A method for constructing an underground passage adjacent to an existing building

Abstract

This invention relates to the field of underground engineering technology, specifically a method for constructing underground passages near existing buildings. The method includes: receiving an underground tunnel construction instruction; identifying the construction area and existing buildings based on the instruction; using a tunnel area adjustment coefficient to identify a target construction area within the construction area; identifying construction drawings; based on the drawings, identifying underground tunnel construction location nodes and underground tunnel construction parameter nodes within the target construction area; identifying the tunnel support method using the tunnel load; identifying the tunnel construction start point and end point using the underground tunnel construction location nodes; and using the tunnel support method and the underground tunnel construction location nodes to construct the underground tunnel from the start point until the end point, thereby achieving the construction of an underground passage near existing buildings. This invention can improve the efficiency and quality of underground passage construction near existing buildings.

Description

Technical Field

[0001] This invention relates to the field of underground engineering technology, and in particular to a method for constructing underground passages near existing buildings. Background Technology

[0002] As a core carrier for transportation connections and pipeline laying, the demand for underground tunnels is increasing daily. However, land resources are scarce in urban core areas, and underground tunnel construction often needs to be carried out near existing buildings. Such construction must ensure the structural safety of existing buildings while realizing the tunnel's functionality. Scientific construction methods can avoid risks such as building displacement and cracking caused by underground engineering disturbances. This is of great practical significance for maintaining the stability of urban infrastructure and improving the efficiency of urban space utilization, and meets the core needs of sustainable development in modern cities.

[0003] Currently, traditional underground tunnel construction near existing buildings relies heavily on experience-based design schemes, lacking systematic integration and precise calculation of core parameters. Before construction, the structural parameters of existing buildings and geological survey data are not fully confirmed, and the scope of safety impact is vaguely defined, resulting in a mismatch between the tunnel location planning and the actual geological conditions and the stress state of the buildings.

[0004] While traditional methods can construct underground passages near existing buildings, the fixed excavation methods, lacking dynamic adjustments based on real-time deformation monitoring data, easily lead to rock instability or excessive building deformation. This not only affects construction efficiency but also risks safety accidents, failing to meet the refined and safe construction requirements of modern underground engineering. Therefore, improving the efficiency and quality of underground passage construction near existing buildings has become an urgent problem to be solved. Summary of the Invention

[0005] This invention provides a method for constructing underground passages near existing buildings and a computer-readable storage medium, the main purpose of which is to improve the efficiency and quality of underground passage construction near existing buildings.

[0006] To achieve the above objectives, the present invention provides a method for constructing an underground passage near an existing building, comprising: Receive an underground tunnel construction order, and based on the underground tunnel construction order, identify the construction area and existing buildings, wherein the existing buildings are located within the construction area; The tunnel area adjustment coefficient is calculated based on the existing buildings, and the target construction area is identified within the construction area using the tunnel area adjustment coefficient. Once the construction drawings are confirmed, the construction location nodes and construction parameter nodes of the underground tunnel are identified within the target construction area. The construction location nodes of the underground tunnel include: total tunnel length, tunnel diameter, tunnel burial depth, tunnel outline boundary, and tunnel axis. The construction parameter nodes of the underground tunnel include tunnel load. The tunnel support method is determined by the tunnel load, and the tunnel construction start and end points are determined by the underground tunnel construction location nodes. By utilizing the aforementioned tunnel support method and underground tunnel construction location nodes, underground tunnel construction can be carried out from the starting point of tunnel construction until the end point of tunnel construction, thereby realizing the construction of underground passages near existing buildings.

[0007] Optionally, the step of calculating the tunnel area adjustment coefficient based on existing buildings and using the tunnel area adjustment coefficient to identify the target construction area within the construction area includes: The vertical embedment depth and embedment bottom boundary of the existing building were determined; The underground geological testing area of ​​the existing building was identified, and the corresponding geological columnar section was obtained. The geological columnar section contains multiple geological layers, and each geological layer is marked with the characteristic value of foundation bearing capacity, compression modulus and geological porosity. The geological columnar section is used to determine whether a pre-set stable bearing layer exists in multiple geological layers; If one or more stable bearing layers exist among multiple geological layers, determine whether the buried bottom boundary is located within any one of the one or more stable bearing layers. If the buried bottom boundary is located within one or more stable bearing layers, the preset initial prohibited construction area will be confirmed as the prohibited construction area; otherwise, the buried layer will be identified in multiple geological layers using the buried bottom boundary, wherein the buried bottom boundary is located within the buried layer. The first adjustment coefficient for the region is calculated using the characteristic value of the bearing capacity of the foundation corresponding to the buried layer and the compression modulus. If no stable bearing layer exists in multiple geological layers, the second adjustment coefficient for the region is calculated using the vertical burial depth; The first adjustment coefficient or the second adjustment coefficient of the region shall be used as the tunnel region adjustment coefficient; Based on the tunnel area adjustment coefficient and the initial prohibited construction area, the prohibited construction area is identified. Using the prohibited construction area, the target construction area is delineated within the construction area.

[0008] Optionally, determining whether a predetermined stable bearing layer exists among multiple geological layers using the geological columnar section includes: Geological layers were extracted sequentially from multiple geological layers, and the following operations were performed on each extracted geological layer: Determine whether the geological layer meets the preset judgment conditions, wherein the judgment conditions are as follows:

[0009] in, This represents the characteristic value of the foundation bearing capacity corresponding to the geological layer. This represents the preset critical characteristic value. This represents the compressibility modulus corresponding to the geological layer. This represents the preset critical compressive modulus. This indicates the geological porosity corresponding to the geological layer. This indicates the preset critical void ratio; If the judgment conditions are met, the geological layer is confirmed as a stable bearing layer.

[0010] Optionally, the process of utilizing the tunnel support method and underground tunnel construction location nodes to carry out underground tunnel construction from the tunnel construction start point to the tunnel construction end point includes: Based on the total length of the tunnel, the following are identified: the first section to be constructed, m middle sections to be constructed, and the last section to be constructed. The length of each of the m middle sections to be constructed is the length of the middle section. The length of the first section to be constructed is the length of the first section, and the length of the first section is less than the length of the middle section. The starting point of the first section to be constructed is the starting point of the tunnel construction, and the ending point of the last section to be constructed is the ending point of the tunnel construction. In the first section to be constructed, based on the tunnel support method, the first tunnel construction operation is carried out from the tunnel construction starting point to obtain the first formed tunnel section. The first tunnel construction operation is excavation after support. In each of the m sections to be constructed, based on the tunnel support method, a tunnel construction operation is carried out to obtain the formed tunnel section. The tunnel construction operation is either a first tunnel construction operation or a second tunnel construction operation. By summing the completed sections of the tunnels, we obtain m completed sections of tunnels. In the tail section to be constructed, based on the tunnel support method, the first tunnel construction operation is carried out to obtain the tail section formed tunnel; Based on the first formed tunnel, m middle formed tunnels and the last formed tunnel, the construction of underground passages near existing buildings can be realized.

[0011] Optionally, before carrying out tunnel construction operations for each of the m sections to be constructed, based on the tunnel support method, the following steps are also included: Identify the ground boundary outline of the existing building to obtain the building boundary; c monitoring points are set up on the boundary of the building, and each monitoring point is equipped with a level and an inclination sensor; At each of the c monitoring points, the displacement value and tilt angle of the existing building are monitored using a level and an inclination sensor, respectively, to obtain c initial displacement values ​​and c initial tilt angles. The initial displacement value and the initial tilt angle correspond one-to-one with the monitoring point. The initial cut-off geological layer corresponding to the section to be constructed is identified, and the stability ratio is calculated based on the initial cut-off geological layer. The stability ratio is the ratio of the length of the stable bearing layer within the initial cut-off geological layer to the total length of the initial cut-off geological layer.

[0012] Optionally, the deployment of c monitoring points on the building boundary includes: The center point of the section to be constructed is identified. Based on the center point of the section, a ground reference point is identified on a preset ground plane. The ground reference point and the center point of the section are consistent in the vertical direction. Fit the building boundary to a circle and identify the center of the circle; Connect the center of the circle to the ground reference point as the central axis. Using the central axis, determine the dividing diameter within the circumference. Based on the dividing diameter, divide the circumference into a near semicircle and a far semicircle. The dividing diameter is perpendicular to the central axis, and the near semicircle is located near the ground reference point, while the far semicircle is located far from the ground reference point. Using the preset first deployment distance, a near points are identified on the near semicircle. For each of the a near points, connect the near point to the center of the circle to obtain a near point connection line. The intersection of the near point connection line and the building boundary is taken as the near monitoring point, thus obtaining a near monitoring points. Using the preset second deployment distance, b distant points are identified on the far semicircle. For each of the b distant points, connect the distant point to the center of the circle to obtain a distant point connection line. The intersection of the distant point connection line and the building boundary is taken as the distant monitoring point, resulting in b distant monitoring points. The first deployment distance is less than the second deployment distance. By summing up a near monitoring points and b far monitoring points, we obtain c monitoring points, where c = a + b.

