the requirements of high efficiency and high quality in the construction of ultra-long and large-volume concrete.

[0069] The implementation of the present invention will be described in detail below with reference to preferred embodiments.

[0070] like Figure 1 As shown, this invention proposes a dynamic skip-pour pouring construction method for ultra-long and large-volume concrete, which includes the following steps:

[0071] S101: Construct a multi-factor coupled split-position parameter model to determine the optimal solution for the jump-position design; including:

[0072] Comprehensive data collection was conducted on the core parameters of the ultra-long and large-volume concrete structures in the target project.

[0073] Based on finite element numerical simulation software, a multi-factor coupled compartmental parameter model for the construction of ultra-long and long volume concrete skip-containment is constructed by inputting core parameters.

[0074] A multi-factor coupled compartmentalization parameter model is used to conduct multi-condition collaborative simulation analysis, and the optimal compartmentalization design scheme is determined based on the simulation analysis results.

[0075] S102: Based on the optimal design scheme for the skip chamber, a stress-temperature dual monitoring system is constructed; including:

[0076] Utilize the optimal design scheme for jump-box layout to deploy monitoring equipment in zones and layers;

[0077] Connect the monitoring equipment to the data transmission module to collect temperature and stress data of ultra-long and large-volume concrete in real time at a preset acquisition frequency.

[0078] S103: Based on temperature and stress data collected by the stress-temperature dual monitoring system, the pouring sequence is dynamically adjusted, and closed-loop dynamic management of the entire pouring process is implemented.

[0079] In step S101, see Figure 2 Data acquisition involves collecting core parameters of ultra-long and large-volume concrete structures in the target project. These core parameters include structural parameters, material parameters, and environmental parameters, achieving full coverage of multi-dimensional data across the "structure-material-environment" dimensions.

[0080] The structural parameters include the dimensions of ultra-long and large-volume concrete, the design side length of the skip-containment compartments, and the boundary constraint strength. Material parameters include the peak heat of hydration of the concrete, the heat dissipation rate of hydration, the adiabatic temperature rise, and the shrinkage coefficient. Environmental parameters include the temperature, humidity, wind speed, and solar radiation intensity of the construction environment. Data acquisition provides comprehensive and accurate data support for the scientific design of the compartmentation scheme, breaking away from the traditional reliance on empirical data.

[0081] The model was established using the finite element numerical simulation software ABAQUS. All collected structural, material, and environmental parameters were input to simulate construction conditions under different compartmentalization strategies, different pouring intervals, different ambient temperatures, and different boundary conditions. Based on this, the above-mentioned multiple influencing factors were synergistically coupled to establish a quantitative correspondence between "compartmentalization parameters, concrete performance, and environmental conditions." This quantitative relationship clarified the correspondence between different pouring intervals, pouring sequences, different ambient temperatures, compartmentalization sizes, and peak concrete temperature rise, temperature difference, and temperature stress in adjacent compartments using the skip-compartment method.

[0082] Specifically, in an environment of 10–15℃ (winter), the concrete cooling rate is faster and the duration of the heat release peak is shorter, requiring a reasonable compartment size and a longer pouring interval to control stress; in an environment of 15–25℃ (spring, autumn, and summer), the concrete temperature rise peak is higher and the cooling rate is slower, so the pouring interval can be adjusted appropriately in combination with the compartment ratio optimization to balance safety and efficiency.

[0083] The determination of the optimal solution takes structural safety as the core premise and comprehensively considers three key indicators: maximum tensile stress, internal and external temperature difference, and construction period. Among them, the internal and external temperature difference and the stress generated by temperature are the most important data for measuring structural safety during the pouring of large-volume concrete. They must meet the requirements of crack resistance safety factor ≥1.15 and maximum tensile stress lower than the standard value of tensile strength of C40 concrete (2.3MPa). Construction period significantly affects project cost. Under the premise of meeting structural safety, the construction period can be shortened and the cost reduced by shortening the pouring interval and optimizing the skip-pour sequence.

[0084] Considering the correlation between compartment size and pouring interval, and based on the crack resistance safety factor and stress control requirements, the compartment size, compartment division method, skip-pour pouring sequence, and pouring interval benchmark are determined, while reserving dynamic adjustment space for the pouring interval, thereby determining the optimal skip-pour design scheme.

[0085] Specifically, the compartmentalization strategy includes different compartment sizes: compartment ratios of 1:1, 1:2, and 1:3; pouring time interval parameters include 3d, 5d, 7d, and 10d; ambient temperature parameters include 5℃, 10℃, 15℃, 20℃, and 25℃; and boundary condition parameters include model heat release parameters and heat release surface selection.

