A method and system for zero-clearance construction of a continuous arch tunnel

Abstract

This application relates to the field of tunnel construction technology and discloses a method and system for zero-clearance construction of a continuous arch tunnel. The method includes: assessing the parameters of the construction area based on geological drilling data; establishing a surrounding rock stability index through multi-parameter fitting to obtain construction control parameters; excavating the right tunnel in segments according to the parameters, using the bench method to obtain the initial cross-section; constructing a support structure for the initial cross-section, forming a support system using a steel arch frame-shotcrete method; designing a pre-reserved groove based on the support system, and obtaining standard space through controlled blasting; and excavating the left tunnel, forming an integral structure through layered construction. This application's zero-clearance construction method for continuous arch tunnels eliminates the middle pilot tunnel construction step and directly excavates the left and right tunnels, significantly improving construction efficiency and saving project costs.

Description

Technical Field

[0001] This application relates to the field of tunnel construction technology, and in particular to a method and system for constructing a continuous arch tunnel with zero clearance. Background Technology

[0002] A twin-arch tunnel is a common tunnel structure in geotechnical engineering, typically consisting of two single tunnels connected by a central partition wall. The traditional construction method for twin-arch tunnels is as follows: first, construct the pilot tunnel; after the pilot tunnel is completed, construct the central partition wall; and finally, excavate the left and right tunnels. This method requires strict control of blasting vibrations during the pilot tunnel stage to ensure construction safety; during the central partition wall construction stage, steel reinforcement binding and concrete pouring must be carried out within the confined space of the pilot tunnel; and during the tunnel excavation stage, blasting parameters must be controlled to avoid damaging the completed central partition wall structure.

[0003] However, this traditional construction method has significant drawbacks: due to the limited cross-sectional dimensions of the pilot tunnel, construction personnel and machinery cannot operate efficiently in confined spaces, resulting in low construction efficiency for the central partition wall; simultaneously, the construction of the pilot tunnel requires additional support works, increasing the consumption of engineering materials; furthermore, the excessive number of construction procedures often significantly extends the construction period. For example, in a 26-meter-long continuous arch tunnel section, the traditional construction method requires a large amount of manpower and resources for the support of the pilot tunnel, and the low efficiency of constructing the central partition wall in a confined space severely affects the construction progress. Summary of the Invention

[0004] This application provides a zero-clearance construction method and system for continuous arch tunnels, which addresses the problems of limited space in the pilot tunnel and low construction efficiency of the central partition wall in existing continuous arch tunnel construction. It provides a zero-clearance construction method for continuous arch tunnels that eliminates the construction of the central pilot tunnel and allows direct excavation of the left and right tunnels, significantly improving construction efficiency and saving project costs.

[0005] Firstly, this application provides a zero-clearance construction method for a series-arch tunnel. The method includes: assessing geological parameters of the construction area based on geological drilling data; establishing a surrounding rock stability index system through a multi-parameter fitting model to obtain a set of tunnel construction control parameters; excavating the right tunnel in segments according to the set of tunnel construction control parameters; controlling the excavation profile using a step method to form the initial cross-section of the right tunnel; constructing a support structure based on the initial cross-section of the right tunnel, using a steel arch frame-sprayed concrete combined support method to construct a stable support system for the right tunnel; using the stable support system of the right tunnel as a benchmark, designing a pre-reserved slot for the partition wall in the excavation face of the left tunnel, and forming a standardized reserved space through controlled blasting; excavating the main body of the left tunnel according to the standardized reserved space, and obtaining the overall structural system of the series-arch tunnel through layered construction processes.

[0006] Secondly, this application provides a zero-clearance construction system for a series of arch tunnels, the system comprising:

[0007] A module is established to evaluate the geological parameters of the construction area of ​​the arch tunnel based on geological drilling data. A surrounding rock stability index system is established through a multi-parameter fitting model to obtain the set of tunnel construction control parameters.

[0008] The excavation module is used to excavate the right tunnel in segments according to the tunnel construction control parameter set, and to control the excavation outline by the step method to form the initial cross-section of the right tunnel.

[0009] The construction module is used to construct the support structure based on the initial cross-section of the right tunnel, and adopts a steel arch frame-sprayed concrete combined support method to construct a stable support system for the right tunnel;

[0010] The control module is used to design a partition wall pre-reserved slot in the excavation face of the left tunnel based on the right tunnel stable support system, and to form a standardized reserved space by controlling blasting.

[0011] The construction module is used to excavate the main body of the left tunnel according to the standardized reserved space, and obtain the overall structural system of the continuous arch tunnel through layered construction process.

[0012] A third aspect of the present invention provides a computer device, comprising: a memory and at least one processor, wherein the memory stores instructions; the at least one processor invokes the instructions in the memory to cause the computer device to execute the above-described method for constructing a zero-clearance tunnel with continuous arches.

[0013] A fourth aspect of the present invention provides a computer-readable storage medium storing instructions that, when executed on a computer, cause the computer to perform the above-described method for constructing a zero-clearance tunnel with continuous arches.

[0014] In the technical solution provided in this application, the zero-clearance construction method for the continuous arch tunnel establishes a rock stability index system through a multi-parameter fitting model, which can accurately assess the geological conditions of the construction area and provide reliable parameter basis for subsequent construction, avoiding the problem of inappropriate support parameter selection due to inaccurate geological assessment in traditional construction. When using the bench method for right tunnel excavation, the over-excavation is significantly reduced by precisely controlling the excavation profile, ensuring the self-stabilizing ability of the surrounding rock, and providing a regular construction surface for subsequent support structure construction. The application of the steel arch frame-sprayed concrete combined support method fully leverages the synergistic effect of various support structures, forming a stable composite support system and effectively controlling the deformation of the surrounding rock. When designing the partition wall pre-reserved slot in the left tunnel excavation face, standardized pre-reserved space is formed by controlled blasting, avoiding the predicament of construction in a narrow pilot tunnel in traditional construction and greatly improving construction efficiency. Finally, through the layered construction process, the effective connection of the left and right tunnels and the partition wall structure is achieved, forming a stable overall structural system for the continuous arch tunnel. Especially in the surrounding rock stability assessment stage, the multi-parameter fitting model establishes a scientific evaluation system by comprehensively analyzing multiple parameters such as soil density, water content, compressibility coefficient, compressive strength, elastic modulus, and Poisson's ratio. This makes the selection of support parameters more precise and avoids the subjectivity of traditional empirical methods. Simultaneously, this method eliminates the intermediate pilot tunnel construction stage, directly using standardized pre-reserved space for intermediate partition wall construction, which not only saves engineering materials but also significantly shortens the construction period. In practical applications, this method can shorten the construction period of a 26-meter-long continuous arch tunnel section by approximately one month and save about 280,000 yuan in construction costs, demonstrating its significant advantages in engineering practice. Throughout the construction process, the connections between various procedures are more compact, there is less interference between procedures, and the construction quality is more guaranteed, providing a new, efficient, and economical method for continuous arch tunnel construction. Attached Figure Description

[0015] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0016] Figure 1 This is a schematic diagram of one embodiment of the zero-clearance construction method for a continuous arch tunnel in this application.

