A method and system for anti-moisture and freeze-thaw soil site layer ramming repair

Abstract

The present application relates to the technical field of ramming of earthen sites, and relates to a layered ramming method and system for earthen sites resistant to moisture and freeze-thaw, comprising: constructing a digital model of an earthen site, obtaining a ramming material group according to homologous soil and a preset moisture-resistant freeze-thaw material group, preparing optimal fusion soil based on material proportioning constraints, identifying a group of areas to be rammed in the earthen site to be rammed based on the digital model of the earthen site, chemically solidifying the group of areas to be rammed using a chemical reinforcement solution to obtain a group of target rammed areas, and using the optimal fusion soil, a dynamic deformation modulus tester and a rammer to carry out multi-layer ramming on the group of target rammed areas to obtain a group of rammed areas. The present application can improve the durability of the rammed body and the compatibility of the original site, and reduce the risk of repeated repair caused by material degradation or interface failure.

Description

Technical Field

[0001] This invention relates to the field of earthen site ramming technology, and in particular to a method and system for layered ramming of earthen sites to resist moisture and freeze-thaw cycles. Background Technology

[0002] Earthen sites, as vital material carriers of historical information and civilizational value, are crucial for preserving national cultural memory. However, long-term exposure to the natural environment, especially harsh conditions such as humidity and freeze-thaw cycles, can lead to serious damage to the earthen sites, including efflorescence, erosion, and cracking, directly threatening their structural safety and the preservation of their historical authenticity. Therefore, developing scientific and effective ramming techniques to enhance the resistance of earthen sites to environmental erosion is an urgent and important task in the field of cultural heritage protection.

[0003] Traditional earthen site repair techniques mainly rely on manual experience, using materials that are similar to the original soil for layered backfilling and compaction. This method has obvious drawbacks: the repair materials lack targeted modification, have insufficient resistance to moisture and freeze-thaw cycles, are easily damaged again, and the repair process lacks digital guidance and quantitative control. There are performance differences between the repaired body and the original site, which can easily lead to compatibility issues such as interface peeling. Summary of the Invention

[0004] This invention provides a method and system for layered compaction of earthen sites to resist moisture and freeze-thaw cycles. Its main purpose is to improve the durability of the compacted body and the compatibility with the original site, and reduce the risk of repeated repairs due to material deterioration or interface failure.

[0005] To achieve the above objectives, the present invention provides a method for layered compaction of earthen sites to resist moisture and freeze-thaw cycles, comprising:

[0006] Once the site to be reinforced with soil was identified, a three-dimensional measurement of the site was performed to obtain a digital model of the site. The three-dimensional measurement included three-dimensional laser scanning and ground-penetrating radar detection.

[0007] Based on the collection of soil materials from the site to be reinforced, a reinforcement material group was obtained according to the soil materials and the pre-set moisture-resistant freeze-thaw material group. The reinforcement material group includes: soil materials from the same source, hydraulic lime, calcined boulders powder, polypropylene fiber and organosilicon water-repellent agent.

[0008] Based on the material ratio constraints set for the compaction material group, the optimal fused soil material is prepared based on the material ratio constraints.

[0009] Identifying areas to be compacted in earthen archaeological sites based on digital models of earthen archaeological sites;

[0010] The target compacted area group is obtained by chemically solidifying the pre-acquired chemical reinforcement solution. The chemical reinforcement solution is a calcium hydroxide solution.

[0011] Using optimal fused soil material, a pre-constructed dynamic deformation modulus tester, and a pre-constructed tamping hammer, the target tamping area group was tamped in multiple layers to obtain a tamped area group. Based on the tamped area group, the layered tamping of the earthen site was completed.

[0012] Optionally, the preparation of the optimal fused clay material based on material proportioning constraints includes:

[0013] Multiple test material ratio groups are generated based on material ratio constraints, wherein each test material ratio group includes multiple test material ratios;

[0014] The experimental material ratio groups were extracted sequentially from multiple experimental material ratio groups;

[0015] Test compacted soil was prepared based on the experimental material mix ratio group, and the performance of the test compacted soil was tested to obtain the moisture resistance freeze-thaw value and the soil performance deviation value vector.

[0016] The moisture resistance and freeze-thaw resistance values ​​and soil property deviation vectors are summarized separately to obtain multiple moisture resistance and freeze-thaw resistance values ​​and multiple soil property deviation vectors.

[0017] The optimal material mix ratio group was calculated based on multiple moisture resistance freeze-thaw values ​​and multiple soil property deviation values.

[0018] The optimal fusion soil was prepared based on the optimal material ratio group.

[0019] Optionally, the performance testing of the test compacted soil material to obtain the moisture resistance to freeze-thaw cycles and the soil property deviation vector includes:

[0020] Based on the reference soil material obtained from the site to be reinforced, the properties of the reference soil material were tested to obtain the reference soil property group, which includes: reference elastic modulus, reference shrinkage rate and reference color value.

[0021] Moisture resistance test and freeze-thaw test were conducted on the test compacted soil material to obtain the moisture resistance and freeze-thaw resistance values;

[0022] The properties of the test compacted soil were tested to obtain the original soil property group, in which the original soil properties in the original soil property group correspond one-to-one with the reference soil properties in the reference soil property group.

[0023] The soil performance deviation value group is calculated based on the original soil property group and the benchmark soil property group, and the soil performance deviation value vector is obtained based on the soil performance deviation value group.

[0024] Optionally, the step of conducting moisture resistance tests and freeze-thaw tests on the test compacted soil to obtain moisture resistance and freeze-thaw resistance values ​​includes:

[0025] Based on the experimental compacted soil material, water stability test samples and samples awaiting freeze-thaw test were obtained;

[0026] The compressive strength of the water stability test sample and the freeze-thaw test sample were tested to obtain the first maximum compressive strength and the second maximum compressive strength.

[0027] The water stability test sample was subjected to water absorption saturation to obtain a saturated test sample. The freeze-thaw test sample was subjected to freeze-thaw cycles to obtain a freeze-thaw cycle sample.

[0028] Compressive strength tests were conducted on saturated test samples and freeze-thaw cycle samples to obtain the maximum saturated compressive strength and the maximum freeze-thaw compressive strength.

[0029] The moisture resistance value is calculated based on the first maximum compressive strength and the saturated maximum compressive strength, and the freeze-thaw resistance value is calculated based on the second maximum compressive strength and the freeze-thaw maximum compressive strength.

[0030] The moisture resistance and freeze-thaw resistance value is obtained by weighting the moisture resistance value and freeze-thaw resistance value.

[0031] Optionally, the calculation of the optimal material mix based on multiple moisture resistance and freeze-thaw resistance values ​​and multiple soil property deviation value vectors includes:

[0032] Set weights for soil properties deviation and resistance to moisture and freeze-thaw cycles;

[0033] Multiple original material ratio vectors are constructed based on multiple experimental material ratio groups;

[0034] The optimal material mix vector is calculated based on soil property deviation weights, moisture and freeze-thaw resistance weights, multiple original material mix vectors, multiple moisture and freeze-thaw resistance values, and multiple soil property deviation value vectors. The optimal material mix vector is expressed as:

[0035]

[0036] in, Represents the optimal material mix vector. This indicates the number of original material proportion vectors among multiple original material proportion vectors. Indicates resistance to moisture and freeze-thaw cycles. This represents the first of multiple moisture resistance freeze-thaw values. A moisture resistance freeze-thaw resistance value, This represents the maximum moisture resistance value among multiple moisture resistance freeze-thaw resistance values. This indicates that the soil properties deviate from the weight. This represents the preset deviation weight vector. Represents the first value in a vector of multiple soil property deviation values. A vector of soil property deviation values The sign for the dot product of vectors. Represents the first of multiple original material proportion vectors One original material ratio vector;

[0037] The optimal material ratio group is obtained based on the optimal material ratio vector.

[0038] Optionally, the step of chemically curing the group of areas to be reinforced using a pre-acquired chemical reinforcement solution to obtain the target group of areas to be reinforced includes:

[0039] Extract the areas to be compacted sequentially from the group of areas to be compacted, and perform the following operations on the extracted areas to be compacted:

[0040] A pre-constructed high-pressure jet spraying device is used to spray a chemical reinforcement solution onto the area to be reinforced, thus obtaining the current reinforcement area;

[0041] The compressive strength of the current reinforced area is evaluated based on the preset infiltration time to obtain the current compressive strength;

[0042] If the current compressive strength is not greater than the preset compressive strength threshold, then the current reinforced area is taken as the area to be reinforced, and the process returns to the step of spraying the chemical reinforcement solution onto the area to be reinforced using the pre-constructed high-pressure jet spraying equipment, until the current compressive strength is greater than the compressive strength threshold.