[0013] Optionally, the step of performing tunnel construction operations on each of the m sections to be constructed, based on the tunnel support method, to obtain a formed tunnel section includes: If each of the c initial displacement values ​​is zero, each of the c initial tilt angles is zero, and the stability ratio is greater than or equal to a preset threshold, then based on the tunnel support method, a second tunnel construction operation is performed on the section to be constructed to obtain the second section formed tunnel, wherein the second tunnel construction operation is post-excavation support. Otherwise, based on the tunnel support method, the first tunnel construction operation is carried out on the section to be constructed to obtain the first section formed tunnel; The first or second middle section formed tunnel is identified as a middle section formed tunnel.

[0014] Optionally, after performing tunnel construction operations based on the tunnel support method in each of the m sections to be constructed, the process further includes: Record the completion time of the middle section of the formed tunnel, and determine the monitoring time based on the completion time and the preset waiting time; At the monitoring time, the displacement value and tilt angle of the existing building are monitored by the level and tilt sensor at each of the c monitoring points, respectively, to obtain c final displacement values ​​and c final tilt angles, wherein the final displacement value and the final tilt angle correspond one-to-one with the monitoring point; The analysis displacement value is extracted sequentially from c end displacement values. Using the analysis displacement value, the analysis tilt angle is retrieved from c end tilt angles. The monitoring point corresponding to the analysis tilt angle is the same as the monitoring point corresponding to the analysis displacement value. The monitoring point is used as the analysis monitoring point. Obtain the reference displacement value and reference tilt angle of the analysis and monitoring point before tunnel construction operations are carried out in the middle section to be constructed. The monitoring values ​​of the mid-section formed tunnel are calculated using the analytical displacement value, analytical tilt angle, reference displacement value, reference tilt angle, and the pre-constructed mid-section formed tunnel monitoring value calculation formula; By summarizing the monitoring values ​​of the middle section of the formed tunnel, c monitoring values ​​of the middle section of the formed tunnel are obtained, wherein each monitoring value of the middle section of the formed tunnel corresponds one-to-one with a monitoring point; If any of the c mid-section formed tunnel monitoring values ​​is 0, the pre-constructed remedial method is used to remedy the mid-section formed tunnel and the mid-section formed tunnel monitoring value is recalculated to obtain c updated mid-section formed tunnel monitoring values, until all c updated mid-section formed tunnel monitoring values ​​are 1.

[0015] Optionally, the calculation formula for the monitoring values ​​of the middle section of the formed tunnel is as follows:

[0016]

[0017] in, This represents the reference displacement value. This represents the analyzed displacement value. This indicates the reference tilt angle. This indicates the tilt angle of the analysis. This represents the preset displacement change threshold. This indicates the preset threshold for tilt angle change. This represents the monitoring value of the middle section of the formed tunnel. Indicates a reference identifier. Indicates the analysis identifier. This represents the threshold identifier.

[0018] To achieve the above objectives, the present invention also provides a construction system for underground passages adjacent to existing buildings, comprising: The construction environment confirmation module is used to receive underground tunnel construction instructions and confirm the construction area and existing buildings based on the underground tunnel construction instructions, wherein the existing buildings are located within the construction area; The construction area adjustment module is used to calculate the tunnel area adjustment coefficient based on existing buildings, and then use the tunnel area adjustment coefficient to identify the target construction area within the construction area. The construction parameter confirmation module is used to confirm the construction drawings. Based on the construction drawings, the module confirms the underground tunnel construction location nodes and underground tunnel construction parameter nodes within the target construction area. The underground tunnel construction location nodes include: total tunnel length, tunnel diameter, tunnel burial depth, tunnel outline boundary, and tunnel axis. The underground tunnel construction parameter nodes include tunnel load. The construction execution module is used to determine the tunnel support method using the tunnel load and to determine the tunnel construction start point and tunnel construction end point using the underground tunnel construction location nodes. By utilizing the aforementioned tunnel support method and underground tunnel construction location nodes, underground tunnel construction can be carried out from the starting point of tunnel construction until the end point of tunnel construction, thereby realizing the construction of underground passages near existing buildings.

[0019] To address the above problems, the present invention also provides an electronic device, the electronic device comprising: Memory, storing at least one instruction; The processor executes the instructions stored in the memory to implement the above-described method for constructing underground passages near existing buildings.

[0020] To address the aforementioned problems, the present invention also provides a computer-readable storage medium storing at least one instruction, which is executed by a processor in an electronic device to implement the above-described method for constructing underground passages near existing buildings.

[0021] To address the problems described in the background art, this invention receives an underground tunnel construction command, identifies the construction area and existing buildings based on the command, wherein the existing buildings are located within the construction area, calculates a tunnel area adjustment coefficient based on the existing buildings, and uses this coefficient to identify the target construction area within the construction area. This invention dynamically adjusts prohibited construction areas by determining the stable bearing layer, reducing unnecessary avoidance zones while ensuring the safety of existing buildings, thus improving the usability and efficiency of the construction area. Construction drawings are then identified, and based on these drawings, the underground tunnel construction location nodes and underground tunnel construction parameter nodes are determined within the target construction area. The underground tunnel construction location nodes include: total tunnel length, tunnel diameter, tunnel burial depth, tunnel outline boundary, and tunnel axis. The underground tunnel construction parameter nodes include tunnel load. The tunnel support method is determined using the tunnel load, and the tunnel construction start point and end point are determined using the underground tunnel construction location nodes. Underground tunnel construction begins from the tunnel construction start point and continues until the tunnel construction end point, enabling the construction of underground passages near existing buildings. Based on geological stability and real-time monitoring data, this invention dynamically selects between support-before-tunneling and tunneling-before-support construction methods. It optimizes the layout of monitoring points using a fitted circular method and triggers closed-loop remediation after construction by calculating tunnel monitoring values, forming a closed-loop monitoring system of monitoring-judgment-adjustment. This system improves construction efficiency and adaptability while ensuring the safety of existing structures. Therefore, this invention can improve the efficiency and quality of underground passage construction near existing buildings. Attached Figure Description

[0022] Figure 1 This is a flowchart illustrating a method for constructing an underground passage near an existing building, according to an embodiment of the present invention. Figure 2 A functional block diagram of an underground passage construction system near an existing building provided in an embodiment of the present invention; Figure 3 A schematic diagram of the structure of an electronic device for implementing the underground passage construction method near an existing building, according to an embodiment of the present invention; Figure 4 This is a schematic diagram of the layout of monitoring points for existing buildings in accordance with an embodiment of the present invention for implementing the underground passage construction method near existing buildings.

[0023] Explanation of reference numerals in the attached figures: 10. Electronic device; 11. Processor; 12. Memory; 13. Bus.

[0024] The realization of the objective, functional features and advantages of the present invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0025] It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.

[0026] This application provides a method for constructing an underground passage near an existing building. The execution entity of this method includes, but is not limited to, at least one of the following electronic devices that can be configured to execute the method provided in this application: a server, a terminal, etc. In other words, the method for constructing an underground passage near an existing building can be executed by software or hardware installed on a terminal device or a server device, and the software can be a blockchain platform. The server includes, but is not limited to, a single server, a server cluster, a cloud server, or a cloud server cluster.

[0027] Reference Figure 1 The diagram shown is a flowchart illustrating a method for constructing an underground passage near an existing building according to an embodiment of the present invention. In this embodiment, the method for constructing an underground passage near an existing building includes:

[0028] S1. Receive the underground tunnel construction instruction, and determine the construction area and existing buildings based on the underground tunnel construction instruction, wherein the existing buildings are located within the construction area.

[0029] It should be explained that the underground tunnel construction order is issued by personnel who wish to carry out underground tunnel construction. The construction area is the overall operational boundary for underground tunnel construction, including existing buildings. These existing buildings are structures located within the construction area and directly influence the subsequent delineation of the target construction area.

[0030] S2. Calculate the tunnel area adjustment coefficient based on the existing buildings, and use the tunnel area adjustment coefficient to identify the target construction area within the construction area.

[0031] Understandably, the target construction area is a zone delineated from the existing construction area where underground tunnel construction (such as excavation) can actually be carried out. It is the workable area within the construction area after excluding the safety constraints of existing buildings. Since existing buildings are located within the construction area, underground tunnel construction (such as excavation) can easily cause problems such as ground subsidence and structural cracking, directly threatening the safety of existing buildings. By delineating the target construction area, areas constrained by the safety of existing buildings can be excluded, thus avoiding adverse effects on existing buildings from the outset. Therefore, it is necessary to delineate the target construction area before commencing underground tunnel construction to avoid impacting existing buildings during the actual construction process.