[0086] In one specific embodiment, a precise model of the floor slab to be poured in the target project is first performed, strictly replicating the actual structural dimensions, boundary constraints, and construction stress state of the floor slab to ensure a high degree of consistency between the model and the actual engineering scenario. After modeling, multiple differentiated compartmenting schemes are established based on the actual construction needs of the project, comprehensively covering three compartment ratios of 1:1, 1:2, and 1:3 and a compartment side length range of 32–48m. At the same time, two key influencing factors during construction are considered: pouring interval and ambient temperature. The pouring interval is selected from four typical parameters: 3d, 5d, 7d, and 10d, and the ambient temperature is selected from five characteristic values: 5℃, 10℃, 15℃, 20℃, and 25℃, covering different construction environments in winter, spring and autumn, and summer.

[0087] By comprehensively considering various variables such as the compartmentalization scheme, pouring interval, ambient temperature, and boundary conditions, 16 full-condition simulation groups were scientifically combined and established. Temperature field and stress field simulation calculations were carried out for each condition to accurately capture core data such as the peak temperature rise, cooling rate, maximum tensile stress, internal and external temperature difference, and crack resistance safety factor of concrete under different conditions. Through multi-dimensional comparative analysis and quantitative evaluation, the optimal skip-pour pouring scheme that balances structural safety and construction efficiency was finally selected.

[0088] In this invention, the core benefits and functions of step S101 are as follows: By collecting key parameters across multiple dimensions of "structure-material-environment," it covers all core factors affecting compartment design, such as concrete performance, boundary constraints, and construction environment, providing solid data support for compartment design and avoiding parameter deviations caused by traditional compartment design relying solely on experience. It utilizes Abaqus finite element numerical simulation to conduct multi-condition collaborative simulation, replacing the traditional experience-based value-taking mode, and constructing a quantitative relationship between "compartment parameters-concrete performance-environmental conditions." This enables precise optimization of compartment dimensions and pouring intervals, effectively overcoming the limitations of traditional skip-compartment methods that rely on experience. It significantly improves the adaptability of the compartment design to ultra-long and large-volume concrete (especially large-span, irregular, and irregularly shaped structures), while reducing trial-and-error costs in compartment design, enhancing the scientific rigor and efficiency of compartment design, and laying the foundation for smooth subsequent construction and quality control.

[0089] In step S102, see Figure 2 Based on the optimal design scheme for the jump-box layout, the monitoring equipment is deployed in zones and layers, specifically including:

[0090] Each skip-bid compartment is designated as an independent partition unit according to the optimal skip-bid design scheme.

[0091] Monitoring equipment is deployed in a layered manner for each independent zone unit;

[0092] At least two fiber Bragg grating temperature sensors and at least two stress sensors are deployed on the surface of each individual skip compartment.

[0093] At least two fiber Bragg grating temperature sensors and at least two stress sensors are deployed in the middle layer of a single jump-compartment compartment.

[0094] It should be understood that concrete releases a large amount of heat during the hydration process. Due to the limited thermal conductivity of concrete, the internal heat accumulation leads to a significant increase in temperature, while the surface dissipates heat faster, resulting in a large temperature difference between the inside and outside. Therefore, it is very important to monitor the temperature difference between the surface and the middle layer separately.

[0095] In this step, four measuring points are arranged on the surface and middle layers of each skip-cell compartment. All temperature measuring points (using fiber optic grating thermometers) and stress sensors are connected to the wireless transmission module. The data acquisition frequency is as follows: once every 2 hours for 1 to 3 days after pouring, once every 4 hours for 4 to 7 days, and once every 8 hours after 7 days, and uploaded to the construction control platform in real time.

[0096] In this invention, the core benefits and functions of step S102 are as follows: Monitoring points are standardized and deployed according to the "zoning and layering" principle, with four monitoring points arranged on the surface and middle layers of each cell. Combined with fiber optic grating thermometers and stress sensors, simultaneous monitoring of temperature and stress parameters is achieved. This effectively overcomes the limitations of traditional skip-concrete construction, which only monitors temperature and ignores stress changes. It can comprehensively capture the coupling effect of early-stage (1-7 days) hydration heat and constraint stress in ultra-long and large-volume concrete, accurately grasping the changes in concrete performance. Through wireless transmission module linkage with the construction control platform, a high-frequency differentiated acquisition frequency is used (every 2 hours / time for 1-3 days after pouring, 4-...). The monitoring system operates every 4 hours for 7 days, and every 8 hours thereafter, enabling real-time data uploads. This completely breaks the lag of traditional post-event monitoring, ensuring that construction personnel can promptly grasp the internal state of the concrete. Simultaneously, this monitoring system provides solid support for setting stricter dual thresholds than traditional standards (internal and external temperature difference ≤22℃, stress ≤70% of tensile strength) and implementing automatic early warning for exceeding thresholds. It provides precise data for adjusting on-site crack-resistant measures, significantly reducing the risk of cracks during the pouring of ultra-large volume concrete, strengthening construction quality control, and providing reliable real-time data support for subsequent dynamic adjustments to the pouring sequence and the implementation of closed-loop management.

