Underground space pipe gallery pipeline installation construction method

Abstract

The invention provides an underground space pipe gallery pipeline installation construction method, and relates to the technical field of pipe gallery pipeline installing.According to the method, a pipe gallery BIM model with the precision reaching + / -5 mm is generated through three-dimensional laser scanning, the track distance is determined in combination with a formula, and millimeter-level butt joint of pipelines is achieved through an automatic hoisting device and a six-degree-of-freedom adjusting mechanism; and the support spacing is optimized through a formula. Modified epoxy resin sealant is adopted for sealing connection, the injection pressure is controlled according to P, and the compressive strength after curing is larger than or equal to 25 MPa. In the construction process, real-time monitoring is conducted through three-dimensional laser scanning, and the efficiency is improved by adopting a jumping type construction sequence. Compared with a traditional method, the method has the advantages that the measuring and positioning error is reduced to the minimum, the time consumption of single-section pipeline installation is shortened, the leakage rate is reduced to zero, the whole life cycle cost is reduced, the method is suitable for complex working conditions such as DN300-DN3000 pipe diameters, soft soil and large gradient, and a high-precision and intelligent construction scheme is provided for underground pipe gallery pipeline installation.

Description

Technical Field

[0001] This invention belongs to the field of pipe gallery installation technology, and more specifically, relates to a construction method for installing pipe galleries in underground spaces. Background Technology

[0002] Underground utility tunnels, as a crucial component of urban infrastructure, serve as centralized installation points for municipal pipelines such as electricity, communications, and gas. Their construction quality directly impacts the safe operation of these vital urban lifelines. With accelerating urbanization, utility tunnel construction is increasingly moving towards larger diameter pipes, deeper burial depths, and complex geological conditions, placing higher demands on installation precision and construction efficiency. Traditional underground utility tunnel installations typically employ a "manual measurement and positioning + segmented hoisting and welding" construction model, relying heavily on the experience of construction workers for key processes such as track laying and pipe connection. This approach is ill-suited to the millimeter-level precision and intelligent construction requirements of modern engineering projects.

[0003] The existing construction technology has the following technical bottlenecks: Insufficient measurement and positioning accuracy: Manual total station measurements are greatly affected by ambient light and human operation. The point cloud data density is usually <20 points / cm², and the deviation of the generated pipeline centerline can reach ±20mm, which cannot meet the requirement of "pipeline installation axis deviation ≤10mm" in GB50838-2015 "Technical Specification for Urban Integrated Pipe Gallery Engineering". Track and support design is based on experience: the track spacing is often determined by the empirical value of "pipe diameter + 1m". For example, the traditional spacing of DN1200 pipe is 2.2m, which leads to the pipe swaying amplitude of ±8mm during hoisting. The support spacing is uniformly 3-4m, without taking into account the weight of the pipe and the material properties. In a certain project, the maximum deformation of DN1500 pipe was measured to be 6.9mm. Outdated docking and sealing processes: The radial deviation of manual hydraulic propulsion docking often exceeds 5mm, and the leakage rate at the interface is as high as 8-12%. In one subway project, water accumulation in the pipe gallery was caused by sealing failure, and the repair cost exceeded the budget by 30%. Low level of automation: The entire process from measurement to support installation involves more than 70% manual participation, and the installation of a single DN1000 pipe section takes up to 4.5 hours. Moreover, the construction efficiency drops sharply under complex working conditions such as soft soil and steep slopes.

[0004] With the "Code for Construction and Acceptance of Underground Integrated Pipe Gallery" (GB / T51274-2017) raising the accuracy requirement for pipeline installation to ±5mm, traditional technologies are no longer sufficient to meet the requirements. Simultaneously, under the "dual carbon" goal, the construction industry is imposing stricter restrictions on construction energy consumption and carbon emissions. The carbon emissions of 1.5tCO2 / km from traditional methods far exceed the industry's green construction standards. Furthermore, urban underground space development is shifting towards "intensive and intelligent" methods. For example, the Beijing Municipal Administrative Center pipe gallery project requires pipe diameters ranging from DN300 to DN3000 and traversing five different geological layers. Traditional construction methods, lacking scientific calculation models and adaptive capabilities, result in a scrap rate as high as 5.6% and a project delay rate exceeding 25% in such complex projects.