[0032] In detail, the process of calculating the tunnel area adjustment coefficient based on existing buildings and using this coefficient to identify the target construction area within the construction zone includes: The vertical embedment depth and embedment bottom boundary of the existing building were determined; The underground geological testing area of ​​the existing building was identified, and the corresponding geological columnar section was obtained. The geological columnar section contains multiple geological layers, and each geological layer is marked with the characteristic value of foundation bearing capacity, compression modulus and geological porosity. The geological columnar section is used to determine whether a pre-set stable bearing layer exists in multiple geological layers; If one or more stable bearing layers exist among multiple geological layers, determine whether the buried bottom boundary is located within any one of the one or more stable bearing layers. If the buried bottom boundary is located within one or more stable bearing layers, the preset initial prohibited construction area will be confirmed as the prohibited construction area; otherwise, the buried layer will be identified in multiple geological layers using the buried bottom boundary, wherein the buried bottom boundary is located within the buried layer. The first adjustment coefficient for the region is calculated using the characteristic value of the bearing capacity of the foundation and the compression modulus corresponding to the buried layer, wherein the first adjustment coefficient for the region is as follows:

[0033] in, This represents the first adjustment coefficient for the region. This represents the preset feature weights. This indicates the preset modulus weight. This represents the characteristic value of the foundation bearing capacity corresponding to the buried layer. This represents the preset critical characteristic value. This represents the compression modulus corresponding to the embedded layer. This represents the preset critical compressive modulus. This indicates the preset maximum adjustment coefficient; If no stable bearing layer exists in multiple geological layers, the second adjustment coefficient for the region is calculated using the vertical burial depth; The first adjustment coefficient or the second adjustment coefficient of the region shall be used as the tunnel region adjustment coefficient; Based on the tunnel area adjustment coefficient and the initial prohibited construction area, the prohibited construction area is identified. Using the prohibited construction area, the target construction area is delineated within the construction area.

[0034] It should be explained that the vertical burial depth refers to the vertical length of the underground structure of an existing building extending downwards from the ground surface, and the burial bottom boundary is the lowest interface in the direction of the burial depth of the underground structure of the existing building, which is the lower limit of the vertical extension of the underground structure. For example, if the vertical burial depth of the underground pile foundation of a residential building is 12m, the burial bottom boundary is the horizontal interface 12m below the ground surface. The underground geological testing area is a specific area delineated with the underground burial range of the existing building as the core, which requires geological exploration. The geological columnar section is a vertical profile reflecting the distribution sequence, thickness, and physical and mechanical parameters of each geological layer within the underground geological testing area. For example, a geological columnar section drawn based on the underground geological testing area shows the following layers distributed sequentially below the ground surface: miscellaneous fill soil layer (2m thick), silty clay layer (5m thick), and silty sand layer (8m thick), with the characteristic value of the foundation bearing capacity, compression modulus, and geological void ratio of each layer marked. Among them, the characteristic value of the foundation bearing capacity is a characteristic parameter used to characterize the ability of a geological layer to withstand the load from the superstructure. Compression modulus is a parameter used to characterize the ability of a geological layer to resist compressive deformation under vertical pressure. Geological void ratio is a parameter used to characterize the degree of porosity within a geological layer.

[0035] Understandably, the stable bearing layer is a geological layer that meets the preset characteristics of foundation bearing capacity, compression modulus, and geological void ratio, and can stably bear the load of the building. Confirming whether the buried bottom boundary of the existing building is located within the stable bearing layer can directly determine whether its underground structure is in a stable stress environment. If the buried bottom boundary is located within the stable bearing layer, it indicates that the bearing conditions of the underground structure of the existing building are good, and the risk of disturbance from underground tunnel construction is relatively low. The preset initial prohibited construction area can be directly used without expanding the scope. This improves the utilization rate of the construction area while ensuring the safety of the existing building. Otherwise, the initial prohibited construction area needs to be further adjusted based on the parameters of the buried layer.

[0036] In detail, the method of using the geological columnar section to determine whether a pre-set stable bearing layer exists among multiple geological layers includes: Geological layers were extracted sequentially from multiple geological layers, and the following operations were performed on each extracted geological layer: Determine whether the geological layer meets the preset judgment conditions, wherein the judgment conditions are as follows:

[0037] in, This represents the characteristic value of the foundation bearing capacity corresponding to the geological layer. This represents the preset critical characteristic value. This represents the compressibility modulus corresponding to the geological layer. This represents the preset critical compressive modulus. This indicates the geological porosity corresponding to the geological layer. This indicates the preset critical void ratio; If the judgment conditions are met, the geological layer is confirmed as a stable bearing layer.

[0038] It should be explained that the judgment conditions are used to determine whether a geological layer is a stable bearing layer. When the characteristic value of the foundation bearing capacity of the geological layer is not less than the critical characteristic value, it indicates that it has the foundation bearing capacity to support the underground structure of existing buildings. When the compression modulus is not less than the critical compression modulus, it indicates that the existing buildings will not undergo excessive deformation under construction disturbance or load. When the geological void ratio is not greater than the critical void ratio, it indicates that the geological layer has strong resistance to disturbance. If all three conditions are met simultaneously, it indicates that the geological layer can be identified as a stable bearing layer.

[0039] It is understood that the critical characteristic value is a pre-set minimum foundation bearing capacity threshold for determining whether a geological layer has stable bearing capacity. The critical compression modulus is a pre-set minimum compression modulus threshold for determining whether a geological layer has deformation resistance. The critical void ratio is a pre-set maximum void ratio threshold for determining the density of a geological layer. Optionally, the methods for obtaining the critical characteristic value, critical compression modulus, and critical void ratio include, but are not limited to, industry technical specifications and statistical data from geological surveys of the construction area.

[0040] Furthermore, the initial prohibited construction area is a pre-delineated foundation avoidance zone before underground tunnel construction. It can be set in conjunction with engineering specifications and the characteristics of existing building foundations. The prohibited construction area is the area where underground tunnel construction is ultimately prohibited. The buried layer is the specific geological layer where the bottom boundary of the existing building is located.

[0041] It should be clarified that when the buried bottom boundary of an existing building is not located within a stable bearing layer, it indicates that the bearing capacity of the underground structure of the existing building is poor, and the risk of disturbance from underground tunnel construction is relatively high. In order to reduce the disturbance to the existing building during construction, it is necessary to expand the initial prohibited construction area. Therefore, it is necessary to calculate the tunnel area adjustment coefficient. The tunnel area adjustment coefficient is a coefficient used to adjust the initial prohibited construction area, and its value is either the first adjustment coefficient or the second adjustment coefficient. Among them, the first adjustment coefficient is a correction coefficient calculated based on the characteristic value of the foundation bearing capacity and the compression modulus of the buried layer, and is used to expand the initial prohibited construction area. The second adjustment coefficient for the region is a correction coefficient calculated based on the vertical embedment depth of existing buildings. The purpose of the second adjustment coefficient is to dynamically determine whether the embedment layer is a soft soil layer based on the vertical embedment depth of existing buildings and the physical state of the embedment layer (natural moisture content, relative density), and then to correct the vertical embedment depth correlation of the initial prohibited construction area, balancing the foundation safety baseline and engineering feasibility. The difference between the second adjustment coefficient and the first adjustment coefficient is that the first adjustment coefficient focuses on correction based on mechanical parameters such as the characteristic value of foundation bearing capacity and compression modulus, from the perspective of soil strength, while the second adjustment coefficient focuses on correction based on the vertical embedment depth and the physical state of the embedment layer, from the perspective of soil type and spatial location. The advantage of using two methods to adjust is that it can take into account the differences in soil strength and foundation spatial layout and soil type, which can both prevent and control the construction disturbance risk under different geological and foundation conditions, and reasonably control the scope of the prohibited construction area. It should be clarified that before calculating the second adjustment coefficient for the region, it is necessary to confirm whether the buried layer is a soft soil layer. Therefore, it is necessary to collect the natural moisture content and relative density of the buried layer. Specifically, the natural moisture content and relative density can be obtained through indoor geotechnical tests or in-situ tests.

[0042] Specifically, the second adjustment coefficient for the region is as follows:

[0043] in, This represents the second adjustment coefficient for the region. This represents the preset minimum adjustment coefficient. This indicates the vertical burial depth. This indicates the preset foundation embedment depth. This indicates the natural moisture content. This indicates the preset upper limit of moisture content. This indicates the relative density. This indicates the preset lower limit of density. This represents the preset maximum adjustment coefficient, and min() represents taking the minimum value. Represents the basic identifier. Indicates the upper limit identifier. This represents the lower bound identifier.

[0044] Specifically, the natural moisture content is the ratio of the mass of water to the mass of solid particles in a soil sample within the buried layer under natural conditions. The relative density is used to characterize the compaction degree of the soil sample within the buried layer. The upper limit of moisture content is a critical moisture content threshold used to determine whether the buried layer is a soft soil layer. The lower limit of density is a critical relative density threshold used to determine whether the buried layer is a soft soil layer. Optionally, the upper limit of moisture content and the lower limit of density can be determined according to the soil type, engineering specifications, and building safety level.

[0045] It should be explained that the minimum adjustment coefficient is a pre-set lower limit threshold for the tunnel area adjustment coefficient. Specifically, the minimum adjustment coefficient can be expressed as the area ratio of the initial prohibited construction area to the construction area. The purpose of setting the minimum adjustment coefficient is to avoid the prohibited construction area being smaller than the initial prohibited construction area, thus ensuring the basic safety protection baseline of existing buildings. Specifically, the calculation principle of the second adjustment coefficient for the area is as follows: when the natural moisture content of the buried layer is less than the upper limit of moisture content and the relative density is greater than the lower limit of density, that is, when the buried layer is determined not to be a soft soil layer, the second adjustment coefficient for the area is taken as... and The smaller value in the middle reflects the rule that the greater the vertical burial depth, the smaller the adjustment coefficient of the tunnel area, and also through... To ensure basic protection, when the buried layer is soft soil, directly remove... As a second adjustment coefficient for the area, it ensures the safety of existing buildings. The maximum adjustment coefficient is a pre-set upper limit threshold used to constrain the expansion of the initial prohibited construction zone. The purpose of setting the maximum adjustment coefficient is to balance the safety protection of existing buildings with the feasibility of underground tunnel construction, and to avoid excessive expansion of the prohibited construction zone.

