Vertical shaft needle beam slip form lining method

Abstract

The invention discloses a vertical shaft needle beam slip-form lining method, belongs to the technical field of underground engineering concrete lining construction, and aims to solve the technical problem of low efficiency caused by interference between a climbing rod and a reinforcing steel bar, limitation of an operation space and process interruption in traditional vertical shaft slip-form construction. According to the technical scheme, the method is characterized in that a telescopic center sliding shaft system (composed of a main shaft outer rod and a main shaft inner rod) is arranged, and multiple sets of horizontal jacking mechanisms capable of automatically contracting are arranged at the two ends of the telescopic center sliding shaft system to jack the well wall; arranging a radial adjustable template system and connecting the radial adjustable template system with the central sliding shaft to form an integral sliding template body; and the distributed hydraulic jacking mechanism is used for jacking the well wall and providing climbing counterforce, so that continuous construction of the lining is realized. The method is mainly used for efficient, continuous and automatic construction of the vertical shaft concrete lining, and the construction efficiency and the engineering quality are remarkably improved.

Description

Technical Field

[0001] This invention relates to the field of underground engineering concrete lining construction technology. More specifically, this invention relates to a vertical shaft needle beam slipform lining method. Background Technology

[0002] Traditional vertical shaft slipform construction has the following technical bottlenecks: 1. Climbing Pole Constraint Issue: The hydraulic climbing system relies on climbing poles embedded in concrete as guide rails, and the annular slip ring can only slide unidirectionally within the limited range of the climbing pole. When encountering horizontal circumferential reinforcing bars, the slip ring mechanism will interfere with the reinforcing bar skeleton, causing climbing to be hindered.

[0003] 2. Limited working space: Due to design flaws, rebar tying must be completed below the hydraulic slip ring, while the operating space from the hydraulic slip ring to the top of the formwork is usually less than 50cm. This narrow space makes it difficult to transport, position, and tie large-diameter rebar.

[0004] 3. Process constraints: The climbing process must be paused every 30-50cm of pouring for reinforcement work, forming an intermittent construction cycle of "pouring-waiting-climbing", with an average daily progress of only 3-5 meters.

[0005] Existing improvement solutions, such as segmented formwork or combined steel formwork, have failed to fundamentally solve the problem of continuous construction. Instead, they have increased the auxiliary work time for formwork installation and dismantling. Summary of the Invention

[0006] One object of the present invention is to solve at least the above-mentioned problems and to provide at least the advantages that will be described later.

[0007] Another objective of this invention is to provide a method for slipform lining of vertical shafts using needle beams, which solves the technical problems of low efficiency caused by interference between climbing rods and reinforcing bars, limited working space, and intermittent processes in traditional vertical shaft slipform construction. It is mainly used for efficient, continuous, and automated construction of vertical shaft concrete lining, significantly improving construction efficiency and project quality.

[0008] To achieve these objectives and other advantages according to the present invention, a method for slipforming lining of vertical shaft needle beams is provided, comprising the following steps: Step 1: Configure a telescopic central sliding shaft system. The telescopic central sliding shaft system includes a sleeve-type double rod structure that coincides with the axis of the vertical shaft. The sleeve-type double rod structure consists of an outer main shaft rod and an inner main shaft rod that can extend and retract relative to the outer main shaft rod. Step 2: Install multiple sets of automatically retractable horizontal support mechanisms at the bottom of the outer rod of the main shaft and the top of the inner rod of the main shaft to press and fix the telescopic central sliding shaft system to the shaft wall, providing stable support for the central sliding shaft system; Step 3: Arrange a radially adjustable template system around the outer rod of the main shaft. The radially adjustable template system is connected to the telescopic central sliding shaft system through connecting rods to form an integral sliding mold body; Step 4: Configure multiple sets of distributed hydraulic jacking mechanisms on the overall slipform body to tighten the shaft wall and provide climbing reaction force for the overall slipform body; Step 5: Implement continuous construction of the lining.

[0009] Preferably, step five specifically includes: S51. Perform layered concrete pouring operations; S52. The overall slipform body is continuously lifted along the telescopic central sliding shaft system by a distributed hydraulic jacking mechanism. During this process, the rebar tying operation is carried out synchronously and in parallel with the formwork lifting operation in the space below the poured concrete section. S53. When the climbing height approaches the extension limit of the telescopic center sliding shaft system, a relay conversion operation is performed: the multiple sets of automatically retractable horizontal support mechanisms at the top of the main shaft inner rod are retracted, the main shaft inner rod is lifted and re-fixed, and then the multiple sets of automatically retractable horizontal support mechanisms at the top of the main shaft inner rod are extended and pressed against the well wall, thereby realizing the relay extension of the telescopic center sliding shaft system. S54. Repeat steps S51 to S53 until the lining construction is completed.

[0010] Preferably, step S53, during the relay transition operation, also includes a stability control step: Control the distributed hydraulic jacking mechanism to increase its jacking force to a preset relay conversion safety pressure value P1. This value P1 is greater than the jacking force value P0 during normal climbing, in order to compensate for the downward force caused by the failure of the top support of the main shaft inner rod. After the relay conversion is completed, restore the jacking force of the distributed hydraulic jacking mechanism to the value P0 required for normal climbing. P1 is determined by comprehensive calculation based on the self-weight of the overall sliding formwork, the load borne by the telescopic central sliding shaft system, and the rock mass strength of the shaft wall. The value of P1 is always less than the critical crushing pressure of the shaft wall rock mass.

[0011] Preferably, the stability control step is executed automatically by an intelligent control system, specifically including: The actual clamping pressure value is collected in real time by pressure sensors arranged on each distributed hydraulic jacking mechanism. The actual tightening pressure value collected is compared with the relay conversion safety pressure value P1, and the tightening force of each jacking mechanism is dynamically adjusted through the hydraulic servo mechanism to make it reach and stabilize at the relay conversion safety pressure value P1. During the adjustment process, if the actual tightening pressure of any distributed hydraulic jacking mechanism fails to reach the relay conversion safety pressure value P1, or if the calculation module of the intelligent control system determines that the current tightening force requirement is approaching the critical crushing pressure of the well wall rock mass, the system will issue a warning signal and suspend the relay conversion operation.

[0012] Preferably, the end of the distributed hydraulic jacking mechanism is hinged with an adaptive pad, the back of which is in contact with the piston rod of the distributed hydraulic jacking mechanism is a spherical or conical structure, so that it can deflect freely relative to the piston rod; the surface of the adaptive pad that contacts the shaft wall is provided with friction-enhancing texture or covered with a replaceable wear-resistant pad. The intelligent control system also performs adaptive clamping operations, specifically including: At the start of any jacking operation, the distributed hydraulic jacking mechanism is first controlled to jack the shaft wall with a first preset pressure, so that the adaptive pad deflects under the first preset pressure to fit the local inclination angle of the shaft wall; Subsequently, the intelligent control system determines whether the adaptive pad has achieved stable contact based on the changing trend of the pressure sensor readings. Once stable contact is established, the distributed hydraulic jacking mechanism is controlled to increase the jacking force to the target pressure value P0 or P1 required for the operation.

[0013] Preferably, in step S51, the layered pouring of concrete is performed by an intelligent pouring system, specifically including: Multiple material feeding points are evenly arranged along the circumference of the entire sliding mold body; The concrete feeding sequence and speed at each feeding point are controlled by a control system to ensure that they follow the preset principles of symmetrical, staggered, and uniform pouring. The concrete pouring volume at each material feeding point is monitored in real time, and feedback adjustments are made to ensure that the thickness of the entire pouring layer increases uniformly.

[0014] Preferably, the feeding point is connected to a movable feeding rod, and the control system controls the feeding rod to move at a uniform speed in the circumferential direction to achieve continuous and uniform feeding.

[0015] The intelligent pouring system is connected to the intelligent control system. When the overall slipform body's horizontal or vertical deviation value reaches the preset warning threshold, the system intelligently adjusts the subsequent pouring sequence and corrects the deviation through asymmetrical pouring. The warning threshold is less than the construction allowable threshold.

[0016] Preferably, the intelligent pouring system also includes a subsystem for online monitoring and control of concrete performance; Slump monitors and temperature sensors are installed at the outlet or pump inlet of the concrete mixing plant to monitor the workability of the concrete in real time. The monitoring data is transmitted to the control system in real time. If the monitoring data exceeds the preset working performance range, the control system will issue an alarm and prompt the adjustment of the concrete mix ratio or the water-reducing agent dosage.

[0017] Preferably, the intelligent pouring system also has a pre-set emergency procedure for construction interruption; When the pouring operation is unexpectedly interrupted and the expected interruption time will exceed the initial setting time of the concrete, the construction interruption emergency procedure is activated to control the placing boom to move to a preset construction joint position. The top of the template is rinsed with a high-pressure water gun to create a regular concave-convex keyway. When construction resumes, first pour cement mortar of the same grade at the keyway, and then continue the concrete pouring operation.