[0043] If the current compressive strength is greater than the compressive strength threshold, then the area to be compacted is recorded as the target compaction area;

[0044] The target areas for reinforcement are summarized to obtain the target area reinforcement group.

[0045] Optionally, the step of using optimal fused soil material, a pre-constructed dynamic deformation modulus tester, and a pre-constructed tamping hammer to perform multi-layer compaction of the target compaction area group to obtain a compacted area group includes:

[0046] Extract the target reinforcement regions sequentially from the target reinforcement region group, and perform the following operations on the extracted target reinforcement regions:

[0047] The standard compaction depth of the target compaction area is obtained based on the digital model of the earthen site.

[0048] The target compaction area is filled with the optimal fused soil material to obtain the area to be compacted;

[0049] A single-layer compacted area is obtained by using a dynamic deformation modulus tester and a tamping hammer to compact the area to be compacted.

[0050] The single-layer compacted area is roughened using a pre-built electric roughening machine to obtain a rough surface area, and the compacted depth of the rough surface area is detected.

[0051] If the compaction depth has not reached the standard compaction depth, then the rough surface area is taken as the target compaction area, and the process returns to the step of filling the target compaction area with the optimal fused soil material until the compaction depth reaches the standard compaction depth.

[0052] If the compaction depth has reached the standard compaction depth, then the single-layer compacted area is recorded as the compacted area.

[0053] The established areas are summarized to form the established area group.

[0054] Optionally, the step of using a dynamic deformation modulus tester and a tamping hammer to perform single-layer compaction of the area to be compacted, thereby obtaining a single-layer compacted area, includes:

[0055] A tamping hammer is used to impact the area to be compacted, resulting in a densely compacted area.

[0056] The compaction degree of the tightly compacted area is measured using a dynamic deformation modulus tester to obtain the current compaction degree.

[0057] If the current compaction degree is not greater than the preset compaction degree threshold, the tightly compacted area is recorded as the area to be compacted, and the step of impacting the area to be compacted with a tamping hammer is returned until the current compaction degree is greater than the compaction degree threshold.

[0058] If the current compaction degree is greater than the compaction degree threshold, the tightly compacted area is recorded as a single-layer compacted area.

[0059] Optionally, the step of using a dynamic deformation modulus tester to detect the compaction degree of the tightly compacted area and obtain the current compaction degree includes:

[0060] The dry density correlation of the rammed earth site was performed using a dynamic deformation modulus tester to obtain a dry density mapping curve, where the horizontal axis of the dry density mapping curve represents the deformation modulus and the vertical axis represents the dry density.

[0061] The dynamic deformation modulus of the compacted area is detected using a dynamic deformation modulus tester. The dynamic deformation modulus is then input into the dry density mapping curve to obtain the updated dry density.

[0062] Obtain the maximum dry density of the soil to be compacted at the site;

[0063] The current compaction degree is calculated based on the updated dry density and the maximum dry density, where the current compaction degree is the ratio of the updated dry density to the maximum dry density.

[0064] To achieve the above objectives, the present invention also provides a layered compaction system for soil archaeological sites that is resistant to moisture and freeze-thaw cycles, comprising:

[0065] The digital model building module is used to identify the site to be compacted, perform three-dimensional measurement on the site, and obtain a digital model of the site. The three-dimensional measurement includes three-dimensional laser scanning and ground-penetrating radar detection.

[0066] The ramming material acquisition module is used to collect homologous soil material based on the site to be rammed, and to acquire ramming material group based on homologous soil material and preset moisture-resistant freeze-thaw material group. The ramming material group includes: homologous soil material, hydraulic lime, calcined boulders powder, polypropylene fiber and organosilicon water-repellent agent.

[0067] The optimal soil preparation module is used to set material ratio constraints according to the ramming material group, prepare the optimal fused soil based on the material ratio constraints, and identify the area group to be rammed in the soil site based on the digital model of the soil site.

[0068] The target area compaction module is used to chemically solidify the target area group to be compacted using a pre-acquired chemical reinforcement solution to obtain the target area group. The chemical reinforcement solution is a calcium hydroxide solution. The target area group is compacted in multiple layers using the optimal fused soil material, a pre-constructed dynamic deformation modulus tester, and a pre-constructed tamping hammer to obtain the compacted area group.

[0069] To address the above problems, the present invention also provides an electronic device, the electronic device comprising:

[0070] Memory, storing at least one instruction;

[0071] The processor executes the instructions stored in the memory to implement the above-described method for layered compaction of earthen sites to resist moisture and freeze-thaw cycles.

[0072] To address the aforementioned problems, the present invention also provides a computer-readable storage medium storing at least one instruction, which is executed by a processor in an electronic device to implement the aforementioned method for layered compaction of earthen sites to resist moisture and freeze-thaw cycles.

[0073] To address the problems described in the background art, this invention first performs three-dimensional measurement of the earthen site to be repaired, obtaining a digital model of the site. This step, by integrating three-dimensional laser scanning and ground-penetrating radar detection, achieves integrated, precise, and digital archiving of the surface geometry and internal defects of the earthen site, providing a precise geometric benchmark for subsequent restoration. Next, a repair material group is obtained based on the source soil and moisture-resistant freeze-thaw resistance materials. This step introduces a composite material system composed of hydraulic lime, calcined gravel powder, polypropylene fiber, and organosilicon water-repellent agent. While maintaining compatibility with the source soil, this systematically and synergistically improves the mechanical strength, toughness, water resistance, and freeze-thaw resistance of the repair material, fundamentally solving the key problem of the vulnerability of traditional repaired soil in moisture-resistant freeze-thaw environments. Furthermore, based on material ratio constraints, an optimal fused soil material is prepared. This step employs a ratio optimization method based on performance testing and optimization algorithms to find the material with the optimal comprehensive moisture-resistant freeze-thaw resistance performance while meeting the constraint of compatibility with the original site soil performance (low deviation value). The material proportioning method overcomes the limitations of traditional empirical proportioning, scientifically ensuring that the repair material is both durable and works in harmony with the substrate. This scheme also utilizes a chemical consolidation solution to chemically solidify the areas to be repaired, resulting in the target repair area group. This step, by penetrating and solidifying the surface of the area to be repaired with calcium hydroxide solution before repair, and using the compressive strength threshold as an iterative control standard, effectively strengthens the weathered and loose interface, creates a strength transition layer, significantly enhances the bonding performance between the old and new soil, and fundamentally reduces the risk of interface delamination. Finally, the target repair area group is multi-layered compacted using the optimal fused soil material, a dynamic deformation modulus tester, and a tamping hammer, resulting in the compacted area group. This step combines layered compaction, non-destructive testing of dynamic deformation modulus, and interlayer roughening technology, achieving real-time and quantitative quality control of the compaction degree of each layer of tamped soil. The roughening process ensures effective mechanical interlocking between layers, thereby guaranteeing the uniformity, density, and integrity of the overall repair body, greatly improving the long-term stability of the repair project. Therefore, the present invention can improve the durability of the rammed body and the compatibility with the original site, and reduce the risk of repeated repairs due to material deterioration or interface failure. Attached Figure Description

[0074] Figure 1 This is a schematic flowchart of a layered compaction method for soil archaeological sites to resist moisture and freeze-thaw cycles, provided by an embodiment of the present invention.

[0075] Figure 2 A functional module diagram of a layered compaction system for soil archaeological sites designed to resist moisture and freeze-thaw cycles, provided in an embodiment of the present invention.

[0076] Figure 3 This is a schematic diagram of the structure of an electronic device for implementing the layered compaction method for soil archaeological sites that is resistant to moisture and freeze-thaw cycles, according to an embodiment of the present invention.

[0077] Explanation of reference numerals in the attached figures:

[0078] 10. Electronic device; 11. Processor; 12. Memory; 13. Bus.

[0079] The realization of the objective, functional features and advantages of the present invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0080] It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.