[0005] While some improved technologies have incorporated 3D scanning or automated equipment, they haven't formed a systematic solution. For example, using 3D scanning only for post-event inspection (rather than real-time guidance) results in delayed error correction; or simply adding robotic arm docking devices without coordinating the optimization of track spacing and support layout leads to a situation where, although the docking time for a DN2000 pipe in a certain project was reduced to 3.1 hours, the track deformation still reached 4mm, exceeding the safety threshold. Therefore, there is an urgent need to establish a complete technical system encompassing "digital measurement - formulaic design - intelligent construction" to fundamentally solve the industry problems of low accuracy, poor efficiency, and weak adaptability of existing methods. Summary of the Invention

[0006] To address the aforementioned technical problems, this invention provides a method for installing underground utility tunnels to solve these issues.

[0007] The construction method for installing pipelines in underground utility tunnels includes the following steps: a) Measurement and positioning: Three-dimensional laser scanning technology is used to acquire three-dimensional point cloud data of the inner wall of the pipe gallery, and a pipe gallery BIM model with an accuracy of ±5mm is generated. Based on this model, the coordinates of the pipeline centerline are determined. b) Track laying: A double track system is laid on the top of the pipe gallery along the center line of the pipe. The track spacing L satisfies the formula: L=1.2D+0.5, where D is the outer diameter of the pipe (unit: meter). The straightness deviation of the track is ≤2mm / 10m. c) Pipeline hoisting: Using an automatic hoisting device suspended on the dual-track system, the prefabricated pipeline segments are hoisted to the installation position. The positioning accuracy of the hoisting device is ≤±3mm. d) Pipeline docking: A hydraulic propulsion system is used to dock adjacent pipeline segments. During the docking process, a six-degree-of-freedom adjustment mechanism is used to correct positional deviations in real time. Radial deviation ≤ ±2mm, angular deviation ≤ ±0.5°; e) Sealing connection: Install an annular seal at the pipe joint and inject modified epoxy resin sealant through the injection system. Control the curing conditions of the sealant as follows: temperature 20~25℃, relative humidity ≤60%, curing time ≥12 hours. f) Fixed support: An adjustable support structure is installed at the bottom of the pipe. The support spacing S is determined based on the pipe weight G, pipe diameter D, and material elastic modulus E. The calculation formula is as follows: Where I is the moment of inertia of the pipe section and C is the safety factor (valued at 1.2 to 1.5).

[0008] Preferably, the point cloud density of the three-dimensional laser scanning is ≥50 points / cm², the scanning range covers the entire circumference of the inner wall of the pipe gallery and the axial length is ≥20m, and the point cloud data processing adopts the Iterative Closest Point (ICP) algorithm for registration, with a registration error ≤±3mm.

[0009] Preferably, the laying of the dual-track system includes the following steps: Drill holes at intervals L on the top of the utility tunnel, with a hole depth ≥150mm and a hole diameter deviation ≤±2mm. Chemical anchors were implanted, with a pull-out force test value ≥80kN; Install the track base, ensuring the base's levelness is ≤2mm / m; The track connection adopts a sloping transition with a slope of ≤1:10.

[0010] Preferably, during the pipeline hoisting process, the operating speed of the automatic hoisting device is dynamically adjusted according to the weight of the pipeline, and the calculation formula is as follows: (0.2≤V≤0.5m / min), where G is the weight of the pipeline (unit: tons).

[0011] Preferably, in the pipe connection step, the control method for the six-degree-of-freedom adjustment mechanism includes: The distance between the pipe ends is monitored in real time using a laser rangefinder, and the advancing speed is controlled to be ≤5mm / s. An angle sensor is used to monitor the pipe angle deviation, and a PID algorithm is used to adjust the rotating shaft. When the radial deviation is greater than 1.5 mm, the automatic correction program is triggered.

[0012] Preferably, in the sealing connection step, the relationship between the injection pressure P of the modified epoxy resin sealant and the pipe diameter D is: P = 0.05D + 0.3 (MPa), the injection speed is controlled at 0.5~1.0L / min, and the injection volume is 1.1~1.2 times the volume of the sealing cavity.

[0013] Preferably, in the fixed support step, the installation of the adjustable support structure includes: Measure the deviation Δh between the actual elevation and the design elevation of the pipeline; Adjust the support height according to the Δh value, with an adjustment amount of ΔH = Δh ± 1mm; Use a torque wrench to tighten the support bolts, with a torque value of 80~100 N·m.

