Stress release hole construction method for reducing influence of soil squeezing effect on surrounding buildings

Abstract

The invention relates to a stress release hole construction method for reducing the influence of the soil squeezing effect on surrounding buildings, and belongs to the technical field of building construction.The stress release hole construction method comprises the following construction steps that preparation before construction is conducted, specifically, site investigation is conducted to generate an investigation report; designing a stress release hole arrangement scheme according to the survey report; preparing construction equipment and materials according to the design scheme; according to the design scheme, stress release hole drilling construction is conducted through construction equipment; after drilling construction of the stress release hole is completed, drilling wall protection construction and hole forming quality detection are conducted; in the pile pressing construction stage of the prefabricated pipe pile, the stress release holes are reinforced, protected and monitored; and after the pile pressing construction of the prefabricated pipe pile is completed, the stress release hole is blocked. Through detailed site investigation and scientific and reasonable scheme design, the parameters of the stress release holes can be accurately determined according to different engineering geological conditions and surrounding environments, so that the arrangement of the stress release holes meets actual requirements, and the effectiveness of stress release is improved.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of building construction, and particularly relates to a stress release hole construction method for reducing the influence of soil squeezing effect on surrounding buildings. BACKGROUND

[0002] The prefabricated pipe pile is widely used due to its significant advantages in economy, practicability and construction efficiency. However, the prefabricated pipe pile belongs to the soil squeezing pile, and the pile volume squeezes the space of the original soil during the pile pressing process, which causes the uplift of the shallow soil and the lateral displacement of the deep soil, and the soil squeezing stress is transmitted to the nearby buildings through the deep soil. Especially when the dense pile group is constructed, the soil squeezing effect is more obvious, which causes the buildings, pipelines and roads in the surrounding environment to suffer different degrees of damage. According to relevant data and actual engineering observation, the range of such influence and damage mainly concentrates in the area within 20 meters from the pile sinking area. The buildings located in this range are prone to uneven vertical settlement, horizontal displacement, even cracking and damage, which causes great influence on the surrounding environment.

[0003] The stress release hole is a certain number and specific position of holes in the engineering structure. Through the reasonable layout of these holes, the stress can be effectively released around the holes, thereby significantly reducing the stress concentration phenomenon. If these stresses are not controlled, they may adversely affect the performance and service life of the structure, and therefore appropriate methods need to be used for release or regulation.

[0004] In the prior art, in order to avoid the adverse influence of the soil squeezing effect on the surrounding buildings, the stress release hole method is used for protection. The principle is to set reasonable stress release holes, so that the pore water pressure generated during the pile pressing process is dissipated into the stress release holes, the squeezing effect of the soil is relieved, and the influence of the soil deformation on the surrounding buildings is reduced. However, the existing stress release hole method cannot set reasonable and effective stress release holes according to different construction site conditions and surrounding environment, which reduces the protection effect. In addition, in the process of drilling construction, the existing technology has a low hole forming rate, and the stress release hole has a hole wall collapse during the construction stage. After the construction is completed, the stress release hole left in the soil affects the original soil quality, which affects the safety and stability of the surrounding buildings. Therefore, there is an urgent need for a stress release hole construction method for reducing the influence of the soil squeezing effect on the surrounding buildings to solve the problems that the existing static pressure pipe pile construction is affected by the soil squeezing effect, the existing stress release hole method has a low hole forming rate, has a hole wall collapse, and the left hole after the construction is completed affects the safety and stability of the surrounding buildings. SUMMARY

[0005] The purpose of the present application is to provide a stress release hole construction method for reducing the influence of the soil squeezing effect on the surrounding buildings to solve the problems raised in the background.

[0006] To achieve the above object, the present application provides the following technical solutions: a stress release hole construction method for reducing the influence of soil squeezing effect on surrounding buildings, comprising the following construction steps, S1, construction preparation: site investigation is performed to generate an investigation report; a stress release hole arrangement scheme is designed according to the investigation report; and construction equipment and materials are prepared according to the design scheme; S2, drilling construction of the stress release hole is performed according to the design scheme by using the construction equipment; S3, after the drilling construction of the stress release hole is completed, drilling wall protection construction and hole quality detection are performed; S4, during the precast pipe pile pressing construction stage, the stress release hole is reinforced, protected and monitored; S5, after the precast pipe pile pressing construction is completed, the stress release hole is plugged.