[0081] This application provides a method for layered compaction of earthen archaeological sites to resist moisture and freeze-thaw cycles. The executing entity of this method includes, but is not limited to, at least one electronic device that can be configured to execute the method provided in this application, such as a server or a terminal. In other words, the method for layered compaction of earthen archaeological sites to resist moisture and freeze-thaw cycles can be executed by software or hardware installed on a terminal device or a server device, and the software can be a blockchain platform. The server includes, but is not limited to, a single server, a server cluster, a cloud server, or a cloud server cluster.

[0082] Reference Figure 1 The diagram shown is a flowchart illustrating a method for layered compaction of earthen sites to resist moisture and freeze-thaw cycles, according to an embodiment of the present invention. In this embodiment, the method for layered compaction of earthen sites to resist moisture and freeze-thaw cycles includes:

[0083] S1. Identify the site to be reinforced with soil, and conduct three-dimensional measurements on the site to obtain a digital model of the site. The three-dimensional measurements include three-dimensional laser scanning and ground-penetrating radar detection.

[0084] It is clear that the "soil site to be reinforced" refers to an earthen site that requires reinforcement. The "digital model of the soil site" refers to a comprehensive three-dimensional digital model integrating high-precision geometric morphology and internal structural information of the site's surface. This digital model can accurately quantify the site's geometric dimensions, damaged volume, and spatial distribution of internal defects. The "three-dimensional measurement of the soil site to be reinforced" refers to performing three-dimensional laser scanning and ground-penetrating radar (GPR) detection on the soil site. Three-dimensional laser scanning utilizes the principle of laser ranging to acquire massive point cloud coordinates on the site's surface at high speed and precision. This 3D laser scanning can acquire three-dimensional point cloud data with millimeter-level precision, thereby generating a high-precision three-dimensional mesh model that truly reflects the site's current appearance. The GPR detection refers to a non-destructive testing technique that emits high-frequency electromagnetic waves towards the soil site to be reinforced and receives its reflected signals to detect differences in the internal structure of the soil site. This GPR detection can acquire radar waveform data reflecting the uniformity of internal materials, the location and depth of defects (such as holes, cracks, and erosion zones) of the soil site to be reinforced. The method for obtaining the digital model of the earthen site is as follows: First, the point cloud data obtained by 3D laser scanning is processed and optimized using 3D point cloud processing software (such as CloudCompare or MeshLab) to generate a surface model. Then, the radar waveform spectrum data obtained by the ground-penetrating radar is filtered, amplified, and analyzed using professional ground-penetrating radar interpretation software (such as GPR Slice or ReflexW) to accurately interpret the morphology and spatial location of the internal defects. Finally, the interpreted morphology and spatial location of the internal defects can be accurately fitted onto the surface model as attribute data in a geographic information system (GIS) platform (such as ArcGIS or QGIS) or 3D modeling software (such as Blender or Rhino), thereby constructing a comprehensive digital model containing internal and external information, namely the digital model of the earthen site.

[0085] S2. Collect homologous soil material from the site to be reinforced, and obtain the reinforcement material group based on the homologous soil material and the pre-set moisture-resistant freeze-thaw material group. The reinforcement material group includes: homologous soil material, hydraulic lime, calcined boulders powder, polypropylene fiber and organosilicon water-repellent agent.

[0086] It should be explained that the "soil of the same origin" refers to soil from the same area as the site to be reinforced, for example, soil from within 2 kilometers of the site to be reinforced is selected as the soil of the same origin. The "moisture-resistant and freeze-thaw-resistant material group" refers to a collection of multiple moisture-resistant and freeze-thaw-resistant materials, wherein the moisture-resistant and freeze-thaw-resistant materials are materials that can enhance the moisture resistance and freeze-thaw resistance of the soil of the same origin. This moisture-resistant and freeze-thaw-resistant material group includes: hydraulic lime, calcined boulders powder, polypropylene fiber, and organosilicon water-repellent agent. The "reinforcement material group" refers to the moisture-resistant and freeze-thaw-resistant material group after the addition of the soil of the same origin.

[0087] Furthermore, the hydraulic lime refers to a powdered cementitious material combining air-hardening and hydraulic properties, obtained by calcining limestone with low clay impurity content and then hydrating it with an appropriate amount of water. The function of this hydraulic lime is to react with water to generate water-insoluble cementitious substances such as hydrated calcium silicate, effectively cementing soil particles and significantly improving the compressive strength and water softening resistance of the original soil material. Moreover, its flexibility is superior to ordinary cement, resulting in better compatibility with earthen sites. The calcined boulders powder refers to a powder obtained by calcining and grinding natural boulders (a type of nodule rich in calcium carbonate) at an appropriate temperature. The active calcium oxide component in this calcined boulders powder can react with the active components in the original soil material and water to generate a cementitious product. This cementitious product can act as an auxiliary cementitious material, synergistically enhancing the effect of the hydraulic lime. The polypropylene fiber refers to short-cut monofilaments or mesh fibers, typically 6-19 mm in length, made of polypropylene polymer. This polypropylene fiber can be uniformly distributed in the soil to form a three-dimensional network, effectively inhibiting the generation and development of plastic shrinkage and drying shrinkage cracks. It significantly improves the toughness, tensile strength, and impact resistance of the compacted soil structure, preventing cracks in the soil structure from becoming channels for water intrusion. The organosilicon water-repellent agent refers to a class of organosilicon compounds with silane or siloxane as the main component, capable of forming a water-repellent film on and inside the material surface. The small molecules in this organosilicon water-repellent agent can penetrate into the soil pores and react with the hydroxyl groups on the surface of soil particles to form a strong water-repellent layer. This greatly reduces the capillary water absorption rate of the soil, causing liquid water droplets to roll off, while allowing water vapor to pass through, thereby blocking liquid water intrusion at the source and mitigating freeze-thaw damage.

[0088] S3. Set material ratio constraints according to the tamping material group, and prepare the optimal fused soil material based on the material ratio constraints.

[0089] It is clear that the material ratio constraint refers to the range of mass ratios of each tamping material in the tamping material group that is set by the individual.

[0090] Optionally, the material proportions are as follows: with 100 parts of homogeneous soil (by dry weight) as the standard, the following proportions are added: 10-15 parts of hydraulic lime, 5-10 parts of calcined boulders powder, 0.3-0.6 parts of polypropylene fiber (12-19 mm in length) (i.e., about 3-6 kg per cubic meter of homogeneous soil), and 0.3-0.8 parts of organosilicon water-repellent agent.

[0091] Furthermore, the optimal fused soil material refers to soil material with the best resistance to moisture and freeze-thaw cycles, which is used for subsequent tamping of the soil site to be tamped. The term "optimal" refers to the strongest resistance to moisture and freeze-thaw cycles that the optimal fused soil material has, under the premise that its elasticity model, shrinkage rate and other properties are similar to those of the soil site to be tamped.

[0092] In detail, the preparation of the optimal fused clay material based on material proportioning constraints includes:

[0093] Multiple test material ratio groups are generated based on material ratio constraints, wherein each test material ratio group includes multiple test material ratios;

[0094] The experimental material ratio groups were extracted sequentially from multiple experimental material ratio groups;

[0095] Test compacted soil was prepared based on the experimental material mix ratio group, and the performance of the test compacted soil was tested to obtain the moisture resistance freeze-thaw value and the soil performance deviation value vector.

[0096] The moisture resistance and freeze-thaw resistance values ​​and soil property deviation vectors are summarized separately to obtain multiple moisture resistance and freeze-thaw resistance values ​​and multiple soil property deviation vectors.

[0097] The optimal material mix ratio group was calculated based on multiple moisture resistance freeze-thaw values ​​and multiple soil property deviation values.

[0098] The optimal fusion soil was prepared based on the optimal material ratio group.