[0014] Preferably, step g) Construction monitoring: During the pipeline installation process, a 3D laser scanner arranged in the pipe gallery is used for real-time scanning at a frequency of 1 scan per 20m pipeline installation length. The real-time point cloud is compared with the BIM model, and an early warning is triggered when the deviation is >10mm.

[0015] Preferably, the installation sequence of prefabricated pipe segments adopts a "skip-style" construction, that is, the interval between adjacent installation segments is ≥50m, and the construction of the later installation segment must be carried out after the sealant of the previous installation segment has been cured.

[0016] Preferably, the process also includes step h) quality acceptance: pressure testing is performed on the installed pipeline. The test pressure is 1.5 times the design pressure, the pressure holding time is ≥30 minutes, and the pressure drop is ≤0.02MPa. At the same time, ultrasonic testing technology is used to perform 100% inspection of the pipeline welds, and the defect level does not exceed Class I of JB / T4730.3-2005 standard.

[0017] Compared with the prior art, the present invention has the following beneficial effects: In this invention, the measurement and positioning accuracy reaches ±5mm by combining three-dimensional laser scanning with BIM model, which is an improvement over traditional manual measurement. The six-degree-of-freedom adjustment mechanism, combined with PID algorithm, ensures that the radial deviation of the pipe connection is ≤±2mm and the angular deviation is ≤±0.5°, improving the interface fit and significantly reducing the risk of leakage caused by installation errors.

[0018] In this invention, the track spacing formula and the support spacing formula upgrade the construction parameters from "empirical values" to "scientific calculations". The track spacing error rate is ≤2.9%, the deformation of the support structure is reduced, and it is compatible with the full pipe diameter range of DN300-DN3000, thus improving the material utilization rate.

[0019] In this invention, the automatic hoisting device, combined with the "jumping" construction sequence, shortens the installation time of a single pipe section and the overall construction period; it also saves labor costs and reduces material costs.

[0020] In this invention, the modified epoxy resin sealant injection pressure formula P=0.05D+0.3, combined with controlled curing conditions, ensures that the interface penetration coefficient is ≤1×10⁻. 9 m / s, the leakage rate is reduced to 0; the support structure is optimized through material mechanics formulas, and remains stable under complex working conditions such as soft soil and steep slopes, extending the equipment maintenance cycle and reducing the total life cycle cost.

[0021] This invention integrates real-time monitoring via 3D laser scanning (scanning frequency 1 time / 20m) with BIM model comparison, providing automatic warnings when deviations exceed 10mm, thus detecting problems earlier than traditional post-event inspections. The "track + hoisting + docking" automated system, combined with PLC control, reduces manual intervention, improving safety in confined space construction such as subways and integrated utility tunnels, while also reducing carbon emissions compared to traditional methods, aligning with the concept of green building. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the overall process of the present invention. Detailed Implementation

[0023] The embodiments of the present invention will be described in further detail below with reference to the accompanying drawings and examples. The following examples are for illustrative purposes only and should not be construed as limiting the scope of the invention.

[0024] The core steps of this invention include: Measurement and positioning: Three-dimensional laser scanning technology is used to acquire three-dimensional point cloud data of the inner wall of the pipe gallery, and a pipe gallery BIM model with an accuracy of ±5mm is generated. Based on this model, the coordinates of the pipeline centerline are determined. Track laying: A double track system is laid on the top of the pipe gallery along the center line of the pipe. The track spacing L satisfies the formula: L=1.2D+0.5, where D is the outer diameter of the pipe (unit: meter). The straightness deviation of the track is ≤2mm / 10m. Pipeline hoisting: Using an automatic hoisting device suspended on the dual-track system, the prefabricated pipeline segments are hoisted to the installation position. The positioning accuracy of the hoisting device is ≤±3mm. Pipeline docking: A hydraulic propulsion system is used to dock adjacent pipeline segments. During the docking process, a six-degree-of-freedom adjustment mechanism is used to correct positional deviations in real time, with radial deviation ≤ ±2mm and angular deviation ≤ ±0.5°. Sealing connection: Install an annular seal at the pipe joint and inject modified epoxy resin sealant through the injection system. Control the curing conditions of the sealant as follows: temperature 20~25℃, relative humidity ≤60%, curing time ≥12 hours. Fixed support: An adjustable support structure is installed at the bottom of the pipe. The support spacing S is determined based on the pipe weight G, pipe diameter D, and material elastic modulus E. The calculation formula is as follows: Where I is the moment of inertia of the pipe section and C is the safety factor (valued at 1.2 to 1.5).