[0007] As a preferred, the method for site investigation during S1 construction preparation is: the construction site and surrounding environment are investigated, the investigation content includes geological conditions, positions of surrounding buildings, structural types, foundation forms and service life information, the distribution of underground existing objects in the construction area is determined, and conventional underground existing objects include underground pipelines, obstacles and the like, so as to form an investigation report.

[0008] As a preferred, in the stress release hole arrangement scheme design during S1 construction preparation, the arrangement scheme of the stress release hole is designed according to the investigation report, including determining the number, hole diameter, hole depth, spacing and hole position arrangement mode of the stress release hole; the arrangement of the stress release hole follows the following principles: the arrangement density of the stress release hole needs to be increased in the area within 20 meters from the pile sinking area, especially on the side close to the surrounding buildings; the hole depth is determined according to the geological conditions and pile sinking depth, the hole depth size of the stress release hole is greater than the soil layer that produces soil squeezing effect, and the hole depth at least penetrates into the stable soil layer below the soil layer that produces soil squeezing effect; the hole diameter and spacing are comprehensively considered according to the soil body characteristics and soil squeezing stress size factors.

[0009] As a preferred, during S1 construction preparation, construction equipment such as a spiral drill, an impact drill and the like drilling equipment and materials are prepared, including drilling equipment, drill bits corresponding to the drilling equipment, auxiliary equipment such as a mud pump, drilling wall protection construction materials and reinforcement materials for plugging the stress release hole, such as gravel, sand and cement and the like materials.

[0010] As preferred, in S2, according to the design scheme, drilling construction of stress release holes is performed by using construction equipment, and the construction method comprises hole position measurement and layout and drilling construction: when the hole position measurement and layout, a total station, a theodolite or other measuring instruments are used to measure and lay out the stress release hole positions on the construction site according to the stress release hole arrangement design scheme, and marking is performed; when the drilling construction, drilling construction is performed by using the prepared construction equipment; in the drilling process, the drilling speed and the mud performance are adjusted according to the geological conditions to prevent the hole wall from collapsing; for soft soil layers, the drilling speed is appropriately reduced, and the density and viscosity of the mud are increased; for hard soil layers, the drilling speed can be appropriately increased. The hole depth, hole diameter and perpendicularity are monitored in real time during the drilling process; when the drilling reaches the designed depth, hole cleaning treatment is performed to remove the hole bottom sediment and ensure the cleanliness of the hole.

[0011] As preferred, in S3, when the drilling wall protection construction is performed, the construction method is as follows: immediately after the drilling is completed, the wall protection construction is performed; in the mud wall protection mode, mud is injected into the hole by using a mud pump to maintain the mud liquid level in the hole, so that the mud pressure balances the hole wall soil pressure and prevents the hole wall from collapsing; during the mud wall protection, the performance indexes of the mud, such as the density, viscosity, sand content and the like, are regularly detected, and the mud performance is timely adjusted according to the detection results. In S3, when the hole quality detection construction is performed, the construction method is as follows: when the quality of the stress release hole after the hole formation is detected, the detection equipment is used to detect the stress release hole after the hole formation, and the detection indexes include the hole depth, hole diameter, perpendicularity and hole wall integrity; the detection equipment of the present application comprises a measuring rope for measuring the hole depth, a hole diameter instrument for detecting the hole diameter, and a vertical ball or a special verticality detection equipment for checking the perpendicularity. If the detected quality of the hole formation is not up to the standard, remedial construction treatment is performed until the design requirements are met. For example, for the hole depth that is not enough, re-drilling is performed, for the hole diameter that does not meet the requirements, hole expansion or hole repair operations are performed and the like.

[0012] As preferred, in S4, during the precast pipe pile pressing construction stage, the stress release hole is reinforced before the pressing construction, and the construction method is as follows: a bamboo support cage is placed in the hole; the support cage is a hollow structure, a metal inner hoop is installed in the support cage in the axial direction, and two layers of filter cloth are wrapped outside; when the support cage is installed in the hole, a pressing block is arranged at the top. The bamboo support cage of the present application is preferably a bamboo cage, and the pressing block is preferably a stone block to prevent the bamboo cage from floating up.