[0046] For example, assuming the construction area is a rectangle 100m long and 50m wide, and the initial prohibited construction area is a rectangle 20m long and 15m wide, extending horizontally outward by 3m from the bottom boundary of the residential building, if the tunnel area adjustment coefficient is calculated to be 1.2, then the actual extension distance of the initial prohibited construction area is calculated to be 3.6m. The final prohibited construction area is determined to be a rectangle with a length of 27.2m (20m + 3.6m + 3.6m) and a width of 22.2m (15m + 3.6m + 3.6m). Subtracting the prohibited construction area from the construction area, the remaining area is the target construction area. This embodiment of the invention dynamically adjusts the prohibited construction area by determining the stable bearing layer, reducing unnecessary avoidance areas while ensuring the safety of existing buildings, thus improving the usability and construction efficiency of the construction area.

[0047] S3. Confirm the construction drawings. Based on the construction drawings, confirm the underground tunnel construction location nodes and underground tunnel construction parameter nodes within the target construction area. The underground tunnel construction location nodes include: total tunnel length, tunnel diameter, tunnel burial depth, tunnel outline boundary, and tunnel axis. The underground tunnel construction parameter nodes include tunnel load.

[0048] Understandably, the construction drawings are technical drawings used to guide the construction of underground tunnels. They can be drawn based on the target construction area, combined with geological conditions and the protection requirements of existing buildings. The underground tunnel construction location nodes are a set of core technical parameters used to clarify the spatial location and geometric shape of the underground tunnel, including the total tunnel length, tunnel diameter, tunnel burial depth, tunnel outline boundary, and tunnel axis. The total tunnel length is the overall extension length of the underground tunnel along the axis from the starting point to the ending point. The tunnel diameter is the inner diameter of the underground tunnel's cross-section (or width / height if the underground tunnel is rectangular). The tunnel burial depth is the vertical distance from the top of the tunnel to the ground surface. The tunnel outline boundary is the outer dimension boundary of the underground tunnel's cross-section. The tunnel axis is the central baseline running through the starting and ending points of the underground tunnel, representing the tunnel's direction and planar position. The tunnel load is the sum of various forces that the underground tunnel structure must withstand during construction and operation. The tunnel load can be preset based on a historical engineering database. Specifically, historical monitoring load data of existing tunnel projects in the target construction area or areas with similar geological conditions to the target construction area are collected and confirmed based on the historical monitoring load data.

[0049] S4. The tunnel support method is determined by the tunnel load, and the tunnel construction start point and tunnel construction end point are determined by the underground tunnel construction location nodes.

[0050] It should be explained that the tunnel support method is a structural reinforcement and support measure taken to ensure the stability of the surrounding rock or soil during the excavation of underground tunnels and to avoid collapse and deformation. The specific process of determining the tunnel support method using the tunnel load is as follows: determine the load level (e.g., low, medium, high) based on the tunnel load, and match the corresponding tunnel support method according to the load level. For example, assuming that an underground tunnel needs to withstand a tunnel load of 205 kPa (e.g., top soil pressure of 180 kPa, additional load from ground vehicles of 25 kPa), it is determined to be a medium load condition. If the tunnel diameter is 3m and the tunnel burial depth is 8m, the corresponding matching tunnel support method is: steel support combined with shotcrete, thereby ensuring the stability of the soil during excavation.

[0051] Furthermore, the tunnel construction start point is determined based on the tunnel axis, marking the initial start position of the underground tunnel construction work. The tunnel construction end point is determined based on the tunnel axis, marking the final end position of the underground tunnel construction work.

[0052] S5. Using the tunnel support method and the underground tunnel construction location node, the underground tunnel construction starts from the tunnel construction start point and continues until the tunnel construction end point, realizing the construction of an underground passage near existing buildings.

[0053] It should be explained that the process of utilizing the tunnel support method and underground tunnel construction location nodes to carry out underground tunnel construction from the starting point of tunnel construction to the end point includes: Based on the total length of the tunnel, the following are identified: the first section to be constructed, m middle sections to be constructed, and the last section to be constructed. The length of each of the m middle sections to be constructed is the length of the middle section. The length of the first section to be constructed is the length of the first section, and the length of the first section is less than the length of the middle section. The starting point of the first section to be constructed is the starting point of the tunnel construction, and the ending point of the last section to be constructed is the ending point of the tunnel construction. In the first section to be constructed, based on the tunnel support method, the first tunnel construction operation is carried out from the tunnel construction starting point to obtain the first formed tunnel section. The first tunnel construction operation is excavation after support. In each of the m sections to be constructed, based on the tunnel support method, a tunnel construction operation is carried out to obtain the formed tunnel section. The tunnel construction operation is either a first tunnel construction operation or a second tunnel construction operation. By summing the completed sections of the tunnels, we obtain m completed sections of tunnels. In the tail section to be constructed, based on the tunnel support method, the first tunnel construction operation is carried out to obtain the tail section formed tunnel; Based on the first formed tunnel, m middle formed tunnels and the last formed tunnel, the construction of underground passages near existing buildings can be realized.

[0054] It is understood that the section to be constructed is the section between the first section and the last section to be constructed. The first section to be constructed is the initial section to be constructed along the construction direction of the underground tunnel, with its starting point being the tunnel construction start point. The last section to be constructed is the final section to be constructed along the construction direction of the underground tunnel, with its ending point being the tunnel construction end point. The length of the middle section is the actual length of the middle section to be constructed along the construction direction. The length of the first section is the actual length of the first section to be constructed along the construction direction. For example, assuming a total underground tunnel length of 28m, divided as required into a first section to be constructed, three middle sections to be constructed, and a last section to be constructed, the length of the middle section to be constructed is 8m, the length of the first section to be constructed is 2m (less than the length of the middle sections), and the length of the last section is 2m.

[0055] Furthermore, the first tunnel construction operation adopts a support-before-excavation construction procedure, prioritizing the completion of support before commencing excavation. The purpose of using this support-before-excavation method in the initial section to be constructed is that the construction of this initial section is the starting point for the entire underground tunnel construction, requiring an adaptation process for equipment debugging, procedural integration, and personnel coordination. This support-before-excavation approach can reinforce the excavation face and surrounding soil in advance, preventing accidents such as collapses due to sudden geological changes (e.g., encountering weak interlayers or groundwater). Simultaneously, the initial section construction allows for the calculation of actual construction speed, providing reliable basic data for optimizing procedures and controlling progress in subsequent intermediate sections, ensuring the safety and efficiency of the overall construction. The first formed tunnel section is the actual tunnel segment after completion of construction. Similarly, the intermediate formed tunnel section is the actual tunnel segment formed after completing construction operations (either the first or second tunnel construction operation) in a single intermediate section. The final formed tunnel section is the actual tunnel segment formed after completing the first tunnel construction operation in the final section.

[0056] It should be clarified that the geological conditions of the intermediate sections to be constructed may differ from those of the initial section. Direct construction could easily lead to tilting or excessive displacement of existing structures due to geological instability or construction disturbance. Therefore, before construction begins on each intermediate section, monitoring points are set up on the existing structures to monitor their deformation state sequentially. Simultaneously, the initial cut-off geological layer is identified and the stability ratio is calculated to assess geological stability and ensure the safety and efficiency of construction in the intermediate sections. Therefore, the process of conducting tunnel construction operations for each of the m intermediate sections based on the aforementioned tunnel support method also includes:

[0057] Identify the ground boundary outline of the existing building to obtain the building boundary; c monitoring points are set up on the boundary of the building, and each monitoring point is equipped with a level and an inclination sensor; At each of the c monitoring points, the displacement value and tilt angle of the existing building are monitored using a level and an inclination sensor, respectively, to obtain c initial displacement values ​​and c initial tilt angles. The initial displacement value and the initial tilt angle correspond one-to-one with the monitoring point. The initial cut-off geological layer corresponding to the section to be constructed is identified, and the stability ratio is calculated based on the initial cut-off geological layer. The stability ratio is the ratio of the length of the stable bearing layer within the initial cut-off geological layer to the total length of the initial cut-off geological layer.

