Construction method for permafrost block stone dynamic compaction replacement composite foundation

Abstract

The invention discloses a construction method of a permafrost block stone dynamic compaction replacement composite foundation. The construction method comprises the following steps: step 1, a project construction preparation stage; secondly, a dynamic compaction scheme is designed; 3, surface layer freezing breaking and drainage system construction; step 4, preparation before dynamic compaction construction; step 5, guide hole construction; sixthly, dynamic compaction construction is conducted; step 7, construction recording; step 8, acceptance assessment and result archiving; and ninthly, quality, safety and environmental protection control in the construction process is conducted. The invention innovatively provides a three-stage reinforcing process of'guide hole dumping of block stones, dynamic compaction and full compaction ', a replacement body with a drainage function is formed by prefabricating guide holes and filling hard rubbles and broken stones with good gradation, a soft soil layer is effectively replaced and compacted, and a composite foundation with excellent bearing performance is constructed.

Description

Technical Field

[0001] This invention relates to the field of foundation treatment technology for highway engineering, specifically a construction method for composite foundations with dynamic compaction and replacement of boulders in permafrost areas. Background Technology

[0002] Due to the global trend of warming and humidification and the continuous impact of human engineering activities, the permafrost region of the Qinghai-Tibet Plateau is undergoing significant degradation, typically manifested as a continuous downward shift in the upper limit of permafrost and a year-by-year increase in the thickness of the active layer. Against this backdrop, permafrost foundations are subjected to frequent freeze-thaw cycles and environmental disturbances. Under the combined effects of seasonal freeze-thaw cycles and traffic loads, roadbed structures are prone to active layer settlement and compaction deformation, leading to a decrease in the overall bearing capacity of the roadbed structure and severely affecting the long-term stability and traffic capacity of roads.

[0003] To address the problem of soft, active soil layers with high water content and low load-bearing capacity in permafrost regions, "active cooling" structures such as heat pipes and ventilated stone layers are commonly used in engineering to delay permafrost degradation. However, due to the raised roadbed and heat absorption by the black asphalt pavement, low-strength thawing interlayers easily form within the active layer, leading to insufficient bearing capacity and accelerated thaw settlement, becoming a common problem for permafrost roadbeds. While rigid reinforcement methods such as bored piles and cement-soil mixing piles can improve foundation strength to some extent, they easily trigger mechanical disturbances and release of hydration heat, compromising the thermal stability of permafrost and increasing the risk of deformation. Existing technologies lack systematic construction schemes that balance reinforcement effectiveness, drainage performance, and minimal impact on permafrost thermal stability. Standardized operating procedures and quality control systems for complex geological conditions such as high saturation and low permeability in permafrost regions are still underdeveloped. Therefore, a multi-dimensional construction method integrating replacement reinforcement, drainage improvement, and precise construction window control is urgently needed to improve the stability and bearing capacity of foundations in permafrost regions. Summary of the Invention

[0004] The purpose of this invention is to provide a construction method for a composite foundation of boulders with dynamic compaction and replacement in permafrost areas, so as to solve the problems mentioned in the background art.

[0005] To achieve the above objectives, the present invention provides the following technical solution: The construction method for composite foundation of boulders with dynamic compaction and replacement in permafrost areas includes the following steps: Step 1, Project Construction Preparation Stage: Conduct comprehensive exploration and engineering geological surveys to obtain geological information including soil type, hydrogeological conditions, and groundwater level; formulate project design plans and clarify specific construction objectives and requirements; Step 2, Dynamic Compaction Scheme Design: Before the construction of the dynamic compaction replacement method, the applicability must be verified through on-site tests. The test area should be set up in a representative site, and the number of test areas should be determined according to the geological complexity and project scale. Step 3: Construction of the surface frost breaking and drainage system: Construction is carried out during the freezing season. The top 1m of frozen soil layer is broken in advance by rotary drilling or shallow mechanical excavation to eliminate the impact of the tamping hammer rebound and ensure the continuous and stable operation of the dynamic compaction. At the same time, longitudinal drainage ditches are excavated on both sides of the roadbed. The design of the ditch needs to take into account the terrain slope and drainage requirements. The depth of the ditch is not less than 0.5m. The bottom of the ditch is laid with a filter layer and filled with drainage material to form a complete and effective drainage system. Step 4: Preparations before dynamic compaction: Level and clear the construction area, remove obstacles, and ensure the construction area is unobstructed; install and debug monitoring equipment for observing soil deformation and settlement during construction. Step 5, Pre-hole construction: To avoid the exposed borehole wall from melting, the time from drilling to backfill completion should be less than four hours; to prevent the fill material from freezing and affecting drainage, the time from the completion of pre-hole construction to the start of dynamic compaction should not exceed 24 hours; the artificial drainage channel should be constructed before the thermal stability of the frozen soil is compromised; during construction, the temperature and deformation inside the borehole need to be dynamically monitored to ensure that the pre-hole is completed intact while minimizing thermal disturbance. Step Six: Dynamic Compaction Construction: Equip dynamic compaction equipment such as vibratory hammers or impact hammers, and carry out compaction operations according to the design plan; during the compaction process, simultaneously observe the soil deformation, settlement, and actual construction parameters, and use point compaction 2-3 times. For fine-grained soil with poor permeability, the number of compaction passes may be increased appropriately if necessary; finally, perform full compaction 1-2 times with low energy. Full compaction can also be carried out by multiple blows with light hammers or low-drop hammers, with overlapping hammer marks; the compaction energy for full compaction should be 500-1000 kN·m, with 5-10 blows per blow, and the settlement of the last two blows should be controlled to be less than 3-5 cm; Step 7, Construction Records: Completely record temperature changes, ground elevation and settlement parameters during the construction process, and optimize the compaction energy, number of compactions and replacement material laying method in a timely manner based on the test compaction data to ensure that the construction quality meets the design requirements. Step 8: Acceptance Evaluation and Results Archiving: After the compaction operation is completed, a preliminary acceptance of the improved area should be carried out in a timely manner. The reinforcement effect should be evaluated in combination with the foundation condition and monitoring data, and corrective measures should be implemented as needed. At the same time, the construction parameters, monitoring results and acceptance records should be fully organized, a summary report should be written, and the construction experience should be extracted to provide technical support and reference for subsequent similar projects. Step Nine: Quality, Safety and Environmental Control During Construction: Implement corresponding quality control, safety management and environmental protection measures throughout the entire construction process.