[0013] As preferred, in S4, during the precast pipe pile pressing construction stage, the stress release hole is protected during the construction process, and the construction method is as follows: during the precast pipe pile pressing construction process, the stress release hole is kept in an open state; at the same time, protective facilities are arranged around the stress release hole to prevent personnel or sundries from falling into the hole.

[0014] As preferred, in S4, the stress release hole is monitored during the precast pipe pile pressing construction stage, the monitoring method is: during the use of the precast pipe pile pressing and the stress release hole, the surrounding buildings are monitored in real time by using monitoring instruments such as level meter, total station, tilt meter, etc., the monitoring content includes the vertical settlement, horizontal displacement and inclination of the building; the monitoring is carried out at a set time interval, and the record is well kept; if the monitoring data shows that the deformation of the surrounding building exceeds the warning value, the pile pressing construction should be stopped immediately, the reason is analyzed and the countermeasures are taken. For example, adjusting the pile pressing sequence, increasing the number of stress release holes or taking other foundation reinforcement measures.

[0015] As preferred, in S5, the stress release hole is plugged, the construction method is: when the precast pipe pile pressing construction is completed, the stress release hole is plugged after a set time of monitoring and confirming that the deformation of the surrounding building tends to be stable; when plugging, a set thickness of gravel or sand is filled at the bottom of the hole, and then cement mortar is used for layered backfilling and compaction until the stress release hole is filled. The plugging quality should be ensured during the plugging process to ensure that the stress release hole will not have adverse effects on the subsequent engineering and surrounding environment.

[0016] Beneficial effects: 1. The stress release hole construction method for reducing the influence of soil squeezing effect on surrounding buildings of the application can accurately determine the parameters of the stress release hole according to different engineering geological conditions and surrounding environment by detailed site investigation and scientific and reasonable scheme design in the preparation stage before construction, so that the arrangement of the stress release hole is more in line with the actual demand, and the effectiveness of stress release is improved.

[0017] 2. On the basis of the foregoing, the stress release hole construction method for reducing the influence of soil squeezing effect on surrounding buildings of the application strictly controls the drilling quality and mud performance in the drilling construction process when the stress release hole is drilled by using construction equipment, adopts scientific wall protection and quality detection measures to ensure the hole forming quality of the stress release hole, avoid problems such as hole wall collapse, and ensure that the stress release hole can normally play a role.

[0018] 3. On the basis of the foregoing, the stress release hole construction method for reducing the influence of soil squeezing effect on surrounding buildings of the application can master the deformation condition of the building in time by real-time monitoring of the surrounding building during the use of the stress release hole and the precast pipe pile pressing construction in the precast pipe pile pressing construction stage, and can take measures to adjust as soon as possible in case of abnormality, effectively ensuring the safety and stability of the surrounding building.

[0019] 4. On the basis of the foregoing, the stress release hole construction method for reducing the influence of the soil squeezing effect on surrounding buildings provided by the present application, when the stress release hole is plugged after the precast pipe pile is constructed, ensures that the stress release hole will not adversely affect the subsequent project and the surrounding environment after it has completed its mission, making the entire construction process more complete and reliable. BRIEF DESCRIPTION OF DRAWINGS

[0020] Figure 1 Construction flowchart of the stress release hole construction method for reducing the influence of the soil squeezing effect on surrounding buildings according to the embodiment; Figure 2 Stress release hole layout design diagram of the stress release hole construction method for reducing the influence of the soil squeezing effect on surrounding buildings according to Embodiment 1; Figure 3 Stress release hole layout design diagram of the stress release hole construction method for reducing the influence of the soil squeezing effect on surrounding buildings according to Embodiment 2; Figure 4 Stress release hole layout depth design diagram of the stress release hole construction method for reducing the influence of the soil squeezing effect on surrounding buildings according to the embodiment. DETAILED DESCRIPTION

[0021] The technical solutions of the present application will be described in detail below with reference to the drawings, but the scope of protection of the present application is not limited to the embodiments.

[0022] Embodiment 1: The construction site of this embodiment is a project foundation construction that uses precast pipe piles as the foundation form. There is a guide wall 1 under construction within an 8m range of the construction area, and the stress release hole 2 construction method is used to reduce the influence of the soil squeezing effect on the guide wall.