[0017] Figure 2 This is a schematic diagram of one embodiment of the zero-clearance construction system for arch tunnels in this application.

[0018] Figure 3 This is a schematic block diagram of the structure of the computer device in an embodiment of the present invention. Detailed Implementation

[0019] This application provides a method and system for constructing a zero-clearance arch tunnel. The terms "first," "second," "third," "fourth," etc. (if present) in the specification, claims, and accompanying drawings are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate so that the embodiments described herein can be implemented in a sequence other than that illustrated or described herein. Furthermore, the terms "comprising" or "having" and any variations thereof are intended to cover a non-exclusive inclusion; for example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0020] For ease of understanding, the specific process of the embodiments of this application is described below. Please refer to [link / reference]. Figure 1 One embodiment of the zero-clearance construction method for arch tunnels in this application includes:

[0021] Step S101: Based on geological drilling data, geological parameters of the construction area of ​​the arch tunnel are evaluated, and a rock stability index system is established through a multi-parameter fitting model to obtain the set of tunnel construction control parameters.

[0022] Step S102: Based on the tunnel construction control parameter set, the right tunnel is excavated in sections, and the excavation outline is controlled by the bench method to form the initial cross-section of the right tunnel.

[0023] Step S103: Based on the initial cross-section of the right tunnel, construct the support structure and adopt the steel arch frame-sprayed concrete combined support method to build a stable support system for the right tunnel;

[0024] Step S104: Using the right tunnel stabilization support system as a benchmark, design the partition wall pre-reserved slot in the left tunnel excavation face, and form a standardized reserved space by controlled blasting.

[0025] Step S105: Excavate the main body of the left tunnel according to the standardized reserved space, and obtain the overall structural system of the continuous arch tunnel through layered construction process.

[0026] It is understood that the executing entity of this application can be a zero-clearance construction system for arch tunnels, or it can be a terminal or a server; the specific implementation is not limited here. This application's embodiment uses a server as an example for illustration.

[0027] Specifically, basic geological data is obtained through drilling and sampling, including six key indicators: soil and rock density, water content, compressibility coefficient, compressive strength, elastic modulus, and Poisson's ratio. In actual construction, drilling points are arranged in a grid pattern, with one drilling point every 100 meters longitudinally and a lateral spacing of 50 meters, forming a regular exploration network. This raw data is discretized to generate a geological parameter distribution map, reflecting the spatial distribution patterns of these parameters. The surrounding rock classification is based on this geological parameter distribution map, primarily considering three aspects: rock mass integrity, joint development, and groundwater conditions. Surrounding rock zoning data is determined using a scoring system; for example, rock mass integrity is scored from 0 to 100 points, with scores above 90 indicating intact rock mass, 60-90 indicating relatively intact rock mass, 30-60 indicating fractured rock mass, and below 30 indicating extremely fractured rock mass. This zoning data is input into a surrounding rock stability evaluation matrix, where each element represents a weight coefficient for different parameters. Multi-parameter fitting calculations are then used to derive the surrounding rock stability index.

[0028] During the right tunnel excavation phase, the tunnel construction control parameter set was strictly followed. The bench excavation method divided the cross-section into upper and lower benches, with the upper bench accounting for 60% of the total height and the lower bench for 40%. Drilling and blasting parameters were determined based on the right tunnel cross-section zoning diagram. The spacing between smooth blasting holes was 50 cm, and the charge was controlled at 0.5 kg / m to ensure a smooth rock wall after blasting. The support structure construction adopted a steel arch-shotcrete combined support method. The I-beam arches were 25a in size, spaced 60 cm apart. The shotcrete strength grade was C25, with a total thickness of 25 cm, applied in three layers: 8 cm for the first layer, 8 cm for the second layer, and 9 cm for the third layer. Hollow anchors with a diameter of 25 mm, a length of 4 meters, and a spacing of 1.2 m × 1.2 m were used, with an anchoring force of not less than 120 kN.

[0029] The construction of the pre-reserved groove for the central partition wall is an innovation of this method. The location of the pre-reserved groove is determined by setting out the coordinates of the benchmark control points established in the preliminary survey. The groove width is 50 cm, and the depth matches the designed thickness of the central partition wall. Controlled blasting employs micro-delay blasting technology, reducing the charge by 30% compared to conventional blasting, and decreasing the hole spacing to 30 cm to ensure excavation accuracy. The left tunnel excavation uses the same bench method as the right tunnel, but special attention is required on the side closest to the central partition wall. The initial support parameters are the same as the right tunnel, but φ32 steel mesh is added for reinforcement at the connection point of the central partition wall. During the construction of the central partition wall, the steel mesh is first arranged, with the main bars arranged in a double layer, 32 mm in diameter and spaced 20 cm apart, and the stirrups 12 mm in diameter and spaced 30 cm apart. The concrete strength grade is C35, and it is poured in sections, each 3 meters high.

[0030] For example, in the entire construction process: In a 26-meter-long continuous arch tunnel section, the average compressive strength of the rock obtained from geological exploration was 45 MPa, with moderate joint development. Based on these parameters, the surrounding rock was determined to be Class III, and the corresponding support parameters included: a steel arch spacing of 60 cm and a total shotcrete thickness of 25 cm. In actual construction, the right tunnel excavation section was 12 meters wide and 11 meters high, with an upper step height of 6.6 meters and a lower step height of 4.4 meters. The central partition wall reserved a groove 50 cm wide and 60 cm deep, using precision blasting technology, with the blasting vibration velocity controlled below 2 cm / s. After the left tunnel was excavated, the central partition wall was constructed, using a double-layer steel mesh, with main reinforcement diameter of 32 mm and stirrup diameter of 12 mm, and concrete strength grade C35, ensuring structural integrity. This construction method, by eliminating the traditional central pilot tunnel construction step and directly constructing the left and right tunnels, and reserving space for the central partition wall construction during the left tunnel excavation, reduced construction procedures and saved construction time while ensuring construction quality. Each step of the data processing is based on measured data, forming a construction control system.