[0006] As a preferred embodiment of the present invention, step one specifically comprises: Geological survey: Conduct detailed geological exploration of the construction area to obtain relevant information on strata, soil type and groundwater level, providing a reference for subsequent construction; Soil testing: Sampling and testing of the soil in the construction area to determine its physical and mechanical properties, including particle size analysis, moisture content, and compressibility; Construction equipment inspection: Conduct a detailed inspection and thorough testing of the dynamic compaction equipment, excavators, and rotary drilling rigs to ensure that the equipment can operate normally and guarantee construction safety.

[0007] As a preferred embodiment of the present invention, step two specifically comprises: Pier parameters design: The pier depth should generally not exceed 7m and should penetrate the soft soil layer to reach the hard soil layer (except for saturated silt); the pier material should be boulders or crushed stone with a particle size ≤ 0.2 times the diameter of the hammer bottom, a mud content < 10%, and a particle size > 300mm should not exceed 30%.

[0008] Design of compaction parameters: The compaction energy and number of impacts are determined by experiments. The compaction settlement should reach 1.5 to 2 times the design pier length. The average compaction settlement of the last two impacts should be controlled within 50 to 200 mm according to the energy level to avoid difficulty in lifting the hammer and ground heave. Layout design: The piers should be arranged in an equilateral triangle or square, with the pier spacing being 1.5 to 3 times the hammer diameter. The calculated diameter should be 1.1 to 1.2 times the hammer diameter. A gravel cushion layer of ≥500mm should be laid on top. The ground elevation should be considered in the design and corrected during the test compaction.

[0009] As a preferred embodiment of the present invention, step three specifically comprises: Pretreatment of surface frozen layer: The construction window is selected during the soil freezing period, from November to July of the following year. The surface frozen soil layer at the tamping point is manually excavated in advance, and the depth of the surface frozen layer is controlled within 1.0m. Drainage blind ditches are set up: drainage blind ditches are excavated simultaneously on both sides of the roadbed slope to drain excess water in the active layer through the gaps formed by the crushed stones into the blind ditches; the width and depth of the ditch are designed comprehensively according to the terrain slope and drainage capacity, and the depth is usually not less than 0.5m. A filter layer and drainage material are set at the bottom of the ditch.

[0010] As a preferred embodiment of the present invention, step six specifically comprises: Replacement material filling: Fill the pilot hole with well-graded, hard rubble and gravel; Point compaction construction: Point compaction is carried out according to the designed compaction point layout, compaction energy and number of compaction blows to ensure the formation of an effective replacement body; Full compaction construction: After spot compaction is completed, low-energy full compaction is carried out to ensure uniform overlap of hammer marks and enhance the integrity of the composite foundation.

[0011] As a preferred embodiment of the present invention, the quality control measures in step nine specifically include: Quality control before construction: Dynamic compaction scheme design: Based on the existing geological exploration and soil test results, select appropriate compaction equipment, determine the number of compaction blows and compaction capacity parameters, and design a reasonable dynamic compaction scheme; Quality control during construction: Dynamic compaction records: The location, number of impacts, energy, and time parameters for each compaction must be recorded in detail to ensure the records are accurate and reliable for later analysis and evaluation; Vibration monitoring: Vibration must be monitored during dynamic compaction to ensure that it does not adversely affect surrounding buildings and underground pipelines. Compaction quality inspection: The foundation after compaction needs to be inspected for quality, including compaction and bearing capacity, to ensure that the compaction quality meets the relevant requirements; Dynamic compaction effect evaluation: The dynamic compaction effect of the construction area is evaluated, including but not limited to foundation settlement and deformation indicators, in order to determine whether the construction effect meets the standards and the feasibility of dynamic compaction reinforcement. Post-construction quality control: Dynamic compaction effect monitoring: Long-term monitoring of the construction area, including observation of foundation settlement and deformation, to evaluate the effect of dynamic compaction and foundation stability; Quality acceptance: Conduct quality acceptance of the results of dynamic compaction construction, including foundation bearing capacity testing, foundation settlement observation, and inspection of underground pipelines; Construction record organization: Organize the records and data of dynamic compaction construction for later analysis and summarization, and accumulate experience for similar projects in the future.

[0012] As a preferred embodiment of the present invention, the safety management measures in step nine specifically include: The construction site should be laid out reasonably, the site should be flat, machinery and equipment should be securely placed, and materials should be stacked neatly; signs and markers should be set up at the construction site. Before construction machinery and equipment are put into use, a safety inspection must be carried out. Before each shift, the rods, hook release devices, and wire ropes must be checked to ensure that the equipment is in good working order and that the safety devices are complete. Operators must be professionally trained and certified to work, and must follow the operating procedures in a standardized manner to prevent violations of regulations. The maintenance and routine upkeep of the equipment should be carried out strictly in accordance with the prescribed procedures. The dynamic compaction construction site is under unified scheduling, the tamping hammer adopts automatic unhooking, and the crane is fully responsible for the site. The person pulling the hammer must maintain a distance of more than six meters from the center of the hammer, and the rope used must be more than fifteen meters long; The crane must be moved and the work site must be level; it is forbidden to move the crane while it is carrying a hammer. During construction, the crane must maintain a safe distance from existing works. After the sledgehammer is lifted, personnel are strictly prohibited from walking under the boom and sledgehammer, and are prohibited from standing close to the crane. When the sledgehammer rises close to the unhooking height, the driver must be highly focused and prepare for operation in advance. The winch should be stopped simultaneously at the moment of unhooking to avoid mistakes. If the sledgehammer cannot be unhooked when it reaches the specified height, the person in charge must immediately issue a stop signal, slowly lower the sledgehammer, and investigate the cause before taking any action. Sudden braking and emergency sledgehammer drops are strictly prohibited during the lifting process to prevent the crane from overturning. When the hook swings significantly, personnel are prohibited from climbing onto the top of the hammer to work; when hooking, attention must be focused to ensure that the hook is securely fastened, and to check whether the release control rope is knotted or tangled; When leveling a sloping pit by filling it with stones, the hammer should not be raised more than 1 meter, and operation can only be carried out after it has come to a complete stop. When filling the pit with stones, it is strictly forbidden to put hands, feet or tools under the hammer to prevent injury from falling. Each time the tamping point is changed, the ground must be cleaned and stones or other debris removed. A protective cover should be installed in the crane operator's cab. After the tamping, the crane needs to be maintained and serviced, especially the gap between the slewing table balance hook wheel and the guide rail should be checked. When moving the heavy hammer at close range, it can be pulled by a bulldozer or moved away section by section by a crane; Due to the high vibration characteristics of dynamic compaction construction, the slopes around the construction site need to be inspected regularly; if necessary, anti-vibration trenches can be excavated, with the depth determined according to the specific situation. All operators must undergo on-the-job training, systematically master relevant safety knowledge, and pass the assessment before they can be certified to work. Standardize the establishment of warning signs, and set up conspicuous warning signs and various operating procedures and safety rules at construction sites and on transportation routes; Implement a safety handover system. Entry into the site is only permitted after safety measures have been implemented and potential hazards have been eliminated. Entry into the site is prohibited if safety measures have not been implemented or if potential hazards exist.