[0025] Example 1: Installation of DN1200 water supply pipeline in urban integrated utility tunnel: Construction parameters: The pipe has an outer diameter D = 1.2m, a wall thickness of 16mm, a single section length of 12m, and a weight G = 14.5t. The material's elastic modulus E = 2.06 × 10⁻⁶ 5 MPa, moment of inertia of cross section I=π(D 4 -d 4 ) / 64=0.0164m 4 ; Step a) Measurement and positioning: A Riegl VZ-4000 3D laser scanner was used, with a scanning resolution of 50 points / cm², covering the entire circumferential and axial 30m range of the inner wall of the utility tunnel. Point cloud data was processed using Cyclone software, and the Iterative Closest Point (ICP) algorithm was used for registration, with the registration error controlled within ±2.8mm. The generated BIM model was verified using a total station, and the deviation of key control points was ≤±5mm.

[0026] Step b) Track laying: Track spacing L = 1.2 × 1.2 + 0.5 = 1.94m (actually taken as 1.95m); Drill holes at this interval on the top of the pipe rack, with a hole depth of 160mm and a diameter deviation of ±1.5mm. The average pull-out force of the implanted Hilti HVA-R chemical anchor was 85.3 kN. Install the track base, ensuring the levelness is controlled within 1.8mm / m; The track connection adopts a 1:12 slope transition, with a straightness deviation of 1.5mm / 10m.

[0027] Step c) Pipe hoisting: The operating speed of the automatic hoisting device is v=15 / √14.5=3.92m / min (actually controlled at 0.4m / min), and the positioning deviation when hoisting to the installation position is ±2.5mm.

[0028] Step d) Pipe connection: The hydraulic propulsion system propels the vehicle at a speed of 4.8 mm / s; The six-degree-of-freedom adjustment mechanism adjusts in real time using a PID algorithm, ultimately achieving a radial deviation of 1.8mm and an angular deviation of 0.42°. When the radial deviation exceeds 1.5mm, the automatic correction program is activated and the correction is completed within 30 seconds.

[0029] Step e) Sealing connection: The sealant injection pressure P = 0.05 × 1.2 + 0.3 = 0.36 MPa; The glue injection speed is 0.8L / min, and the glue injection volume is 12.5L (sealing cavity volume is 10.8L). Maintenance conditions: Temperature 23℃, relative humidity 55%, maintenance time 14 hours.

[0030] Step f) Fix the support: Support spacing S = √(0.8 × 2.06 × 10) 5 (×0.0164 / 14.5)×1.3=4.78m (actually taken as 4.8m); The measured pipe elevation deviation Δh = +3mm, and the adjusted support height ΔH = 3 + 1 = 4mm; A torque wrench is used to tighten bolts with a torque value of 92 N·m.

[0031] Step g) Construction monitoring: A 3D laser scan was performed every 20m of installation. The maximum deviation compared with the BIM model was 8.7mm, and no warning was triggered.

[0032] Step h) Quality Acceptance: Pressure test: Design pressure 0.8MPa, test pressure 1.2MPa, pressure holding for 35 minutes, pressure drop 0.015MPa; Ultrasonic testing: 100% pass rate for Grade I welds.

[0033] Example 2: Installation of DN800 heating pipeline in industrial park: Construction parameters: The pipe has an outer diameter D = 0.8m, a wall thickness of 12mm, a single section length of 8m, and a weight G = 7.2t. The material's elastic modulus E = 2.06 × 10⁻⁶ 5 MPa, moment of inertia of cross section I=π(D 4 -d 4 ) / 64=0.0038m 4 .

[0034] Key step data: Track spacing: L = 1.2 × 0.8 + 0.5 = 1.46 m (actually taken as 1.45 m); Lifting speed: v = 15 / √7.2 = 5.59 m / min (actually controlled at 0.5 m / min); Sealant pressure: P = 0.05 × 0.8 + 0.3 = 0.34 MPa; Support spacing: S = √(0.8 × 2.06 × 10) 5 ×0.0038 / 7.2)×1.4=4.12m (actually taken as 4.1m).

[0035] Acceptance results: The radial deviation of the mating joint is 1.6 mm, and the angular deviation is 0.35°. Pressure drop during pressure test: 0.012 MPa; The pass rate for Grade I welds is 100%.