[0031] In this embodiment, the zero-clearance construction method for the continuous arch tunnel establishes a rock stability index system through a multi-parameter fitting model, which can accurately assess the geological conditions of the construction area and provide reliable parameter basis for subsequent construction, avoiding the problem of inappropriate support parameter selection due to inaccurate geological assessment in traditional construction. When using the step method for right tunnel excavation, the over-excavation is significantly reduced by precisely controlling the excavation profile, ensuring the self-stabilizing ability of the surrounding rock, and providing a regular construction surface for subsequent support structure construction. The application of the steel arch frame-sprayed concrete combined support method fully leverages the synergistic effect of various support structures, forming a stable composite support system and effectively controlling the deformation of the surrounding rock. When designing the partition wall pre-reserved slot in the left tunnel excavation face, standardized pre-reserved space is formed by controlled blasting, avoiding the predicament of construction in a narrow pilot tunnel in traditional construction and greatly improving construction efficiency. Finally, through the layered construction process, the effective connection of the left and right tunnels and the partition wall structure is achieved, forming a stable overall structural system for the continuous arch tunnel. Especially in the surrounding rock stability assessment stage, the multi-parameter fitting model establishes a scientific evaluation system by comprehensively analyzing multiple parameters such as soil density, water content, compressibility coefficient, compressive strength, elastic modulus, and Poisson's ratio. This makes the selection of support parameters more precise and avoids the subjectivity of traditional empirical methods. Simultaneously, this method eliminates the intermediate pilot tunnel construction stage, directly using standardized pre-reserved space for intermediate partition wall construction, which not only saves engineering materials but also significantly shortens the construction period. In practical applications, this method can shorten the construction period of a 26-meter-long continuous arch tunnel section by approximately one month and save about 280,000 yuan in construction costs, demonstrating its significant advantages in engineering practice. Throughout the construction process, the connections between various procedures are more compact, there is less interference between procedures, and the construction quality is more guaranteed, providing a new, efficient, and economical method for continuous arch tunnel construction.

[0032] In one specific embodiment, the process of performing step S101 may specifically include the following steps:

[0033] (1) Obtain basic geological data such as soil density, water content, compressibility coefficient, compressive strength, elastic modulus and Poisson's ratio by drilling and sampling, and establish a geological parameter database;

[0034] (2) Discretize the data in the geological parameter database to generate a geological parameter distribution map;

[0035] (3) Based on the geological parameter distribution map, the surrounding rock grade is classified to obtain surrounding rock zoning data;

[0036] (4) Establish a surrounding rock stability evaluation matrix using surrounding rock zoning data;

[0037] (5) Input the surrounding rock stability evaluation matrix into the multi-parameter fitting model to generate the surrounding rock stability index;

[0038] (6) Determine the key technical parameters of support parameters, excavation step distance, thickness of central partition wall, lining thickness, anchor length and anchor spacing based on the surrounding rock stability index, and form a set of tunnel construction control parameters.

[0039] Specifically, drilling sampling points are arranged in a grid pattern, with one drilling point every 100 meters longitudinally and a lateral spacing of 50 meters. The drilling depth must reach 20 meters below the tunnel excavation face to ensure the integrity of the collected data. When obtaining soil and rock density through drilling, cylindrical rock core samples with a diameter of 10 cm are taken, weighed, and their density value is obtained by dividing by their volume. Moisture content is determined using the drying method, where samples are dried at 105℃ for 24 hours, and the ratio of water loss to dry weight is calculated. The compressibility coefficient is obtained through consolidation tests, measuring the compression deformation of the samples under different pressure levels. Compressive strength is determined using a rock compression testing machine, where rock core samples are processed into cylinders with a height-to-diameter ratio of 2:1 for uniaxial compression tests. The elastic modulus and Poisson's ratio are obtained by measuring the axial and lateral deformation of the rock samples under stress using strain gauges. When discretizing the collected geological data, continuous geological parameter values ​​are first discretized into several intervals. Taking soil and rock density as an example, the intervals are 2.0-3.0 g / cm³. 3 The range is divided into 10 equally spaced intervals. For the compressibility coefficient, the range of 0.1-1.0 MPa⁻¹ is also divided into 10 intervals. Compressive strength is divided into intervals of 20 MPa. This discretized data facilitates the creation of geological parameter distribution maps, which use contour lines to represent the spatial distribution patterns of each parameter.

[0040] The classification of surrounding rock grades is based on geological parameter distribution maps, mainly considering three aspects: hardness coefficient, integrity index, and weathering degree. The hardness coefficient is determined by compressive strength: greater than 50 MPa is hard rock, 15-50 MPa is medium-hard rock, and less than 15 MPa is soft rock. The integrity index is determined by the development of joints and fractures: fewer than 3 fractures per meter of core are considered intact, 3-10 are relatively intact, 10-20 are relatively broken, and more than 20 are broken. The weathering degree is determined by the color of the rock surface and the degree of change in mineral composition. Combining these indicators, the surrounding rock is classified into grades I-VI, forming surrounding rock zoning data. The surrounding rock stability evaluation matrix structure is a 6×6 matrix, where rows represent different evaluation indicators, and columns represent the weight coefficients of each indicator. Evaluation indicators include: rock mass strength, joint development degree, groundwater development, rock mass structure, weathering degree, and initial geostress state. The weight coefficient of each indicator is determined using the analytic hierarchy process (AHP), considering the influence of each indicator on the stability of the surrounding rock.

[0041] After inputting the evaluation matrix into the multi-parameter fitting model, principal component analysis was used to extract the main influencing factors. A correlation threshold was set in the model; when the correlation coefficient between two parameters was greater than 0.8, the parameter with the more significant influence was selected. After eigenvalue decomposition and eigenvector calculation, the surrounding rock stability index was obtained, with a value ranging from 0 to 100. A graded correspondence principle was adopted when determining construction parameters based on the surrounding rock stability index. When the stability index was greater than 80, the support parameters were: I-beam support spacing of 1.0 meter and shotcrete thickness of 15 cm. When the stability index was between 60 and 80: the support spacing was reduced to 0.8 meters, and the shotcrete thickness was increased to 20 cm. When the stability index was less than 60: the support spacing was further reduced to 0.6 meters, and the shotcrete thickness was increased to 25 cm. The excavation step distance decreased with the decrease in stability index, gradually decreasing from 2.0 meters to 1.0 meter. The thickness of the central partition wall was determined based on the stability index and the tunnel span, generally 60-80 cm. The lining thickness also varies with the stability index, ranging from 30 to 50 centimeters. The length and spacing of the anchor bolts are also adjusted accordingly, with the length ranging from 3 to 6 meters and the spacing ranging from 0.8 to 1.5 meters.

[0042] For example, raw data obtained through drilling shows that the compressive strength of the surrounding rock in this tunnel section is 35 MPa, with 8 joints per meter in the core sample, and moderate groundwater development. After discretization, the integrity index of this section of surrounding rock is 65 points, corresponding to a relatively intact rock mass. Inputting these data into the evaluation matrix, the calculated stability index of the surrounding rock is 75, belonging to medium-stability surrounding rock. Based on this, the construction parameters are determined as follows: I-beam support spacing 0.8 meters, shotcrete thickness 20 cm, excavation step distance 1.5 meters, central partition wall thickness 70 cm, lining thickness 40 cm, anchor bolt length 4 meters, and spacing 1.2 meters.

[0043] In one specific embodiment, the process of performing step S102 may specifically include the following steps:

[0044] (1) Generate a right tunnel cross-section partition map based on the tunnel construction control parameter set and mark the boundary line between the upper and lower steps;

[0045] (2) Based on the right tunnel cross-section partition map, a drilling and blasting hole network is laid out to form a drilling and blasting parameter table;

[0046] (3) Input the drilling and blasting parameter table into the smooth blasting device to generate blasting control data;

[0047] (4) Excavate the upper bench according to the blasting control data to obtain the upper excavation outline;

[0048] (5) Excavate the lower bench according to the blasting control data to form the lower excavation outline;

[0049] (6) Trim the upper and lower excavation outlines to form the initial cross-section of the right tunnel.