[0013] As a preferred embodiment of the present invention, the environmental protection measures in step nine specifically include: Topsoil protection measures: Before construction, carefully peel off the fertile topsoil layer (usually 15-30cm thick) in the work area, pile it up in a designated area, avoid low-lying water accumulation areas, and take temporary soil stabilization measures such as covering with geotextile or sowing grass seeds to prevent soil erosion and nutrient loss. After the foundation treatment is completed and initially stabilized, the preserved topsoil should be promptly backfilled into the original area or roadbed slope to create conditions for vegetation restoration. Permafrost protection measures: The process adopts a continuous operation method of "segmented excavation, rapid replacement, and timely backfilling / covering"; after excavating frozen soil, boulders are immediately replaced and compacted, and after completion, insulation materials (such as dry grass or geotextile) are covered or non-frost-susceptible materials are backfilled as soon as possible. While ensuring the replacement effect, control the compaction energy to avoid excessive compaction that could cause the underlying frozen soil to heat up or melt; optimize the spacing between compaction points and the number of compactions to reduce the vibration impact on the frozen soil in adjacent untreated areas; if necessary, set up vibration isolation trenches between the dynamic compaction zone and the protected frozen soil zone. Environmental protection management system and measures: Comply with national and local government laws, regulations, and rules concerning environmental protection; Comply with the provisions of the "Regulations on Environmental Protection Management of Construction Projects" and the "Environmental Impact Assessment Standard for Highway Construction Projects" (JTGB03-2006); Implement the ISO 14001 environmental management standard, establish a sound environmental management system and corresponding rules and regulations, identify and control environmental factors and hazards, determine safety objectives, implement relevant responsibilities, and organize regular inspections; Organize a civilized construction management organization at the construction site, with the project manager as the team leader and the construction manager, technical head, and quality inspector as members; Establish a civilized construction management system and formulate individual job responsibility systems; All personnel entering the site must receive training on civilized construction practices, especially pre-job training for operators; Pollution prevention and control measures: Waste and garbage generated during construction and daily life must be disposed of in a centralized manner, and the disposal site must be approved and permitted by the project department and the local environmental protection department. Waste and garbage that cannot be transported must be covered up to prevent their spread; Toxic waste and garbage must be strictly sealed and disposed of at permanent disposal sites approved by the relevant departments; The equipment maintenance site should be covered with impermeable cloth and equipped with oil collection devices to prevent oil leaks from polluting the soil and water; oil-absorbing mats or other emergency supplies should also be provided. Burning toxic, harmful, or foul-smelling materials is strictly prohibited at construction sites.

[0014] Compared with the prior art, the beneficial effects of the present invention are: 1. This invention innovatively proposes a three-stage reinforcement process of "pre-drilling and dumping of rubble + dynamic compaction + full compaction". By pre-fabricating pre-drilling holes and filling them with well-graded and hard rubble and crushed stone, a replacement body with drainage function is formed, which effectively replaces and compacts the weak soil layer and constructs a composite foundation with excellent bearing capacity.

[0015] 2. This invention involves setting up drainage blind ditches at the toe of the roadbed slope. These ditches, working in conjunction with the interconnected pores formed by the interlocking of crushed stones, efficiently drain excess water from the active layer, reducing moisture content and improving stability. Simultaneously, the construction period is chosen during a brief window of time when the surface is frozen and the underlying soil is thawing, preventing heavy equipment from sinking and disturbing the frozen layer, thus ensuring construction safety and efficiency.

[0016] 3. Compared with traditional dynamic compaction, this invention has significant advantages in drainage performance, bearing capacity improvement and construction adaptability, and is suitable for foundation reinforcement projects in permafrost areas with high altitude and complex climate. Attached Figure Description

[0017] Figure 1 This is a flowchart of the method of the present invention; Figure 2 This is a schematic diagram of the dynamic compaction technology of the present invention; Figure 3 This invention relates to the design of the hammer and drop height; Figure 4 This invention relates to the arrangement of tamping points and the number of tamping passes; Figure 5 This is a diagram of the dynamic compaction replacement treatment scheme of Embodiment 1 of the present invention; Figure 6 This is a schematic diagram of the full compaction arrangement in Embodiment 1 of the present invention; Figure 7 This is a schematic diagram of the tamping point arrangement in Embodiment 1 of the present invention; Figure 8 This is a test diagram of the settlement amount in Embodiment 2 of the present invention; Figure 9 This is a comparison chart of static cone penetration test data before and after dynamic compaction in Embodiment 2 of the present invention. Detailed Implementation