[0018] Preferably, the decision-making logic for intelligently adjusting the subsequent pouring sequence is executed by a multi-source information fusion decision-making module; The input signals of the multi-source information fusion decision module include: the real-time level and verticality deviation of the overall sliding formwork, the real-time pressure value of each distributed hydraulic jacking mechanism, and the current height and position of the pouring layer. Based on the above input signals, the multi-source information fusion decision model calculates and generates a set of correction schemes, including the optimal pouring position, pouring volume and pouring speed, through a pre-set algorithm model, and instructs the intelligent pouring system to execute it.

[0019] The present invention has at least the following beneficial effects: 1. The vertical shaft needle beam slipform lining method of the present invention achieves continuous climbing operation in vertical shaft lining construction by setting up a telescopic central sliding shaft system and a distributed hydraulic jacking mechanism, completely eliminating the dependence of traditional slipform on pre-embedded climbing rods and avoiding interference problems between the climbing mechanism and circumferential reinforcement. This structural system has good adaptability and stability, and can adapt to the construction of vertical shafts of different diameters and depths. The overall slipform body design is reasonable, and reinforcement binding and concrete pouring can be carried out simultaneously during construction, greatly improving construction efficiency. The average daily progress can reach 8-12 meters, more than twice that of traditional processes, and reducing the quality risks caused by process interruptions.

[0020] 2. The vertical shaft needle beam slipform lining method of this invention achieves dynamic extension of the central sliding shaft system through a relay conversion operation, enabling the slipform system to have unlimited continuous climbing capability, suitable for ultra-deep vertical shaft construction. This step scientifically connects multiple processes such as climbing, rebar tying, and concrete pouring, forming a truly parallel operation cycle, effectively shortening the construction period. The system can still transition smoothly when approaching its expansion and contraction limits, avoiding interruptions caused by reinstallation or adjustment of the system, ensuring the continuity and integrity of the lining surface, and significantly improving construction continuity and project quality.

[0021] 3. The vertical shaft needle beam slipform lining method of the present invention sets a relay conversion safety pressure value P1 and implements stability control, effectively offsetting the risk of slippage caused by support conversion and greatly enhancing the safety of the construction process. This pressure value is determined based on the system load and the strength of the well wall rock mass, providing sufficient support while preventing well wall crushing, and achieving precise control of the stress state during construction. This measure ensures the stability and reliability of the slipform system during power conversion, reduces the incidence of construction accidents, and is particularly suitable for vertical shaft projects with complex geological conditions or uneven well wall strength.

[0022] 4. The vertical shaft needle beam slipform lining method of this invention achieves automation and precision in the tightening process by using an intelligent control system to monitor and adjust the tightening force of each jacking mechanism in real time, thus avoiding human error. The system can autonomously maintain safe pressure during the transition phase and provide timely warnings and pauses in abnormal situations, significantly improving the intelligence and response speed of construction control. This design not only reduces the burden on operators but also ensures that the tightening force is always within a reasonable range, combining the advantages of both construction efficiency and project safety.

[0023] 5. The vertical shaft needle beam slipform lining method of the present invention, through the design of the adaptive pad, enables the top support mechanism to adapt to local unevenness or tilting of the well wall. The angle is adjusted by spherical or conical hinges to increase the contact area, avoid stress concentration, and protect the well wall rock mass from damage. The use of friction-enhancing textures or wear-resistant pads further improves the stability and reliability of the tightening. The intelligent system controls the tightening process in stages, first initially fitting and then increasing to the target pressure, ensuring effective transmission of the tightening force and overall system stability, making it suitable for various well wall working conditions.

[0024] 6. The vertical shaft needle beam slipform lining method of the present invention achieves uniform concrete distribution and layered rise through symmetrical, staggered, and uniform speed control of multiple material feeding points using an intelligent pouring system. This effectively avoids problems such as formwork displacement, cold joints in concrete, or weak structural surfaces caused by uneven pouring. The real-time monitoring and feedback mechanism ensures the consistency and compactness of the entire lining thickness, significantly improving the overall quality and durability of the lining and reducing the need for later repairs. It is particularly suitable for vertical shaft projects with high-quality requirements.

[0025] 7. The vertical shaft needle beam slipform lining method of the present invention combines a movable placing rod with intelligent pouring to achieve continuous circumferential uniform material distribution, further improving pouring efficiency and surface quality. The system monitors the slipform body's posture in real time and intelligently adjusts the pouring sequence when deviations approach warning values, implementing asymmetrical pouring for proactive correction, controlling deviations within the allowable construction range, and avoiding cumulative errors. This dynamic closed-loop control greatly improves construction accuracy and automation levels, reduces manual intervention, and ensures the verticality and roundness of the shaft.

[0026] 8. The vertical shaft needle beam slipform lining method of this invention uses an online concrete performance monitoring and control subsystem to monitor the concrete's workability in real time, promptly detect slump or temperature anomalies, and adjust the mix proportions or admixture dosages through early warning prompts. This avoids problems such as pipe blockage, pouring interruption, or insufficient strength caused by unstable concrete performance. This measure ensures the quality of concrete construction from the source, improves the pre-control capability of the construction process, reduces quality accidents, and ensures the long-term reliability of the lining structure.

[0027] 9. The vertical shaft needle beam slipform lining method of the present invention can be automatically activated in the event of an unexpected work stoppage through an emergency construction interruption procedure. Through preset actions, it forms a regular keyway construction joint at a reasonable location, greatly improving the treatment quality of the construction joint and the bonding strength between the new and old concrete. This procedure effectively reduces quality defects caused by sudden interruptions, avoids structural hazards caused by arbitrary joints, and ensures the integrity and impermeability of the lining after work resumes. It is particularly suitable for long-term or easily disrupted engineering projects.

[0028] 10. The vertical shaft needle beam slipform lining method of the present invention integrates multiple parameters such as slipform posture, top support pressure, and pouring position through a multi-source information fusion decision module. It then generates the optimal correction scheme through intelligent algorithms, achieving real-time, adaptive control of the construction process. This module transforms the traditional experience-based correction process into data-driven, precise decision-making, significantly improving the correction response speed and effectiveness, ensuring the geometric accuracy and overall quality of the vertical shaft lining construction, and demonstrating highly systematic and intelligent advanced construction characteristics.

[0029] Other advantages, objectives and features of the present invention will become apparent in part from the following description, and in part from those skilled in the art through study and practice of the invention. Attached Figure Description

[0030] Figure 1 This is a schematic diagram of the vertical shaft needle beam slipform structure according to one embodiment of the present invention; Figure 2 for Figure 1 Cross-sectional view along the AA direction; Reference numerals: 1: Upper support system, 2: Main shaft inner rod, 3: Excavated sprayed surface, 4: Connecting rod, 5: Slipform body, 6: Concrete, 7: Main shaft outer rod, 8: Lower support system, 9: Horizontal hydraulic rod. Detailed Implementation

[0031] The present invention will now be described in further detail so that those skilled in the art can implement it based on the description.

[0032] It should be understood that terms such as "having," "comprising," and "including" used in the embodiments of this application do not exclude the presence or addition of one or more other elements or combinations thereof. All directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of this application are only used to explain the relative positional relationship and movement of components in a specific posture. If the specific posture changes, the directional indication will also change accordingly. When an element is referred to as "fixed to" or "set on" another element, it can be directly on the other element or may have an intervening element present. When an element is referred to as "connected to" another element, it can be directly connected to the other element or indirectly connected to the other element through an intervening element. Descriptions involving "first," "second," etc., in the embodiments of this application are for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of indicated technical features. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features.

[0033] It should be noted that, unless otherwise specified, the experimental methods described in the following implementation plan are all conventional methods, and the reagents and materials described are all commercially available unless otherwise specified.

[0034] It should be noted that the technical solutions of the various embodiments of this application can be combined with each other, but only if they are based on the ability of those skilled in the art to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be considered that such combination of technical solutions does not exist and is not within the scope of protection claimed by this application.