[0058] Understandably, the building boundary is the spatial limit of the existing building's ground-level outer contour, used for setting up monitoring points. It should be clarified that the impact of construction on existing buildings decreases with distance, with near-end risks being relatively smaller than far-end risks. If monitoring points are evenly distributed along the entire line, it would waste resources at the far end; if too few monitoring points are deployed, it would be impossible to accurately collect key deformations at the near end. Therefore, this invention proposes a deployment method that is denser at the near end and sparser at the far end. Furthermore, since existing building boundaries are often irregularly shaped, a circular fitting method is used to achieve a reasonable distribution of monitoring points. Therefore, the deployment of c monitoring points on the building boundary includes:

[0059] The center point of the section to be constructed is identified. Based on the center point of the section, a ground reference point is identified on a preset ground plane. The ground reference point and the center point of the section are consistent in the vertical direction. Fit the building boundary to a circle and identify the center of the circle; Connect the center of the circle to the ground reference point as the central axis. Using the central axis, determine the dividing diameter within the circumference. Based on the dividing diameter, divide the circumference into a near semicircle and a far semicircle. The dividing diameter is perpendicular to the central axis, and the near semicircle is located near the ground reference point, while the far semicircle is located far from the ground reference point. Using the preset first deployment distance, a near points are identified on the near semicircle. For each of the a near points, connect the near point to the center of the circle to obtain a near point connection line. The intersection of the near point connection line and the building boundary is taken as the near monitoring point, thus obtaining a near monitoring points. Using the preset second deployment distance, b distant points are identified on the far semicircle. For each of the b distant points, connect the distant point to the center of the circle to obtain a distant point connection line. The intersection of the distant point connection line and the building boundary is taken as the distant monitoring point, resulting in b distant monitoring points. The first deployment distance is less than the second deployment distance. By summing up a near monitoring points and b far monitoring points, we obtain c monitoring points, where c = a + b.

[0060] It should be explained that the segment center point is the core reference point within the section to be constructed. The ground reference point is a reference point on the preset ground plane that is perpendicular to the segment center point. The circumference refers to the smallest circumscribed circle constructed using a geometric fitting algorithm based on the planar boundary contour of the existing building. The center of the circle is the center of the circumference obtained after fitting the irregular building boundary into a circle. The central axis is the axis connecting the center of the circle and the ground reference point. The segment diameter is the diameter line segment perpendicular to the central axis within the fitted circumference. The near semicircle is the semicircle located near the ground reference point in the fitted circumference, and the far semicircle is the semicircle located far from the ground reference point in the fitted circumference. The first layout distance is a preset distance (smaller spacing) used when placing near points on the near semicircle, and the second layout distance is a preset distance (larger spacing, and the first layout distance does not exceed the second layout distance) used when placing far points on the far semicircle. The near points are a points uniformly identified on the near semicircle based on the first layout distance. The near-point connecting line is a line segment connecting each near point to the center of the circle. The near monitoring points are the intersections of the near-point connecting line and the building boundary, totaling *a* points. The far points are *b* points evenly identified on the far semicircle based on the second deployment distance. The far-point connecting line is a line segment connecting each far point to the center of the circle. The far monitoring points are the intersections of the far-point connecting line and the building boundary, totaling *b* points. Finally, *a* near monitoring points and *b* far monitoring points are combined to obtain *c* monitoring points.

[0061] For example, firstly, the center point of the section to be constructed is selected, perpendicularly corresponding to the ground reference point on the ground plane. The irregular building boundary is fitted into a circle with a fixed center. This circle's center is connected to the ground reference point to form a central axis. This divides the area into a near semicircle closer to the ground reference point and a far semicircle farther away. On the near semicircle, near points 1 to 6 are evenly spaced at a first interval with smaller spacing. The lines connecting each near point to the center intersect the building boundary at near monitoring points 1, 2, 3, 4, 5, and 6, respectively. On the far semicircle, far points 1 to 3 are evenly spaced at a second interval with larger spacing. The lines connecting each far point to the center intersect the building boundary at far monitoring points 1, 2, and 3, respectively. Finally, near monitoring points 1-6 and far monitoring points 1-3 are summarized, forming 9 monitoring points. Specifically, as shown... Figure 4 As shown, the Figure 4 A schematic diagram of the monitoring point layout for existing buildings is provided, showing the layout rules and locations of the monitoring points.

[0062] It is understood that the monitoring points are specific locations selected on the building boundary for installing monitoring equipment (levels and tilt sensors) and collecting deformation data. The level is an instrument used to detect the vertical displacement of an existing building. It should be clarified that if the existing building has not shifted vertically, the displacement value is 0; if the existing building bulges by 1mm or settles by 1mm vertically, the displacement value is 1mm (the displacement only indicates whether there is displacement, without distinguishing between bulging and settlement). The initial displacement value is the vertical displacement of the existing building measured at the monitoring point using a level before construction of the section to be constructed, used to determine whether the existing building has shifted vertically before construction. The tilt sensor is used to measure the angular change of the existing building from the vertical plane at the monitoring point. Similarly, if the existing building has not shifted vertically, the angular change is 0; if the existing building shifts 1 degree to the left or 1 degree to the right of the vertical plane, the angular change is 1 degree (the angular change only indicates whether the angle has changed, without distinguishing between left and right deviation). The initial tilt angle is the change in the angle of the existing building deviating from the vertical plane, measured by a tilt sensor at a monitoring point before construction of the section to be constructed. It is used to determine whether the existing building has deviated from the vertical plane before construction.

[0063] Understandably, by calculating the stability ratio of the initial cut-off geological layer corresponding to the section to be constructed, the geological bearing capacity and stability of the section to be constructed can be further quantitatively assessed. The initial cut-off geological layer is the longitudinal underground geological stratum corresponding to the section to be constructed. The stability ratio is the ratio of the length of the stable bearing layer within the initial cut-off geological layer to the total length of that geological layer, reflecting the degree of geological stability. A higher stability ratio indicates higher stability of the initial cut-off geological layer. For example, assuming the total length of the initial cut-off geological layer is 20m, and the length of the stable bearing layer is 6m, the stability ratio is: 6 / 20 = 0.3.

[0064] It should be explained that the tunnel construction operations for the middle section are based on the initial displacement value, initial tilt angle, and stability ratio obtained before construction. Therefore, the tunnel construction operations for each of the m middle sections to be constructed, based on the tunnel support method, to obtain the middle section formed tunnel, include:

[0065] If each of the c initial displacement values ​​is zero, each of the c initial tilt angles is zero, and the stability ratio is greater than or equal to a preset threshold, then based on the tunnel support method, a second tunnel construction operation is performed on the section to be constructed to obtain the second section formed tunnel, wherein the second tunnel construction operation is post-excavation support. Otherwise, based on the tunnel support method, the first tunnel construction operation is carried out on the section to be constructed to obtain the first section formed tunnel; The first or second middle section formed tunnel is identified as a middle section formed tunnel.

[0066] Understandably, when the initial displacement value is zero, the initial tilt angle is zero, and the stability ratio is greater than the aforementioned threshold, it indicates that the existing building was structurally sound and had a stable foundation before construction, without any uplift, settlement, or tilting, and was in a safe baseline state. The proportion of stable bearing layers in the underground geological strata is high, and the surrounding rock has strong self-stabilizing ability, meeting the conditions for rapid construction. The second tunnel construction operation with post-excavation support can be used for the construction of the remaining section. The purpose of using the second tunnel construction operation at this time is to utilize the high strength and stability of the surrounding rock itself to bear the initial load, thereby improving construction efficiency, while ensuring construction safety and building safety. Otherwise, it indicates that the existing building already had uplift, settlement, or tilting before construction, and the structure was in an unstable state, or the proportion of stable bearing layers underground was insufficient, the surrounding rock was weak and fractured, and its self-stabilizing ability was poor. Direct excavation would easily lead to collapse. Therefore, the first tunnel construction operation with post-excavation support is used for the construction of the remaining section to ensure stable construction and the safety of the existing building. The aforementioned proportion threshold is a critical value used to measure whether the proportion of stable geological conditions (stable bearing layer) around existing buildings or within the construction area meets a preset safety standard. Optionally, the proportion threshold can be obtained through methods including but not limited to: consulting engineering specifications, numerical simulation inversion, etc.

[0067] It should be understood that the first intermediate section of the formed tunnel is formed after the construction of the intermediate section using the method of first supporting and then excavating (first tunnel construction operation) when the existing building has initial deformation or poor geological conditions (low stability ratio). The second intermediate section of the formed tunnel is formed after the construction of the intermediate section using the method of excavation followed by support (second tunnel construction operation) when the existing building foundation is stable and the geological conditions are good (high stability ratio).