[0050] Specifically, during the right tunnel excavation phase, a cross-sectional zoning map is first generated based on the tunnel construction control parameter set. The zoning map generation process involves dividing the tunnel cross-section into upper and lower steps according to the excavation sequence, with the upper step accounting for 60% of the total height and the lower step for 40%. When marking the boundary line, a horizontal boundary line is drawn at a position 60% of the total height upwards from the tunnel center point, dividing the cross-section into upper and lower areas. The layout of the borehole network is based on the right tunnel cross-sectional zoning map, with boreholes arranged according to the characteristics of different areas. Peripheral holes employ smooth blasting technology, with a hole spacing of 50 cm and a hole depth of 4 meters. Cut holes are located at the center of the excavation face, using wedge-shaped cuts, arranged in a V-shape with a hole spacing of 80 cm. Auxiliary holes are arranged between the cut holes and peripheral holes, with a hole spacing of 70 cm. Based on the borehole layout, a drilling and blasting parameter table is compiled, recording the specific location coordinates, hole depth, charge quantity, and number of detonator segments for each blast hole.

[0051] After the drilling and blasting parameter table is input into the smooth blasting device, the device calculates the precise charge amount for each blasting hole based on the input parameters. The charge amount for peripheral smooth blasting holes is 0.4-0.6 kg / m, using an intermittent charging structure. The charge amount for cut holes is 1.0-1.2 kg / m, using continuous charging. The charge amount for auxiliary holes is 0.8-1.0 kg / m, also using continuous charging. The blasting control data includes specific parameters such as charge amount, detonation sequence, and micro-delay interval. During upper bench excavation, blasting is carried out according to the detonation sequence in the blasting control data. First, the cut holes are detonated with a micro-delay interval of 25 milliseconds, followed by the auxiliary holes with an interval of 50 milliseconds, and finally the peripheral holes with an interval of 75 milliseconds. This detonation sequence ensures the smoothness of the excavation profile. Over-excavation is strictly controlled during the excavation process, with over-excavation of the upper excavation profile controlled within 10 cm.

[0052] The lower bench excavation uses the same blasting control parameters as the upper bench, but the charge is appropriately reduced due to fewer constraints. Controlling the lower excavation profile is more critical, as it affects the subsequent invert construction quality. Measurements are taken immediately after blasting to ensure the accuracy of the lower excavation profile. The upper and lower excavation profiles are then connected and adjusted. Loose rock blocks are removed mechanically, and any over- or under-excavated areas are corrected. After profile correction, cross-sectional measurements are performed to ensure the deviation between the excavation profile and the design profile is within acceptable limits, thus forming a regular initial cross-section for the right tunnel.

[0053] Taking the excavation of the right tunnel of a multi-arch tunnel as an example: the tunnel excavation cross-section is 11 meters high and 12 meters wide. Divided into 60% sections, the upper bench height is 6.6 meters and the lower bench height is 4.4 meters. Eighty smooth blasting holes were arranged around the perimeter, 15 cut holes in the cut area, and 45 auxiliary holes in the auxiliary area. During charging, the perimeter holes used intermittent charging with 32 mm diameter explosive cartridges, 0.5 kg of explosive per meter of hole, and a charge length of 3.5 meters. The cut holes used continuous charging with 1.1 kg of explosive per meter of hole, and a charge length of 3.8 meters. The auxiliary holes used a charge of 0.9 kg / meter, with a charge length of 3.6 meters. After blasting, total station measurements showed that the maximum deviation between the excavation outline and the design outline was 8 cm, within the allowable deviation range. After mechanical adjustment, a standard initial cross-section of the right tunnel was formed.

[0054] In one specific embodiment, the process of performing step S103 may specifically include the following steps:

[0055] (1) Generate the fabrication drawing of the I-beam arch frame based on the outline dimensions of the initial cross section of the right tunnel, and fabricate the I-beam support frame;

[0056] (2) Install the I-beam support frame at the initial section of the right tunnel according to the preset spacing to form the primary support frame;

[0057] (3) Concrete is sprayed onto the primary support frame through a layered spraying process to generate the basic support layer;

[0058] (4) System anchoring is carried out on the basic support layer according to the anchor bolt layout diagram to form a composite support structure;

[0059] (5) Conduct strength testing and analysis on the composite support structure to generate support quality data;

[0060] (6) Based on the support quality data, secondary reinforced concrete lining was carried out to construct a stable support system for the right tunnel.

[0061] Specifically, the first step in the construction of the support structure is to generate a fabrication drawing for the I-beam arch frame based on the initial cross-sectional dimensions of the right tunnel. The selection of the I-beam arch frame is based on the tunnel span and surrounding rock conditions; for a 12-meter span cross-section, 25a type I-beams are selected. The fabrication drawing needs to consider the overall shape of the arch frame, including the arch, sidewalls, and reserved deformation allowance. The reserved deformation allowance for the arch frame is 1% of the design height of the arch crown, and the pre-camber of the crown is 1 / 100 of the span. The I-beam support frame consists of main arch frames, transverse connectors, and longitudinal connectors. The main arch frames are spaced 60 cm apart. The transverse connectors use No. 16 channel steel, and the longitudinal connectors use No. 14 angle steel. When installing the I-beam support frame, the cross-section is first laid out, and the arch frame installation position is marked every 60 cm along the excavation outline. Before the arch frame is in place, positioning reinforcement bars are driven at the predetermined positions. Each positioning reinforcement bar is 80 cm long, with 30 cm exposed. The I-beam support frame is installed in sections: first the arch section, then the side wall sections, with each section connected by M20 high-strength bolts. During installation, a theodolite is used for measurement and calibration to ensure the arch frame's horizontal position and elevation meet design requirements. After the arch frame is in place, transverse and longitudinal connectors are immediately welded to form the overall primary support frame.

[0062] A layered shotcrete process was used to spray concrete onto the primary support frame. The concrete strength grade was C25, the water-cement ratio was controlled at 0.4-0.45, and 5% quick-setting agent was added. The spraying was done in three layers: the first layer was 8 cm thick, mainly filling the gaps behind the arch frame; the second layer was also 8 cm thick, with a reinforcing mesh installed. The system consists of two layers with an overlap of at least 30 cm; the third layer is 9 cm thick, forming the foundation support layer. The interval between each sprayed layer should be at least 4 hours to ensure the previous layer has sufficient strength. During system anchoring, the anchor positions are marked on the foundation support layer according to the anchor layout diagram. Anchors are used... Hollow grouting anchor bolts, 4 meters long, spaced 1.2 meters x 1.2 meters in a quincunx pattern. The drilled holes are 40 mm in diameter with an upward inclination of 15°. Grouting is performed after installation, with a grouting pressure of 0.3-0.5 MPa and a cement mortar grouting material with a water-cement ratio of 0.45. Approximately 8-10 liters of grout are injected into each anchor bolt. After the grouting material has cured, a tensile test is conducted on the anchor bolts, requiring an anchoring force of no less than 120 kN.