[0035] This invention provides a method for slipform lining of vertical shaft needle beams, which includes the following steps: Step 1: Install the telescopic center sliding shaft system A telescopic central sliding shaft system consisting of an outer main shaft rod 7 and an inner main shaft rod 2 is installed at the axis position of the vertical shaft. The telescopic central sliding shaft system includes a sleeve-type double-rod structure that coincides with the axis of the vertical shaft. The sleeve-type double-rod structure consists of an outer main shaft rod 7 and an inner main shaft rod 2 that can extend and retract relative to the outer main shaft rod 7. This system replaces the pre-embedded climbing rod guide structure of traditional slipform, eliminating the need to pre-embed climbing rods in the concrete and avoiding interference between the climbing mechanism and the circumferential reinforcement. Step 2: Multiple sets of automatically retractable horizontal support mechanisms (no fewer than 8 sets per set, evenly distributed in a ring) are arranged at the bottom of the outer shaft 7 and the top of the inner shaft 2, forming an octagonal distribution. These sets of automatically retractable horizontal support mechanisms can automatically extend or retract via hydraulic drive, pressing against the excavated sprayed surface 3 of the well wall to provide initial stable support for the central sliding shaft system.

[0036] Step 3: Assemble the overall sliding mold body A radially adjustable template system is installed around the outer shaft 7. The radially adjustable template system consists of multiple arc-shaped templates, which are connected to the outer shaft 7 via connecting rods 4 to form an integral slipform body 5. The template system can be radially adjusted according to the diameter of the well shaft to ensure uniform pouring space between the template system and the excavated sprayed surface 3 of the well wall.

[0037] Step 4: Configure the top support and pouring system Multiple sets of distributed hydraulic jacking mechanisms (each set matching the number of horizontal jacking mechanisms, arranged symmetrically in a ring) are installed on the integral slipform body 5. Each set is arranged in a horizontal ring and has a horizontal hydraulic rod 9 at its end. The jacking mechanism uses an intelligent control system to regulate pressure, ensuring uniform distribution of jacking force. At the same time, multiple concrete feeding points are arranged circumferentially along the slipform body and connected to movable placing booms to achieve uniform concrete pouring.

[0038] Step 5: Implement continuous construction Concrete 6 is poured in layers, while the entire slipform 5 is continuously lifted along the central sliding shaft system via a distributed hydraulic jacking mechanism. During this process, the rebar tying is carried out simultaneously in the space below the already poured concrete section, achieving parallel operation of the processes.

[0039] Step Six: Perform the relay transition When the climbing height approaches the extension limit of the central sliding shaft system, a relay conversion operation is performed: the horizontal jacking mechanism at the top of the main shaft inner rod 2 is retracted, the main shaft inner rod 2 is raised and re-secured, and then the jacking mechanism at its top extends to press against the excavated sprayed surface 3 of the well wall, thus extending the sliding shaft system. During this process, the intelligent control system automatically adjusts the jacking force to the safe pressure value for relay conversion, ensuring a smooth transition in construction.

[0040] In the above technical solutions, such as Figure 1 and Figure 2 Upper support system 1: A horizontal support mechanism at the top of the main shaft inner rod, used to fix the inner rod; Main shaft inner rod 2: The inner rod of the telescopic central sliding shaft, enabling the sliding shaft to extend in relay; Excavated sprayed surface 3: The pre-treated surface of the shaft wall, providing the support foundation; Connecting rod 4: Connecting the radially adjustable template and the central sliding shaft to form an integral slipform body 5, the integral of the radially adjustable template system and the connecting parts, used for pouring; Concrete 6: The main material for lining construction; Main shaft outer rod 7: The outer rod of the telescopic central sliding shaft, providing initial support and guidance; Lower support system 8: A horizontal support mechanism at the bottom of the main shaft outer rod 7, fixing the outer rod; Horizontal hydraulic rod 9: The actuator of the distributed hydraulic support mechanism, providing climbing reaction force.

[0041] Telescopic center sliding shaft system: refers to a sleeve-type double rod structure consisting of the outer rod 7 and the inner rod 2 of the main shaft. The inner rod 2 of the main shaft can extend and retract relative to the outer rod 7 of the main shaft. The whole system is arranged along the shaft axis and is used to provide central support and guidance functions.

[0042] Horizontal jacking mechanism: refers to multiple sets of automatically retractable hydraulic jacking devices installed at the bottom of the outer rod 7 and the top of the inner rod 2 of the main shaft, namely, the lower jacking system 8 and the upper jacking system 1, which are used to jack and fix the central sliding shaft system to the well wall, providing stable support during construction. The mechanism is a composite structure of "double-acting hydraulic cylinder + mechanical locking". The specific composition and operation process are as follows: Structural composition: Core actuator: φ120 mm double-acting hydraulic cylinder (stroke 200 mm, rated working pressure 16MPa), the cylinder body is fixed on the annular bracket of the outer rod 7 of the main shaft / inner rod 2 of the main shaft, and the end of the piston rod is connected to an adaptive pad (the adaptive pad structure is consistent with the distributed hydraulic jacking mechanism, the back is spherical, and the contact surface is provided with friction-enhancing texture); Mechanical locking component: A ratchet and pawl mechanical lock (locking force ≥ 1.5 times the rated thrust of the hydraulic cylinder) is sleeved on the outside of the hydraulic cylinder to prevent the piston rod from retracting due to pressure loss; Control component: The cylinder body integrates a pressure sensor (accuracy 0.1% FS), which communicates with the intelligent control system to provide real-time feedback on the clamping pressure. Operation flow: Tightening: Oil enters the rodless chamber of the hydraulic cylinder, the piston rod extends and tightens against the excavation spraying surface 3 of the well wall, and the mechanical lock engages synchronously to lock; Retraction: Oil is first passed through the rod chamber of the hydraulic cylinder, pushing the ratchet and pawl to unlock, and then the piston rod retracts, completing the mechanism's retraction.

[0043] Radial adjustable template system: refers to the integral sliding template body 5 formed by connecting multiple arc-shaped templates to the central sliding shaft system through connecting rod 4, which can be radially adjusted according to the diameter of the well shaft.

[0044] Distributed hydraulic jacking mechanism: refers to multiple sets of hydraulic jacking devices arranged on the integral sliding formwork 5. Each set is arranged in a horizontal ring and has a horizontal hydraulic rod 9 at the end, which is used to press against the well wall and provide the reaction force required for the continuous climbing of the integral sliding formwork 5.

[0045] Relay conversion operation: refers to the extension of the sliding shaft system by shrinking and re-fixing the upper support system 1 at the top of the main shaft inner rod 2 when the central sliding shaft system is close to its extension limit, so as to support continuous construction.

[0046] The intelligent control system uses a hardware architecture of "PLC as the core + industrial computer human-machine interaction" and has the capabilities of multi-task processing, real-time communication and closed-loop control. The specific parameters are as follows: Hardware components: Core controller: Siemens S7-1500 PLC (CPU 1516-3 PN / DP), supports multi-task parallel processing, with a calculation cycle of ≤1ms; Human-Machine Interface Layer: Advantech IPC-610 industrial PC (i5-10400 processor, 16GB memory), equipped with a 19-inch touch screen for parameter setting (such as P0, P1 thresholds), construction status monitoring (top support pressure, slipform posture) and alarm display (abnormal pressure, deviation exceeding threshold). Sensor interface: Siemens SM 1231 PROFIBUS-DP module is used to connect pressure sensors (distributed hydraulic support mechanism, horizontal support mechanism) and tilt sensors (overall sliding body attitude monitoring), with data acquisition accuracy ≤0.1%FS; Actuator interface: Siemens SM 1232 PROFINET module is used to connect the hydraulic servo valve (to control the pressure of the top support mechanism) and the fabric bar frequency converter (to control the fabric speed of 0.5-1.0m / min). The actuator response time is ≤50ms.

[0047] Communication protocol: Sensors and PLC: PROFIBUS-DP protocol (transmission rate 12Mbps, transmission distance ≤1000m). PLC and industrial PC: Modbus-TCP protocol (Ethernet transmission, response delay ≤20ms); Intelligent pouring system and intelligent control system: OPC UA protocol enables bidirectional interaction of pouring volume, material placement position and sliding form posture data, with a data update frequency of 10Hz.

[0048] Control cycle: Pressure sensor data acquisition: 10ms / time; Sliding body posture (horizontal / vertical) calculation: 50ms / time; Pouring flow rate adjustment and placing boom position control: 100ms / time; Global task scheduling: 100ms / cycle (matching the multi-task time-sharing multiplexing strategy).

[0049] This invention achieves continuous, efficient, and automated operation of shaft lining construction through the synergistic effect of a retractable central sliding shaft system, a distributed hydraulic jacking mechanism, and an intelligent control system. Compared with traditional slipform construction methods, this invention has the following significant advantages: Improved construction efficiency: It eliminates the reliance on pre-embedded climbing rods, avoids interference between the climbing mechanism and the circumferential reinforcement, and enables the simultaneous execution of reinforcement binding and formwork climbing. In a real-world engineering case (shaft diameter 8 m, depth 150 m, concrete initial setting time 2 h), the average daily progress using this method reached 10.5 m, with continuous construction for 30 days without interruption. This is 2.5 times faster than the traditional climbing rod slipform method (average daily progress 4.2 m), and the total construction period was shortened by 42 days.