[0068] In detail, the disturbance to existing buildings caused by underground tunnel construction is not instantaneous; the stress release and deformation of the soil typically have a lag. Immediately after construction, existing buildings may not yet show obvious heaving, settlement, or tilting. Therefore, a waiting period needs to be set to allow the soil stress to be fully released and the deformation of the existing buildings to become fully apparent. Only then can the monitoring data (displacement values ​​and tilt angles) truly reflect the impact of construction on existing buildings. Therefore, the description of tunnel construction operations based on the tunnel support method for each of the m sections to be constructed also includes:

[0069] Record the completion time of the middle section of the formed tunnel, and determine the monitoring time based on the completion time and the preset waiting time; At the monitoring time, the displacement value and tilt angle of the existing building are monitored by the level and tilt sensor at each of the c monitoring points, respectively, to obtain c final displacement values ​​and c final tilt angles, wherein the final displacement value and the final tilt angle correspond one-to-one with the monitoring point; The analysis displacement value is extracted sequentially from c end displacement values. Using the analysis displacement value, the analysis tilt angle is retrieved from c end tilt angles. The monitoring point corresponding to the analysis tilt angle is the same as the monitoring point corresponding to the analysis displacement value. The monitoring point is used as the analysis monitoring point. Obtain the reference displacement value and reference tilt angle of the analysis and monitoring point before tunnel construction operations are carried out in the middle section to be constructed. The monitoring values ​​of the mid-section formed tunnel are calculated using the analytical displacement value, analytical tilt angle, reference displacement value, reference tilt angle, and the pre-constructed mid-section formed tunnel monitoring value calculation formula; By summarizing the monitoring values ​​of the middle section of the formed tunnel, c monitoring values ​​of the middle section of the formed tunnel are obtained, wherein each monitoring value of the middle section of the formed tunnel corresponds one-to-one with a monitoring point; If any of the c mid-section formed tunnel monitoring values ​​is 0, the pre-constructed remedial method is used to remedy the mid-section formed tunnel and the mid-section formed tunnel monitoring value is recalculated to obtain c updated mid-section formed tunnel monitoring values, until all c updated mid-section formed tunnel monitoring values ​​are 1.

[0070] It should be explained that the completion time refers to the specific time when the tunnel construction operation of the section to be constructed ends. For example, if the section to be constructed is completed at 10:00 AM on October 20th, then 10:00 AM on October 20th is the completion time. The waiting time is a manually set interval reserved after the completion time to allow time for soil deformation to stabilize. The monitoring time is the time point at which the final displacement value and the final tilt angle are collected. For example, if the waiting time is 5 hours, then the monitoring time is 3:00 PM on October 20th. The final displacement value is the vertical displacement of the existing structure measured at the monitoring point using a level instrument after the construction of the section to be constructed, used to determine whether the existing structure has shifted vertically after construction. The final tilt angle is the change in angle of the existing structure deviating from the vertical plane measured at the monitoring point using an inclination sensor after the construction of the section to be constructed, used to determine whether the existing structure has deviated from the vertical plane after construction.

[0071] Furthermore, the calculation formula for the monitoring values ​​of the mid-section formed tunnel is as follows:

[0072]

[0073] in, This represents the reference displacement value. This represents the analyzed displacement value. This indicates the reference tilt angle. This indicates the tilt angle of the analysis. This represents the preset displacement change threshold. This indicates the preset threshold for tilt angle change. This represents the monitoring value of the middle section of the formed tunnel. Indicates a reference identifier. Indicates the analysis identifier. This represents the threshold identifier.

[0074] For example, assuming three monitoring points (c=3) are set up on an existing building, taking monitoring point 1 as an example: After construction, the ending displacement value (1mm) corresponding to monitoring point 1 is extracted as the analysis displacement value, and the corresponding ending tilt angle (2 degrees) is retrieved as the analysis tilt angle. Monitoring point 1 is used as the analysis monitoring point. Then, the reference displacement value (0mm) and reference tilt angle (0 degrees) of monitoring point 1 before construction are retrieved. If the displacement change threshold is 1mm and the tilt angle change threshold is 1 degree, the data in the example is substituted into the calculation formula for the monitoring value of the middle section of the formed tunnel. The monitoring value of the middle section of the formed tunnel is 0. Since there is a value of 0, the remedial method is needed to remedy the middle section of the formed tunnel before monitoring. After the deformation stabilizes, monitoring and calculation are repeated until all monitoring points finally obtain an updated monitoring value of 1 for the middle section of the formed tunnel. Optionally, the remedial method includes, but is not limited to: secondary grouting reinforcement and adding temporary support structures.

[0075] It should be emphasized that the reference displacement value and reference tilt angle are both assumed to be in a baseline state that meets the preset safety specifications before construction. That is, the existing building itself has legal construction conditions before construction. This is a necessary premise for the implementation of this invention. The above-mentioned calculation formula for the monitoring value of the mid-section formed tunnel is not used to assess the original safety of the existing building itself, but to quantitatively analyze the deformation impact of tunnel construction operations on the existing building by comparing the changes in displacement and tilt before and after construction, so as to determine whether the structural stability of the building has changed after construction.

[0076] Understandably, the monitoring values ​​for the mid-section formed tunnel are determined by comparing the analyzed displacement value and the analyzed tilt angle with the reference displacement value and reference tilt angle, using a pre-constructed calculation formula. When the monitoring value for the mid-section formed tunnel is 0, it indicates that both the displacement and angle change are within the corresponding threshold range, the impact of construction on the existing building is within a safe and controllable range, the construction quality of this section of the tunnel is qualified, and no remedial action is required. When the monitoring value for the mid-section formed tunnel is 1, it indicates that the displacement and angle change exceed the corresponding threshold range, the deformation caused by construction has exceeded the safety limit, the existing building has a safety hazard, and remedial measures must be triggered immediately. The updated monitoring value for the mid-section formed tunnel is the latest determination value obtained after remedial processing and recalculation when the monitoring value for the mid-section formed tunnel is 0 (i.e., monitoring is unqualified). The tilt angle change threshold is a manually set maximum safe limit value that allows the existing building to undergo tilt angle changes, used to measure whether the tilt caused by construction exceeds the safe range. The displacement change threshold is a manually set maximum safe limit value that allows for vertical displacement changes in existing buildings, used to measure whether the settlement or uplift caused by construction exceeds the safe range. Optionally, the methods for obtaining the displacement change threshold and the tilt angle change threshold include, but are not limited to, empirical analogy and theoretical calculation. This embodiment of the invention, based on geological stability and real-time monitoring data, dynamically selects the construction method of first supporting and then tunneling or first tunneling and then supporting, optimizes the layout of monitoring points using the fitted circle method, and triggers closed-loop remediation by calculating tunnel monitoring values ​​after construction, forming a closed-loop monitoring method of monitoring-judgment-adjustment, which improves construction efficiency and adaptability while ensuring the safety of existing buildings.

[0077] To address the problems described in the background art, this invention receives an underground tunnel construction command, identifies the construction area and existing buildings based on the command, wherein the existing buildings are located within the construction area, calculates a tunnel area adjustment coefficient based on the existing buildings, and uses this coefficient to identify the target construction area within the construction area. This invention dynamically adjusts prohibited construction areas by determining the stable bearing layer, reducing unnecessary avoidance zones while ensuring the safety of existing buildings, thus improving the usability and efficiency of the construction area. Construction drawings are then identified, and based on these drawings, the underground tunnel construction location nodes and underground tunnel construction parameter nodes are determined within the target construction area. The underground tunnel construction location nodes include: total tunnel length, tunnel diameter, tunnel burial depth, tunnel outline boundary, and tunnel axis. The underground tunnel construction parameter nodes include tunnel load. The tunnel support method is determined using the tunnel load, and the tunnel construction start point and end point are determined using the underground tunnel construction location nodes. Underground tunnel construction begins from the tunnel construction start point and continues until the tunnel construction end point, enabling the construction of underground passages near existing buildings. Based on geological stability and real-time monitoring data, this invention dynamically selects between support-before-tunneling and tunneling-before-support construction methods. It optimizes the layout of monitoring points using a fitted circular method and triggers closed-loop remediation after construction by calculating tunnel monitoring values, forming a closed-loop monitoring system of monitoring-judgment-adjustment. This system improves construction efficiency and adaptability while ensuring the safety of existing structures. Therefore, this invention can improve the efficiency and quality of underground passage construction near existing buildings.

[0078] like Figure 2 The diagram shown is a functional block diagram of an underground passage construction system near an existing building provided in an embodiment of the present invention.

[0079] The underground passage construction system 100 near existing buildings described in this invention can be installed in an electronic device. Depending on the functions implemented, the underground passage construction system 100 near existing buildings may include a construction environment confirmation module 101, a construction area adjustment module 102, a construction parameter confirmation module 103, and a construction execution module 104. The module described in this invention can also be called a unit, which refers to a series of computer program segments that can be executed by the processor of an electronic device and can perform a fixed function, and is stored in the memory of the electronic device.

[0080] The construction environment confirmation module 101 is used to receive underground tunnel construction instructions and confirm the construction area and existing buildings based on the underground tunnel construction instructions, wherein the existing buildings are located within the construction area; The construction area adjustment module 102 is used to calculate the tunnel area adjustment coefficient based on the existing buildings, and to identify the target construction area within the construction area using the tunnel area adjustment coefficient. The construction parameter confirmation module 103 is used to confirm the construction drawings and, based on the construction drawings, to confirm the underground tunnel construction location nodes and underground tunnel construction parameter nodes within the target construction area. The underground tunnel construction location nodes include: total tunnel length, tunnel diameter, tunnel burial depth, tunnel outline boundary, and tunnel axis. The underground tunnel construction parameter nodes include tunnel load. The construction execution module 104 is used to determine the tunnel support method by using the tunnel load, and to determine the tunnel construction start point and tunnel construction end point by using the underground tunnel construction location node. By utilizing the aforementioned tunnel support method and underground tunnel construction location nodes, underground tunnel construction can be carried out from the starting point of tunnel construction until the end point of tunnel construction, thereby realizing the construction of underground passages near existing buildings.