[0063] The strength testing of the composite support structure includes concrete strength testing and overall stability testing. Concrete strength is tested using the rebound method, with three cross-sections measured every 10 meters, and ten points measured at each cross-section. Convergence monitoring points and stress monitoring points are also installed, with five monitoring points at each 10-meter cross-section. A support quality data report is generated by analyzing the test data, including concrete strength values, surrounding rock deformation values, and support structure stress values. Before secondary lining construction, the support quality data is analyzed to determine the lining parameters. The lining uses a reinforced concrete structure with a concrete strength grade of C30 and a lining thickness of 50 cm. The main reinforcement uses... Double-layer arrangement, structural reinforcement Hydraulic lining trolleys were used for construction, with each pour being 12 meters long. The concrete strength had to reach 75% of the design strength before the trolleys moved. After the lining was completed, a waterproof layer was applied to form a stable support system for the right tunnel.

[0064] For example: The right tunnel of a certain arch tunnel has a cross-section width of 12 meters and a height of 11 meters, with surrounding rock classified as Class III. The I-beam support frame uses type 25a steel with a spacing of 60 centimeters. The total thickness of the initial support shotcrete is 25 centimeters, and the rebound test shows a strength of 31.5 MPa after 28 days. Anchor bolts are used... Hollow anchor bolts, 4 meters long and spaced 1.2 meters × 1.2 meters apart, had an average anchoring force of 135 kN. The maximum deformation observed during convergence was 32 mm, and the structure stabilized after 28 days. Based on these monitoring data, the secondary lining thickness was determined to be 50 cm, with a concrete strength grade of C30, thus forming a stable support system for the right tunnel.

[0065] In one specific embodiment, the process of executing step S104 may specifically include the following steps:

[0066] (1) Extract the coordinates of the reference control points from the right tunnel stabilization support system to generate the positioning parameters of the left tunnel;

[0067] (2) The position of the central partition wall axis is determined by the positioning parameters of the left opening, forming a boundary diagram of the reserved groove;

[0068] (3) Arrange control blasting holes according to the reserved slot boundary diagram to generate a precise blasting grid;

[0069] (4) Design a delayed detonation sequence according to the precise blasting grid to form a blasting control scheme;

[0070] (5) Smooth blasting is carried out based on the blasting control scheme to obtain the initial outline of the reserved groove;

[0071] (6) Mechanically trim the initial outline of the reserved slot to form a standardized reserved space.

[0072] Specifically, the construction of the reserved slot for the central partition wall begins with extracting the coordinates of benchmark control points from the right tunnel's stable support system. Using a total station, control points are set at 5-meter intervals along the right tunnel arch and at 3-meter intervals along the sidewalls. The three-dimensional coordinates of each control point are measured and recorded to form a coordinate dataset. These coordinate points are connected to form the right tunnel outline, and combined with the tunnel design axis, the positioning parameters for the left tunnel are generated. The left tunnel positioning parameters include the left tunnel axis coordinates, design cross-sectional dimensions, and reserved deformation. Based on the left tunnel positioning parameters, the axis of the central partition wall is calibrated, located at the center between the left and right tunnels. The drawing of the reserved slot boundary diagram needs to consider the design thickness of the central partition wall and construction errors; the slot width is designed to be the thickness of the central partition wall plus a 20-centimeter construction allowance. The reserved slot boundary diagram includes key dimensions such as the slot bottom elevation, sidewall inclination angle, and slot depth. The slot bottom elevation is consistent with the tunnel design floor elevation, the sidewalls are set vertically, and the slot depth is determined based on the height of the central partition wall.

[0073] After the boundary map of the reserved slot is completed, the control blasting holes are arranged. A smooth blasting hole, 4 meters deep, is placed every 30 cm along the outline of the reserved slot, with its inclination parallel to the sidewall of the slot. Auxiliary holes are arranged internally, spaced 60 cm apart, forming a precise blasting grid. The blasting grid divides the entire reserved slot area into several small units, each marked with the drilling location, depth, and charge amount. The delayed detonation sequence is designed based on the precise blasting grid, using a row-by-row detonation method. The blasting area is divided into multiple detonation zones, and the blasting holes within each zone are detonated sequentially from the center outwards. The detonation time interval between adjacent blasting holes is 25 milliseconds, and the detonation interval between adjacent zones is 50 milliseconds. The blasting control scheme details the number of detonation stages, charge structure, and detonation time for each blasting hole.

[0074] During smooth blasting, directional charging technology is used in the peripheral blasting holes, with the charge rate controlled at 0.3-0.4 kg / m and the charging structure being interval charging. A dedicated spacer is used for the charge interval, with a length of 20 cm. The charge rate in the internal auxiliary holes is 0.6-0.8 kg / m, using continuous charging. The initial outline of the pre-excavated trench formed after blasting basically meets the design requirements, with over-excavation controlled within 10 cm. The outline of the pre-excavated trench is trimmed mechanically, using a hydraulic breaker and pneumatic pick to remove loose rock blocks and trim any over-excavated or under-excavated areas. Special care is taken to protect the completed right tunnel support structure during the trimming process to avoid vibration damage. After trimming, cross-sectional measurements are performed to ensure that the width, depth, and flatness of the pre-excavated trench meet the design requirements, forming a standardized pre-excavated space.

[0075] For example, during the construction of the pre-reserved slot for the central partition wall in a certain arch tunnel, the designed thickness of the central partition wall was 60 cm, the width of the pre-reserved slot was 80 cm, and the depth was 11 m. 75 smooth blasting holes were arranged along the outline of the pre-reserved slot, with a hole spacing of 30 cm, and 35 auxiliary holes were arranged inside. The charge rate for the smooth blasting holes was 0.35 kg / m, using 20 cm long spacers for interval charging. MS8 series millisecond detonators were used for blasting, with a detonation interval of 25 milliseconds between adjacent holes, divided into 5 detonation zones. After blasting, measurements showed that the maximum deviation between the pre-reserved slot outline and the design line was 8 cm. After mechanical adjustment, the required standardized pre-reserved space was achieved. This precisely controlled construction method ensured the standardization of the central partition wall construction space, creating favorable conditions for subsequent construction.

[0076] In one specific embodiment, the process of executing step S105 may specifically include the following steps:

[0077] (1) Generate a flowchart of the left tunnel excavation based on the standardized reserved space to form a construction sequence plan;

[0078] (2) The basic outline of the left tunnel was obtained by step excavation through the construction sequence scheme;

[0079] (3) Construct the support structure for the left tunnel according to the support parameters of the right tunnel, based on the basic outline of the left tunnel, to generate the support system for the left tunnel.

[0080] (4) Lay out the steel mesh of the central partition wall in the standardized reserved space to form a skeleton structure;

[0081] (5) Connect the skeleton structure with the left tunnel support system to construct the middle partition wall structure;

[0082] (6) The central partition wall structure is connected to the right tunnel stability support system by waterproof material to obtain the overall structure system of the continuous arch tunnel.