[0099] It should be explained that the experimental material mix group refers to the combination of the mass ratios of each ramming material in the ramming material group that meets the material ratio constraints, generated by experimental design methods (such as orthogonal experimental design, uniform design method) or optimization algorithms (such as genetic algorithm). The experimental rammed soil refers to the soil prepared according to the experimental material mix group. The quality of the experimental material mix group can be evaluated by performing performance testing on the experimental rammed soil. The method of preparing the experimental rammed soil based on the experimental material mix group is determined by different preparation processes. For example, an experimental material mix group is: 85 parts of homogeneous soil, 8 parts of hydraulic lime, 6 parts of calcined gravel powder, 0.5 parts of polypropylene fiber, and 0.5 parts of organosilicon water-repellent agent. The experimental rammed soil is prepared according to this experimental material mix group in the following manner. First, place the original soil, hydraulic lime, calcined gravel powder, and polypropylene fiber in a mixer and dry mix for 5 minutes until uniformly mixed to obtain a mixed dry material. Then, dilute the organosilicon water-repellent agent in water and add it to the mixed dry material using a mist spraying method. Next, wet mix the added mixed dry material to ensure uniform moisture distribution and obtain mixed soil. Finally, cover the mixed soil with an impermeable membrane and seal it at room temperature for 48 hours to allow moisture to migrate fully and activate the initial reaction of the cementitious material. The mixed soil after sealing is the test compacted soil material.

[0100] Furthermore, the moisture and freeze-thaw resistance value refers to the numerical value of the moisture and freeze-thaw resistance of the rammed soil material in the quantitative test. The larger the moisture and freeze-thaw resistance value, the stronger the moisture and freeze-thaw resistance of the rammed soil material in the test. The soil performance deviation vector refers to the vector representing the performance difference between the test rammed soil material and the site to be rammed. The larger the value of each vector element in the soil performance deviation vector, the greater the performance difference between the test rammed soil material and the site to be rammed. If the performance difference between the test rammed soil material and the site to be rammed is greater, it will lead to compatibility risks after the test rammed soil material is used to ram the site, affecting the long-term safety and stability of the restoration. For example, if the elastic modulus of the test rammed soil material is much higher than that of the site to be rammed, the rammed part of the test rammed soil material will be too hard compared to the site to be rammed. When the site to be rammed is subjected to loads such as temperature changes or foundation settlement, the weak original soil site will deform and crack first, while the hard rammed part of the test rammed soil material will cause stress concentration, leading to the peeling of the original soil site interface or damage to the site itself.

[0101] In detail, the performance testing of the experimental compacted soil material to obtain the moisture resistance to freeze-thaw cycles and the soil property deviation vector includes:

[0102] Based on the reference soil material obtained from the site to be reinforced, the properties of the reference soil material were tested to obtain the reference soil property group, which includes: reference elastic modulus, reference shrinkage rate and reference color value.

[0103] Moisture resistance test and freeze-thaw test were conducted on the test compacted soil material to obtain moisture resistance and freeze-thaw resistance values;

[0104] The properties of the test compacted soil were tested to obtain the original soil property group, in which the original soil properties in the original soil property group correspond one-to-one with the reference soil properties in the reference soil property group.

[0105] The soil performance deviation value group is calculated based on the original soil property group and the benchmark soil property group, and the soil performance deviation value vector is obtained based on the soil performance deviation value group.

[0106] It is clear that the reference soil material refers to soil samples obtained from the site to be reinforced. The reference soil property set refers to the set of values ​​that quantify the properties of the reference soil material. Among them, the reference elastic modulus refers to the elastic modulus of the reference soil material in the dry state (containing a small amount of moisture after removing moisture), the reference shrinkage rate refers to the percentage of shrinkage in the length direction of the reference soil material during the drying process from the liquid limit moisture content (artificially set) to a certain shrinkage limit moisture content (artificially set moisture content), which is usually measured by a linear shrinkage meter, and the reference color value refers to the color value of the reference soil material in the Lab color space. In addition to the above-mentioned reference soil properties, the reference soil property set may also include: water vapor permeability coefficient, specific gravity, particle size distribution, etc.

[0107] Furthermore, the original soil property set refers to the collection of values ​​for the properties of the quantified test compacted soil. The elements included in this original soil property set and the methods for obtaining each element are the same as those in the reference soil property set, and will not be repeated here. The method for obtaining the soil property deviation value set is as follows: The original soil properties and reference soil properties are extracted sequentially from the original soil property set and the reference soil property set, respectively. The formula for calculating the soil property deviation value is: ,in, This means taking the absolute value, summarizing the deviations in soil properties, and obtaining a set of soil property deviation values. The above-mentioned method of obtaining a soil property deviation value vector based on the set of soil property deviation values ​​refers to converting the set of soil property deviation values ​​into vector form. For example, if the set of soil property deviation values ​​is {0.6, 0.7, 0.8}, then the corresponding soil property deviation value vector is: .

[0108] In detail, the process of conducting moisture resistance tests and freeze-thaw tests on the test compacted soil material to obtain moisture resistance and freeze-thaw resistance values ​​includes:

[0109] Based on the experimental compacted soil material, water stability test samples and samples awaiting freeze-thaw test were obtained;

[0110] The compressive strength of the water stability test sample and the freeze-thaw test sample were tested to obtain the first maximum compressive strength and the second maximum compressive strength.

[0111] The water stability test sample was subjected to water absorption saturation to obtain a saturated test sample. The freeze-thaw test sample was subjected to freeze-thaw cycles to obtain a freeze-thaw cycle sample.

[0112] Compressive strength tests were conducted on saturated test samples and freeze-thaw cycle samples to obtain the maximum saturated compressive strength and the maximum freeze-thaw compressive strength.

[0113] The moisture resistance value is calculated based on the first maximum compressive strength and the saturated maximum compressive strength, and the freeze-thaw resistance value is calculated based on the second maximum compressive strength and the freeze-thaw maximum compressive strength.

[0114] The moisture resistance and freeze-thaw resistance value is obtained by weighting the moisture resistance value and freeze-thaw resistance value.

[0115] It should be explained that the water stability test sample refers to the portion of the compacted soil material used subsequently for calculating the moisture resistance value. The freeze-thaw test sample refers to the portion of the compacted soil material used subsequently for calculating the freeze-thaw resistance value. The first maximum compressive strength refers to the maximum compressive strength value of the water stability test sample in the compressive strength test, wherein the compressive strength test refers to the mechanical property test in which axial pressure is applied to the soil material using a pressure testing machine until it fails. The freeze-thaw maximum compressive strength refers to the maximum compressive strength value of the freeze-thaw test sample in the compressive strength test. The saturated test sample refers to the water stability test sample that has reached water saturation after water absorption saturation operation. The freeze-thaw cycle sample refers to the freeze-thaw test sample after freeze-thaw cycle operation. The saturated maximum compressive strength and the freeze-thaw maximum compressive strength refer to the maximum compressive strength values ​​of the saturated test sample and the freeze-thaw cycle sample, respectively, in the compressive strength test. The moisture resistance value refers to a numerical value that quantifies the moisture resistance of the compacted soil material. The larger the moisture resistance value, the stronger the moisture resistance of the compacted soil material. The moisture resistance value is calculated by dividing the saturated maximum compressive strength by the second maximum compressive strength. The freeze-thaw resistance value refers to the numerical value of the quantified test compacted soil material's ability to resist freeze-thaw cycles. The higher the freeze-thaw resistance value, the stronger the freeze-thaw resistance of the test compacted soil material. The freeze-thaw resistance value is calculated as: the maximum freeze-thaw compressive strength divided by the second maximum compressive strength. The weighted calculation refers to the weighted summation of the moisture resistance value and the freeze-thaw resistance value, and the coefficient in the weighted summation is set by the relevant operators, with a default setting of 0.5.

[0116] Specifically, the calculation of the optimal material mix based on multiple moisture resistance and freeze-thaw resistance values ​​and multiple soil property deviation value vectors includes:

[0117] Set weights for soil properties deviation and resistance to moisture and freeze-thaw cycles;

[0118] Multiple original material ratio vectors are constructed based on multiple experimental material ratio groups;

[0119] The optimal material mix vector is calculated based on soil property deviation weights, moisture and freeze-thaw resistance weights, multiple original material mix vectors, multiple moisture and freeze-thaw resistance values, and multiple soil property deviation value vectors. The optimal material mix vector is expressed as:

[0120]

[0121] in, Represents the optimal material mix vector. This indicates the number of original material proportion vectors among multiple original material proportion vectors. Indicates resistance to moisture and freeze-thaw cycles. This represents the first of multiple moisture resistance freeze-thaw values. A moisture resistance freeze-thaw resistance value, This represents the maximum moisture resistance value among multiple moisture resistance freeze-thaw resistance values. This indicates that the soil properties deviate from the weight. This represents the preset deviation weight vector. Represents the first value in a vector of multiple soil property deviation values. A vector of soil property deviation values The sign for the dot product of vectors. Represents the first of multiple original material proportion vectors One original material ratio vector;

[0122] The optimal material ratio group is obtained based on the optimal material ratio vector.