[0036] Comparative Example 1: Traditional Construction Method (DN1000 Power Conduit Laying in a Subway Section): Construction parameters: The pipe has an outer diameter D = 1.0m, a wall thickness of 14mm, a single section length of 6m, and a weight G = 8.5t.

[0037] Construction process: Manual measurement and positioning may have an error of approximately ±15mm. The track spacing is empirically set at 2.0m; Manual hoist hoisting, positioning deviation ±8mm; Manual docking resulted in a maximum radial deviation of 5mm and an angular deviation of 1.2°. Rubber ring seal, no pressure control; The support spacing is uniformly 3.5m.

[0038] Acceptance results: Pressure drop during pressure test: 0.05 MPa (3 leakage points); The ultrasonic testing pass rate for Class II welds was 82%. The pipeline installation period is 40% longer than that of Example 1.

[0039] Comparative Example 2: Partial application of the method of this invention (DN1500 rainwater pipe in a municipal utility tunnel): Construction parameters: The pipe has an outer diameter D = 1.5m, a wall thickness of 18mm, a single section length of 10m, and a weight G = 18.2t.

[0040] Construction process: Three-dimensional laser scanning (accuracy ±5mm) is used. The track spacing is taken as 2.5m based on experience (not calculated using a formula); Automatic hoisting device (positioning accuracy ±3mm); Manual docking resulted in a maximum radial deviation of 3.2mm and an angular deviation of 0.8°. The sealant injection pressure is 0.4 MPa (not calculated using a formula). The support spacing is calculated to be 5.2m according to the formula of this invention.

[0041] Acceptance results: Pressure drop during pressure test: 0.03 MPa (leaking point 1); The docking time increased by 25% compared to Example 1; The local deformation of the track reached 4mm (exceeding the allowable value of 2mm).

[0042] Data Comparison and Analysis: Key performance indicator comparison table: Economic benefits: Formula verification experiment: Five pipe diameters, ranging from DN600 to DN2000, were selected. The track spacing L and support spacing S were calculated according to the formula of this invention and compared with traditional empirical values. Track spacing verification: Support spacing verification: (Test conditions: pipe material Q235B, internal pressure 0.6MPa, temperature range -20~60℃): Example 3: Installation of DN600 gas pipeline under special geological conditions: Construction background: A utility tunnel in a mountainous city passes through a soft soil layer with a high groundwater level. The tunnel is buried at a depth of 8m and the soil moisture content is 32%.

[0043] Construction parameters: The pipe has an outer diameter D = 0.6m, a wall thickness of 10mm, a single section length of 6m, and a weight G = 3.8t. The material's elastic modulus E = 2.06 × 10⁻⁶ 5 MPa, moment of inertia of cross section I=π(D 4 -d 4 ) / 64=0.0011m 4 ; Soft soil foundation treatment: A 200mm thick C20 concrete cushion layer is laid at the bottom of the pipe gallery.

[0044] Key steps optimization: Measurement and positioning: A Trimble X7 scanner was used to increase the point cloud density to 80 points / cm². The BIM model was corrected by combining ground-penetrating radar data to compensate for the impact of soft soil settlement (preset settlement amount 5mm).

[0045] Track laying: Track spacing L = 1.2 × 0.6 + 0.5 = 1.22m (actually taken as 1.2m); The chemical anchor insertion depth is increased to 180mm, and the pull-out force test value is ≥90kN; A 5mm thick steel plate pad is added under the track base to control the levelness to ≤1.5mm / m.

[0046] Sealed connection: The sealant injection pressure P = 0.05 × 0.6 + 0.3 = 0.33 MPa; After the adhesive is injected, a 2-hour pressure stabilization and holding process (pressure 0.2MPa) is added to compensate for the effects of soft soil creep.

[0047] Fixed support: Support spacing S = √(0.8 × 2.06 × 10) 5 (×0.0011 / 3.8)×1.5=3.76m (actually taken as 3.8m), and a 100mm×100mm steel pad is added to the bottom of the support structure to reduce the foundation pressure.

[0048] Acceptance results: Monitoring 3 months after installation: Pipe settlement was 4.2mm (preset 5mm), meeting design requirements; Pressure test: Design pressure 0.4MPa, test pressure 0.6MPa, pressure drop 0.01MPa; There was no leakage at the weld and sealing joint, and the airtightness of the PE pipe electrofusion joint was tested (leakage ≤0.05L / min). Example 4: Installation of DN2000 sewage pipeline in a steep slope pipe gallery: Construction parameters: The longitudinal slope of the utility tunnel is 8°, the outer diameter of the pipe is D=2.0m, the wall thickness is 20mm, the length of a single section is 10m, and the weight is G=28.6t. The material's elastic modulus E = 2.06 × 10⁻⁶ 5 MPa, moment of inertia of cross section I=π(D 4 -d 4 ) / 64=0.062m 4 .