[0083] Specifically, the left tunnel cross-section was divided into upper and lower benches at a ratio of 60% and 40%, respectively. Considering the location of the standardized reserved space, the excavation sequence proceeded from the side furthest from the reserved space towards it. The construction sequence plan included specific details such as excavation advance, support sequence, and construction process connections. The advance per cycle was determined according to the surrounding rock grade, generally controlled at around 2 meters. The bench excavation was strictly carried out according to the construction sequence plan. Smooth blasting technology was used for the upper bench excavation, with a blast hole spacing of 50 cm and a charge of 0.4 kg / m. During the lower bench excavation, due to the constraints of the existing upper bench support structure, the blasting parameters were adjusted accordingly, and the charge of the peripheral holes was reduced to 0.3 kg / m. During the excavation process, the status of the constructed standardized reserved space was closely monitored, and the deformation of the reserved space was monitored in real time. The formation of the basic outline of the left tunnel required precise control of over-excavation, especially the outline line near the reserved space.

[0084] The left tunnel support structure uses the same support parameters as the right tunnel to ensure structural stress symmetry. The I-beam support frame is spaced 60 cm apart and uses 25a steel. Shotcrete is applied in three layers with a total thickness of 25 cm: 8 cm for the first layer, 8 cm for the second, and 9 cm for the third. The steel supports are connected using No. 14 angle steel to form an integrated load-bearing system. Reinforcing bars for the central partition wall are pre-installed on the support structure near the reserved space to prepare for subsequent structural connections. The placement of the central partition wall reinforcement mesh is a crucial step in the entire construction process. A double-layer reinforcement mesh is laid within the standardized reserved space, with main bars using 32 mm diameter steel bars spaced 20 cm apart, and stirrups with a diameter of 12 mm spaced 30 cm apart. The reinforcement mesh dimensions are strictly processed according to the design drawings to ensure geometric accuracy. Reinforcing bars are installed at the connection between the central partition wall and the arch wall to ensure the structural strength of the joint.

[0085] The connection between the skeleton structure and the left-side support system is achieved through welding. First, the connection surfaces are cleaned to ensure welding quality. The main reinforcement bars are lap-welded, with a lap length of no less than 35 times the bar diameter. All connection points between the stirrups and main reinforcement bars are fully welded, with a weld length of no less than 10 times the stirrup diameter. During the connection process, it is crucial to control welding deformation to ensure the structural integrity. The final step is the waterproofing layer construction and structural connection. A 2mm thick waterproof coating is applied to both sides of the central partition wall. Then, waterproof membrane is laid, with an overlap width of no less than 10cm. The waterproofing layer extends 50cm to both sides of the opening walls to ensure the overall waterproofing performance of the structure. The concrete pouring for the central partition wall is carried out in sections, each 3 meters high, using C35 concrete, and compacted using an immersion vibrator during pouring.

[0086] For example, during the construction of a certain arch tunnel, the left tunnel section was 12 meters wide and 11 meters high, with an upper bench height of 6.6 meters and a lower bench height of 4.4 meters. The excavation cycle advance was 2 meters, using 80 smooth blasting holes and 45 auxiliary holes per cycle. The support structure used 25a type I-beams spaced 60 centimeters apart, and C25 shotcrete with a total thickness of 25 centimeters. The central partition wall's reinforcing mesh was arranged in a double layer, with main bars of 32 mm diameter spaced 20 centimeters apart and stirrups of 12 mm diameter spaced 30 centimeters apart. The central partition wall's concrete strength grade was C35, and it was poured in 6 sections. Through this meticulous construction process, a stable and well-integrated arch tunnel structural system was formed.

[0087] In one specific embodiment, the process of executing step S106 may specifically include the following steps:

[0088] (1) Perform positioning measurements on the skeleton structure and generate a coordinate table of connection points;

[0089] (2) Determine the connection positions of the main reinforcement bars based on the connection point coordinate table and form a connection layout diagram;

[0090] (3) Lay out shear reinforcement according to the connection layout diagram to obtain the stress skeleton;

[0091] (4) Weld the connection points of the load-bearing frame and the left tunnel support system to form an overall frame;

[0092] (5) Tie horizontally distributed reinforcing bars on the overall frame to form a reinforced grid;

[0093] (6) The reinforcement grid is poured in sections to construct the central partition wall structure.

[0094] Specifically, a total station was used to set up measurement control points every 1 meter within the reserved space, and the coordinates of the control points were relative to the axes of the left and right tunnels. Each control point was marked with a crosshair to indicate the longitudinal positioning line and the transverse connection line. A connection point coordinate table containing the three-dimensional coordinates and relative elevation of each control point served as a reference for subsequent construction. Based on the connection point coordinate table, the connection positions of the main reinforcement bars were determined. The main reinforcement bars used were 32 mm diameter steel bars, arranged longitudinally at 20 cm intervals. Based on the measured coordinate points, the connection positions of the main reinforcement bars and the support structures of the left and right tunnels were marked, forming a connection layout diagram. The layout diagram indicated the specific location, connection method, and lap length of each connection point, as well as the bending angle and bending position of the steel bars.

[0095] The shear reinforcement bars are laid out according to the connection layout diagram. The shear reinforcement bars are 12 mm in diameter, spaced 30 cm apart, and arranged in a staggered pattern. The intersections of the shear reinforcement bars and the main reinforcement bars are double-sided welded, with the weld length not less than 6 times the diameter of the reinforcement bar. At the connection between the central partition wall and the arch wall, a reinforced zone is created, reducing the spacing of the shear reinforcement bars to 20 cm to form a load-bearing skeleton. When connecting the load-bearing skeleton to the left tunnel support system, E50 type welding rods are used, with a welding current of 280-320 amperes. The connection point welding adopts a symmetrical welding method, first spot welding and fixing in the middle, then full welding in sections. The welds must be full, uniform, and free of cracks and porosity. After welding, the welds are ground to ensure a smooth surface.

[0096] Horizontal distribution reinforcement bars, using 16mm diameter steel bars spaced 25cm apart, are tied to the overall frame. The intersections of the distribution bars and main reinforcement bars are double-tied with 2mm diameter special binding wire. To ensure the overall rigidity of the skeleton, an additional layer of protective reinforcement bars is added outside the horizontal distribution bars, forming a reinforcing grid. When pouring the reinforcing grid in sections, each section is controlled to a height of 3 meters, using C35 concrete with a water-cement ratio of 0.45. During pouring, an immersion vibrator is used for compaction, with a vibration time controlled at 30-40 seconds. To prevent concrete segregation, the pouring height does not exceed 2 meters. Measurements and monitoring are conducted simultaneously during pouring to observe structural deformation in real time. After pouring, the concrete is kept moist for at least 14 days to form a stable central partition wall structure.