[0023] Please refer to Figures 1-2 The present embodiment provides a stress release hole construction method for reducing the influence of the soil squeezing effect on surrounding buildings, which comprises the following construction steps, S1, preparation before construction: site survey is conducted to generate a survey report; in this embodiment, through geological survey, it is determined that the stratum of the construction area is mainly silty clay and mucky soil, and the underground water level is high due to the proximity to a river basin. The surrounding building is a guide wall 1 with a 14m pile foundation, the nearest distance to the pile sinking area is 8m, there is no pipeline underground, and a complete survey report is formed.

[0024] Then, according to the survey report, a stress release hole layout design is made; in this embodiment, according to the survey results, a stress release hole layout design is made. Within a 20m range from the pile sinking area, stress release holes are arranged near the guide wall of the surrounding bank. The stress release hole has a diameter of 500mm, and the hole depth is designed according to the stratum condition and the stress release hole layout depth design diagram, please refer to Figure 4The depth of the stress release hole is determined to be 15 meters, which penetrates the silt soil layer and goes 2 meters deep into the lower silty clay layer. The hole spacing is 1.5 meters, and the holes are arranged in a quincunx pattern.

[0025] According to the design scheme, construction equipment and materials are prepared. In this embodiment, a screw drill is selected as the drilling equipment according to the stress release hole arrangement scheme, and corresponding drill bits and mud pumps are provided. High-quality bentonite, cellulose and other materials are prepared for mud preparation, as well as gravel, sand, cement and other sealing materials.

[0026] S2, according to the design scheme, the stress release hole is drilled using construction equipment; first, the hole position measurement and layout of the stress release hole are carried out: the position of the stress release hole is accurately measured and laid out using a total station instrument, and a mark is made. Then, drilling is carried out: the screw drill is started to drill. During drilling, for soft soil layer, the drilling speed is controlled at 0.5m / min, the mud density is controlled at 1.2~1.3g / cm³, and the viscosity is 22~25s. After the hole is drilled to the designed depth of 15 meters, the hole is cleaned to remove the sediment at the bottom of the hole.

[0027] S3, after the stress release hole drilling is completed, the hole wall protection construction and the hole quality detection are carried out; in this embodiment, mud is injected into the hole immediately after the hole is drilled to protect the wall, and the mud liquid level in the hole is maintained to be higher than the groundwater level by more than 1.5 meters. The mud performance is detected regularly, and the mud ratio is adjusted in time according to the detection results.

[0028] When the hole quality detection is carried out, the rope measurement is used to measure the hole depth, the hole diameter instrument is used to detect the hole diameter, and the verticality is checked by the vertical ball. Through detection, the hole depth, hole diameter and verticality all meet the design requirements.

[0029] S4, during the precast pipe pile pressing construction stage, the stress release hole is reinforced, protected and monitored. In this embodiment, before the static pressure pile construction, in order to prevent the pile hole from collapsing, a φ400 long bamboo cage is placed in the hole, which is made of 8 pieces of 3cm wide bamboo strips, and the inside of the bamboo cage is provided with a circular hoop made of steel with a spacing of 1.5m and a diameter of 10mm. The outer surface of the bamboo cage is wrapped with double-layer filter cloth, and a stone is placed on the top of the bamboo cage to prevent the bamboo cage from floating. During the precast pipe pile pressing construction process, the stress release hole is kept open, and protective railings and warning signs are set around the hole.

[0030] During the precast pipe pile 3 pile pressing construction process, construction monitoring is carried out: using level gauge, total station, tiltmeter and other monitoring instruments to monitor the surrounding buildings in real time, the monitoring content includes the vertical settlement, horizontal displacement and inclination of the building; monitoring is carried out according to the set time interval, and good records are kept; if the monitoring data shows that the deformation of the surrounding buildings exceeds the warning value, the pile pressing construction should be stopped immediately, the reasons are analyzed and countermeasures are taken. Such as adjusting the pile pressing sequence, increasing the number of stress release holes or taking other foundation reinforcement measures, etc. In the pile pressing construction stage of the embodiment, the surrounding buildings need to be monitored in real time, twice a day. The monitoring data shows that the vertical settlement and horizontal displacement of the building are within the allowable range.