[0049] Special process adjustments: Track laying: Track spacing L = 1.2 × 2.0 + 0.5 = 2.9m (actually taken as 2.9m); Anti-slip grooves are added to the track joints, increasing the coefficient of friction in the slope direction to 0.6 (compared to the conventional 0.4).

[0050] Pipeline hoisting: The operating speed is v = 15 / √28.6 = 2.83 m / min (actually controlled at 0.3 m / min). An anti-runaway device (electromagnetic brake) is added, with a braking torque ≥500 N·m.

[0051] Pipe connection: The six-degree-of-freedom adjustment mechanism incorporates a slope compensation algorithm, with the angle deviation control target being ≤±0.3°; The propulsion system pressure is increased by 15% (to 12 MPa) to overcome the influence of the gravitational component.

[0052] Fixed support: Support spacing S = √(0.8 × 2.06 × 10) 5 (×0.062 / 28.6)×1.2=5.78m (actually taken as 5.8m); The supporting structure adopts a diagonal bracing design with an angle of 82° to the horizontal plane, which increases the compressive stiffness by 30%.

[0053] Monitoring data: During hoisting, the pipe slippage is ≤1.5mm (the anti-slip device is effective). After docking, the radial deviation was 1.9mm and the angular deviation was 0.28°. Inspection after six months of operation: the supporting structure was not loose and there was no leakage at the pipe joints.

[0054] Formula universality verification experiment: Experimental design: Seven pipe diameters, ranging from DN300 to DN3000, were selected and tested under three typical geological conditions (soft soil, sandy soil, and rock). Conclusion: The error rate of the formula L=1.2D+0.5 is ≤2.3% under different geological conditions, which is significantly better than the traditional empirical value (error rate 2.3%~13.6%), proving its universality.

[0055] Comparison of the overall performance of different construction methods: This invention achieves a technological breakthrough in underground utility tunnel installation through the following innovative aspects: Three-dimensional digital construction system: The combination of three-dimensional laser scanning (±5mm accuracy) and BIM model solves the problem of large measurement errors in traditional methods, thereby improving positioning accuracy; Formulated parameter design: The track spacing formula L=1.2D+0.5 and the support spacing formula S=√(0.8E・I / G)・C transforms the construction parameters from empirical to scientific, improving the adaptability to different pipe diameters; High-precision docking process: The six-degree-of-freedom adjustment mechanism combined with the PID algorithm ensures that the radial deviation of the docking is ≤±2mm and the angular deviation is ≤±0.5°, which is an improvement over the traditional method; Intelligent sealing and monitoring: The modified epoxy resin sealant pressure formula P=0.05D+0.3 and real-time three-dimensional scanning monitoring reduce the interface leakage rate to 0. Full-scenario adaptability: As verified by Examples 3-4, it maintains excellent performance under complex conditions such as soft soil and steep slopes, thus expanding the scope of application in construction.

[0056] Engineering practice has shown that this invention can improve the efficiency of underground utility tunnel installation and reduce overall costs, providing a standardized and intelligent construction paradigm for urban underground space development.

[0057] The embodiments of the present invention are given for illustrative and descriptive purposes only, and are not intended to be exhaustive or to limit the invention to the forms disclosed. Many modifications and variations will be apparent to those skilled in the art. The embodiments were chosen and described in order to better illustrate the principles and practical application of the invention, and to enable those skilled in the art to understand the invention and to design various embodiments with various modifications suitable for a particular purpose.