[0050] Improved construction quality: The central sliding shaft system ensures structural concentricity, and intelligent pouring and top support control ensure uniform and dense concrete pouring, significantly enhancing the integrity and durability of the lining.

[0051] Highly adaptable: By adjusting the top support stroke and the radial position of the template, it can adapt to the construction of vertical shafts with diameters of 3-15 meters, and is suitable for various geological conditions and engineering needs.

[0052] Enhanced safety: The intelligent control system monitors the tightening force and system posture in real time, and automatically implements stability control during critical stages such as relay transition, effectively preventing construction risks.

[0053] Traditional vertical shaft slipform construction methods rely on pre-embedded climbing rods as guide tracks. The climbing mechanism is prone to interference with circumferential reinforcement, the working space is narrow, the process is intermittent, and the average daily progress is only 3-5 meters. Existing improved solutions, such as segmented formwork or combined steel formwork, have alleviated the formwork installation problem to some extent, but they still do not achieve continuous construction, increase auxiliary work time, and result in low overall efficiency.

[0054] This invention, through the innovative design of a retractable central sliding shaft system and a distributed top support mechanism, completely eliminates the reliance on climbing poles, enabling the continuous climbing of the formwork system and the synchronous binding of reinforcing bars, significantly improving construction efficiency and project quality, and has strong practicality and promotional value.

[0055] In another technical solution, step five specifically includes: Step S51: Layered Concrete Pouring Operation: After the integral slipform 5 is in place and initially tightened, the layered pouring of concrete 6 begins. Concrete is poured evenly through multiple feeding points arranged circumferentially around the integral slipform 5, with each layer's thickness controlled between 30 and 50 centimeters. During pouring, the intelligent pouring system controls the feeding sequence and speed at each feeding point, following the principles of symmetry, staggered placement, and uniform speed to ensure the concrete layers rise evenly and avoid formwork displacement due to uneven pressure.

[0056] Step S52: Continuous Climbing and Parallel Rebar Binding: Simultaneously with concrete pouring, the horizontal hydraulic rods 9 in the distributed hydraulic jacking mechanism press against the well wall, providing a climbing reaction force for the overall slipform body 5, driving it to continuously climb upwards along the central sliding shaft system. At this time, the rebar binding operation is carried out synchronously in the space below the poured concrete section, realizing the parallel operation of the three major processes: concrete pouring, formwork climbing, and rebar binding, completely eliminating the construction interruptions caused by alternating processes in traditional methods.

[0057] Step S53: Relay Transfer Operation: When the climbing height approaches the extension limit of the central sliding shaft system (usually 6 meters), a relay transfer operation needs to be performed. The specific process is as follows: 1. Retract the multiple sets of horizontal support mechanisms located at the top of the inner rod 2 of the main shaft, causing them to detach from the well wall; 2. The inner rod 2 of the main shaft is lifted upwards a certain distance using a hydraulic lifting device; 3. Extend the horizontal support mechanism at the top of the inner rod 2 of the main shaft back out and press it against the higher position of the well wall; 4. Complete the relay extension of the central sliding shaft system to provide new support points for subsequent climbing.

[0058] Step S54: Cyclic construction: Repeat steps S51 to S53 to form a continuous cyclic operation mode of "pouring-climbing-relay conversion" until the entire shaft lining construction is completed.

[0059] In the above technical solution, the present invention effectively solves the problems of system extension and process coordination in ultra-deep vertical shaft construction through the above continuous construction process and relay conversion mechanism, and realizes truly uninterrupted construction.

[0060] When the climbing height approaches the extension limit of the retractable center sliding shaft system, a relay switching operation is performed: the multiple sets of automatically retractable horizontal support mechanisms at the top of the inner shaft retract, and the inner shaft is lifted by the hydraulic lifting cylinder (rated pulling force 100 t, stroke 1.5m) installed at the top of the outer shaft 7 (lifting speed 0.1m / min). This speed setting is based on: Matching the initial setting time of concrete: The initial setting time of concrete commonly used for shaft lining is 2-3 hours (with the addition of retarding water-reducing agent). The stroke of the inner rod of the main shaft is 1.5m in a single lifting operation. Calculated at a speed of 0.1m / min, the time for a single lifting operation is 15 minutes (1.5m ÷ 0.1m / min), which is much less than the initial setting time of concrete (2 hours = 120 minutes). This can avoid defects at the bonding surface caused by the initial setting of the concrete already poured during the lifting process. Ensuring positioning accuracy: Low-speed lifting can reduce the sway of the inner rod of the main shaft (radial runout of the rod during lifting is ≤2mm), ensuring the coaxiality of the inner and outer rods of the main shaft (coaxiality deviation is ≤0.5mm / m), and avoiding support positioning deviation caused by excessive lifting speed; Hydraulic system matching: The rated flow rate of the hydraulic lifting cylinder is 1.2 L / min, based on a rod cavity area of ​​120 cm². 2 The calculated theoretical lifting speed is (1.2 × 1000 cm). 3 ( / min) ÷ 120 cm 2 =10 cm / min=0.1 m / min, which perfectly matches the set speed and ensures stable operation of the hydraulic system.

[0061] After being raised to the preset height (0.5m difference from the telescopic limit), the inner rod of the main shaft is fixed by the positioning pin on the inner wall of the outer rod 7. Then, the multiple sets of automatically retractable horizontal support mechanisms at the top of the inner rod of the main shaft are extended and pressed against the well wall, thereby realizing the relay extension of the telescopic central sliding shaft system.

[0062] When the climbing height approaches the extension limit of the central sliding shaft system, a relay conversion operation is performed (in conjunction with the attached...). Figure 1 ): The upper support system 1 at the top of the inner rod 2 of the retracted main shaft is used to disengage the piston rod from the excavation and spraying surface 3. At this time, the support of the overall sliding formwork 5 is entirely borne by the horizontal hydraulic rod 9 of the distributed hydraulic support mechanism. The inner shaft 2 is lifted upward at a speed of 0.1 m / min by a hydraulic lifting cylinder (not marked in the figure, rated pulling force 100t, stroke 1.5m) installed on the inner side of the top of the outer shaft 7. During the lifting process, the inner shaft 2 slides along the inner hole of the outer shaft 7 to maintain coaxiality (deviation ≤0.5mm / m). When the inner shaft 2 is raised to the preset height (0.5m difference from the telescopic limit), the inner shaft is fixed by the positioning pin on the inner wall of the outer shaft 7. Then the upper support system 1 at the top of the inner shaft is extended and pressed against the excavated sprayed surface 3 to complete the relay extension of the telescopic center sliding shaft system. After the relay transition is completed, the clamping force of the horizontal hydraulic rod 9 of the distributed hydraulic support mechanism returns from P1 to P0, and the overall sliding body 5 continues to climb along the extended central sliding shaft system.

[0063] Compared with traditional methods, this implementation method has the following advantages: Construction efficiency is significantly improved: through parallel operations and continuous climbing, the average daily progress can reach 8 to 12 meters, greatly shortening the construction period.

[0064] Enhanced construction quality and safety: The intelligent control relay transition process is smooth and reliable, avoiding the risk of system instability and ensuring the continuity and integrity of the lining.

[0065] High adaptability and reliability: This mechanism gives the slipform system a theoretically unlimited continuous climbing capability, making it suitable for shaft engineering at different depths.

[0066] Traditional vertical shaft slipform construction methods require pausing the ascent every 30 to 50 centimeters for rebar tying, creating an intermittent cycle of "pouring-waiting-ascending," resulting in low efficiency and an average daily progress of only 3 to 5 meters. Although some improved solutions have attempted to use segmented formwork, these still require interruptions for formwork assembly and disassembly, failing to achieve truly continuous construction.

[0067] This invention achieves simultaneous continuous climbing of the formwork system and rebar tying through the coordinated design of a retractable central sliding shaft system and a distributed top support mechanism. Its unique relay conversion mechanism enables the autonomous extension of the supporting structure without dismantling the system, ensuring the continuity, efficiency, and safety of ultra-deep shaft construction, representing an advancement in shaft lining construction technology.

[0068] In another technical solution, step S53, during the relay transfer operation, also includes a stability control step: Control the distributed hydraulic jacking mechanism to increase its jacking force to a preset relay conversion safety pressure value P1. This value P1 is greater than the jacking force value P0 during normal climbing, in order to compensate for the downward force caused by the failure of the top support of the main shaft inner rod. After the relay conversion is completed, restore the jacking force of the distributed hydraulic jacking mechanism to the value P0 required for normal climbing. P1 is determined by comprehensive calculation based on the self-weight of the overall sliding formwork, the load borne by the telescopic central sliding shaft system, and the rock mass strength of the shaft wall. The value of P1 is always less than the critical crushing pressure of the shaft wall rock mass.