[0123] It is clear that the soil performance deviation weight refers to the degree of importance of the artificially set soil performance deviation in the calculation of the optimal material ratio group, and the moisture and freeze-thaw resistance weight refers to the degree of importance of the artificially set moisture and freeze-thaw resistance in the calculation of the optimal material ratio group. Optionally, the soil performance deviation weight and the moisture and freeze-thaw resistance weight are 0.1 and 1.0, respectively. The original material ratio vector refers to the vector corresponding to the experimental material ratio group. The deviation value weight vector refers to the degree of importance of each vector element in the artificially set original material ratio vector, wherein each vector element in the deviation value weight vector corresponds one-to-one with each vector element in the original material ratio vector, and the sum of the values ​​of each vector element in the deviation value weight vector is 1.

[0124] S4. Identify the groups of areas to be compacted in the soil site based on the digital model of the soil site.

[0125] Understandably, the group of areas to be compacted refers to a combination of multiple areas to be compacted. The area to be compacted refers to the area that needs to be compacted in the digital model of the man-made earthen site. For example, a typical eroded area located at the bottom of the wall, 25 centimeters deep, and with internal cavities needs to be compacted, so this area is designated as the area to be compacted.

[0126] S5. The pre-acquired chemical reinforcement solution is used to chemically solidify the area group to be reinforced to obtain the target area group, wherein the chemical reinforcement solution is calcium hydroxide solution.

[0127] It is understood that the chemical reinforcement solution refers to a liquid preparation capable of penetrating into the loose soil surface of the area to be reinforced, and cementing soil particles through physicochemical action to improve its surface strength and stability. Calcium hydroxide solution can be used as this chemical reinforcement solution. The purpose of chemical solidification here is to strengthen the weathered and loose soil layer on the surface of the area to be reinforced, and to avoid adverse interactions between the new soil material and the fragile soil matrix during subsequent reinforcement. The target reinforcement area group refers to the group of areas to be reinforced after chemical solidification.

[0128] Specifically, the process of chemically curing the pre-acquired chemical reinforcement solution to obtain the target compaction area group includes:

[0129] Extract the areas to be compacted sequentially from the group of areas to be compacted, and perform the following operations on the extracted areas to be compacted:

[0130] A pre-constructed high-pressure jet spraying device is used to spray a chemical reinforcement solution onto the area to be reinforced, thus obtaining the current reinforcement area;

[0131] The compressive strength of the current reinforced area is evaluated based on the preset infiltration time to obtain the current compressive strength;

[0132] If the current compressive strength is not greater than the preset compressive strength threshold, then the current reinforced area is taken as the area to be reinforced, and the process returns to the step of spraying the chemical reinforcement solution onto the area to be reinforced using the pre-constructed high-pressure jet spraying equipment, until the current compressive strength is greater than the compressive strength threshold.

[0133] If the current compressive strength is greater than the compressive strength threshold, then the area to be compacted is recorded as the target compaction area;

[0134] The target areas for reinforcement are summarized to obtain the target area reinforcement group.

[0135] Understandably, the high-pressure jet spraying equipment refers to specialized mechanical equipment capable of generating high-pressure jets to atomize and spray liquid reinforcing agents onto the surface to be reinforced, such as a spraying machine equipped with a high-pressure pump, adjustable nozzles, and moving tracks. The current reinforcement area refers to the area to be compacted after spraying. The penetration time refers to the artificially set time for the chemical reinforcing solution to penetrate into the area to be compacted, during which the effective components in the chemical reinforcing solution (such as calcium hydroxide) fully react with the soil and carbon dioxide in the air. Assessing the compressive strength of the current reinforcement area based on the preset penetration time means: after spraying is completed and a penetration time is waited, the compressive strength of the current reinforcement area is assessed. The assessment method is: the impact bar of a rebound hammer is pressed vertically against the solidified surface, the impact kinetic energy is released under constant pressure, and the rebound value of the hammer is measured. This rebound value is recorded as the current compressive strength. The current compressive strength refers to the compressive strength of the current reinforcement area after the penetration time. The compressive strength threshold refers to a constant of compressive strength set by the user. If the current compressive strength is not greater than the compressive strength threshold, it means that after a single chemical reinforcement treatment, the strength of the surface soil in the area has not yet reached the minimum requirement to safely support the subsequent layered compaction construction. In this case, it is necessary to continue chemical reinforcement of the area to be compacted.

[0136] S6. Using the optimal fused soil material, a pre-constructed dynamic deformation modulus tester, and a pre-constructed tamping hammer, multi-layer tamping is carried out on the target tamping area group to obtain the tamped area group. Based on the tamped area group, the layered tamping of the earthen site is completed.

[0137] It should be explained that the "dynamic deformation modulus tester" refers to a portable testing device that rapidly and non-destructively assesses the stiffness (dynamic deformation modulus Evd) of soil by measuring the deformation of the soil surface under transient impact loads, such as a lightweight falling weight deflectometer (PFWD). The "tamping hammer" refers to a tool used to apply impact energy to loosely laid optimally fused soil material to make it denser, such as an electric or pneumatic CNC tamping hammer. The "compacted area group" refers to a group of areas to be compacted after multiple layers of compaction.

[0138] In detail, the method of using optimal fused soil material, a pre-constructed dynamic deformation modulus tester, and a pre-constructed tamping hammer to perform multi-layer compaction of the target compaction area group to obtain a compacted area group includes:

[0139] Extract the target reinforcement regions sequentially from the target reinforcement region group, and perform the following operations on the extracted target reinforcement regions:

[0140] The standard compaction depth of the target compaction area is obtained based on the digital model of the earthen site.

[0141] The target compaction area is filled with the optimal fused soil material to obtain the area to be compacted;

[0142] A single-layer compacted area is obtained by using a dynamic deformation modulus tester and a tamping hammer to compact the area to be compacted.

[0143] The single-layer compacted area is roughened using a pre-built electric roughening machine to obtain a rough surface area, and the compacted depth of the rough surface area is detected.

[0144] If the compaction depth has not reached the standard compaction depth, then the rough surface area is taken as the target compaction area, and the process returns to the step of filling the target compaction area with the optimal fused soil material until the compaction depth reaches the standard compaction depth.

[0145] If the compaction depth has reached the standard compaction depth, then the single-layer compacted area is recorded as the compacted area.

[0146] The established areas are summarized to form the established area group.

[0147] It is clear that the standard compaction depth refers to the depth to which the target compaction area needs to be compacted. The area to be compacted refers to the target compaction area after the optimal compaction material has been filled. The single-layer compaction area refers to the area to be compacted after a single layer of compaction. The electric roughening machine refers to an electric tool that uses a high-speed rotating alloy cutter head to cut the surface of the compacted soil layer to form a uniformly rough surface. The rough surface area refers to the single-layer compacted area after roughening. The purpose of roughening the single-layer compacted area is to break the smooth hard shell formed after compaction, increase the surface roughness and surface area, thereby providing a bonding surface with high adhesion for subsequent compaction layers and effectively preventing peeling between layers due to poor bonding. The compacted depth refers to the current compacted depth. If the compacted depth has not reached the standard compaction depth, further compaction is required. The compacted depth can be measured using a depth probe or a laser rangefinder.

[0148] In detail, the method of using a dynamic deformation modulus tester and a tamping hammer to perform single-layer compaction of the area to be compacted, thereby obtaining a single-layer compacted area, includes:

[0149] A tamping hammer is used to impact the area to be compacted, resulting in a densely compacted area.

[0150] The compaction degree of the tightly compacted area is measured using a dynamic deformation modulus tester to obtain the current compaction degree.

[0151] If the current compaction degree is not greater than the preset compaction degree threshold, the tightly compacted area is recorded as the area to be compacted, and the step of impacting the area to be compacted with a tamping hammer is returned until the current compaction degree is greater than the compaction degree threshold.

[0152] If the current compaction degree is greater than the compaction degree threshold, the tightly compacted area is recorded as a single-layer compacted area.