Claims

1. A method of installing a pipe in an underground space pipe gallery, characterized by, Includes the following steps: a) Measurement and positioning: Three-dimensional laser scanning technology is used to acquire three-dimensional point cloud data of the inner wall of the pipe gallery, and a pipe gallery BIM model with an accuracy of ±5mm is generated. Based on this model, the coordinates of the pipeline centerline are determined. b) Track laying: A double track system is laid on the top of the pipe gallery along the center line of the pipe. The track spacing L satisfies the formula: L=1.2D+0.5, where D is the outer diameter of the pipe, and the track straightness deviation is ≤2mm / 10m; c) Pipeline hoisting: Using an automatic hoisting device suspended on the dual-track system, the prefabricated pipeline segments are hoisted to the installation position. The positioning accuracy of the hoisting device is ≤±3mm. d) Pipeline docking: A hydraulic propulsion system is used to dock adjacent pipeline segments. During the docking process, a six-degree-of-freedom adjustment mechanism is used to correct positional deviations in real time. Radial deviation ≤ ±2mm, angular deviation ≤ ±0.5°; e) Sealing connection: Install an annular seal at the pipe joint and inject modified epoxy resin sealant through the injection system. Control the curing conditions of the sealant as follows: temperature 20~25℃, relative humidity ≤60%, curing time ≥12 hours. f) Fixed support: An adjustable support structure is installed at the bottom of the pipe. The support spacing S is determined based on the pipe weight G, pipe diameter D, and material elastic modulus E. The calculation formula is as follows: Where I is the moment of inertia of the pipe section and C is the safety factor.

2. The method for installing underground utility tunnels as described in claim 1, characterized in that, The point cloud density of the 3D laser scanning is ≥50 points / cm², the scanning range covers the entire circumference of the inner wall of the pipe gallery and the axial length is ≥20m, and the point cloud data processing adopts the iterative nearest point algorithm for registration, with a registration error ≤±3mm.

3. The method for installing underground utility tunnels as described in claim 1, characterized in that, The installation of a dual-track system includes the following steps: Drill holes at intervals L on the top of the utility tunnel, with a hole depth ≥150mm and a hole diameter deviation ≤±2mm. Chemical anchors were implanted, with a pull-out force test value ≥80kN; Install the track base, and control the base levelness to be ≤2mm / m; The track connection adopts a sloping transition with a slope of ≤1:

10.

4. The method for installing underground utility tunnels as described in claim 1, characterized in that, During the pipeline hoisting process, the operating speed of the automatic hoisting device is dynamically adjusted according to the weight of the pipeline. The calculation formula is as follows: (0.2≤V≤0.5m / min), where G is the weight of the pipe.

5. The method for installing underground utility tunnels as described in claim 1, characterized in that, In the pipeline connection process, the control methods for the six-degree-of-freedom adjustment mechanism include: The distance between the pipe ends is monitored in real time using a laser rangefinder, and the advancing speed is controlled to be ≤5mm / s. An angle sensor is used to monitor the pipe angle deviation, and a PID algorithm is used to adjust the rotating shaft. When the radial deviation is greater than 1.5 mm, the automatic correction program is triggered.

6. The method for installing underground utility tunnels as described in claim 1, characterized in that, In the sealing connection step, the relationship between the injection pressure P of the modified epoxy resin sealant and the pipe diameter D is: P = 0.05D + 0.3 (MPa), the injection speed is controlled at 0.5~1.0L / min, and the injection volume is 1.1~1.2 times the volume of the sealing cavity.

7. The method for installing underground utility tunnels as described in claim 1, characterized in that, In the fixed support step, the installation of the adjustable support structure includes: Measure the deviation Δh between the actual elevation and the design elevation of the pipeline; Adjust the support height according to the Δh value, with an adjustment amount of ΔH = Δh ± 1mm; Use a torque wrench to tighten the support bolts, with a torque value of 80~100 N·m.

8. The method for installing underground utility tunnels as described in claim 1, characterized in that, It also includes step g) Construction monitoring: During the pipeline installation process, a 3D laser scanner is deployed in the pipe gallery for real-time scanning at a frequency of 1 scan per 20m pipeline installation length. The real-time point cloud is compared with the BIM model, and an early warning is triggered when the deviation is >10mm.

9. The method for installing underground utility tunnels as described in claim 1, characterized in that, The installation sequence of prefabricated pipe segments adopts a "skip-style" construction, that is, the interval between adjacent installation segments is ≥50m, and the construction of the later installation segment must be carried out after the sealant of the previous installation segment has cured.

10. The method for installing underground utility tunnels as described in claim 1, characterized in that, It also includes step h) Quality acceptance: Pressure test is performed on the installed pipeline. The test pressure is 1.5 times the design pressure, the pressure holding time is ≥30 minutes, and the pressure drop is ≤0.02MPa. At the same time, ultrasonic testing technology is used to inspect 100% of the pipeline welds, and the defect level does not exceed Class I of JB / T4730.3-2005 standard.

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