[0081] In detail, the modules in the underground passage construction system 100 near existing buildings described in this embodiment of the invention adopt the same characteristics as described above when in use. Figure 1 The construction method for underground passages near existing buildings described herein uses the same technical means and can produce the same technical effect, so it will not be repeated here.

[0082] like Figure 3 The diagram shown is a structural schematic of an electronic device for implementing a method for constructing underground passages near existing buildings, according to an embodiment of the present invention.

[0083] The electronic device 1 may include a processor 10, a memory 11 and a bus 12, and may also include a computer program stored in the memory 11 and executable on the processor 10, such as a method program for constructing underground passages near existing buildings.

[0084] The memory 11 includes at least one type of readable storage medium, such as flash memory, portable hard drive, multimedia card, card-type memory (e.g., SD or DX memory), magnetic memory, magnetic disk, optical disk, etc. In some embodiments, the memory 11 can be an internal storage unit of the electronic device 1, such as the portable hard drive of the electronic device 1. In other embodiments, the memory 11 can be an external storage device of the electronic device 1, such as a plug-in portable hard drive, smart media card (SMC), secure digital card (SD), flash card, etc., equipped on the electronic device 1. Furthermore, the memory 11 includes both internal storage units and external storage devices of the electronic device 1. The memory 11 can be used not only to store application software and various types of data installed on the electronic device 1, such as the code of a construction method program for an underground passage near an existing building, but also to temporarily store data that has been output or will be output.

[0085] In some embodiments, the processor 10 may be composed of integrated circuits, such as a single packaged integrated circuit or multiple integrated circuits with the same or different functions, including combinations of one or more central processing units (CPUs), microprocessors, digital processing chips, graphics processors, and various control chips. The processor 10 is the control unit of the electronic device, connecting various components of the entire electronic device through various interfaces and lines. It executes programs or modules stored in the memory 11 (e.g., a construction method program for underground passages near existing buildings) and calls data stored in the memory 11 to perform various functions of the electronic device 1 and process data.

[0086] The bus 12 can be a peripheral component interconnect (PCI) bus or an extended industry standard architecture (EISA) bus, etc. The bus 12 can be divided into an address bus, a data bus, a control bus, etc. The bus 12 is configured to realize the connection and communication between the memory 11 and at least one processor 10, etc.

[0087] Figure 3 Only electronic devices with components are shown; those skilled in the art will understand that... Figure 3The structure shown does not constitute a limitation on the electronic device 1, and may include fewer or more components than shown, or combine certain components, or have different component arrangements.

[0088] For example, although not shown, the electronic device 1 may also include a power supply (such as a battery) to power the various components. Preferably, the power supply can be logically connected to the at least one processor 10 through a power management device, thereby enabling functions such as charging management, discharging management, and power consumption management. The power supply may also include one or more DC or AC power supplies, recharging devices, power fault detection circuits, power converters or inverters, power status indicators, and other arbitrary components. The electronic device 1 may also include various sensors, Bluetooth modules, Wi-Fi modules, etc., which will not be described in detail here.

[0089] Furthermore, the electronic device 1 may also include a network interface. Optionally, the network interface may include a wired interface and / or a wireless interface (such as a Wi-Fi interface, a Bluetooth interface, etc.), which is typically used to establish communication connections between the electronic device 1 and other electronic devices.

[0090] Optionally, the electronic device 1 may further include a user interface, which may be a display, an input unit (such as a keyboard), and optionally, a standard wired interface or a wireless interface. Optionally, in some embodiments, the display may be an LED display, a liquid crystal display, a touch-sensitive liquid crystal display, or an OLED (Organic Light-Emitting Diode) touchscreen, etc. The display may also be appropriately referred to as a screen or display unit, used to display information processed in the electronic device 1 and to display a visual user interface.

[0091] The program for constructing underground passages near existing buildings, stored in the memory 11 of the electronic device 1, is a combination of multiple instructions. When run in the processor 10, it can achieve the following: Receive an underground tunnel construction order, and based on the underground tunnel construction order, identify the construction area and existing buildings, wherein the existing buildings are located within the construction area; The tunnel area adjustment coefficient is calculated based on the existing buildings, and the target construction area is identified within the construction area using the tunnel area adjustment coefficient. Once the construction drawings are confirmed, the construction location nodes and construction parameter nodes of the underground tunnel are identified within the target construction area. The construction location nodes of the underground tunnel include: total tunnel length, tunnel diameter, tunnel burial depth, tunnel outline boundary, and tunnel axis. The construction parameter nodes of the underground tunnel include tunnel load. The tunnel support method is determined by the tunnel load, and the tunnel construction start and end points are determined by the underground tunnel construction location nodes. By utilizing the aforementioned tunnel support method and underground tunnel construction location nodes, underground tunnel construction can be carried out from the starting point of tunnel construction until the end point of tunnel construction, thereby realizing the construction of underground passages near existing buildings.

[0092] Specifically, the processor 10's implementation method for the above instructions can be found in [reference needed]. Figures 1 to 3 The descriptions of the relevant steps in the corresponding embodiments are not repeated here.

[0093] Furthermore, if the modules / units integrated in the electronic device 1 are implemented as software functional units and sold or used as independent products, they can be stored in a computer-readable storage medium. The computer-readable storage medium can be volatile or non-volatile. For example, the computer-readable medium may include: any entity or device capable of carrying the computer program code, a recording medium, a USB flash drive, a portable hard drive, a magnetic disk, an optical disk, a computer memory, or a read-only memory (ROM).

[0094] The present invention also provides a computer-readable storage medium storing a computer program, which, when executed by a processor of an electronic device, can perform the following: Receive an underground tunnel construction order, and based on the underground tunnel construction order, identify the construction area and existing buildings, wherein the existing buildings are located within the construction area; The tunnel area adjustment coefficient is calculated based on the existing buildings, and the target construction area is identified within the construction area using the tunnel area adjustment coefficient. Once the construction drawings are confirmed, the construction location nodes and construction parameter nodes of the underground tunnel are identified within the target construction area. The construction location nodes of the underground tunnel include: total tunnel length, tunnel diameter, tunnel burial depth, tunnel outline boundary, and tunnel axis. The construction parameter nodes of the underground tunnel include tunnel load. The tunnel support method is determined by the tunnel load, and the tunnel construction start and end points are determined by the underground tunnel construction location nodes. By utilizing the aforementioned tunnel support method and underground tunnel construction location nodes, underground tunnel construction can be carried out from the starting point of tunnel construction until the end point of tunnel construction, thereby realizing the construction of underground passages near existing buildings.

[0095] In the embodiments provided by this invention, it should be understood that the disclosed devices, systems, and methods can be implemented in other ways. For example, the system embodiments described above are merely illustrative, and actual implementations may have other classification methods.

[0096] The modules described as separate components may or may not be physically separate. The components shown as modules may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the modules can be selected to achieve the purpose of this embodiment according to actual needs.

[0097] Furthermore, the functional modules in the various embodiments of the present invention can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated unit can be implemented in hardware or in the form of hardware plus software functional modules.

[0098] It will be apparent to those skilled in the art that the present invention is not limited to the details of the exemplary embodiments described above, and that the present invention can be implemented in other specific forms without departing from the spirit or essential characteristics of the present invention.

[0099] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention.

Claims

1. A method for constructing an underground passage near an existing building, characterized in that, The method includes: Receive an underground tunnel construction order, and based on the underground tunnel construction order, identify the construction area and existing buildings, wherein the existing buildings are located within the construction area; The tunnel area adjustment coefficient is calculated based on the existing buildings, and the target construction area is identified within the construction area using the tunnel area adjustment coefficient. Once the construction drawings are confirmed, the construction location nodes and construction parameter nodes of the underground tunnel are identified within the target construction area. The construction location nodes of the underground tunnel include: total tunnel length, tunnel diameter, tunnel burial depth, tunnel outline boundary, and tunnel axis. The construction parameter nodes of the underground tunnel include tunnel load. The tunnel support method is determined by the tunnel load, and the tunnel construction start and end points are determined by the underground tunnel construction location nodes. By utilizing the aforementioned tunnel support method and underground tunnel construction location nodes, underground tunnel construction can be carried out from the starting point of tunnel construction until the end point of tunnel construction, thereby realizing the construction of underground passages near existing buildings.

2. The construction method for underground passages adjacent to existing buildings as described in claim 1, characterized in that, The process of calculating the tunnel area adjustment coefficient based on existing buildings and using this coefficient to identify the target construction area within the construction area includes: The vertical embedment depth and embedment bottom boundary of the existing building were determined; The underground geological testing area of ​​the existing building was identified, and the corresponding geological columnar section was obtained. The geological columnar section contains multiple geological layers, and each geological layer is marked with the characteristic value of foundation bearing capacity, compression modulus and geological porosity. The geological columnar section is used to determine whether a pre-set stable bearing layer exists in multiple geological layers; If one or more stable bearing layers exist among multiple geological layers, determine whether the buried bottom boundary is located within any one of the one or more stable bearing layers. If the buried bottom boundary is located within one or more stable bearing layers, the preset initial prohibited construction area will be confirmed as the prohibited construction area; otherwise, the buried layer will be identified in multiple geological layers using the buried bottom boundary, wherein the buried bottom boundary is located within the buried layer. The first adjustment coefficient for the region is calculated using the characteristic value of the bearing capacity of the foundation corresponding to the buried layer and the compression modulus. If no stable bearing layer exists in multiple geological layers, the second adjustment coefficient for the region is calculated using the vertical burial depth; The first adjustment coefficient or the second adjustment coefficient of the region shall be used as the tunnel region adjustment coefficient; Based on the tunnel area adjustment coefficient and the initial prohibited construction area, the prohibited construction area is identified. Using the prohibited construction area, the target construction area is delineated within the construction area.