[0097] For example, during the construction of the central partition wall in a multi-arch tunnel, 22 measurement control points were set up within the reserved space, forming a coordinate table of connection points. Based on this table, 110 main reinforcing bars were laid out, each 11.2 meters long, with a 1.12-meter lap length at the joints. A total of 330 shear reinforcement bars were laid, densely packed within 20 centimeters of the arch wall joints. Welding was completed at 660 joints, with each weld no less than 72 millimeters long. 45 layers of horizontal distribution reinforcement were laid, each layer 12 meters long. Concrete pouring was completed in four sections, each 3 meters high, with a total volume of 156 cubic meters. Through strict quality control of each construction process, a structurally reliable central partition wall system was formed.

[0098] The above describes the zero-clearance construction method for twin-arch tunnels in the embodiments of this application. The following describes the zero-clearance construction system for twin-arch tunnels in the embodiments of this application. Please refer to [link / reference]. Figure 2 One embodiment of the zero-clearance construction system for arch tunnels in this application includes:

[0099] A module is established to evaluate the geological parameters of the construction area of ​​the arch tunnel based on geological drilling data. A surrounding rock stability index system is established through a multi-parameter fitting model to obtain the set of tunnel construction control parameters.

[0100] The excavation module is used to excavate the right tunnel in segments according to the tunnel construction control parameter set, and to control the excavation outline by the step method to form the initial cross-section of the right tunnel.

[0101] The construction module is used to construct the support structure based on the initial cross-section of the right tunnel, and adopts a steel arch frame-sprayed concrete combined support method to construct a stable support system for the right tunnel;

[0102] The control module is used to design a partition wall pre-reserved slot in the excavation face of the left tunnel based on the right tunnel stable support system, and to form a standardized reserved space by controlling blasting.

[0103] The construction module is used to excavate the main body of the left tunnel according to the standardized reserved space, and obtain the overall structural system of the continuous arch tunnel through layered construction process.

[0104] Through the collaborative efforts of the aforementioned components, this zero-clearance construction method for the continuous arch tunnel establishes a rock stability index system using a multi-parameter fitting model. This accurately assesses the geological conditions of the construction area, providing reliable parameter basis for subsequent construction and avoiding the problem of inappropriate support parameter selection due to inaccurate geological assessment in traditional construction. When using the bench method for right tunnel excavation, precise control of the excavation profile significantly reduces over-excavation, ensuring the self-stabilizing capacity of the surrounding rock and providing a regular construction surface for subsequent support structure construction. The application of the steel arch frame-sprayed concrete combined support method fully leverages the synergistic effect of various support structures, forming a stable composite support system and effectively controlling surrounding rock deformation. When designing the partition wall pre-reserved slot in the left tunnel excavation face, standardized pre-reserved space is formed by controlled blasting, avoiding the predicament of construction in narrow pilot tunnels in traditional construction and greatly improving construction efficiency. Finally, through layered construction technology, the effective connection of the left and right tunnels and the partition wall structure is achieved, forming a stable overall structural system for the continuous arch tunnel. Especially in the surrounding rock stability assessment stage, the multi-parameter fitting model establishes a scientific evaluation system by comprehensively analyzing multiple parameters such as soil density, water content, compressibility coefficient, compressive strength, elastic modulus, and Poisson's ratio. This makes the selection of support parameters more precise and avoids the subjectivity of traditional empirical methods. Simultaneously, this method eliminates the intermediate pilot tunnel construction stage, directly using standardized pre-reserved space for intermediate partition wall construction, which not only saves engineering materials but also significantly shortens the construction period. In practical applications, this method can shorten the construction period of a 26-meter-long continuous arch tunnel section by approximately one month and save about 280,000 yuan in construction costs, demonstrating its significant advantages in engineering practice. Throughout the construction process, the connections between various procedures are more compact, there is less interference between procedures, and the construction quality is more guaranteed, providing a new, efficient, and economical method for continuous arch tunnel construction.

[0105] Reference Figure 3This invention also provides a computer device, which can be a server, and its internal structure can be as follows: Figure 3 As shown, the computer device includes a processor, memory, display screen, input device, network interface, and database connected via a system bus. The processor provides computing and control capabilities. The memory includes a non-volatile storage medium and internal memory. The non-volatile storage medium stores the operating system, computer programs, and database. The internal memory provides an environment for the operation of the operating system and computer programs in the non-volatile storage medium. The database stores the data corresponding to this embodiment. The network interface is used to communicate with external terminals via a network connection. When the computer program is executed by the processor, it implements the above-described method.

[0106] Those skilled in the art will understand that Figure 3 The structures shown are merely block diagrams of some structures related to the present invention and do not constitute a limitation on the computer devices on which the present invention is applied.

[0107] An embodiment of the present invention also provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the above-described method. It is understood that the computer-readable storage medium in this embodiment can be a volatile readable storage medium or a non-volatile readable storage medium.

[0108] Those skilled in the art will understand that all or part of the processes in the methods of the above embodiments can be implemented by a computer program instructing related hardware. The computer program can be stored in a non-volatile computer-readable storage medium. When executed, the computer program can include the processes of the embodiments of the above methods. Any references to memory, storage, databases, or other media used in the present invention and embodiments can include non-volatile and / or volatile memory. Non-volatile memory can include read-only memory (ROM), programmable ROM (PROM), electrically programmable ROM (EPROM), electrically erasable programmable ROM (EEPROM), or flash memory. Volatile memory can include random access memory (RAM) or external cache memory. By way of illustration and not limitation, RAM is available in various forms, such as static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), dual-rate SDRAM (SSRSDRAM), enhanced SDRAM (ESDRAM), synchronous link DRAM (SLDRAM), Rambus direct RAM (RDRAM), direct memory bus dynamic RAM (DRDRAM), and memory bus dynamic RAM, etc.

[0109] Those skilled in the art will clearly understand that, for the sake of convenience and brevity, the specific working processes of the systems and units described above can be referred to the corresponding processes in the foregoing method embodiments, and will not be repeated here.

[0110] If the integrated unit is implemented as a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, in essence, or the part that contributes to the prior art, or all or part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of the present invention. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0111] The above-described embodiments are only used to illustrate the technical solutions of this application, and are not intended to limit them. Although this application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of this application.

Claims

1. A method for constructing a continuous arch tunnel with zero clearance, characterized in that, The zero-clearance construction method for the continuous arch tunnel includes: Based on geological drilling data, geological parameters of the construction area of ​​the arch tunnel were evaluated, and a rock stability index system was established through a multi-parameter fitting model to obtain the set of tunnel construction control parameters. Based on the aforementioned tunnel construction control parameter set, the right tunnel was excavated in segments, and the excavation profile was controlled by the bench method to form the initial cross-section of the right tunnel. Based on the initial cross-section of the right tunnel, the support structure was constructed, and a steel arch frame-sprayed concrete combined support method was adopted to build a stable support system for the right tunnel. Using the right tunnel stabilization support system as a benchmark, a partition wall pre-reserved slot is designed on the left tunnel excavation face. A standardized reserved space is formed through controlled blasting, including: extracting benchmark control point coordinates from the right tunnel stabilization support system to generate left tunnel positioning parameters; calibrating the partition wall axis position using the left tunnel positioning parameters to form a reserved slot boundary map; arranging control blasting holes according to the reserved slot boundary map to generate a precise blasting grid; designing a delayed detonation sequence according to the precise blasting grid to form a blasting control scheme; performing smooth blasting based on the blasting control scheme to obtain the initial outline of the reserved slot; and mechanically trimming the initial outline of the reserved slot to form the standardized reserved space. The main excavation of the left tunnel was carried out according to the standardized reserved space, and the overall structure system of the continuous arch tunnel was obtained through layered construction process.