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

[0019] Please see Figure 1-9 This invention provides a construction method for a composite foundation of boulders replaced by dynamic compaction in permafrost areas, comprising the following steps: Step 1, Project Construction Preparation Phase: Conduct comprehensive exploration and engineering geological surveys to obtain geological information including soil type, hydrogeological conditions, and groundwater level; formulate project design plans, clarifying specific construction objectives and requirements, specifically: Geological survey: Conduct detailed geological exploration of the construction area to obtain relevant information on strata, soil type and groundwater level, providing a reference for subsequent construction; Soil testing: Sampling and testing of the soil in the construction area to determine its physical and mechanical properties, including particle size analysis, moisture content, and compressibility; Construction equipment inspection: Conduct a detailed inspection and thorough testing of the dynamic compaction equipment, excavators, and rotary drilling rigs to ensure that the equipment can operate normally and guarantee construction safety; Step Two: Dynamic Compaction Scheme Design: Before construction, the applicability of the dynamic compaction replacement method must be verified through on-site testing. The test area should be set up in a representative site, and the number of test sites should be determined according to the geological complexity and project scale. Specifically: Pier design parameters: The pier depth should generally not exceed 7m, and should penetrate the soft soil layer to reach the hard soil layer (except for saturated silt); the pier material should be boulders or crushed stone with a particle size ≤ 0.2 times the diameter of the hammer bottom, a mud content < 10%, and a particle size > 300mm not exceeding 30%; Design of compaction parameters: The compaction energy and number of impacts are determined by experiments. The compaction settlement should reach 1.5 to 2 times the design pier length. The average compaction settlement of the last two impacts should be controlled within 50 to 200 mm according to the energy level to avoid difficulty in lifting the hammer and ground heave. Layout design: The piers should be arranged in an equilateral triangle or square, with the pier spacing being 1.5 to 3 times the hammer diameter. The calculated diameter should be 1.1 to 1.2 times the hammer diameter. A gravel cushion layer of ≥500mm should be laid on top. The ground elevation should be considered in the design and corrected during the test compaction. Step 3: Surface Frost Breaking and Drainage System Construction: Construction will be carried out during the freezing season. The top 1m of frozen soil will be broken in advance using rotary drilling or shallow mechanical excavation to eliminate the impact of hammer rebound and ensure continuous and stable dynamic compaction operations. Simultaneously, longitudinal drainage ditches will be excavated on both sides of the roadbed. The ditch design must comprehensively consider the terrain slope and drainage requirements, with a depth of no less than 0.5m. A filter layer will be laid at the bottom of the ditch and filled with drainage material to form a complete and effective drainage system. Specifically: Pretreatment of surface frozen layer: The construction window is selected during the soil freezing period, from November to July of the following year. The surface frozen soil layer at the tamping point is manually excavated in advance, and the depth of the surface frozen layer is controlled within 1.0m. Drainage blind ditches are set up: drainage blind ditches are excavated simultaneously on both sides of the roadbed slope to drain excess water in the active layer through the gaps formed by the crushed stones into the blind ditches; the width and depth of the ditch are designed comprehensively according to the terrain slope and drainage capacity, and the depth is usually not less than 0.5m. A filter layer and drainage material are set at the bottom of the ditch. Step 4: Preparations before dynamic compaction: Level and clear the construction area, remove obstacles, and ensure the construction area is unobstructed; install and debug monitoring equipment for observing soil deformation and settlement during construction. Step 5, Pre-hole construction: To avoid the exposed borehole wall from melting, the time from drilling to backfill completion should be less than four hours; to prevent the fill material from freezing and affecting drainage, the time from the completion of pre-hole construction to the start of dynamic compaction should not exceed 24 hours; the artificial drainage channel should be constructed before the thermal stability of the frozen soil is compromised; during construction, the temperature and deformation inside the borehole need to be dynamically monitored to ensure that the pre-hole is completed intact while minimizing thermal disturbance. Step Six: Dynamic Compaction Construction: Equip dynamic compaction equipment such as vibratory hammers or impact hammers, and carry out compaction operations according to the design plan; during the compaction process, simultaneously observe the soil deformation, settlement, and actual construction parameters, using point compaction 2-3 times. For fine-grained soils with poor permeability, the number of compaction passes may be appropriately increased if necessary; finally, perform full compaction 1-2 times with low energy. Full compaction can also be achieved by multiple blows using light hammers or low-drop hammers, with overlapping hammer marks; the compaction energy for full compaction should be 500-1000 kN·m per blow, with 5-10 blows per blow, and the settlement of the last two blows should be controlled to be less than 3-5 cm, specifically: Replacement material filling: Fill the pilot hole with well-graded, hard rubble and gravel; Point compaction construction: Point compaction is carried out according to the designed compaction point layout, compaction energy and number of compaction blows to ensure the formation of an effective replacement body; Full compaction construction: After spot compaction is completed, low-energy full compaction is carried out to ensure uniform overlap of hammer marks and enhance the integrity of the composite foundation; Step 7, Construction Records: Completely record temperature changes, ground elevation and settlement parameters during the construction process, and optimize the compaction energy, number of compactions and replacement material laying method in a timely manner based on the test compaction data to ensure that the construction quality meets the design requirements. Step 8: Acceptance Evaluation and Results Archiving: After the compaction operation is completed, a preliminary acceptance of the improved area should be carried out in a timely manner. The reinforcement effect should be evaluated in combination with the foundation condition and monitoring data, and corrective measures should be implemented as needed. At the same time, the construction parameters, monitoring results and acceptance records should be fully organized, a summary report should be written, and the construction experience should be extracted to provide technical support and reference for subsequent similar projects. Step Nine: Quality, Safety and Environmental Control During Construction: Implement corresponding quality control, safety management and environmental protection measures throughout the entire construction process; The specific quality control measures include: Quality control before construction: Dynamic compaction scheme design: Based on the existing geological exploration and soil test results, select appropriate compaction equipment, determine the number of compaction blows and compaction capacity parameters, and design a reasonable dynamic compaction scheme; Quality control during construction: Dynamic compaction records: The location, number of impacts, energy, and time parameters for each compaction must be recorded in detail to ensure the records are accurate and reliable for later analysis and evaluation; Vibration monitoring: Vibration must be monitored during dynamic compaction to ensure that it does not adversely affect surrounding buildings and underground pipelines. Compaction quality inspection: The foundation after compaction needs to be inspected for quality, including compaction and bearing capacity, to ensure that the compaction quality meets the relevant requirements; Dynamic compaction effect evaluation: The dynamic compaction effect of the construction area is evaluated, including but not limited to foundation settlement and deformation indicators, in order to determine whether the construction effect meets the standards and the feasibility of dynamic compaction reinforcement. Post-construction quality control: Dynamic compaction effect monitoring: Long-term monitoring of the construction area, including observation of foundation settlement and deformation, to evaluate the effect of dynamic compaction and foundation stability; Quality acceptance: Conduct quality acceptance of the results of dynamic compaction construction, including foundation bearing capacity testing, foundation settlement observation, and inspection of underground pipelines; Construction record organization: Organize the records and data of dynamic compaction construction for later analysis and summarization, and accumulate experience for similar projects in the future.