[0153] It should be explained that the "closely compacted area" refers to the area to be compacted after impact, wherein the impact process is as follows: using a preset impact energy (e.g., 15 kJ / m²) 3 The compaction process involves repeatedly and evenly impacting the loosely leveled area to be compacted, causing the loose soil particles to rearrange and reduce porosity, thus making it denser. The current compaction degree refers to a numerical value quantifying the density of the compacted area; a higher current compaction degree indicates a denser compacted area. The compaction degree threshold is a manually set constant. If the current compaction degree is not greater than the threshold, it indicates that the compaction degree of this soil layer has not yet reached the design required density standard, and its mechanical strength, water stability, and deformation resistance may be insufficient, failing to guarantee the long-term durability of the restoration. In this case, continued impacting of the area to be compacted is necessary.

[0154] In detail, the method of using a dynamic deformation modulus tester to detect the compaction degree of the tightly compacted area and obtain the current compaction degree includes:

[0155] The dry density correlation of the rammed earth site was performed using a dynamic deformation modulus tester to obtain a dry density mapping curve, where the horizontal axis of the dry density mapping curve represents the deformation modulus and the vertical axis represents the dry density.

[0156] The dynamic deformation modulus of the compacted area is detected using a dynamic deformation modulus tester. The dynamic deformation modulus is then input into the dry density mapping curve to obtain the updated dry density.

[0157] Obtain the maximum dry density of the soil to be compacted at the site;

[0158] The current compaction degree is calculated based on the updated dry density and the maximum dry density, where the current compaction degree is the ratio of the updated dry density to the maximum dry density.

[0159] It should be explained that the dry density mapping curve refers to the relationship curve between deformation modulus and dry density. Deformation modulus refers to the value obtained after measuring a portion of the soil samples from the site to be reinforced using a dynamic deformation modulus tester. Dry density refers to the density of the soil sample at the time of testing by the dynamic deformation modulus tester. The specific process of the above dry density correlation is as follows: multiple soil samples are obtained from the site to be reinforced or surrounding soil sources. Then, relevant testing personnel compact these soil samples to varying degrees (using a tamping hammer), obtaining multiple test compacted soil materials. Next, the dynamic deformation modulus tester is used to detect multiple test deformation moduli of the multiple test compacted soil materials. The dry density of the multiple test compacted soil materials is detected using the ring cutter method, obtaining multiple test dry densities. Curve fitting is performed based on the multiple test dry densities and multiple test deformation moduli (e.g., using the least squares method for linear or polynomial regression), resulting in a dry density mapping curve. The dynamic deformation modulus refers to the deformation modulus of the tightly compacted area detected by the dynamic deformation modulus tester. The updated dry density refers to the dry density corresponding to the dynamic deformation modulus in the dry density mapping curve. The maximum dry density refers to the maximum dry density of the soil site to be compacted, which is artificially set. The maximum test dry density appearing in the constructed dry density mapping curve can be taken as this maximum dry density. This step establishes an empirical conversion relationship between dynamic deformation modulus and dry density (i.e., dry density mapping curve). In subsequent on-site construction, only the dynamic deformation modulus (i.e., Evd value) needs to be measured. The actual dry density of the compacted soil can be quickly and non-destructively calculated through this dry density mapping curve, and then its compaction degree relative to the maximum dry density (i.e., the current compaction degree) can be calculated. This avoids the damage to the soil site caused by frequent ring sampling for measuring dry density in actual operation. The current compaction degree is the ratio obtained by dividing the updated dry density by the maximum dry density.

[0160] To address the problems described in the background art, this invention first performs three-dimensional measurement of the earthen site to be repaired, obtaining a digital model of the site. This step, by integrating three-dimensional laser scanning and ground-penetrating radar detection, achieves integrated, precise, and digital archiving of the surface geometry and internal defects of the earthen site, providing a precise geometric benchmark for subsequent restoration. Next, a repair material group is obtained based on the source soil and moisture-resistant freeze-thaw resistance materials. This step introduces a composite material system composed of hydraulic lime, calcined gravel powder, polypropylene fiber, and organosilicon water-repellent agent. While maintaining compatibility with the source soil, this systematically and synergistically improves the mechanical strength, toughness, water resistance, and freeze-thaw resistance of the repair material, fundamentally solving the key problem of the vulnerability of traditional repaired soil in moisture-resistant freeze-thaw environments. Furthermore, based on material ratio constraints, an optimal fused soil material is prepared. This step employs a ratio optimization method based on performance testing and optimization algorithms to find the material with the optimal comprehensive moisture-resistant freeze-thaw resistance performance while meeting the constraint of compatibility with the original site soil performance (low deviation value). The material proportioning method overcomes the limitations of traditional empirical proportioning, scientifically ensuring that the repair material is both durable and works in harmony with the substrate. This scheme also utilizes a chemical consolidation solution to chemically solidify the areas to be repaired, resulting in the target repair area group. This step, by penetrating and solidifying the surface of the area to be repaired with calcium hydroxide solution before repair, and using the compressive strength threshold as an iterative control standard, effectively strengthens the weathered and loose interface, creates a strength transition layer, significantly enhances the bonding performance between the old and new soil, and fundamentally reduces the risk of interface delamination. Finally, the target repair area group is multi-layered compacted using the optimal fused soil material, a dynamic deformation modulus tester, and a tamping hammer, resulting in the compacted area group. This step combines layered compaction, non-destructive testing of dynamic deformation modulus, and interlayer roughening technology, achieving real-time and quantitative quality control of the compaction degree of each layer of tamped soil. The roughening process ensures effective mechanical interlocking between layers, thereby guaranteeing the uniformity, density, and integrity of the overall repair body, greatly improving the long-term stability of the repair project. Therefore, the present invention can improve the durability of the rammed body and the compatibility with the original site, and reduce the risk of repeated repairs due to material deterioration or interface failure.

[0161] like Figure 2 The diagram shown is a functional block diagram of a layered compaction system for soil archaeological sites that is resistant to moisture and freeze-thaw cycles, provided by an embodiment of the present invention.

[0162] The layered compaction system 100 for soil archaeological sites resistant to moisture and freeze-thaw cycles, as described in this invention, can be installed in an electronic device. Depending on the functions implemented, the layered compaction system 100 may include a digital model construction module 101, a compaction material acquisition module 102, an optimal soil material preparation module 103, and a target area compaction module 104. The module described in this invention can also be referred to as a unit, which is a series of computer program segments that can be executed by the processor of an electronic device and perform a fixed function, stored in the memory of the electronic device.

[0163] The digital model construction module 101 is used to identify the site to be compacted, perform three-dimensional measurement on the site to be compacted, and obtain a digital model of the site. The three-dimensional measurement includes three-dimensional laser scanning and ground-penetrating radar detection.

[0164] The ramming material acquisition module 102 is used to collect homologous soil material based on the site to be rammed, and to acquire a ramming material group based on the homologous soil material and a preset moisture-resistant freeze-thaw material group. The ramming material group includes: homologous soil material, hydraulic lime, calcined boulders powder, polypropylene fiber and organosilicon water-repellent agent.

[0165] The optimal soil preparation module 103 is used to set material ratio constraints according to the ramming material group, prepare the optimal fused soil based on the material ratio constraints, and identify the area group to be rammed in the soil site based on the digital model of the soil site.

[0166] The target area compaction module 104 is used to chemically solidify the target area group to be compacted using a pre-acquired chemical reinforcement solution to obtain the target area group. The chemical reinforcement solution is a calcium hydroxide solution. The target area group is compacted in multiple layers using the optimal fused soil material, a pre-constructed dynamic deformation modulus tester, and a pre-constructed tamping hammer to obtain the compacted area group.

[0167] In detail, the modules in the layered compaction system 100 for soil archaeological sites resistant to moisture and freeze-thaw cycles described in this embodiment of the invention employ the same methods as described above during use. Figure 1 The same technical means are used for layered compaction of earthen sites to resist moisture and freeze-thaw cycles, as described in the article, and can produce the same technical effect, so they will not be repeated here.

[0168] like Figure 3 The diagram shown is a structural schematic of an electronic device for implementing a layered compaction method for soil archaeological sites that is resistant to moisture and freeze-thaw cycles, according to an embodiment of the present invention.

[0169] The electronic device 1 may include a processor 10, a memory 11 and a bus 12, and may also include a computer program stored in the memory 11 and capable of running on the processor 10, such as a program for a layered compaction method for soil archaeological sites to resist moisture and freeze-thaw cycles.