2. The zero-clearance construction method for a continuous arch tunnel according to claim 1, characterized in that, The geological parameters of the construction area of ​​the arch tunnel are evaluated based on geological drilling data. A rock stability index system is established through a multi-parameter fitting model, resulting in a set of tunnel construction control parameters, including: Basic geological data such as soil density, water content, compressibility coefficient, compressive strength, elastic modulus, and Poisson's ratio are obtained through drilling and sampling, and a geological parameter database is established. The data in the geological parameter database are discretized to generate a geological parameter distribution map; Based on the geological parameter distribution map, the surrounding rock grade is classified to obtain surrounding rock zoning data; A surrounding rock stability evaluation matrix is ​​established using the surrounding rock zoning data; The surrounding rock stability evaluation matrix is ​​input into a multi-parameter fitting model to generate surrounding rock stability indices. Based on the surrounding rock stability index, key technical parameters such as support parameters, excavation step distance, central partition wall thickness, lining thickness, anchor bolt length, and anchor bolt spacing are determined to form the tunnel construction control parameter set.

3. The zero-clearance construction method for a continuous arch tunnel according to claim 1, characterized in that, The right tunnel is excavated in segments according to the tunnel construction control parameter set, and the excavation profile is controlled by the bench method to form the initial cross-section of the right tunnel, including: Based on the set of tunnel construction control parameters, a cross-sectional partition map of the right tunnel is generated, and the boundary line between the upper and lower steps is marked. Based on the right tunnel cross-section partition diagram, a drilling and blasting hole network is laid out to form a drilling and blasting parameter table; The drilling and blasting parameter table is input into the smooth blasting device to generate blasting control data; Based on the blasting control data, the upper bench excavation is carried out to obtain the upper excavation outline; According to the blasting control data, the lower bench excavation is carried out to form the lower excavation outline; The upper excavation outline and the lower excavation outline are trimmed to form the initial cross-section of the right tunnel.

4. The zero-clearance construction method for a continuous arch tunnel according to claim 1, characterized in that, The construction of the support structure based on the initial cross-section of the right tunnel adopts a steel arch frame-sprayed concrete combined support method to construct a stable support system for the right tunnel, including: Based on the outline dimensions of the initial cross-section of the right tunnel, a fabrication drawing for the I-beam arch frame is generated, and the I-beam support frame is fabricated. The I-beam support frame is installed at a preset interval on the initial section of the right tunnel to form a primary support frame. The primary support frame is sprayed with concrete using a layered spraying process to generate the basic support layer. The system is anchored on the basic support layer according to the anchor bolt layout diagram to form a composite support structure. Strength testing and analysis were performed on the composite support structure to generate support quality data; Based on the aforementioned support quality data, secondary reinforced concrete lining was carried out to construct the stable support system for the right tunnel.

5. The zero-clearance construction method for a continuous arch tunnel according to claim 1, characterized in that, The main excavation of the left tunnel is carried out according to the standardized reserved space, and after layered construction process, the overall structural system of the continuous arch tunnel is obtained, including: Based on the standardized reserved space, a flowchart for the excavation of the left tunnel is generated, forming a construction sequence plan; The basic outline of the left tunnel was obtained by performing a stepped excavation using the aforementioned construction sequence scheme. The support structure of the left tunnel is constructed according to the support parameters of the right tunnel, based on the basic outline of the left tunnel, to generate the support system of the left tunnel. A steel mesh for the central partition wall is laid in the standardized reserved space to form a skeleton structure; The skeleton structure is connected to the left tunnel support system to construct the central partition wall structure; The central partition wall structure is connected to the right tunnel stabilization support system using waterproof material to obtain the overall structural system of the continuous arch tunnel.

6. The zero-clearance construction method for a continuous arch tunnel according to claim 5, characterized in that, The process of connecting the skeleton structure with the left-hole support system to construct the central partition wall structure includes: The skeleton structure is positioned and measured to generate a table of connection point coordinates; Based on the connection point coordinate table, the main reinforcement connection positions are determined to form a connection layout diagram; According to the connection layout diagram, shear reinforcement is arranged to obtain the stress-bearing skeleton; The load-bearing frame is welded to the connection point of the left tunnel support system to form an overall frame; Horizontal reinforcing bars are tied to the overall frame to form a reinforcing grid; The reinforcing mesh is poured in sections to construct the central partition wall structure.

7. A zero-clearance construction system for a series-arch tunnel, used to implement the zero-clearance construction method for a series-arch tunnel as described in any one of claims 1-6, characterized in that, The zero-clearance construction system for the twin-arch tunnel includes: A module is established to evaluate the geological parameters of the construction area of ​​the arch tunnel based on geological drilling data. A surrounding rock stability index system is established through a multi-parameter fitting model to obtain the set of tunnel construction control parameters. The excavation module is used to excavate the right tunnel in segments according to the tunnel construction control parameter set, and to control the excavation outline by the step method to form the initial cross-section of the right tunnel. The construction module is used to construct the support structure based on the initial cross-section of the right tunnel, and adopts a steel arch frame-sprayed concrete combined support method to construct a stable support system for the right tunnel; The control module is used to design a partition wall pre-reserved slot on the left tunnel excavation face using the right tunnel stabilization support system as a reference, and to form a standardized reserved space through controlled blasting. The module includes: extracting the coordinates of the reference control points from the right tunnel stabilization support system to generate left tunnel positioning parameters; calibrating the axis position of the partition wall using the left tunnel positioning parameters to form a reserved slot boundary map; arranging control blasting holes according to the reserved slot boundary map to generate a precise blasting grid; designing a delayed detonation sequence according to the precise blasting grid to form a blasting control scheme; performing smooth blasting based on the blasting control scheme to obtain the initial outline of the reserved slot; and mechanically trimming the initial outline of the reserved slot to form the standardized reserved space. The construction module is used to excavate the main body of the left tunnel according to the standardized reserved space, and obtain the overall structural system of the continuous arch tunnel through layered construction process.

8. A computer device, characterized in that, The method includes a memory and a processor, the memory storing a computer program that can run on the processor, characterized in that the processor executes the computer program to implement the zero-clearance construction method for the continuous arch tunnel as described in any one of claims 1 to 6.

9. A computer-readable storage medium having a computer program stored thereon, the computer program causing a processor, when executed by a processor, to perform the zero-clearance construction method for a series-arch tunnel as described in any one of claims 1 to 6.

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