[0097] In step S103, see Figure 2 The dynamic adjustment of the pouring sequence includes two control methods: dynamic adjustment of the time interval and dynamic adjustment of the pouring sequence of multiple compartments.

[0098] Firstly, the time interval is dynamically adjusted.

[0099] During construction, a stress-temperature dual monitoring system is used to continuously collect real-time temperature and stress data inside ultra-long and large-volume concrete. Based on the monitoring results, the changes in the heat of hydration release and the rate of early shrinkage development of the concrete are analyzed in real time.

[0100] When monitoring shows that the peak hydration heat of concrete has dropped, the overall shrinkage rate is low, and the risk of structural cracking is small, the actual pouring interval between adjacent skip-pour sections should be appropriately shortened to compress the construction period. When monitoring shows that the hydration heat of concrete dissipates slowly, early shrinkage develops rapidly, and the superimposed stress is large, the pouring and resting interval between adjacent sections should be actively extended to reduce the stress superposition effect between new and old concrete and reduce the generation of microcracks.

[0101] Specifically, when the monitored center temperature data shows a downward trend, it indicates that the peak heat release period of the hydration exothermic reaction has passed. This is because the hydration exothermic process has four stages: dissolution stage, induction stage, acceleration stage, and late acceleration stage. In the late acceleration stage, the hydration rate gradually slows down, and the heat release tends to be gradual. The late acceleration stage generally occurs between 14 and 40 hours. Combined with the surface temperature monitoring results, the temperature difference is calculated. The temperature difference is small (<25℃). Combined with the stress monitoring data (<1.5MPa), it can be considered that the risk of structural cracking is small, and the pouring time interval between adjacent compartments can be appropriately shortened.

[0102] When the monitored center temperature increases or remains at a high temperature, it indicates that the hydration heat release has not yet entered the accelerated late stage and the peak heat release stage has not passed. At this time, the hydration heat dissipation rate is slow. Combined with the surface temperature monitoring data and stress monitoring data at this time, if the temperature difference is large (≥22℃) and the stress monitoring data is also large (≥2.5MPa), it further indicates that the risk of cracking is high at this time, and the pouring time interval should be appropriately extended.

[0103] Secondly, the pouring sequence of multiple compartments is dynamically adjusted.

[0104] Regarding multi-compartment collaborative scheduling, this method optimizes the traditional "odd-even skip-compartment" approach. First, the ultra-long and large-volume concrete is divided into multiple construction zones, with each zone independently carrying out skip-compartment construction in parallel, shortening the overall construction cycle. Second, under the premise of meeting temperature control indicators and stress control limits, the traditional staggered, small-scale alternating pouring method (A1A2→B1B2, A3A4→B3B4) is optimized into a method of concentrated group pouring of multiple compartments in the same section. That is, A1, A2, A3, and A4 are poured first, and after the settling conditions are met, B1, B2, B3, and B4 are poured in a concentrated manner, realizing multi-compartment contiguous and parallel scheduling, significantly improving construction efficiency while ensuring construction safety.

[0105] In this invention, the core benefits and functions of dynamically adjusting the pouring sequence in step S103 are as follows: It breaks the fixed constraint of a "fixed 7-day" pouring interval in traditional skip-pour construction. Based on stress-temperature dual monitoring data, it dynamically adjusts the pouring interval to pour in advance when the heat of hydration of concrete dissipates quickly and the shrinkage rate is low, avoiding idle time and waste. When the heat of hydration dissipates slowly and the shrinkage rate is high, the interval is extended to effectively avoid cracking risks and achieve dual protection of construction period and construction quality. At the same time, by optimizing the multi-compartment collaborative scheduling strategy, on the one hand, the ultra-long volume concrete is divided into sections for skip-pour, with each section being constructed independently and in parallel, which greatly shortens the construction cycle of a single section. On the other hand, it breaks through the traditional "odd-even skip-pour" sequence restriction and adopts the "multi-compartment centralized group pouring" mode to replace the traditional small-scale alternating pouring method, which solves the problems of long waiting period and low construction efficiency of single section, significantly improves the efficiency of multi-compartment collaborative construction, and realizes the efficient and orderly progress of skip-pour pouring of ultra-long volume concrete.