[0031] S5, after the precast pipe pile pressing construction is completed, the stress release hole is plugged. In this embodiment, after the precast pipe pile pressing construction is completed, 7 days of monitoring is required, and after confirming that the deformation of the building tends to be stable, the stress release hole is plugged. When plugging, first fill 50 cm thick gravel at the bottom of the hole, then use M10 cement mortar to backfill and compact layer by layer until the stress release hole is filled.

[0032] Embodiment 2: The construction site of embodiment 2 is in the foundation construction of a certain residence, which also uses precast pipe piles, and there is an underground passage 4 around.

[0033] The embodiment provides a stress release hole construction method for reducing the influence of soil squeezing effect on surrounding buildings, which comprises the following construction steps, S1, preparation before construction: site investigation is carried out to generate an investigation report; in this embodiment, through geological investigation, it is determined that the stratum of the construction area is mainly sandy soil and silt, and the groundwater level is shallow. The nearest underground passage to the pile sinking area is 6 meters away, the passage is 6 meters deep, the deformation requirement of the passage is large, and a complete investigation report is formed.

[0034] Then, according to the investigation report, the stress release hole arrangement scheme is designed; in this embodiment, according to the investigation results, the stress release hole arrangement scheme is designed. The design stress release hole has a diameter of 700 mm, a depth of 12 meters, penetrates the sandy soil and silt layer, a hole spacing of 1.8 meters, and is arranged in a straight line along the periphery of the pile sinking area.

[0035] According to the design scheme, construction equipment and materials are prepared; in this embodiment, according to the stress release hole arrangement scheme design, an impact drill is selected as the drilling equipment, and corresponding drill bits and mud pumps are provided. Prepare high-quality bentonite, cellulose and other materials for mud preparation, as well as gravel, sand, cement and other plugging materials.

[0036] S2, according to the design scheme, the stress release hole is drilled by using construction equipment; first, the hole position of the stress release hole is measured and laid out: the position of the stress release hole is accurately measured and laid out by using a total station instrument, and is well marked. Then, drilling construction is carried out: the drilling operation is started by using an impact drill. During the drilling process, for the soft soil layer, the drilling speed is controlled to be 0.8 m / min, the mud density is 1.15~1.2 g / cm³, and the viscosity is 18~20 s. After the drilling reaches the designed depth of 12 meters, hole cleaning treatment is carried out to remove the sediment at the bottom of the hole.

[0037] S3, after the drilling construction of the stress release hole is completed, drilling wall protection construction and hole quality detection are carried out; in this embodiment, mud is injected into the hole immediately after the drilling is completed to protect the wall, and the liquid level of the mud in the hole is kept to be higher than the underground water level by more than 1.5 meters. The performance of the mud is detected regularly, and the mud ratio is adjusted in time according to the detection results.

[0038] When the hole quality detection is carried out, the depth of the hole is measured by using a measuring rope, the diameter of the hole is detected by using a hole diameter instrument, and the perpendicularity is checked by using a vertical ball. Through detection, the depth of the hole, the diameter of the hole and the perpendicularity all meet the design requirements.

[0039] S4, during the precast pipe pile pressing construction stage, the stress release hole is reinforced, protected and monitored. In this embodiment, before the static pressure pile construction, in order to prevent the pile hole from collapsing, a φ400 long bamboo cage is placed in the hole, the bamboo cage is made of 8 pieces of 3 cm wide bamboo strips, the inside of the bamboo cage is required to be circularly hooped by steel bars with a spacing of 1.5 m and a diameter of 10 mm, the outside of the bamboo cage is wrapped with double-layer filter cloth, and after the bamboo cage is placed, a stone is placed on the top to prevent the bamboo cage from floating up. During the precast pipe pile pressing construction process, the stress release hole is kept open, and protective railings and warning signs are arranged around the hole.

[0040] During the precast pipe pile pressing construction process, construction monitoring is carried out: the surrounding buildings are monitored in real time by using monitoring instruments such as a level, a total station instrument and an inclinometer, and the monitoring content includes the vertical settlement, the horizontal displacement and the inclination of the buildings; the monitoring is carried out at a set time interval, and the records are well kept; if the monitoring data shows that the deformation of the surrounding buildings exceeds the warning value, the pile pressing construction should be stopped immediately, the reasons should be analyzed and the corresponding measures should be taken. For example, the pile pressing sequence is adjusted, the number of stress release holes is increased, or other foundation reinforcement measures are taken. In this embodiment, during the pile pressing construction stage, the surrounding buildings are monitored in real time, and the monitoring is carried out twice a day. The monitoring data shows that the vertical settlement and the horizontal displacement of the buildings are within the allowable range.