[0069] In the above technical solution, the relay conversion safety pressure value P1 refers to the temporary increased pressure setting value that the distributed hydraulic jacking mechanism needs to reach during the relay conversion operation of the central sliding shaft system to compensate for the risk of system slippage caused by the temporary failure of the top support of the main shaft inner rod. This value is calculated by the intelligent control system and is always greater than the normal climbing jacking force P0, but strictly less than the critical pressure bearing capacity of the well wall rock mass to ensure construction safety.

[0070] P1 is determined based on a comprehensive calculation of the overall sliding formwork's self-weight, the load borne by the telescopic central sliding shaft system, and the rock mass strength of the shaft wall. The value of P1 is always less than the critical crushing pressure of the shaft wall rock mass. The "total contact area of ​​the top support" is calculated by accumulating the actual effective contact surface of the adaptive pads at the end of the distributed hydraulic top support mechanism. The adaptive pads adopt a rectangular structure (single piece size 0.4 m × 0.2 m, area 0.08 m²). 2 Each group of distributed hydraulic jacking mechanisms consists of four groups evenly arranged circumferentially, with a single jacking contact area of ​​0.08 m². 2 The total contact area after adding up the four groups is 0.32 m². 2 (i.e. 0.08m) 2 ×4); Simultaneously, the contact area reduction factor due to local unevenness of the well wall needs to be considered (taken as 0.95), resulting in an actual effective total contact area of ​​0.32m². 2 ×0.95≈0.304m 2 The calculation uses a conservative value of 0.32 m. 2 Substitute to ensure safety.

[0071] Example: When the overall slipform body has a self-weight of 50 t, the telescopic central sliding shaft system bears a load of 30 t (including the lateral pressure of concrete), and the compressive strength of the well wall rock mass is 20 MPa, P0 is taken as 2.0 MPa. P1 is calculated using the formula P1 = (self-weight of slipform body + load) × 1.2 / (total contact area of ​​top support), substituting the total contact area of ​​the top support as 0.32 m². 2 Therefore, P1 = (500 + 300) × 1.2 / 0.32 = 3000 kPa (3.0 MPa).

[0072] This embodiment relates to a stability control method during the relay transition phase in the construction of vertical shaft needle beam slipform lining. Its core lies in using an intelligent control system to precisely adjust the jacking force of the distributed hydraulic jacking mechanism to maintain system stability during critical operational phases.

[0073] The distributed hydraulic jacking mechanism includes horizontal hydraulic rods 9 as actuating elements. One end of the horizontal hydraulic rod 9 is hinged to the integral sliding mold body 5, and the other end contacts the well wall through an adaptive pad. Each horizontal hydraulic rod 9 integrates a pressure sensor to monitor the actual jacking pressure in real time.

[0074] The intelligent control system serves as the command center. Its calculation module has pre-stored algorithms that can calculate the required relay conversion safety pressure value P1 in real time based on the self-weight of the overall slipform body 5, the load of the currently poured concrete 6 on the system, and the well wall rock strength parameters provided by the geological survey.

[0075] The working process and principle are as follows: When a relay transition is required during construction, i.e., before retracting the horizontal jacking mechanism at the top of the main shaft inner rod 2, the intelligent control system first issues a command. Upon receiving the command, the hydraulic servo mechanism drives the horizontal hydraulic rods 9 of all distributed hydraulic jacking mechanisms, uniformly increasing their clamping force from the P0 value required for normal climbing to the pre-calculated P1 value. This increased clamping force is transmitted to the well wall through the adaptive pad at the end of the horizontal hydraulic rod 9, thereby generating greater friction to counteract any subsequent downward tendency that may occur due to the loosening of the top support of the main shaft inner rod 2.

[0076] Throughout the relay conversion operation, each pressure sensor continuously feeds back the monitored actual pressure data to the intelligent control system. The system performs real-time comparison and dynamic adjustment to ensure that the clamping force is stably maintained at the P1 level. After the relay conversion operation is completed and the inner rod 2 of the main shaft is re-fixed and clamped at the new height, the intelligent control system then controls the horizontal hydraulic rod 9 to restore the clamping force to the normal P0 value.

[0077] If the system detects that the pressure of any horizontal hydraulic rod 9 cannot reach P1, or if the calculation module determines that the current required tightening force is close to the bearing limit of the well wall rock mass, it will immediately stop the relay conversion process and issue an alarm to prompt the operator to intervene and check, thus forming a safety closed-loop control.

[0078] This implementation method effectively solves the technical challenge of system instability and slippage that may be caused by a temporary loss of support force during the dynamic extension of the slipform system by introducing intelligent stability control based on real-time data calculation and feedback. This method transforms the control of the tightening force in key construction steps from relying on manual experience to data-driven automated precision control, significantly improving the safety and reliability of ultra-deep shaft lining construction while protecting the shaft wall rock mass from overpressure damage.

[0079] In the closest existing technologies, similar system adjustments or extensions typically lack precise quantitative control and real-time safety verification of the clamping force. Operators often rely on experience to estimate the required clamping force, which fails to scientifically address dynamically changing risks of slippage and variations in wellbore rock strength, resulting in inherent safety uncertainties. This invention integrates pressure sensing, real-time calculation, and closed-loop feedback regulation functions into an intelligent control system, achieving precise and automated management of the clamping force. This effectively overcomes the shortcomings of traditional methods and provides reliable technical support for safe shaft construction under complex geological conditions.

[0080] In another technical solution, the stability control steps are executed automatically by an intelligent control system, specifically including: The actual clamping pressure value is collected in real time by pressure sensors arranged on each distributed hydraulic jacking mechanism. The actual tightening pressure value collected is compared with the relay conversion safety pressure value P1, and the tightening force of each jacking mechanism is dynamically adjusted through the hydraulic servo mechanism to make it reach and stabilize at the relay conversion safety pressure value P1. During the adjustment process, if the actual tightening pressure of any distributed hydraulic jacking mechanism fails to reach the relay conversion safety pressure value P1, or if the calculation module of the intelligent control system determines that the current tightening force requirement is approaching the critical crushing pressure of the well wall rock mass, the system will issue a warning signal and suspend the relay conversion operation.

[0081] In the above technical solution, the intelligent control system refers to a system used for stability control during automatic relay transition, consisting of pressure sensors, hydraulic servo mechanisms, and a computing module. Pressure sensors are arranged on each distributed hydraulic jacking mechanism to collect actual jacking pressure values ​​in real time. The hydraulic servo mechanism is the actuator for adjusting the jacking force. The computing module is the core processing unit of the system, responsible for data comparison, logical judgment, and instruction generation.

[0082] The intelligent control system adopts a scheduling strategy of "hierarchical priority + time-sharing multiplexing" to avoid multi-task conflicts and response delays, ensuring the orderly execution of tasks such as top pressure control, pouring control, and attitude correction. The specific design is as follows: Control priority ranking (from high to low): First priority: Top support pressure safety control (including P1 pressure adjustment and adaptive top tightening pressure stabilization during the relay transition phase), directly related to construction safety, with a response delay of ≤100ms; when the top support pressure is detected to be lower than P1 or approaching the critical crushing pressure of the well wall, other non-safe tasks should be immediately interrupted, and pressure adjustment should be performed first to prevent the overall slipform body 5 from becoming unstable.

[0083] Second priority: Overall slipform body posture correction (horizontal / vertical deviation adjustment). When the deviation reaches the warning threshold (horizontal 0.1% H, vertical 0.05% H), the regular pouring rhythm is suspended, and the correction force is generated by asymmetrical pouring first to avoid the deviation from accumulating and exceeding the construction allowable threshold.

[0084] Third priority: Conventional pouring control (layered pouring, circumferential movement of the placing boom), when there are no safety risks or posture deviations, shall be executed according to the principle of "symmetry, staggered, and uniform speed"; if it is necessary to give way to high priority tasks, it can be temporarily paused and the current pouring position and speed can be memorized, and seamlessly connected after the high priority task is completed.

[0085] Scheduling cycle and mechanism: The system uses a 100 ms cycle for time-division multiplexing: each 100 ms is a control cycle. The first 30 ms is used to process pressure sensor data acquisition and top support pressure adjustment, the middle 40 ms are used to calculate attitude deviation and generate correction commands, and the last 30 ms are used to monitor the pouring volume and control the movement of the placing boom. Interrupt response: When a high-priority task is triggered (such as a sudden drop in top pressure), a hardware interrupt is immediately triggered, pausing the low-priority task of the current cycle, prioritizing the execution of safety control, and resuming the cycle scheduling after the task is completed, with no response delay.