[0106] In step S103, closed-loop dynamic management of the entire pouring process is implemented. The core of this approach is to rely on real-time data from a stress-temperature dual monitoring system, combined with preset thresholds, to achieve full-process control. The details are as follows:

[0107] First, preset temperature control thresholds and stress control thresholds for ultra-long and large-volume concrete. The temperature control threshold is set to an internal and external temperature difference of ≤22℃, and the stress control threshold is set to ≤70% of the standard value of concrete tensile strength. These threshold settings are in line with the actual construction needs and provide clear standards for data comparison and early warning.

[0108] In the skip-concrete construction specification, when the internal and external temperature difference exceeds 25℃, the risk of temperature cracks is considered high. The specification requires a safety factor of ≥1.15, where the safety factor = tensile strength / temperature shrinkage stress. Therefore, the temperature control threshold is set to an internal and external temperature difference of ≤22℃, and the stress control threshold is set to ≤70% of the standard value of concrete tensile strength.

[0109] Secondly, the temperature and stress data collected by the stress-temperature dual monitoring system are compared in real time with the preset temperature and stress control thresholds. If the monitoring data does not exceed the corresponding threshold, the existing construction and maintenance measures are maintained and real-time monitoring continues. When the monitoring data exceeds the corresponding threshold, an early warning is immediately triggered, and the warning location and the type of exceedance are identified to ensure that on-site personnel can promptly grasp the abnormal situation.

[0110] Finally, based on the early warning information, targeted dynamic control is carried out on the pouring construction process to form a closed-loop management: when the temperature data exceeds the control threshold of ≤22℃ for the internal and external temperature difference, concrete insulation and curing measures are strengthened in a timely manner to control the cooling rate and reduce the internal and external temperature difference; when the stress data exceeds the control threshold of ≤70% of the standard value of concrete tensile strength, the pouring sequence of subsequent compartments is adjusted to reduce stress superposition. After the monitoring data falls back to the threshold range, normal construction is resumed to ensure that the construction quality is controllable.

[0111] The pouring sequence mentioned in this step refers to the order in which the pouring is carried out. Figure 3 Two pouring sequences are given as examples: Pour Sequence 1 and Pour Sequence 2. Pour Sequence 1 is the conventional method, while Pour Sequence 2 is an optimization based on the basic principles of the skip-pour method, which can improve efficiency and shorten the construction period. "Adjusting the pouring sequence" means that the pouring sequence can be temporarily changed from Pour Sequence 2 to Pour Sequence 1.

[0112] Specifically, the pouring sequence is as follows:

[0113] Step 1: Jump position on 1A / 2A → Close position on 1B / 2B;

[0114] Step 2: Jump position at 3A / 4A → Close position at 3B;

[0115] Step 3: Jump position at 5A / 8A → Close position at 4B / 8B;

[0116] Step 4: Jump position at 6A / 9A → Close position at 5B / 9B;

[0117] Step 5: Jump position at 7A / 10A → Close position at 6B / 10B;

[0118] Step 6: Jump position at 11A / 12A → Close position at 12B / 13B;

[0119] Step 7: Jump position at 13A / 14A → Close position at 14B / 7B / 11B.

[0120] The second pouring sequence is:

[0121] Step 1: Jump position at 1A / 2A / 3A / 4A → Close position at 1B / 2B / 3B;

[0122] Step 2: Jump position at 5A / 6A / 7A → Close position at 4B / 5B / 6B / 7B;

[0123] Step 3: Jump position at 8A / 9A / 10A → Close position at 8B / 9B / 10B / 11B;

[0124] Step 4: Jump position at 11A / 12A / 13A / 14A → Close position at 12B / 13B / 14B.

[0125] In this step, if the stress data exceeds the threshold, the pouring time interval and pouring sequence should be adjusted; if the internal and external temperature difference data exceeds the threshold, the thermal insulation and curing measures of the concrete surface should be adjusted to reduce the internal and external temperature difference.

[0126] In this invention, the core benefits and functions of implementing closed-loop dynamic management of the entire pouring process in step S103 are as follows: First, it constructs a closed-loop system of "pre-construction simulation - in-construction monitoring - threshold adjustment," changing the traditional passive mode of relying on post-construction remediation. It relies on stress-temperature dual monitoring data and preset thresholds for real-time comparison and automatic early warning, and implements classified measures for exceeding limits: when the temperature exceeds the standard, it strengthens thermal insulation and curing; when the stress exceeds the standard, it adjusts the pouring sequence of subsequent compartments and releases superimposed stress, realizing the active identification and precise response of crack-resistant measures, replacing the traditional passive adjustment. Second, it achieves dynamic adaptation throughout the process. When material properties fluctuate or the external environment changes, it relies on the established quantitative relationship and real-time monitoring data to reverse-optimize key parameters such as compartment size, concrete mix ratio, and curing measures, avoiding the chain reaction of "insufficient mix ratio adaptation - abnormal shrinkage - crack generation," further enhancing construction adaptability and structural crack resistance reliability.