[0041] S5, after the precast pipe pile pressing construction is completed, the stress release hole is blocked. In this embodiment, after the precast pipe pile pressing construction is completed, 7 days of monitoring is required, and after confirming that the deformation of the building tends to be stable, the stress release hole is blocked. When blocking, first fill 50cm thick gravel at the bottom of the hole, then use M10 cement mortar to backfill and compact layer by layer until the stress release hole is filled.

[0042] Working principle: the stress release hole construction method for reducing the influence of soil squeezing effect on surrounding buildings of this embodiment first carries out detailed investigation on the construction site and surrounding environment in the construction preparation stage, including geological conditions, positions of surrounding buildings, structure types, foundation forms, service life and other information, and forms a detailed investigation report. Then, according to the investigation report, engineering requirements and structure form of surrounding buildings, the arrangement scheme of stress release hole is designed, and the number, aperture, depth, spacing and hole position arrangement mode of stress release hole are determined. Then, according to the design scheme, suitable drilling equipment such as screw drill machine, impact drill machine is prepared, and corresponding drill bit, mud pump and other auxiliary equipment are prepared. At the same time, mud materials for wall protection and subsequent materials for reinforcing and blocking stress release hole, such as gravel, sand, cement, etc. are prepared. During the construction of drilling, according to the design scheme, the stress release hole drilling construction is carried out by using the construction equipment; after the stress release hole drilling construction is completed, the hole wall protection construction and hole quality detection are carried out; during the precast pipe pile pressing construction stage, the stress release hole is reinforced, protected and monitored; after the precast pipe pile pressing construction is completed, the stress release hole is blocked. The stress release hole construction method of the present application can effectively reduce the influence of soil squeezing effect on surrounding buildings, pipelines and passages, and has good application effect and popularization value.

[0043] As above, although the present application has been shown and described with reference to certain preferred embodiments, it is to be understood that such is by way of illustration and not of limitation. Various changes and modifications can be made therein without departing from the spirit and scope of the present application as defined in the appended claims.

Claims

1. A stress-relief hole construction method for reducing the influence of the soil squeezing effect on surrounding buildings, characterized by: The construction steps include the following, S1, construction preparation: site survey is performed to generate a survey report; a stress release hole arrangement scheme is designed according to the survey report; and construction equipment and materials are prepared according to the design scheme; S2, drilling construction of the stress release hole is performed according to the design scheme by using the construction equipment; S3, after the drilling construction of the stress release hole is completed, drilling wall protection construction and hole quality detection are performed; S4, during the precast pipe pile pressing construction stage, the stress release hole is reinforced, protected and monitored; S5, after the precast pipe pile pressing construction is completed, the stress release hole is plugged.

2. The stress relief hole construction method for reducing the influence of the soil squeezing effect on surrounding buildings according to claim 1, characterized in that, The method for site survey during S1 construction preparation is as follows: the construction site and the surrounding environment are surveyed, the survey content includes geological conditions, the position of surrounding buildings, structural types, foundation forms and service life information, and the distribution of underground existing objects in the construction area is determined to form a survey report.

3. The stress relief hole construction method for reducing the influence of the soil squeezing effect on surrounding buildings according to claim 1, characterized in that, In the stress release hole arrangement scheme design during S1 construction preparation, the arrangement scheme of the stress release hole is designed according to the survey report, including determining the number, hole diameter, hole depth, spacing and hole arrangement mode of the stress release hole; the arrangement of the stress release hole follows the following principles: the arrangement density of the stress release hole needs to be increased in the area within 20 meters away from the pile sinking area, especially on the side close to the surrounding buildings; the hole depth is determined according to the geological conditions and the pile sinking depth, the hole depth size of the stress release hole is greater than the soil layer that produces the soil squeezing effect, and the hole depth at least penetrates into the stable soil layer below the soil layer that produces the soil squeezing effect; the hole diameter and spacing are comprehensively considered according to the soil properties and the size of the soil squeezing stress.