3. The construction method for underground passages adjacent to existing buildings as described in claim 2, characterized in that, The method of using the geological columnar section to determine whether a predetermined stable bearing layer exists among multiple geological layers includes: Geological layers were extracted sequentially from multiple geological layers, and the following operations were performed on each extracted geological layer: Determine whether the geological layer meets the preset judgment conditions, wherein the judgment conditions are as follows: ， in, This represents the characteristic value of the foundation bearing capacity corresponding to the geological layer. This represents the preset critical characteristic value. This represents the compressibility modulus corresponding to the geological layer. This represents the preset critical compressive modulus. This indicates the geological porosity corresponding to the geological layer. This indicates the preset critical void ratio; If the judgment conditions are met, the geological layer is confirmed as a stable bearing layer.

4. The construction method for underground passages adjacent to existing buildings as described in claim 3, characterized in that, The process of constructing an underground tunnel from the starting point to the end point, utilizing the tunnel support method and the underground tunnel construction location nodes, includes: Based on the total length of the tunnel, the following are identified: the first section to be constructed, m middle sections to be constructed, and the last section to be constructed. The length of each of the m middle sections to be constructed is the length of the middle section. The length of the first section to be constructed is the length of the first section, and the length of the first section is less than the length of the middle section. The starting point of the first section to be constructed is the starting point of the tunnel construction, and the ending point of the last section to be constructed is the ending point of the tunnel construction. In the first section to be constructed, based on the tunnel support method, the first tunnel construction operation is carried out from the tunnel construction starting point to obtain the first formed tunnel section. The first tunnel construction operation is excavation after support. In each of the m sections to be constructed, based on the tunnel support method, a tunnel construction operation is carried out to obtain the formed tunnel section. The tunnel construction operation is either a first tunnel construction operation or a second tunnel construction operation. By summing the completed sections of the tunnels, we obtain m completed sections of tunnels. In the tail section to be constructed, based on the tunnel support method, the first tunnel construction operation is carried out to obtain the tail section formed tunnel; Based on the first formed tunnel, m middle formed tunnels and the last formed tunnel, the construction of underground passages near existing buildings can be realized.

5. The construction method for underground passages adjacent to existing buildings as described in claim 4, characterized in that, Before carrying out tunnel construction operations for each of the m sections to be constructed, based on the tunnel support method, the following steps are also included: Identify the ground boundary outline of the existing building to obtain the building boundary; c monitoring points are set up on the boundary of the building, and each monitoring point is equipped with a level and an inclination sensor; At each of the c monitoring points, the displacement value and tilt angle of the existing building are monitored using a level and an inclination sensor, respectively, to obtain c initial displacement values ​​and c initial tilt angles. The initial displacement value and the initial tilt angle correspond one-to-one with the monitoring point. The initial cut-off geological layer corresponding to the section to be constructed is identified, and the stability ratio is calculated based on the initial cut-off geological layer. The stability ratio is the ratio of the length of the stable bearing layer within the initial cut-off geological layer to the total length of the initial cut-off geological layer.

6. The construction method for underground passages adjacent to existing buildings as described in claim 5, characterized in that, The deployment of c monitoring points along the building boundary includes: The center point of the section to be constructed is identified. Based on the center point of the section, a ground reference point is identified on a preset ground plane. The ground reference point and the center point of the section are consistent in the vertical direction. Fit the building boundary to a circle and identify the center of the circle; Connect the center of the circle to the ground reference point as the central axis. Using the central axis, determine the dividing diameter within the circumference. Based on the dividing diameter, divide the circumference into a near semicircle and a far semicircle. The dividing diameter is perpendicular to the central axis, and the near semicircle is located near the ground reference point, while the far semicircle is located far from the ground reference point. Using the preset first deployment distance, a near points are identified on the near semicircle. For each of the a near points, connect the near point to the center of the circle to obtain a near point connection line. The intersection of the near point connection line and the building boundary is taken as the near monitoring point, thus obtaining a near monitoring points. Using the preset second deployment distance, b distant points are identified on the far semicircle. For each of the b distant points, connect the distant point to the center of the circle to obtain a distant point connection line. The intersection of the distant point connection line and the building boundary is taken as the distant monitoring point, resulting in b distant monitoring points. The first deployment distance is less than the second deployment distance. By summing up a near monitoring points and b far monitoring points, we obtain c monitoring points, where c = a + b.

7. The construction method for underground passages adjacent to existing buildings as described in claim 6, characterized in that, The process of constructing a tunnel in each of the m sections to be constructed, based on the tunnel support method, to obtain a formed tunnel section includes: If each of the c initial displacement values ​​is zero, each of the c initial tilt angles is zero, and the stability ratio is greater than or equal to a preset threshold, then based on the tunnel support method, a second tunnel construction operation is performed on the section to be constructed to obtain the second section formed tunnel, wherein the second tunnel construction operation is post-excavation support. Otherwise, based on the tunnel support method, the first tunnel construction operation is carried out on the section to be constructed to obtain the first section formed tunnel; The first or second middle section formed tunnel is identified as a middle section formed tunnel.

8. The construction method for underground passages adjacent to existing buildings as described in claim 7, characterized in that, After performing tunnel construction operations based on the tunnel support method for each of the m sections to be constructed, the process further includes: Record the completion time of the middle section of the formed tunnel, and determine the monitoring time based on the completion time and the preset waiting time; At the monitoring time, the displacement value and tilt angle of the existing building are monitored by the level and tilt sensor at each of the c monitoring points, respectively, to obtain c final displacement values ​​and c final tilt angles, wherein the final displacement value and the final tilt angle correspond one-to-one with the monitoring point; The analysis displacement value is extracted sequentially from c end displacement values. Using the analysis displacement value, the analysis tilt angle is retrieved from c end tilt angles. The monitoring point corresponding to the analysis tilt angle is the same as the monitoring point corresponding to the analysis displacement value. The monitoring point is used as the analysis monitoring point. Obtain the reference displacement value and reference tilt angle of the analysis and monitoring point before tunnel construction operations are carried out in the middle section to be constructed. The monitoring values ​​of the mid-section formed tunnel are calculated using the analytical displacement value, analytical tilt angle, reference displacement value, reference tilt angle, and the pre-constructed mid-section formed tunnel monitoring value calculation formula; By summarizing the monitoring values ​​of the middle section of the formed tunnel, c monitoring values ​​of the middle section of the formed tunnel are obtained, wherein each monitoring value of the middle section of the formed tunnel corresponds one-to-one with a monitoring point; If any of the c mid-section formed tunnel monitoring values ​​is 0, the pre-constructed remedial method is used to remedy the mid-section formed tunnel and the mid-section formed tunnel monitoring value is recalculated to obtain c updated mid-section formed tunnel monitoring values, until all c updated mid-section formed tunnel monitoring values ​​are 1.

9. The construction method for underground passages adjacent to existing buildings as described in claim 8, characterized in that, The calculation formula for the monitoring values ​​of the middle section of the formed tunnel is as follows: ， ， in, This represents the reference displacement value. This represents the analyzed displacement value. This indicates the reference tilt angle. This indicates the tilt angle of the analysis. This represents the preset displacement change threshold. This indicates the preset threshold for tilt angle change. This represents the monitoring value of the middle section of the formed tunnel. Indicates a reference identifier. Indicates the analysis identifier. This represents the threshold identifier.

10. A construction system for underground passages adjacent to existing buildings, characterized in that, The system includes: The construction environment confirmation module is used to receive underground tunnel construction instructions and confirm the construction area and existing buildings based on the underground tunnel construction instructions, wherein the existing buildings are located within the construction area; The construction area adjustment module is used to calculate the tunnel area adjustment coefficient based on existing buildings, and then use the tunnel area adjustment coefficient to identify the target construction area within the construction area. The construction parameter confirmation module is used to confirm the construction drawings. Based on the construction drawings, the module confirms the underground tunnel construction location nodes and underground tunnel construction parameter nodes within the target construction area. The underground tunnel construction location nodes include: total tunnel length, tunnel diameter, tunnel burial depth, tunnel outline boundary, and tunnel axis. The underground tunnel construction parameter nodes include tunnel load. The construction execution module is used to determine the tunnel support method using the tunnel load and to determine the tunnel construction start point and tunnel construction end point using the underground tunnel construction location nodes. By utilizing the aforementioned tunnel support method and underground tunnel construction location nodes, underground tunnel construction can be carried out from the starting point of tunnel construction until the end point of tunnel construction, thereby realizing the construction of underground passages near existing buildings.

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