[0020] The specific safety management measures include: The construction site should be laid out reasonably, the site should be flat, machinery and equipment should be securely placed, and materials should be stacked neatly; signs and markers should be set up at the construction site. Before construction machinery and equipment are put into use, a safety inspection must be carried out. Before each shift, the rods, hook release devices, and wire ropes must be checked to ensure that the equipment is in good working order and that the safety devices are complete. Operators must be professionally trained and certified to work, and must follow the operating procedures in a standardized manner to prevent violations of regulations. The maintenance and routine upkeep of the equipment should be carried out strictly in accordance with the prescribed procedures. The dynamic compaction construction site is under unified scheduling, the tamping hammer adopts automatic unhooking, and the crane is fully responsible for the site. The person pulling the hammer must maintain a distance of more than six meters from the center of the hammer, and the rope used must be more than fifteen meters long; The crane must be moved and the work site must be level; it is forbidden to move the crane while it is carrying a hammer. During construction, the crane must maintain a safe distance from existing works. After the sledgehammer is lifted, personnel are strictly prohibited from walking under the boom and sledgehammer, and are prohibited from standing close to the crane. When the sledgehammer rises close to the unhooking height, the driver must be highly focused and prepare for operation in advance. The winch should be stopped simultaneously at the moment of unhooking to avoid mistakes. If the sledgehammer cannot be unhooked when it reaches the specified height, the person in charge must immediately issue a stop signal, slowly lower the sledgehammer, and investigate the cause before taking any action. Sudden braking and emergency sledgehammer drops are strictly prohibited during the lifting process to prevent the crane from overturning. When the hook swings significantly, personnel are prohibited from climbing onto the top of the hammer to work; when hooking, attention must be focused to ensure that the hook is securely fastened, and to check whether the release control rope is knotted or tangled; When leveling a sloping pit by filling it with stones, the hammer should not be raised more than 1 meter, and operation can only be carried out after it has come to a complete stop. When filling the pit with stones, it is strictly forbidden to put hands, feet or tools under the hammer to prevent injury from falling. Each time the tamping point is changed, the ground must be cleaned and stones or other debris removed. A protective cover should be installed in the crane operator's cab. After the tamping, the crane needs to be maintained and serviced, especially the gap between the slewing table balance hook wheel and the guide rail should be checked. When moving the heavy hammer at close range, it can be pulled by a bulldozer or moved away section by section by a crane; Due to the high vibration characteristics of dynamic compaction construction, the slopes around the construction site need to be inspected regularly; if necessary, anti-vibration trenches can be excavated, with the depth determined according to the specific situation. All operators must undergo on-the-job training, systematically master relevant safety knowledge, and pass the assessment before they can be certified to work. Standardize the establishment of warning signs, and set up conspicuous warning signs and various operating procedures and safety rules at construction sites and on transportation routes; Implement a safety handover system. Entry into the site is only permitted after safety measures have been implemented and potential hazards have been eliminated. Entry into the site is prohibited if safety measures have not been implemented or if potential hazards exist.

[0021] Environmental protection measures specifically include: Topsoil protection measures: Before construction, carefully peel off the fertile topsoil layer (usually 15-30cm thick) in the work area, pile it up in a designated area, avoid low-lying water accumulation areas, and take temporary soil stabilization measures such as covering with geotextile or sowing grass seeds to prevent soil erosion and nutrient loss. After the foundation treatment is completed and initially stabilized, the preserved topsoil should be promptly backfilled into the original area or roadbed slope to create conditions for vegetation restoration. Permafrost protection measures: The process adopts a continuous operation method of "segmented excavation, rapid replacement, and timely backfilling / covering"; after excavating frozen soil, boulders are immediately replaced and compacted, and after completion, insulation materials (such as dry grass or geotextile) are covered or non-frost-susceptible materials are backfilled as soon as possible. While ensuring the replacement effect, control the compaction energy to avoid excessive compaction that could cause the underlying frozen soil to heat up or melt; optimize the spacing between compaction points and the number of compactions to reduce the vibration impact on the frozen soil in adjacent untreated areas; if necessary, set up vibration isolation trenches between the dynamic compaction zone and the protected frozen soil zone. Environmental protection management system and measures: Comply with national and local government laws, regulations, and rules concerning environmental protection; Comply with the provisions of the "Regulations on Environmental Protection Management of Construction Projects" and the "Environmental Impact Assessment Standard for Highway Construction Projects" (JTGB03-2006); Implement the ISO 14001 environmental management standard, establish a sound environmental management system and corresponding rules and regulations, identify and control environmental factors and hazards, determine safety objectives, implement relevant responsibilities, and organize regular inspections; Organize a civilized construction management organization at the construction site, with the project manager as the team leader and the construction manager, technical head, and quality inspector as members; Establish a civilized construction management system and formulate individual job responsibility systems; All personnel entering the site must receive training on civilized construction practices, especially pre-job training for operators; Pollution prevention and control measures: Waste and garbage generated during construction and daily life must be disposed of in a centralized manner, and the disposal site must be approved and permitted by the project department and the local environmental protection department. Waste and garbage that cannot be transported must be covered up to prevent their spread; Toxic waste and garbage must be strictly sealed and disposed of at permanent disposal sites approved by the relevant departments; The equipment maintenance site should be covered with impermeable cloth and equipped with oil collection devices to prevent oil leaks from polluting the soil and water; oil-absorbing mats or other emergency supplies should also be provided. Burning toxic, harmful, or foul-smelling materials is strictly prohibited at construction sites.

[0022] The principle of dynamic compaction replacement method: As a foundation treatment technology that combines the dual effects of "replacement reinforcement + drainage improvement", dynamic compaction replacement method is particularly suitable for the reinforcement and treatment of soft soil in the active layer of permafrost areas. This invention innovatively proposes a three-stage construction process of "pre-drilling and pouring in rubble + dynamic compaction + full compaction": During the freezing window period, firstly, the top 1m of frozen soil layer is broken in advance, and longitudinal drainage ditches are excavated on both sides of the roadbed; then, pre-drilling holes are formed at the predetermined compaction points using mechanical drilling or excavation, and well-graded, hard rubble and gravel are filled into the holes. With the help of high-energy impact compaction, they are pressed into the soft soil of the active layer to form a densely embedded replacement pier; subsequently, low-energy full compaction is used to compact and level the top of the pier and the surrounding area, further enhancing the integrity and bearing capacity of the composite foundation. Throughout the compaction process, interconnected pores are formed between the crushed stones, effectively draining excess pore water and glacial meltwater. The drainage blind ditch and the interconnected pores formed by the crushed stones work together to construct a crisscrossing "embedding-drainage" water release channel, achieving efficient drainage of excess water in the active layer, significantly reducing the water content of the active layer, enhancing foundation stability, and effectively solving the problem of soft soil in the active layer with high water content and low bearing capacity in permafrost regions.