[0086] This embodiment relates to an intelligent stability control system and its operating method during the relay transition phase of vertical shaft needle beam slipform lining construction. This system replaces traditional manual operation with automated control, achieving precise adjustment of the tightening force and full-process monitoring of construction safety.

[0087] The distributed hydraulic jacking mechanism includes horizontal hydraulic rods 9 as actuating elements. Each horizontal hydraulic rod 9 is equipped with a pressure sensor to monitor the actual jacking pressure acting on the well wall in real time. These pressure sensors are connected to the computing module of the intelligent control system via data cables to achieve real-time data transmission.

[0088] The hydraulic servo mechanism, acting as a power adjustment device, precisely controls the extension length and clamping force of each horizontal hydraulic rod 9 according to the instructions issued by the calculation module. The calculation module has a pre-set control algorithm that can process the data transmitted from the pressure sensor in real time and compare it with the preset relay conversion safety pressure value P1.

[0089] The working process and principle are as follows: When construction enters the relay transition stage, the intelligent control system automatically starts the stability control program. The calculation module first calculates the required relay transition safety pressure value P1 based on the current system state parameters. Subsequently, the system drives the horizontal hydraulic rods 9 of all distributed hydraulic jacking mechanisms through the hydraulic servo mechanism, increasing their jacking force from the normal value P0 to P1.

[0090] During the adjustment process, each pressure sensor continuously monitors the actual tightening pressure and feeds the data back to the calculation module in real time. The calculation module compares the measured value with P1 and dynamically adjusts the oil pressure of each horizontal hydraulic rod 9 through the hydraulic servo mechanism to make the tightening force reach and stabilize at the value of P1.

[0091] If any pressure sensor indicates that the actual tightening pressure consistently fails to reach the P1 value, it suggests a potential risk of support failure or insufficient local bearing capacity of the wellbore at that point. Alternatively, if the calculation module determines through its algorithm that the current tightening force requirement is approaching the critical crushing pressure of the wellbore rock mass, the system will immediately issue an audible and visual warning signal and automatically suspend the relay conversion operation. In this case, the system maintains its current state, awaiting on-site inspection and handling by technical personnel. Construction can only resume after the problem has been resolved.

[0092] This implementation method achieves precise control of the tightening force and real-time monitoring of the construction safety status during the relay transition through the automated monitoring and feedback adjustment of the intelligent control system. This system effectively solves the technical problem of system instability or wellbore damage caused by improper tightening force control in traditional construction, transforming human experience-based judgment into data-driven automated precision control, significantly improving the safety and reliability of the construction process.

[0093] In the closest existing technologies, the adjustment of the clamping force during slipform construction relies heavily on the operator's experience for manual control, lacking a real-time monitoring and feedback mechanism. Construction personnel cannot accurately grasp the actual stress at each clamping point, and it is even more difficult to react quickly to abnormalities, posing certain safety risks. This invention achieves real-time monitoring, automatic adjustment, and safety early warning of the clamping force through an intelligent control system, establishing a complete closed-loop control process and providing effective technical support for safe shaft construction under complex geological conditions.

[0094] In another technical solution, an adaptive pad is hinged to the end of the distributed hydraulic jacking mechanism. The back of the adaptive pad that connects with the piston rod of the distributed hydraulic jacking mechanism is a spherical or conical structure, which allows it to deflect freely relative to the piston rod. The surface of the adaptive pad that contacts the shaft wall is provided with friction-enhancing texture or covered with replaceable wear-resistant pads. The intelligent control system also performs adaptive clamping operations, specifically including: At the start of any jacking operation, the distributed hydraulic jacking mechanism is first controlled to jack the shaft wall with a first preset pressure, so that the adaptive pad deflects under the first preset pressure to fit the local inclination angle of the shaft wall; Subsequently, the intelligent control system determines whether the adaptive pad has achieved stable contact based on the changing trend of the pressure sensor readings. Once stable contact is established, the distributed hydraulic jacking mechanism is controlled to increase the jacking force to the target pressure value P0 or P1 required for the operation.

[0095] In the above technical solution, the adaptive pad refers to the contact component hinged to the end of the distributed hydraulic jacking mechanism. Its back surface, which contacts the piston rod, has a spherical or conical structure, allowing it to freely deflect at a certain angle relative to the piston rod. The surface in contact with the shaft wall is provided with friction-enhancing textures or covered with replaceable wear-resistant pads to increase friction and protect the pad itself. The first preset pressure refers to a relatively low preset pressure value used in the initial stage of the adaptive jacking operation to allow the adaptive pad to initially adhere to the shaft wall.

[0096] For example, the back of the adaptive pad that connects to the piston rod of the distributed hydraulic jacking mechanism is a spherical or conical structure, allowing it to deflect freely relative to the piston rod with a maximum deflection angle ≤15°. This angle is set based on the following: During shaft construction, due to the influence of geological excavation accuracy and shaft wall support technology, the local inclination angle of the shaft wall usually does not exceed 12° (derived from the allowable deviation requirements for shaft wall flatness in the "Code for Construction and Acceptance of Underground Engineering" GB 50208-2011). The maximum deflection angle of 15° can cover more than 99% of the local inclination angle scenarios of the shaft wall, while reserving a safety margin of 3° to avoid the pad failing to fit due to sudden local protrusion of the shaft wall. In addition, the rotation damping coefficient of the spherical hinge structure is ≤5N・m / °, which can ensure that the pad deflects quickly to the fitting angle under the first preset pressure (0.2-0.5MPa).

[0097] The surface of the adaptive pad that contacts the shaft wall is provided with friction-enhancing texture (texture depth 1-2 mm, spacing 5 mm) or covered with replaceable wear-resistant pads (material is high manganese steel, thickness 5-8 mm). The intelligent control system also performs adaptive clamping operations, specifically including: At the start of any tightening operation, the distributed hydraulic jacking mechanism is first controlled to tighten the shaft wall with a first preset pressure (0.2-0.5 MPa, adjusted according to the flatness of the shaft wall; the upper limit is used for rough shaft walls, and the lower limit is used for smooth shaft walls). This causes the adaptive pad to deflect under the first preset pressure to conform to the local inclination angle of the shaft wall. Subsequently, the intelligent control system determines whether the adaptive pad has achieved stable contact based on the pressure sensor reading trend (if the pressure fluctuation is ≤ ±0.05 MPa within 10 seconds). Once stable contact is determined, the distributed hydraulic jacking mechanism is then controlled to increase the tightening force to the target pressure value P0 or P1 required for the operation.

[0098] When the intelligent control system performs adaptive clamping operation: The horizontal hydraulic rod 9 of the distributed hydraulic jacking mechanism extends with a first preset pressure (0.2-0.5MPa), and the adaptive pad at its end (not marked in the figure, connected to the end of the horizontal hydraulic rod 9) contacts the excavated sprayed surface 3 of the well wall and deflects freely under pressure (maximum deflection angle ≤15°) to fit the local inclination angle of the excavated sprayed surface 3 (such as the protrusion or inclination of the well wall). The intelligent control system monitors the pressure reading trend through the pressure sensor on the horizontal hydraulic rod 9 cylinder: if the pressure fluctuation is ≤ ±0.05MPa within 10 seconds, it is determined that the adaptive pad and the excavated sprayed surface 3 have achieved stable surface contact. After confirming stable contact, the horizontal hydraulic rod 9 is extended to increase the clamping force to the target pressure value required for operation (P0=2.0MPa during normal climbing and P1=3.0MPa during relay switching). At this time, the clamping force is evenly transmitted to the excavated sprayed surface 3 through the adaptive pad, providing a stable climbing reaction force for the overall slipform body 5, while avoiding local stress concentration in the well wall.

[0099] This implementation method relates to an adaptive tightening method between a distributed hydraulic jacking mechanism and the well wall, and the corresponding intelligent control logic, in the construction of slipform lining for vertical shaft needle beams. Its core lies in solving problems such as poor contact between the jacking mechanism and the well wall, and stress concentration caused by local unevenness or tilting of the well wall, through the combination of mechanical structure and control system.

[0100] The distributed hydraulic jacking mechanism includes a horizontal hydraulic rod 9 as the actuating element. An adaptive pad is hinged to the end of the horizontal hydraulic rod 9 via a ball joint structure. The back of the adaptive pad, which contacts the piston rod, has a spherical design, allowing it to freely deflect within a certain angle range relative to the horizontal hydraulic rod 9. The surface of the adaptive pad that contacts the well wall is machined with friction-enhancing textures, and replaceable wear-resistant pads can be fixed with bolts to accommodate rock walls of varying hardness and extend its service life.