[0127] See also Figure 1 , Figure 2 The dynamic skip-casting construction method proposed in this invention also includes S104: construction acceptance and digital archiving, specifically including:

[0128] Organize and standardize digital archives of the entire construction process data. The data includes actual pouring parameters (including compartment size and time interval), monitoring data (including temperature and stress change curves), ambient temperature and construction adjustment records.

[0129] Digital archives can be used as construction reference templates for similar ultra-long and large-volume concrete projects, enabling the replication and reuse of construction technologies.

[0130] This step, as the final stage of the entire construction process, not only achieves the final verification of construction quality but also completes the accumulation and reuse of construction technology. The details are as follows:

[0131] First, a comprehensive data collection process is conducted, encompassing all types of data collected throughout the entire process of pouring ultra-long and large-volume concrete in multiple sections. This comprehensive data includes: actual pouring parameters (covering core parameters such as the actual dimensions of each section and the pouring time interval for each section), monitoring data (covering temperature data collected by the stress-temperature dual monitoring system, stress change curves and data comparison records, early warning records, etc.), boundary parameters such as ambient temperature during construction, and records of various adjustments made during construction to the sectioning plan, pouring sequence, and curing measures, ensuring the completeness, accuracy, and traceability of the data.

[0132] Then, the various data that have been compiled are integrated into a standardized digital archive. The archive is classified, archived and managed in a standardized manner. This digital archive fully records the core technical parameters, implementation process and control experience of the skip-pour construction of this project. It can be directly used as a construction reference template for similar ultra-long and large-volume concrete projects, realize the replication and reuse of the construction technology of this invention, effectively shorten the design cycle of similar projects, reduce trial and error costs, improve the efficiency and quality of skip-pour construction of similar projects, and further expand the engineering application value of this invention.

[0133] Engineering Cases

[0134] Taking a super-long and long-volume underground concrete structure project as a specific implementation case, the B2 floor slab with dimensions of 126m×48m and a thickness of 800mm is selected as the research object. This floor slab is super-long and wide, with a large structural thickness, and belongs to a typical large-volume concrete structure. The construction process is easily affected by cement hydration heat, environmental temperature changes and shrinkage deformation, and there is a risk of temperature cracks and shrinkage cracks. The dynamic skip-pour pouring construction method of this invention is suitable for construction.

[0135] Step S101: Construct a multi-factor coupled sub-position parameter model to determine the optimal sub-position design scheme.

[0136] This project breaks away from conventional experience-based compartmentalization. Based on the collaborative analysis of all parameters of "structure-materials-environment", a multi-factor coupled compartmentalization model is established through the ABAQUS finite element platform to quantitatively determine the optimal compartmentalization layout and spacing benchmark.

[0137] 1. Comprehensive collection of core parameters

[0138] 1) Structural parameters: B2 layer plate thickness 800mm, initial side length of compartment controlled at 40m, boundary constraints consider wall column lateral confinement and equivalent stiffness of reverse steel pipe column; constraint coefficient is 0.45.

[0139] 2) Material parameters: C40 concrete mix design (low heat of hydration, fly ash content 28%), elastic moduli at 3d, 7d, and 28d are 15.2GPa, 25.4GPa, and 32.5GPa respectively; adiabatic temperature rise of 42℃; peak heat of hydration occurs 48 hours after pouring (peak heat release rate 18.6J / (h·kg)); shrinkage coefficient is taken according to the JTGD62-2004 model, and the shrinkage strain at 6 months is 320×10⁻⁶. -6 .

[0140] 3) Environmental parameters: The construction period is in early May. The measured daily average temperature is 22℃, the diurnal temperature range is about 9℃, the wind speed is 1.8m / s, and the solar radiation intensity is moderate. The model uses a sine function to fit the transient environmental temperature.

[0141] 2. Multi-factor coupled finite element modeling and co-simulation

[0142] The C3D8T temperature-displacement coupled element in ABAQUS was used to simulate the heat release process of cement hydration through the HETVAL subroutine, and the FILM subroutine was used to define the heat exchange coefficient of the plate surface (15 W / (m²)). 2 ·K), USDFLD activates the skip-position sequence. Input the core parameters in Table 1 below to simulate 12 different partitioning strategies (side length 32-48m), different pouring intervals (5d-10d), and different ambient temperature combinations.

[0143] Key model input: density 2400 kg / m³ 3 Specific heat 930 J / (kg·℃), thermal conductivity 9180 J / (hr·m·℃), coefficient of thermal expansion 1.0 e -5 / ℃. Ambient temperature function T env =22+4.5·sin(2πt / 24).