[0023] Example 1: Frozen Soil Test Section of G214 Xining-Lancang Highway Step 1: Project Construction Preparation Phase A comprehensive survey and engineering geological investigation were conducted on the permafrost section of G214 highway from K435+000 to K437+000. This section is severely affected by climate warming, resulting in severe permafrost degradation, subsidence, frost heave, and cracking. Geological information, including soil type, hydrogeological conditions, and groundwater level, was obtained. A project design plan was developed, clarifying construction objectives and requirements. Equipment such as dynamic compaction machines, excavators, and rotary drilling rigs were inspected and tested to ensure their normal operation.

[0024] Step 2: Dynamic compaction scheme design A representative site was selected within this section to establish a test area. The pier depth was determined to penetrate the soft soil layer. The pier material consisted of crushed stone with a particle size ≤ 0.2 times the hammer bottom diameter, a mud content < 10%, and a particle size > 300 mm not exceeding 30%. The compaction energy was controlled at 2000 kN.m, with compaction points arranged in an equilateral triangle pattern at 3.5 m intervals. A 2 m hammer diameter was used, and a 50 cm gravel cushion layer was laid on top.

[0025] Step 3: Construction of Surface Freezing and Drainage System During the construction window from November to July of the following year, the top 1m of frozen soil layer is broken up by rotary drilling. Longitudinal drainage ditches are excavated on both sides of the roadbed, with a depth of not less than 0.5m. A filter layer is laid at the bottom of the ditch and filled with drainage material. At the same time, drainage blind ditches are set on both sides of the roadbed slope toe.

[0026] Step 4: Preparations before dynamic compaction The construction area was leveled and cleared, and obstacles were removed. Monitoring equipment was installed and tested to observe soil deformation and settlement.

[0027] Step 5: Pre-hole construction Rotary drilling rigs were used for pilot hole construction. The entire process from drilling to backfilling was completed within 4 hours, and the time from pilot hole completion to dynamic compaction commencement was no more than 24 hours. Temperature and deformation within the borehole were dynamically monitored during construction.

[0028] Step Six: Dynamic Compaction Construction Equip a dynamic compaction machine and carry out compaction operations according to the design plan. First, perform spot compaction 2-3 times. For fine-grained soil with poor permeability, increase the number of compaction passes appropriately. Finally, perform full compaction 1-2 times with low energy. The single-point energy of full compaction should be 500-1000 kN·m, and the number of blows should be 5-10. Control the settlement of the last two blows to be less than 3-5 cm.

[0029] Step 7: Construction Records Detailed records were kept of parameters such as temperature changes, ground elevation, and settlement during the construction process, and construction parameters were optimized based on the test compaction data.

[0030] Step 8: Acceptance Evaluation and Deliverables Archiving After the compaction operation is completed, a preliminary acceptance test is conducted, and the reinforcement effect is evaluated through methods such as static cone penetration testing and dynamic cone penetration testing. Construction parameters, monitoring results, and acceptance records are compiled, and a summary report is written.

[0031] Results: The original planned construction period for this foundation treatment project was 55 days, but the actual construction period was 30 days, saving 25 days. Subsequent static and dynamic cone penetration tests showed that the allowable bearing capacity of the foundation increased by more than 600% compared to the original ground level, the cumulative settlement exceeded 60.0 cm, the difference in cone resistance curves before and after dynamic compaction was significant, and the effective consolidation depth reached below 2.5 m, meeting the design requirements. The implementation of this invention effectively improved the bearing capacity of the foundation in the weak active layer of frozen soil, demonstrating good economic and social benefits.

[0032] Example 2: Field Experimental Study on the Application of Low-Energy Dynamic Compaction in Treating the Shallow Active Layer of Water-Rich Permafrost Region in the Qinghai-Tibet Plateau Field test In October 2023, a field experimental study on the application of low-energy dynamic compaction in the shallow active layer of water-rich permafrost in the Qinghai-Tibet Plateau was conducted at the Ministry of Transport's permafrost observation base in Maduo County, Qinghai Province. Three dynamic compaction methods were used: conventional dynamic compaction, drainage dynamic compaction, and gravel replacement dynamic compaction. The effectiveness of the dynamic compaction was evaluated through compaction settlement tests, FWD tests, bearing plate tests, light dynamic penetration tests, static penetration tests, and core sampling tests. Application effects and evaluation (1) Lightweight dynamic penetration test, the experimental results are shown in the table below: Dynamic compaction type N / times R / Kpa Crushed stone replacement and dynamic compaction (original ground surface) 14 90.16 Crushed stone replacement dynamic compaction (8 impacts) 36 262.64 Crushed stone replacement dynamic compaction (18 impacts) 57 427.28 The effect of crushed stone replacement and dynamic compaction is significant, with the allowable bearing capacity of the foundation increasing by 641% compared to the original ground surface.

[0033] (2) Settlement test The gravel replacement dynamic compaction method caused a significant settlement of the original ground surface. The cumulative settlement point was caused by the filling of the compaction pit with gravel. After 19 compaction blows, the cumulative settlement reached 61.5 cm.

[0034] (3) Core sampling The crushed stone replacement dynamic compaction method has a strong consolidation effect on the surface clay, and the borehole core after dynamic compaction is a whole column shape; the consolidation effect on the middle sand and gravel soil is poor, and the borehole core after dynamic compaction is scattered; at the same time, it does not disturb the permafrost layer, and the borehole results after dynamic compaction show that the permafrost core is a whole shape without cracks.

[0035] (4) Static cone penetration test The crushed stone replacement dynamic compaction method improves the compaction of the soil layer. The contrast between the cone tip resistance curves before and after dynamic compaction is obvious, and the effective consolidation depth reaches below 2.5m.