[0101] The working process and principle are as follows: When a clamping operation is required (whether during normal climbing or relay transition), the intelligent control system first initiates an adaptive clamping operation. The system controls the target horizontal hydraulic rod 9 to extend towards the well wall with a relatively low initial preset pressure, pushing the adaptive pad to contact the well wall. Under this initial pressure, the spherical hinge structure on the back of the adaptive pad allows it to deflect freely according to the local tilt angle of the well wall, thereby achieving initial surface contact between the pad surface and the well wall, rather than point or line contact.

[0102] Subsequently, the intelligent control system enters the judgment phase. It monitors the changing trend of the pressure sensor readings on the support mechanism. If the readings tend to stabilize, it indicates that the adaptive pad has achieved stable contact and is well-fitted to the well wall. If the readings continue to fluctuate, it indicates that the contact has not yet stabilized.

[0103] Once stable contact is established, the intelligent control system issues a command to control the hydraulic servo mechanism to gradually increase the clamping force of the horizontal hydraulic rod 9 from the first preset pressure to the target pressure value (P0 or P1) required for operation. At this time, since the adaptive pad is well-fitted to the well wall, the increased clamping force can be evenly transmitted to the well wall through the large contact area, effectively avoiding stress concentration, protecting the well wall rock mass, and providing a stable and reliable climbing reaction force.

[0104] This implementation method effectively solves the technical challenges of small contact area between the jacking mechanism and the rock wall, stress concentration, and easy slippage or damage to the well wall in uneven well environments by combining the unique mechanical structure of the adaptive pad with the step-by-step tightening logic of the intelligent control system. This method ensures effective and uniform transmission of the tightening force, enhances the system's adaptability and stability under complex well wall conditions, and improves the safety and reliability of the construction process.

[0105] In the closest existing technologies, hydraulic jacking mechanisms often employ rigid connections or simple flat pad designs at their ends. When encountering inclined or uneven well walls, this often results in point or line contact, easily leading to pad slippage, well wall surface crushing (especially in soft rock), and low efficiency in transmitting tightening force, thus affecting support effectiveness and construction safety. Operators sometimes need to make repeated adjustments, which is time-consuming and labor-intensive. This invention, through an adaptive pad design with a ball-joint connection and an intelligent step-by-step tightening control program, enables the jacking mechanism to automatically adapt to the well wall conditions, achieving surface contact and uniform force distribution. This significantly improves the tightening effect, reduces the risk of damage to the well wall, and decreases reliance on manual intervention.

[0106] The distributed hydraulic jacking mechanism also integrates a mechanical locking device (using a ratchet and pawl structure, with a locking force ≥ 1.5 times the total load of the sliding mold body). When a power outage occurs during construction, the mechanical locking device is automatically triggered, locking the piston rod of the distributed hydraulic jacking mechanism to prevent the entire sliding formwork from sliding down. At the same time, the horizontal jacking mechanism at the bottom of the main shaft outer rod 7 automatically switches to mechanical support mode (tightened by manual crank, with a tightening force ≥ P0), providing double protection for the stability of the sliding formwork. After power is restored, the mechanical locking is released first, and then the pressure of the jacking mechanism is restored to P0 before construction can continue.

[0107] In another technical solution, in step S51, the layered pouring of concrete is performed by an intelligent pouring system, specifically including: Multiple material feeding points are evenly arranged along the circumference of the entire sliding mold body; The concrete feeding sequence and speed at each feeding point are controlled by a control system to ensure that they follow the preset principles of symmetrical, staggered, and uniform pouring. The concrete pouring volume at each material feeding point is monitored in real time, and feedback adjustments are made to ensure that the thickness of the entire pouring layer increases uniformly.

[0108] In the above technical solution, the intelligent pouring system refers to an automated system for controlling the concrete pouring process. It mainly includes multiple material placement points evenly arranged circumferentially along the entire slipform body, a movable placing boom, a control system, and monitoring and feedback devices. Its function is to achieve symmetrical, staggered, and uniform concrete pouring, ensuring a uniform increase in the thickness of the poured layer and avoiding problems such as uneven pressure or cold joints.

[0109] After the integral slipform body 5 is in place and tightened, the intelligent pouring system begins operation. First, multiple material placement points are evenly arranged along the circumference of the integral slipform body 5, and each material placement point is connected to a movable placing rod. The control system controls each placing rod to move at a uniform speed along the circumference, achieving continuous and uniform concrete distribution.

[0110] The control system has a pre-set pouring logic that controls the order and speed of concrete pouring at each pouring point, ensuring that it follows the principles of symmetrical, staggered, and uniform pouring. For example, it alternates pouring from the symmetrical sides of the well wall to avoid unilateral accumulation that could cause formwork shift.

[0111] The system monitors the concrete pouring volume at each feeding point in real time and sends the data back to the control system via sensors. Based on the monitoring data, the system dynamically adjusts the feeding speed or sequence to ensure a uniform increase in the thickness of the entire pouring layer and avoid localized areas that are too high or too low.

[0112] The intelligent pouring system communicates with the intelligent control system to receive real-time data on the horizontal and vertical alignment of the entire slipform body 5. If a deviation is detected to be close to the warning threshold, the system automatically adjusts the subsequent pouring sequence and corrects the deviation through asymmetrical pouring to ensure construction accuracy.

[0113] Working process and principle: After the intelligent pouring system is started, the control system first initializes the positions of each material feeding point and the placing boom. Concrete is transported to each material feeding point through the pumping system, and the placing boom moves at a uniform speed along the circumferential direction to achieve uniform material distribution.

[0114] The control system controls the opening sequence and concrete flow rate of each discharge point according to preset principles of symmetry, staggered pouring, and uniform speed. For example, two symmetrical discharge points are opened first, a certain amount is poured, and then they are closed. Then, adjacent discharge points are opened, and the cycle is repeated to ensure that the concrete is evenly distributed within the formwork.

[0115] The monitoring system collects pouring volume data from each pouring point in real time and feeds it back to the control system. If the pouring volume at a certain pouring point is abnormal, the system automatically adjusts the pouring speed at that point or notifies the operator to intervene, ensuring that the thickness of the entire pouring layer is consistent.

[0116] If the intelligent control system detects a horizontal or vertical deviation in the overall slipform body 5, the intelligent pouring system will automatically adjust the pouring sequence, such as increasing the pouring volume on the lower side, and using the fluidity of the concrete to correct the deviation and restore the accurate position of the formwork.

[0117] This implementation method achieves uniform, continuous, and layered concrete pouring through automated control of an intelligent pouring system, effectively avoiding problems such as formwork misalignment, cold joints in concrete, or weak structural surfaces caused by uneven pouring. The uniform rise of the poured layers ensures the integrity and density of the lining, improving project quality and durability. The system's real-time monitoring and feedback mechanism further enhances the accuracy and reliability of construction control.

[0118] In traditional vertical shaft slipform construction, concrete pouring relies heavily on manual operation or simple machinery for material feeding. Uneven distribution of feeding points and arbitrary pouring sequence can easily lead to problems such as uneven concrete accumulation, eccentric stress on the formwork, and inconsistent lining thickness. Multiple machine stops are frequently required for adjustments during construction, affecting continuity and efficiency.

[0119] This invention achieves symmetrical, staggered, and uniform speed control of multiple material pouring points through an intelligent pouring system. Combined with real-time monitoring and feedback adjustment, it ensures the uniformity and continuity of concrete pouring, significantly improves construction efficiency and lining quality, and overcomes the shortcomings of traditional methods, such as reliance on manual experience, low control precision, and susceptibility to quality defects.

[0120] In another technical solution, a movable feeding rod is connected to the feeding point, and the control system controls the feeding rod to move at a uniform speed in the circumferential direction to achieve continuous and uniform feeding.

[0121] The intelligent pouring system is connected to the intelligent control system. When the overall slipform body's horizontal or vertical deviation value reaches the preset warning threshold, the system intelligently adjusts the subsequent pouring sequence and corrects the deviation through asymmetrical pouring. The warning threshold is less than the construction allowable threshold.

[0122] In the above technical solution, this embodiment relates to an intelligent pouring system in the vertical shaft needle beam slipform lining method. It includes multiple material feeding points evenly arranged circumferentially along the overall slipform body 5, each feeding point connected to a material placing rod capable of moving uniformly along the circumferential direction. The intelligent pouring system controls the concrete feeding sequence and speed at each feeding point through a control system, ensuring it follows the principles of symmetrical, staggered, and uniform pouring. This system is communicatively connected to the intelligent control system, receiving real-time monitoring data on the horizontal and verticality of the overall slipform body 5. The warning threshold is a pre-set limit less than the allowable construction deviation, used to trigger intelligent correction operations.

[0123] For example, the feeding point is connected to a movable feeding rod, and the control system controls the feeding rod to move at a uniform speed in the circumferential direction, with a moving speed of 0.5-1.0m / min, to achieve continuous and uniform feeding; The intelligent pouring system is connected to the intelligent control system. When the overall slipform body level deviation is ≥0.1%H (H is the current slipform body height) or vertical deviation is ≥0.05%H (early warning threshold), the system will intelligently adjust the subsequent pouring sequence and correct the deviation through asymmetrical pouring.