4. The stress relief hole construction method for reducing the impact of the soil squeezing effect on surrounding buildings according to claim 1, characterized in that, During S1 construction preparation, the construction equipment and materials are prepared, including drilling equipment, auxiliary equipment corresponding to the drilling equipment, drilling wall protection construction materials and reinforcement materials for plugging the stress release hole.

5. The stress relief hole construction method for reducing the impact of the soil squeezing effect on surrounding buildings according to claim 1, characterized in that, In S2, drilling construction of the stress release hole is performed according to the design scheme by using the construction equipment, and the construction method includes hole position measurement and drilling construction: during hole position measurement and setting out, the position of the stress release hole is measured and set out on the construction site according to the stress release hole arrangement design scheme by using measuring instruments, and is marked; during drilling construction, the prepared construction equipment is used for drilling construction; during drilling, the drilling speed and mud performance are adjusted according to the geological conditions to prevent hole wall collapse; the hole depth, hole diameter and perpendicularity are monitored in real time during drilling; when the drilling reaches the designed depth, hole cleaning treatment is performed to remove the hole bottom sediment and ensure the cleanliness of the hole.

6. The stress relief hole construction method for reducing the impact of the soil squeezing effect on surrounding buildings according to claim 1, characterized in that, During S3 drilling wall protection construction, the construction method is as follows: after drilling is completed, wall protection construction is immediately performed; the mud wall protection method is adopted, mud is injected into the hole by a mud pump, the mud liquid level height in the hole is maintained, the mud pressure is balanced with the hole wall soil pressure, and the hole wall collapse is prevented; during mud wall protection, the performance indicators of the mud are detected regularly, and the mud performance is adjusted in a timely manner according to the detection results. In S3, the construction method for quality detection of the stress release hole after hole forming is as follows: when the quality of the stress release hole after hole forming is detected, the detection equipment is used to detect the stress release hole after hole forming, and the detection indexes include hole depth, hole diameter, perpendicularity and hole wall integrity; if the quality of the hole forming is found to be substandard, remedial construction treatment is carried out until the design requirements are met.

7. The stress relief hole construction method for reducing the impact of the soil squeezing effect on surrounding buildings according to claim 1, characterized in that, In S4, the stress release hole is reinforced before pressure installation during the pressure installation construction stage of the prefabricated pipe pile, and the construction method is as follows: a bamboo support cage is placed in the hole; the support cage is a hollow structure, a metal inner hoop is installed in the support cage in the axial direction, and two layers of filter cloth are wrapped outside; when the support cage is installed in the hole, a pressing block is arranged at the top.

8. The stress relief hole construction method for reducing the impact of the soil squeezing effect on surrounding buildings according to claim 1, characterized in that, In S4, the stress release hole is protected during the construction process during the pressure installation construction stage of the prefabricated pipe pile, and the construction method is as follows: during the pressure installation construction process of the prefabricated pipe pile, the stress release hole remains open; at the same time, protective facilities are arranged around the stress release hole to prevent personnel or sundries from falling into the hole.

9. The stress relief hole construction method for reducing the impact of the soil squeezing effect on surrounding buildings according to claim 1, characterized in that, In S4, the stress release hole is monitored during the pressure installation construction stage of the prefabricated pipe pile, and the monitoring method is as follows: during the use of the prefabricated pipe pile and the stress release hole, the surrounding buildings are monitored in real time by using monitoring instruments, and the monitoring content includes the vertical settlement, horizontal displacement and inclination of the buildings; the monitoring is carried out at a set time interval, and the records are kept well; if the monitoring data shows that the deformation of the surrounding buildings exceeds the warning value, the pressure installation construction should be stopped immediately, the causes should be analyzed and the countermeasures should be taken.

10. The stress relief hole construction method for reducing the impact of the soil squeezing effect on surrounding buildings according to claim 1, characterized in that, In S5, the stress release hole is plugged, and the construction method is as follows: when the pressure installation construction of the prefabricated pipe pile is completed, the stress release hole is plugged after a set time of monitoring and confirmation that the deformation of the surrounding buildings tends to be stable; when plugging, a set thickness of gravel or sand is filled at the bottom of the hole, and then cement mortar is used for layered backfilling and compaction until the stress release hole is filled.

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