[0036] Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A construction method for a composite foundation of boulders replaced by dynamic compaction in permafrost areas, characterized by: Includes the following steps: Step 1, Project Construction Preparation Stage: Conduct comprehensive exploration and engineering geological surveys to obtain geological information including soil type, hydrogeological conditions, and groundwater level; formulate project design plans and clarify specific construction objectives and requirements; Step 2, Dynamic Compaction Scheme Design: Before the construction of the dynamic compaction replacement method, the applicability must be verified through on-site tests. The test area should be set up in a representative site, and the number of test areas should be determined according to the geological complexity and project scale. Step 3: Construction of Surface Frost Breaking and Drainage System: Construction will be carried out during the freezing season. The frozen soil layer on the surface will be broken in advance by rotary drilling or shallow mechanical excavation to eliminate the impact of the tamping hammer rebound and ensure the continuous and stable operation of the dynamic compaction. At the same time, longitudinal drainage ditches will be excavated on both sides of the roadbed. The design of the ditch should take into account the terrain slope and drainage needs. The depth of the ditch should not be less than 0.5m. The bottom of the ditch will be laid with a filter layer and filled with drainage material to form a complete and effective drainage system. Step 4: Preparations before dynamic compaction: Level and clear the construction area, remove obstacles, and ensure the construction area is unobstructed; install and debug monitoring equipment for observing soil deformation and settlement during construction. Step 5, Pre-hole construction: To avoid the exposed borehole wall from melting, the time from drilling to backfill completion should be less than four hours; to prevent the fill material from freezing and affecting drainage, the time from the completion of pre-hole construction to the start of dynamic compaction should not exceed 24 hours; the artificial drainage channel should be constructed before the thermal stability of the frozen soil is compromised; during construction, the temperature and deformation inside the borehole need to be dynamically monitored to ensure that the pre-hole is completed intact while minimizing thermal disturbance. Step Six: Dynamic Compaction Construction: Equip dynamic compaction equipment and carry out compaction operations according to the design plan; during the compaction process, simultaneously observe soil deformation, settlement, and actual construction parameters, and use point compaction 2-3 times. For fine-grained soil with poor permeability, increase the number of compaction passes; finally, perform full compaction 1-2 times with low energy. Full compaction uses light hammers or low-drop hammers for multiple blows, with overlapping hammer marks; the compaction energy for full compaction should be 500-1000 kN·m per click, with 5-10 blows per click, and control the settlement of the last two blows to be less than 3-5 cm; Step 7, Construction Records: Completely record temperature changes, ground elevation and settlement parameters during the construction process, and optimize the compaction energy, number of compactions and replacement material laying method in a timely manner based on the test compaction data to ensure that the construction quality meets the design requirements. Step 8: Acceptance Evaluation and Results Archiving: After the compaction operation is completed, a preliminary acceptance of the improved area should be carried out in a timely manner. The reinforcement effect should be evaluated in combination with the foundation condition and monitoring data, and corrective measures should be implemented as needed. At the same time, the construction parameters, monitoring results and acceptance records should be fully organized, a summary report should be written, and the construction experience should be extracted to provide technical support and reference for subsequent similar projects. Step Nine: Quality, Safety and Environmental Control During Construction: Implement corresponding quality control measures, safety management measures and environmental protection measures throughout the entire construction process.

2. The construction method of composite foundation by stone column compaction replacement in permafrost region according to claim 1, characterized in that: Step one specifically involves: Geological survey: Conduct detailed geological exploration of the construction area to obtain relevant information on strata, soil type and groundwater level, providing a reference for subsequent construction; Soil testing: Sampling and testing of the soil in the construction area to determine its physical and mechanical properties, including particle size analysis, moisture content, and compressibility; Construction equipment inspection: Conduct a detailed inspection and thorough testing of the dynamic compaction equipment, excavators, and rotary drilling rigs to ensure that the equipment can operate normally and guarantee construction safety.

3. The construction method of composite foundation by stone column dynamic compaction in permafrost region according to claim 1, characterized in that: Step two specifically involves: Pier design parameters: The pier depth shall not exceed 7m and shall penetrate the soft soil layer to reach the hard soil layer; the pier material shall be boulders or crushed stone with a particle size ≤ 0.2 times the diameter of the hammer bottom, a mud content < 10%, and a particle size > 300mm shall not exceed 30%; Design of compaction parameters: The compaction energy and number of impacts are determined by experiments. The compaction settlement should reach 1.5 to 2 times the design pier length. The average compaction settlement of the last two impacts should be controlled within 50 to 200 mm according to the energy level to avoid difficulty in lifting the hammer and ground heave. Layout design: The piers are arranged in an equilateral triangle or square, with the pier spacing being 1.5 to 3 times the hammer diameter. The calculated diameter is 1.1 to 1.2 times the hammer diameter. A gravel cushion layer of ≥500mm is required on top. The ground elevation should be considered in the design and corrected during the test compaction.

4. The construction method of composite foundation by stone column dynamic compaction in permafrost region according to claim 1, characterized in that: Step three specifically involves: Pretreatment of surface frozen layer: The construction window is selected during the soil freezing period, from November to July of the following year. The surface frozen soil layer at the tamping point is manually excavated in advance, and the depth of the surface frozen layer is controlled within 1.0m. Set up drainage blind ditches: Excavate and set up drainage blind ditches on both sides of the roadbed slope simultaneously to drain excess water in the active layer into the blind ditches through the gaps formed by the crushed stones. The width and depth of the trench are designed comprehensively based on the terrain slope and drainage capacity, with a depth of not less than 0.5m. A filter layer and drainage material are installed at the bottom of the trench.

5. The construction method of composite foundation by stone column dynamic compaction in permafrost region according to claim 1, characterized in that: Step six specifically involves: Replacement material filling: Fill the pilot hole with well-graded, hard rubble and gravel; Point compaction construction: Point compaction is carried out according to the designed compaction point layout, compaction energy and number of compaction blows to ensure the formation of an effective replacement body; Full compaction construction: After spot compaction is completed, low-energy full compaction is carried out to ensure uniform overlap of hammer marks and enhance the integrity of the composite foundation.

6. The construction method for composite foundation replacement with dynamic compaction of boulders in permafrost areas according to claim 1, characterized in that: The quality control measures in step nine specifically include: Quality control before construction: Dynamic compaction scheme design: Based on the existing geological exploration and soil test results, select appropriate compaction equipment, determine the number of compaction blows and compaction capacity parameters, and design a reasonable dynamic compaction scheme; Quality control during construction: Dynamic compaction records: The location, number of impacts, energy, and time parameters for each compaction must be recorded in detail to ensure the records are accurate and reliable for later analysis and evaluation; Vibration monitoring: Vibration must be monitored during dynamic compaction to ensure that it does not adversely affect surrounding buildings and underground pipelines. Compaction quality inspection: The foundation after compaction needs to be inspected for quality, including compaction and bearing capacity, to ensure that the compaction quality meets the relevant requirements; Dynamic compaction effect evaluation: The dynamic compaction effect of the construction area is evaluated, including but not limited to foundation settlement and deformation indicators, in order to determine whether the construction effect meets the standards and the feasibility of dynamic compaction reinforcement. Post-construction quality control: Dynamic compaction effect monitoring: Long-term monitoring of the construction area, including observation of foundation settlement and deformation, to evaluate the effect of dynamic compaction and foundation stability; Quality acceptance: Conduct quality acceptance of the results of dynamic compaction construction, including foundation bearing capacity testing, foundation settlement observation, and inspection of underground pipelines; Construction record organization: Organize the records and data of dynamic compaction construction for later analysis and summarization, and accumulate experience for similar projects in the future.