[0144]

[0145] Optimal solution determined: Considering both efficiency and economy, the compartment size was determined to be 38m to 40m. (See [reference needed]). Figures 5 to 8 The storage cells are divided into 28 independent blocks (numbered 1A~14A, 1B~14B). The pouring sequence follows the rule of "first pouring A-sequence cells, then pouring B-sequence cells after a 7-day interval." The specific pouring sequence is as follows:

[0146] Step 1: Jump position at 1A / 2A / 3A / 4A;

[0147] Step 2: Close positions at 1B / 2B / 3B → Jump positions at 11A / 12A / 13A / 14A;

[0148] Step 3: Close positions at 12B / 13B / 14B → Jump positions at 5A / 6A / 7A;

[0149] Step 4: Jump position at 8A / 9A / 10A → Close position at 4B / 5B / 6B / 7B;

[0150] Step 5: Close the position with 8B / 9B / 10B / 11B.

[0151] Meanwhile, dynamic adjustment flexibility is reserved based on simulation results (initially a baseline interval of 7 days, which can be shortened to 5-6 days later depending on monitoring data). The maximum tensile stress at key nodes is 1.85 MPa, which is lower than the standard value of C40 tensile strength (2.3 MPa), with a safety factor of 1.24, meeting the requirement of ≥1.15 in the specification.

[0152] Step S102: Construct a stress-temperature dual monitoring system based on the optimal solution

[0153] To capture the coupled evolution of hydration heat and confinement stress in concrete at early age in real time, a monitoring network was deployed according to the principles of "zoning and layering, wireless transmission, and cloud-based early warning".

[0154] 1. Deploy monitoring equipment in different zones and layers.

[0155] 1) Each skip-compartment compartment is treated as an independent partition unit, and is arranged in a top-layer + middle-layer configuration: See [link / reference] Figure 4 Each compartment is equipped with four fiber optic temperature sensors (two on the surface, buried at a depth of 2cm; two in the middle, buried at a depth of 400mm) and four vibrating wire strain gauges (placed next to the corresponding temperature measurement points), for a total of 112 temperature measurement points and 112 stress measurement points throughout the area.

[0156] 2) The monitoring equipment is connected to the wireless data acquisition module (Lora transmission, adjustable sampling frequency), and the data is uploaded to the construction cloud platform in real time.

[0157] 2. Preset differentiated sampling frequency

[0158] Data was collected every 2 hours for 1-3 days after pouring; every 4 hours for 4-7 days; and every 8 hours after 7 days. A total of over 3800 temperature-stress data pairs were acquired, forming a continuous time history curve.

[0159] 3. Initial typical data measured on site

[0160] Taking the first poured cell A1 as an example: 24 hours after pouring, the highest internal temperature of the concrete was 51.2℃ (surface temperature 42.1℃), with a temperature difference of 9.1℃ between the inside and outside; the corresponding maximum compressive stress was 0.8MPa, and the tensile stress had not yet developed significantly. On the third day, at the peak of the heat of hydration, the internal temperature reached 58.6℃, the temperature difference between the inside and outside was 14.2℃, and the stress sensor read a maximum tensile stress of 0.7MPa (far below the threshold), which is consistent with the development law of the heat of hydration.

[0161] Step S103: Dynamically adjust the pouring sequence and implement closed-loop dynamic management throughout the entire process.

[0162] Based on real-time data from the dual monitoring system, the traditional "fixed 7-day" interval constraint is broken, and the pouring interval between adjacent compartments and the collaborative sequence of multiple compartments are dynamically adjusted, forming a closed loop of "collection-early warning-control-feedback".

[0163] 1. Example of dynamic adjustment of time interval

[0164] 1) Shortened Interval: After pouring the A1 to A4 cells, monitoring showed that the peak hydration heat had dropped by 78% on the 5th day, the shrinkage rate had decreased to 32 με / d (lower than the benchmark of 50 με / d), and the stress safety factor remained stable above 1.3. Originally planned for a 7-day interval, the expert group decided to shorten the pouring interval for the subsequent A5 and B1 cells to 5.5 days, allowing for earlier construction and saving 1.5 days of construction time per cell.

[0165] 2) Extended Interval: During a high-temperature period in early June (when the ambient temperature suddenly rose to 34℃), stress sensor data showed that the tensile stress in the B3 compartment increased rapidly after pouring, reaching 1.52MPa within 7 days (threshold 1.61MPa), and the heat of hydration dissipated slowly. The pouring interval for the adjacent B4 compartment was immediately and proactively extended from 7 days to 9 days to avoid stress accumulation. Simultaneously, wet curing was strengthened, and subsequent pouring was only carried out after the stress dropped below 1.2MPa.