[0170] The memory 11 includes at least one type of readable storage medium, such as flash memory, portable hard drive, multimedia card, card-type memory (e.g., SD or DX memory), magnetic memory, disk, optical disk, etc. In some embodiments, the memory 11 can be an internal storage unit of the electronic device 1, such as the portable hard drive of the electronic device 1. In other embodiments, the memory 11 can also be an external storage device of the electronic device 1, such as a plug-in portable hard drive, smart media card (SMC), secure digital card (SD), flash card, etc., equipped on the electronic device 1. Furthermore, the memory 11 includes both internal storage units and external storage devices of the electronic device 1. The memory 11 can be used not only to store application software and various types of data installed on the electronic device 1, such as code for a method of layered compaction of earthen ruins to resist moisture and freeze-thaw cycles, but also to temporarily store data that has been output or will be output.

[0171] In some embodiments, the processor 10 may be composed of integrated circuits, such as a single packaged integrated circuit or multiple integrated circuits with the same or different functions, including combinations of one or more central processing units (CPUs), microprocessors, digital processing chips, graphics processors, and various control chips. The processor 10 is the control unit of the electronic device, connecting various components of the entire electronic device through various interfaces and lines. It executes programs or modules stored in the memory 11 (e.g., programs for layered compaction methods for soil relic sites resistant to moisture and freeze-thaw cycles), and calls data stored in the memory 11 to perform various functions of the electronic device 1 and process data.

[0172] The bus 12 can be a peripheral component interconnect (PCI) bus or an extended industry standard architecture (EISA) bus, etc. The bus 12 can be divided into an address bus, a data bus, a control bus, etc. The bus 12 is configured to realize the connection and communication between the memory 11 and at least one processor 10, etc.

[0173] Figure 3 Only electronic devices with components are shown; those skilled in the art will understand that... Figure 3 The structure shown does not constitute a limitation on the electronic device 1, and may include fewer or more components than shown, or combine certain components, or have different component arrangements.

[0174] For example, although not shown, the electronic device 1 may also include a power supply (such as a battery) to power the various components. Preferably, the power supply can be logically connected to the at least one processor 10 through a power management system, thereby enabling functions such as charging management, discharging management, and power consumption management through the power management system. The power supply may also include one or more DC or AC power supplies, recharging systems, power fault detection circuits, power converters or inverters, power status indicators, and other arbitrary components. The electronic device 1 may also include various sensors, Bluetooth modules, Wi-Fi modules, etc., which will not be described in detail here.

[0175] Furthermore, the electronic device 1 may also include a network interface. Optionally, the network interface may include a wired interface and / or a wireless interface (such as a Wi-Fi interface, a Bluetooth interface, etc.), which is typically used to establish communication connections between the electronic device 1 and other electronic devices.

[0176] Optionally, the electronic device 1 may further include a user interface, which may be a display, an input unit (such as a keyboard), and optionally, a standard wired interface or a wireless interface. Optionally, in some embodiments, the display may be an LED display, a liquid crystal display, a touch-sensitive liquid crystal display, or an OLED (Organic Light-Emitting Diode) touchscreen, etc. The display may also be appropriately referred to as a screen or display unit, used to display information processed in the electronic device 1 and to display a visual user interface.

[0177] The program for layered compaction of earthen ruins to resist moisture and freeze-thaw cycles, stored in the memory 11 of the electronic device 1, is a combination of multiple instructions. When run in the processor 10, it can achieve the following:

[0178] Once the site to be reinforced with soil was identified, a three-dimensional measurement of the site was performed to obtain a digital model of the site. The three-dimensional measurement included three-dimensional laser scanning and ground-penetrating radar detection.

[0179] Based on the collection of soil materials from the site to be reinforced, a reinforcement material group was obtained according to the soil materials and the pre-set moisture-resistant freeze-thaw material group. The reinforcement material group includes: soil materials from the same source, hydraulic lime, calcined boulders powder, polypropylene fiber and organosilicon water-repellent agent.

[0180] Based on the material ratio constraints set for the compaction material group, the optimal fused soil material is prepared based on the material ratio constraints.

[0181] Identifying areas to be compacted in earthen archaeological sites based on digital models of earthen archaeological sites;

[0182] The target compacted area group is obtained by chemically solidifying the pre-acquired chemical reinforcement solution. The chemical reinforcement solution is a calcium hydroxide solution.

[0183] Using optimal fused soil material, a pre-constructed dynamic deformation modulus tester, and a pre-constructed tamping hammer, the target tamping area group was tamped in multiple layers to obtain a tamped area group. Based on the tamped area group, the layered tamping of the earthen site was completed.

[0184] Specifically, the processor 10's implementation method for the above instructions can be found in [reference needed]. Figures 1 to 3 The descriptions of the relevant steps in the corresponding embodiments are not repeated here.

[0185] Furthermore, if the modules / units integrated in the electronic device 1 are implemented as software functional units and sold or used as independent products, they can be stored in a computer-readable storage medium. The computer-readable storage medium can be volatile or non-volatile. For example, the computer-readable medium may include: any entity or system capable of carrying the computer program code, a recording medium, a USB flash drive, a portable hard drive, a magnetic disk, an optical disk, a computer memory, or a read-only memory (ROM).

[0186] The present invention also provides a computer-readable storage medium storing a computer program, which, when executed by a processor of an electronic device, can perform the following:

[0187] Once the site to be reinforced with soil was identified, a three-dimensional measurement of the site was performed to obtain a digital model of the site. The three-dimensional measurement included three-dimensional laser scanning and ground-penetrating radar detection.

[0188] Based on the collection of soil materials from the site to be reinforced, a reinforcement material group was obtained according to the soil materials and the pre-set moisture-resistant freeze-thaw material group. The reinforcement material group includes: soil materials from the same source, hydraulic lime, calcined boulders powder, polypropylene fiber and organosilicon water-repellent agent.

[0189] Based on the material ratio constraints set for the compaction material group, the optimal fused soil material is prepared based on the material ratio constraints.

[0190] Identifying areas to be compacted in earthen archaeological sites based on digital models of earthen archaeological sites;

[0191] The target compacted area group is obtained by chemically solidifying the pre-acquired chemical reinforcement solution. The chemical reinforcement solution is a calcium hydroxide solution.

[0192] Using optimal fused soil material, a pre-constructed dynamic deformation modulus tester, and a pre-constructed tamping hammer, the target tamping area group was tamped in multiple layers to obtain a tamped area group. Based on the tamped area group, the layered tamping of the earthen site was completed.

[0193] In the embodiments provided by this invention, it should be understood that the disclosed devices, systems, and methods can be implemented in other ways. For example, the system embodiments described above are merely illustrative, and actual implementations may have other classification methods.

[0194] The modules described as separate components may or may not be physically separate. The components shown as modules may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the modules can be selected to achieve the purpose of this embodiment according to actual needs.

[0195] Furthermore, the functional modules in the various embodiments of the present invention can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated unit can be implemented in hardware or in the form of hardware plus software functional modules.

[0196] It will be apparent to those skilled in the art that the present invention is not limited to the details of the exemplary embodiments described above, and that the present invention can be implemented in other specific forms without departing from the spirit or essential characteristics of the present invention.

[0197] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention.