7. The construction method for composite foundation replacement with dynamic compaction of boulders in permafrost areas according to claim 1, characterized in that: The safety management measures in step nine specifically include: The construction site should be laid out reasonably, the site should be flat, machinery and equipment should be securely placed, and materials should be stacked neatly; signs and markers should be set up at the construction site. Before construction machinery and equipment are put into use, a safety inspection must be carried out. Before each shift, the rods, hook release devices, and wire ropes must be checked to ensure that the equipment is in good working order and that the safety devices are complete. Operators must be professionally trained and certified to work, and must follow the operating procedures in a standardized manner to prevent violations of regulations. The maintenance and routine upkeep of the equipment should be carried out strictly in accordance with the prescribed procedures. The dynamic compaction construction site is under unified scheduling, the tamping hammer adopts automatic unhooking, and the crane is fully responsible for the site. The person pulling the hammer must maintain a distance of more than six meters from the center of the hammer, and the rope used must be more than fifteen meters long; The crane must be moved and the work site must be level; it is forbidden to move the crane while it is carrying a hammer. During construction, the crane must maintain a safe distance from existing works. After the sledgehammer is lifted, personnel are strictly prohibited from walking under the boom and sledgehammer, and are prohibited from standing close to the crane. When the sledgehammer rises close to the unhooking height, the driver must be highly focused and prepare for operation in advance. The winch should be stopped simultaneously at the moment of unhooking to avoid mistakes. If the sledgehammer cannot be unhooked when it reaches the specified height, the person in charge must immediately issue a stop signal, slowly lower the sledgehammer, and investigate the cause before taking any action. Sudden braking and emergency sledgehammer drops are strictly prohibited during the lifting process to prevent the crane from overturning. When the hook swings significantly, personnel are prohibited from climbing onto the top of the hammer to work; when hooking, attention must be focused to ensure that the hook is securely fastened, and to check whether the release control rope is knotted or tangled; When leveling a sloping pit by filling it with stones, the hammer should not be raised more than 1 meter, and operation can only be carried out after it has come to a complete stop. When filling the pit with stones, it is strictly forbidden to put hands, feet or tools under the hammer to prevent injury from falling. Each time the tamping point is changed, the ground must be cleaned and stones or other debris removed. A protective cover should be installed in the crane operator's cab. After the tamping, the crane needs to be maintained and serviced, especially the gap between the slewing table balance hook wheel and the guide rail should be checked. When moving the heavy hammer at close range, it can be pulled by a bulldozer or moved away section by section by a crane; Due to the high vibration characteristics of dynamic compaction construction, the slopes around the construction site need to be inspected regularly; if necessary, anti-vibration trenches can be excavated, with the depth determined according to the specific situation. All operators must undergo on-the-job training, systematically master relevant safety knowledge, and pass the assessment before they can be certified to work. Standardize the establishment of warning signs, and set up conspicuous warning signs and various operating procedures and safety rules at construction sites and on transportation routes; Implement a safety handover system. Entry into the site is only permitted after safety measures have been implemented and potential hazards have been eliminated. Entry into the site is prohibited if safety measures have not been implemented or if potential hazards exist.

8. The construction method for composite foundation replacement with dynamic compaction of boulders in permafrost areas according to claim 1, characterized in that: The environmental protection measures in step nine specifically include: Topsoil protection measures: Before construction, carefully peel off the fertile topsoil layer in the work area, pile it in a designated area, avoid low-lying water accumulation areas, and take temporary soil stabilization measures such as covering with geotextile or sowing grass seeds to prevent soil erosion and nutrient loss. After the foundation treatment is completed and initially stabilized, the preserved topsoil should be promptly backfilled into the original area or roadbed slope to create conditions for vegetation restoration. Permafrost protection measures: The process adopts a continuous operation method of "segmented excavation, rapid replacement, and timely backfilling / covering"; after excavating the frozen soil, the rubble replacement and dynamic compaction are carried out immediately, and after completion, the soil is covered with insulation material or backfilled with non-frost-susceptible material as soon as possible; While ensuring the replacement effect, control the compaction energy to avoid excessive compaction that could cause the underlying frozen soil to heat up or melt; optimize the spacing between compaction points and the number of compactions to reduce the vibration impact on the frozen soil in adjacent untreated areas; if necessary, set up vibration isolation trenches between the dynamic compaction zone and the protected frozen soil zone. Environmental protection management system and measures: Comply with national and local government laws, regulations, and rules concerning environmental protection; Comply with the provisions of the "Regulations on Environmental Protection Management of Construction Projects" and the "Environmental Impact Assessment Standard for Highway Construction Projects" (JTGB03-2006); Implement the ISO 14001 environmental management standard, establish a sound environmental management system and corresponding rules and regulations, identify and control environmental factors and hazards, determine safety objectives, implement relevant responsibilities, and organize regular inspections; Organize a civilized construction management organization at the construction site, with the project manager as the team leader and the construction manager, technical head, and quality inspector as members; Establish a civilized construction management system and formulate individual job responsibility systems; All personnel entering the site must receive training on civilized construction practices, especially pre-job training for operators; Pollution prevention and control measures: Waste and garbage generated during construction and daily life must be disposed of in a centralized manner, and the disposal site must be approved and permitted by the project department and the local environmental protection department. Waste and garbage that cannot be transported must be covered up to prevent their spread; Toxic waste and garbage must be strictly sealed and disposed of at permanent disposal sites approved by the relevant departments; The equipment maintenance site should be covered with impermeable cloth and equipped with oil collection devices to prevent oil leaks from polluting the soil and water; oil-absorbing mats or other emergency supplies should also be provided. Burning toxic, harmful, or foul-smelling materials is strictly prohibited at construction sites.

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