[0166] 2. Dynamic optimization of multi-compartment pouring sequence

[0167] Conventional odd-even skip-casting is inefficient. This project adopts a "concentrated simultaneous casting within the same sequence + parallel cross-zone construction" model: the B2 level is divided into east and west construction zones, with each zone independently skipping castings. In the east zone, A1-A4 cells are poured centrally, while in the west zone, A5-A7 cells are poured simultaneously. After the interval meets the dynamic interval requirement, B1-B7 cells are then sealed centrally. Compared to the traditional "one-on-one" method, this reduces tower crane and crew waiting time, shortening the overall construction period by 22 days.

[0168] 3. Temperature-Stress Dual Threshold Closed-Loop Early Warning and Control Measures

[0169] The trigger thresholds are set as follows: internal and external temperature difference ≤ 22℃ and tensile stress ≤ 70% of the standard value of concrete tensile strength (i.e., 1.61MPa). Real-time comparison is performed on the cloud platform during construction.

[0170] 1) On May 14, 2025, the temperature in the middle layer of compartment A6 suddenly rose, with a temperature difference of 19.8℃ between the inner and outer surfaces, which did not exceed 22℃, and routine maintenance was maintained. However, on May 17, the stress at the boundary constraint of compartment A6 reached 1.68MPa, exceeding the threshold by 4.3%, and the system immediately triggered a red alert. On-site response: ① Immediately add geotextile and insulation blankets to the junction of the compartments to control the cooling rate to ≤1.5℃ / h; ② Adjust the pouring sequence of the adjacent compartment B5, postponing the pouring by 2 days until the stress drops to 1.42MPa before proceeding with construction. After the alert was cleared, crack inspection showed no further development, demonstrating significant effectiveness.

[0171] 2) A total of 1 temperature warning was triggered during the entire construction period (insulation blankets were added in time after the temperature difference exceeded the standard) and 3 stress warnings were triggered. Dynamic control measures were taken in all cases to ensure that there were zero harmful cracks in the structural entity.

[0172] 4. Effectiveness of dynamic adjustments based on monitoring data

[0173] The overall construction period of the project was reduced from the original 56 days to 41 days, a 27% reduction compared to the traditional fixed-interval method. Core sampling and 3D scanning revealed no through cracks in the B2 layer concrete structure, meeting the Class I waterproofing requirements for underground engineering and significantly improving construction quality.

[0174] Step S104: Construction acceptance and digital archiving to achieve technology reuse.

[0175] See Figure 9 After construction is completed, key data from the entire construction process will be standardized, collected, and archived using a digital archiving platform to create reusable digital archive resources for the project.

[0176] 1) Archived data package contents: actual compartment size diagram, optimized compartment skipping sequence dynamic Gantt chart, stress-temperature monitoring time series database, early warning and handling records, mix ratio fine-tuning parameters, environmental meteorological logs, etc., totaling 186 documents.

[0177] 2) Digital Template Establishment: The key parameters of the skip-section section of this project (section coefficient, dynamic interval rules, sensor layout guidelines) were compiled into a standardized form, which serves as a construction reference template for similar ultra-long structures (such as B1 and B4 levels). Subsequently, 90% of the parameter model of this project was directly reused for the 64 plots of B4 level, reducing the skip-section plan preparation cycle from 30 days to 8 days.

[0178] 3) Technical feedback iteration: Archived data is used to correct the shrinkage coefficient and creep relaxation function in the finite element model, laying a data foundation for the subsequent application of this invention in larger span terminal building projects.

[0179] In this project, in order to systematically sort out and centrally display the key technical parameters, construction implementation measures and actual application results of the present invention in engineering applications, and to integrate the previously scattered simulation conditions, control standards and quantitative indicators, so as to facilitate a clear understanding of the correspondence between the technical solution and the engineering effect, the key construction parameters, implementation methods and corresponding effect data during the application of this project are summarized in Table 2 below.

[0180]

[0181] It will be readily understood by those skilled in the art that, without conflict, the above-mentioned preferred solutions can be freely combined and superimposed.