Claims

1. A method for layered compaction of earthen ruins to resist moisture and freeze-thaw cycles, characterized in that, The method includes: Once the site to be reinforced with soil was identified, a three-dimensional measurement of the site was performed to obtain a digital model of the site. The three-dimensional measurement included three-dimensional laser scanning and ground-penetrating radar detection. Based on the collection of soil materials from the site to be reinforced, a reinforcement material group was obtained according to the soil materials and the pre-set moisture-resistant freeze-thaw material group. The reinforcement material group includes: soil materials from the same source, hydraulic lime, calcined boulders powder, polypropylene fiber and organosilicon water-repellent agent. Based on the material ratio constraints set for the compaction material group, the optimal fused soil material is prepared based on the material ratio constraints. Identifying areas to be compacted in earthen archaeological sites based on digital models of earthen archaeological sites; The target compacted area group is obtained by chemically solidifying the pre-acquired chemical reinforcement solution. The chemical reinforcement solution is a calcium hydroxide solution. Using optimal fused soil material, a pre-constructed dynamic deformation modulus tester, and a pre-constructed tamping hammer, the target tamping area group was tamped in multiple layers to obtain a tamped area group. Based on the tamped area group, the layered tamping of the earthen site was completed. The method involves using optimal fused soil material, a pre-constructed dynamic deformation modulus tester, and a pre-constructed tamping hammer to perform multi-layer compaction on the target compaction area group, resulting in a compacted area group, including: Extract the target reinforcement regions sequentially from the target reinforcement region group, and perform the following operations on the extracted target reinforcement regions: The standard compaction depth of the target compaction area is obtained based on the digital model of the earthen site. The target compaction area is filled with the optimal fused soil material to obtain the area to be compacted; A single-layer compacted area is obtained by using a dynamic deformation modulus tester and a tamping hammer to compact the area to be compacted. The single-layer compacted area is roughened using a pre-built electric roughening machine to obtain a rough surface area, and the compacted depth of the rough surface area is detected. If the compaction depth has not reached the standard compaction depth, then the rough surface area is taken as the target compaction area, and the process returns to the step of filling the target compaction area with the optimal fused soil material until the compaction depth reaches the standard compaction depth. If the compaction depth has reached the standard compaction depth, then the single-layer compacted area is recorded as the compacted area. The established areas are summarized to form the established area group.

2. The method for layered compaction of earthen ruins for resisting moisture and freeze-thaw cycles as described in claim 1, characterized in that, The preparation of the optimal fused soil material based on material proportion constraints includes: Multiple test material ratio groups are generated based on material ratio constraints, wherein each test material ratio group includes multiple test material ratios; The experimental material ratio groups were extracted sequentially from multiple experimental material ratio groups; Test compacted soil was prepared based on the experimental material mix ratio group, and the performance of the test compacted soil was tested to obtain the moisture resistance freeze-thaw value and the soil performance deviation value vector. The moisture resistance and freeze-thaw resistance values ​​and soil property deviation vectors are summarized separately to obtain multiple moisture resistance and freeze-thaw resistance values ​​and multiple soil property deviation vectors. The optimal material mix ratio group was calculated based on multiple moisture resistance freeze-thaw values ​​and multiple soil property deviation values. The optimal fusion soil was prepared based on the optimal material ratio group.

3. The method for layered compaction of earthen ruins for resisting moisture and freeze-thaw cycles as described in claim 2, characterized in that, The performance testing of the experimental compacted soil material yielded resistance values ​​to moisture and freeze-thaw cycles, as well as a vector of soil property deviation values, including: Based on the reference soil material obtained from the site to be reinforced, the properties of the reference soil material were tested to obtain the reference soil property group, which includes: reference elastic modulus, reference shrinkage rate and reference color value. Moisture resistance test and freeze-thaw test were conducted on the test compacted soil material to obtain moisture resistance and freeze-thaw resistance values; The properties of the test compacted soil were tested to obtain the original soil property group, in which the original soil properties in the original soil property group correspond one-to-one with the reference soil properties in the reference soil property group. The soil performance deviation value group is calculated based on the original soil property group and the benchmark soil property group, and the soil performance deviation value vector is obtained based on the soil performance deviation value group.

4. The method for layered compaction of earthen ruins for resisting moisture and freeze-thaw cycles as described in claim 3, characterized in that, The test compacted soil material was subjected to moisture resistance tests and freeze-thaw tests to obtain moisture resistance and freeze-thaw resistance values, including: Based on the experimental compacted soil material, water stability test samples and samples awaiting freeze-thaw test were obtained; The compressive strength of the water stability test sample and the freeze-thaw test sample were tested to obtain the first maximum compressive strength and the second maximum compressive strength. The water stability test sample was subjected to water absorption saturation to obtain a saturated test sample. The freeze-thaw test sample was subjected to freeze-thaw cycles to obtain a freeze-thaw cycle sample. Compressive strength tests were conducted on saturated test samples and freeze-thaw cycle samples to obtain the maximum saturated compressive strength and the maximum freeze-thaw compressive strength. The moisture resistance value is calculated based on the first maximum compressive strength and the saturated maximum compressive strength, and the freeze-thaw resistance value is calculated based on the second maximum compressive strength and the freeze-thaw maximum compressive strength. The moisture resistance and freeze-thaw resistance value is obtained by weighting the moisture resistance value and freeze-thaw resistance value.

5. The method for layered compaction of earthen ruins for resisting moisture and freeze-thaw cycles as described in claim 4, characterized in that, The calculation of the optimal material mix based on multiple moisture resistance and freeze-thaw resistance values ​​and multiple soil property deviation value vectors includes: Set weights for soil properties deviation and resistance to moisture and freeze-thaw cycles; Multiple original material ratio vectors are constructed based on multiple experimental material ratio groups; The optimal material mix vector is calculated based on soil property deviation weights, moisture and freeze-thaw resistance weights, multiple original material mix vectors, multiple moisture and freeze-thaw resistance values, and multiple soil property deviation value vectors. The optimal material mix vector is expressed as: ； in, Represents the optimal material mix vector. This indicates the number of original material proportion vectors among multiple original material proportion vectors. Indicates resistance to moisture and freeze-thaw cycles. This represents the first of multiple moisture resistance freeze-thaw values. A moisture resistance freeze-thaw resistance value, This represents the maximum moisture resistance value among multiple moisture resistance freeze-thaw resistance values. This indicates that the soil properties deviate from the weight. This represents the preset deviation weight vector. Represents the first value in a vector of multiple soil property deviation values. A vector of soil property deviation values The sign for the dot product of vectors. Represents the first of multiple original material proportion vectors One original material ratio vector; The optimal material ratio group is obtained based on the optimal material ratio vector.

6. The method for layered compaction of earthen ruins for resisting moisture and freeze-thaw cycles as described in claim 5, characterized in that, The process of chemically solidifying the target compaction area group using a pre-acquired chemical consolidation solution to obtain the target compaction area group includes: Extract the areas to be compacted sequentially from the group of areas to be compacted, and perform the following operations on the extracted areas to be compacted: A pre-constructed high-pressure jet spraying device is used to spray a chemical reinforcement solution onto the area to be reinforced, thus obtaining the current reinforcement area; The compressive strength of the current reinforced area is evaluated based on the preset infiltration time to obtain the current compressive strength; If the current compressive strength is not greater than the preset compressive strength threshold, then the current reinforced area is taken as the area to be reinforced, and the process returns to the step of spraying the chemical reinforcement solution onto the area to be reinforced using the pre-constructed high-pressure jet spraying equipment, until the current compressive strength is greater than the compressive strength threshold. If the current compressive strength is greater than the compressive strength threshold, then the area to be compacted is recorded as the target compaction area; The target areas for reinforcement are summarized to obtain the target area reinforcement group.

7. The method for layered compaction of earthen ruins for resisting moisture and freeze-thaw cycles as described in claim 6, characterized in that, The method of using a dynamic deformation modulus tester and a tamping hammer to perform single-layer compaction of the area to be compacted, resulting in a single-layer compacted area, includes: A tamping hammer is used to impact the area to be compacted, resulting in a densely compacted area. The compaction degree of the tightly compacted area is measured using a dynamic deformation modulus tester to obtain the current compaction degree. If the current compaction degree is not greater than the preset compaction degree threshold, the tightly compacted area is recorded as the area to be compacted, and the step of impacting the area to be compacted with a tamping hammer is returned until the current compaction degree is greater than the compaction degree threshold. If the current compaction degree is greater than the compaction degree threshold, the tightly compacted area is recorded as a single-layer compacted area.

8. The method for layered compaction of earthen ruins for resisting moisture and freeze-thaw cycles as described in claim 7, characterized in that, The method of using a dynamic deformation modulus tester to detect the compaction degree of a tightly compacted area and obtain the current compaction degree includes: The dry density correlation of the rammed earth site was performed using a dynamic deformation modulus tester to obtain a dry density mapping curve, where the horizontal axis of the dry density mapping curve represents the deformation modulus and the vertical axis represents the dry density. The dynamic deformation modulus of the compacted area is detected using a dynamic deformation modulus tester. The dynamic deformation modulus is then input into the dry density mapping curve to obtain the updated dry density. Obtain the maximum dry density of the soil to be compacted at the site; The current compaction degree is calculated based on the updated dry density and the maximum dry density, where the current compaction degree is the ratio of the updated dry density to the maximum dry density.

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