[0182] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A dynamic skip-pour pouring construction method for ultra-long and large volume concrete, characterized in that, include: Construct a multi-factor coupled split-share parameter model to determine the optimal split-share design scheme; including: Comprehensive data collection was conducted on the core parameters of the ultra-long and large-volume concrete structures in the target project. Based on finite element numerical simulation software, a multi-factor coupled compartmental parameter model for ultra-long and long volume concrete skip-containment construction is constructed by inputting the core parameters. The multi-factor coupled compartment parameter model is used to conduct multi-condition collaborative simulation analysis, and the optimal compartment design scheme is determined based on the simulation analysis results; Based on the optimal design scheme of the jump chamber, a stress-temperature dual monitoring system is constructed, including: Based on the optimal design scheme for the jump chamber, monitoring equipment is deployed in zones and layers; The temperature and stress data of the ultra-long and large-volume concrete are collected in real time at a preset acquisition frequency. Based on the temperature and stress data collected by the stress-temperature dual monitoring system, the pouring sequence is dynamically adjusted, and closed-loop dynamic management of the entire pouring process is implemented; wherein, The optimal design scheme for the jump chamber, which includes the deployment of monitoring equipment in zones and layers, includes: Each skip-bid compartment is designated as an independent partition unit according to the optimal skip-bid design scheme. Monitoring equipment is deployed in a layered manner for each independent zone unit; At least two fiber optic temperature sensors and at least two stress sensors are deployed on the surface of each of the aforementioned skip compartments. In the middle layer of a single jump-compartment compartment, at least two fiber Bragg grating temperature sensors and at least two stress sensors are deployed; The dynamic adjustment of the pouring sequence includes: Dynamic time interval adjustment: Based on the temperature and stress data collected by the stress-temperature dual monitoring system, the changes in hydration heat and shrinkage rate of concrete are analyzed; when the peak hydration heat decreases and the shrinkage rate is small, the pouring interval between adjacent skip-pour sections is shortened; when the hydration heat dissipates slowly or the shrinkage rate is large, the pouring interval between adjacent skip-pour sections is extended; and / or, Dynamic adjustment of multi-compartment pouring sequence: For ultra-long and large-volume concrete structures, multiple construction zones are divided, with each zone implementing independent skip-compartment construction to shorten the construction cycle of a single zone; a collaborative scheduling method is adopted, involving concentrated pouring of multiple compartments within the same sequence and staggered pouring of compartments across sequences, to achieve parallel construction of multiple compartments; and... The closed-loop dynamic management includes: The temperature control threshold and stress control threshold of the ultra-long and large volume concrete are preset, and the monitored temperature data and stress data are compared with the corresponding thresholds respectively. When the monitored data exceeds the corresponding threshold, an early warning is triggered. Dynamic control of the pouring process is carried out based on early warning information: when the temperature data exceeds the temperature control threshold, concrete insulation and curing measures are strengthened; when the stress data exceeds the stress control threshold, the pouring sequence of subsequent compartments is adjusted.

2. The dynamic skip-casting construction method according to claim 1, characterized in that, The core parameters include at least structural parameters, material parameters, and environmental parameters.

3. The dynamic skip-stage pouring construction method according to claim 2, characterized in that, The structural parameters include the dimensions of the ultra-long volume concrete, the design side length of the skip-containment cell, and the boundary constraint strength.

4. The dynamic skip-stage pouring construction method according to claim 2, characterized in that, The material parameters include the peak heat of hydration of concrete, the heat dissipation rate of hydration, the adiabatic temperature rise, and the shrinkage coefficient.

5. The dynamic skip-stage pouring construction method according to claim 2, characterized in that, The environmental parameters include the temperature, humidity, wind speed, and solar radiation intensity of the construction environment.

6. The dynamic skip-stage pouring construction method according to claim 1, characterized in that, The step of using the multi-factor coupled storage parameter model to perform multi-condition collaborative simulation analysis, and determining the optimal solution for the skip-storage design based on the simulation analysis results, includes: Multi-condition coupled simulations were conducted for different compartmentation strategies, pouring time intervals, ambient temperature and boundary conditions to construct a quantitative relationship between compartmentation parameters, concrete performance and environmental conditions. By considering the correlation between the compartment size and the pouring interval, and based on the requirements for stress control and temperature difference control, the compartment size, compartment division method, skip-pour pouring sequence and pouring interval benchmark are determined, and dynamic adjustment space for the pouring interval is reserved, thereby determining the optimal skip-pour design scheme.

7. The dynamic skip-casting construction method according to claim 1, characterized in that, The preset acquisition frequency is: The optimal design scheme for the skip-cell grid was sampled every 2 hours for 1 to 3 days after the skip-cell grid was poured. The optimal design scheme for the skip-cell grid was sampled every 4 hours for 4 to 7 days after the skip-cell grid was poured. The optimal design scheme for the skip-cell design was followed by sampling every 8 hours 7 days after the skip-cell cells were poured.

8. The dynamic skip-stage pouring construction method according to claim 1, characterized in that, The temperature control threshold is an internal and external temperature difference of ≤22℃, and the stress control threshold is ≤70% of the standard value of concrete tensile strength.

9. The dynamic skip-stage pouring construction method according to claim 1, characterized in that, This dynamic skip-pour casting construction method also includes construction acceptance and digital archiving, including: Organize and standardize digital archives of data from the entire construction process. The data includes actual pouring parameters, test data, ambient temperature, and construction adjustment records. The digital archives can be used as a construction reference template for similar ultra-long and large-volume concrete projects, enabling the replication and reuse of construction technologies.

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