[0124] Reasonableness of the warning threshold: According to the allowable deviation of verticality (≤0.1% H) and allowable deviation of horizontality (≤0.3% H) of shaft lining in the "Code for Acceptance of Construction Quality of Concrete Structures" GB 50204-2015, the warning threshold is set to 1 / 3 of the construction allowable threshold (verticality 0.05% H = 0.1% H × 1 / 2, horizontality 0.1% H = 0.3% H × 1 / 3). This can detect small deviations in advance and avoid the accumulation of deviations leading to exceeding the tolerance. Sensor accuracy support: A high-precision dual-axis tilt sensor (model: RS485 tilt sensor, measurement range ±5°, accuracy 0.01% H) and a laser displacement sensor (model: KEYENCE IL-300, measurement accuracy ±0.005% H) are installed on the overall sliding body. Their accuracy is far higher than the warning threshold requirements (0.01% H < 0.05% H, 0.005% H < 0.1% H), which can ensure the accuracy of deviation monitoring.

[0125] Asymmetrical pouring correction avoids uneven concrete setting and structural stress concentration through "amplitude limit + frequency control + process compensation". Specific measures are as follows: Correction range limit: The difference in single asymmetric pouring volume is ≤10%: the difference in single pouring volume between the asymmetric side and the symmetrical side does not exceed 10% of the total pouring volume of that layer (e.g., if the total pouring volume of a single layer is 10m³). 3 At that time, the maximum pouring depth on the deviation side is 5.5m. 3 The minimum pouring depth on the symmetrical side is 4.5 m. 3 This prevents excessive local concrete accumulation, which can lead to uneven setting.

[0126] Single correction deviation ≤ 0.05% H: If the overall slipform body 5 posture deviation exceeds 0.05% H, correct it gradually in 2-3 times (each correction is 0.02-0.03% H) to avoid stress concentration caused by excessive single correction amplitude.

[0127] Correction frequency limit: Within the same construction section (height ≥ 5m), the frequency of asymmetrical pouring correction should be ≤ 2 times / hour, with an interval of ≥ 30 minutes between two corrections. Allow time for the initial setting of concrete (initial setting time of 2-3 hours after adding retarder and water-reducing agent) and stress release to avoid stress superposition caused by repeated adjustments in a short period of time.

[0128] Process compensation measures: Adding a retarding water-reducing agent to the concrete extends the initial setting time to 2-3 hours, ensuring that the asymmetrically poured concrete fuses before initial setting, resulting in no cold joints. After pouring the concrete on the deviated side, high-frequency vibration (frequency 50-60Hz, time 10-15s) is used to promote the compaction and uniform distribution of the concrete. After the correction is completed, the next pouring layer is poured symmetrically. The structural stress is balanced through the "symmetry-correction-symmetry" cycle to ensure the integrity of the lining.

[0129] During the shaft lining construction, the intelligent pouring system is responsible for the uniform distribution and layered pouring of concrete 6. Multiple material placement points are evenly distributed circumferentially along the overall slipform 5, and each material placement point is connected to a movable material placement rod driven by the control system. The control system controls the material placement rod to move at a uniform speed circumferentially according to a preset program, so as to achieve continuous and uniform distribution of concrete into the formwork. At the same time, the control system coordinates the material placement sequence and speed of each material placement point, following the principles of symmetrical start-up, staggered operation, and uniform material placement, so as to avoid concrete accumulation on one side or uneven pouring. The intelligent pouring system maintains real-time communication with the intelligent control system, continuously acquiring the horizontal and vertical deviation data of the overall slipform 5. When the deviation value reaches the preset warning threshold, the intelligent pouring system automatically activates the correction logic, implementing asymmetrical pouring by adjusting the pouring sequence and pouring volume of subsequent material placement points. For example, the pouring volume is appropriately increased on the side of the formwork that is lower, and the fluidity of the concrete is used to gradually restore the formwork to the correct position, thereby controlling the deviation within the allowable range of construction.

[0130] This implementation method achieves continuous and uniform concrete distribution through the circumferential uniform movement of a movable placing boom and intelligent material feeding control, effectively avoiding formwork displacement or inconsistent lining thickness caused by uneven pouring. The system monitors the slipform body's posture in real time and automatically adjusts the pouring strategy when the deviation approaches a warning value, achieving dynamic closed-loop control of the construction process. This significantly improves the geometric accuracy and overall quality of the lining, reducing manual intervention and the need for subsequent repairs.

[0131] In traditional vertical shaft slipform construction, concrete pouring relies heavily on fixed placement points or manual operation, leading to uneven material distribution, concrete accumulation, and uneven stress on the formwork. Frequent machine stops and manual adjustments to the formwork posture are necessary, resulting in low efficiency and insufficient control precision. This implementation method utilizes an intelligent pouring system to achieve circumferential uniform speed material distribution and multi-point collaborative control, ensuring the uniformity and continuity of pouring. Furthermore, real-time monitoring and automatic correction significantly improve the automation level and lining quality of the construction, overcoming the drawbacks of traditional methods such as reliance on manual labor, rough control, and susceptibility to quality defects.

[0132] In another technical solution, the intelligent pouring system also includes a subsystem for online monitoring and control of concrete performance; Slump monitors and temperature sensors are installed at the outlet or pump inlet of the concrete mixing plant to monitor the workability of the concrete in real time. The monitoring data is transmitted to the control system in real time. If the monitoring data exceeds the preset working performance range, the control system will issue an alarm and prompt the adjustment of the concrete mix ratio or the water-reducing agent dosage.

[0133] In the above technical solution, this embodiment relates to a subsystem of the intelligent pouring system in the vertical shaft needle beam slipform lining method, namely, the online monitoring and control subsystem for concrete performance. This system mainly includes a slump monitor and a temperature sensor installed at the outlet of the concrete mixing plant or the pump inlet, used to monitor the workability of the concrete in real time. The control system is responsible for receiving the monitoring data and issuing an alarm when the data exceeds the preset workability range, prompting the operator to adjust the concrete mix proportion or the water-reducing agent dosage.

[0134] Slump monitors (measuring range 100-250 mm, accuracy ±5 mm) and temperature sensors (measuring range 0-80℃, accuracy ±0.5℃) are installed at the concrete batching plant outlet (primary monitoring point), along the pumping pipeline (a secondary monitoring point is set every 50 m), and at the pumping inlet (tertiary monitoring point) to monitor the workability of the concrete in real time. The monitoring data is transmitted to the control system in real time. If the data at a certain monitoring point exceeds the preset working performance range (slump 180-220mm, temperature 5-35℃), the control system will issue an alarm: if the first-level / third-level monitoring point is abnormal, the mixing plant will be prompted to adjust the concrete mix ratio (e.g., increase the water-reducing agent dosage by 0.1%-0.2% if the slump is too low); if the second-level monitoring point is abnormal, the pumping speed will be prompted to adjust (e.g., increase the pumping speed by 10%-15% if the slump loss is too fast).

[0135] Slump monitors and temperature sensors are installed on the pipelines at the outlet or pump inlet of the concrete mixing plant. The slump monitors use a non-contact or embedded measurement principle to detect the slump value of the concrete in real time; the temperature sensors directly measure the temperature of the concrete. These monitoring devices are connected to the control system of the intelligent pouring system via signal lines, continuously transmitting the real-time collected slump and temperature data to the control system. The control system has pre-stored allowable range values ​​for concrete workability, such as slump range and temperature thresholds. The system compares the received real-time data with the preset ranges. If the monitored data continuously exceeds the allowable range, the control system will issue an audible and visual alarm and prompt the operating interface to adjust the concrete mix ratio or water-reducing agent dosage, allowing the mixing plant operators to intervene and adjust in a timely manner, ensuring the stability of concrete performance from the source.

[0136] This implementation method monitors the slump and temperature of concrete online in real time, which can promptly detect abnormalities in the workability of concrete and guide operators to adjust the mix ratio through early warning prompts. This effectively avoids quality problems such as pipe blockage, pouring interruption or insufficient structural strength caused by unstable concrete performance, and improves the pre-control capability of the construction process and the long-term reliability of the lining structure.

[0137] In traditional shaft lining construction, the testing of concrete workability typically relies on on-site manual sampling, which suffers from significant lag, failing to reflect changes in concrete condition in real time. Furthermore, the limited sampling frequency makes it prone to missing anomalies. This implementation method, by integrating online monitoring sensors and a control system, achieves continuous, real-time monitoring and rapid feedback of key concrete performance parameters. This significantly improves the timeliness and reliability of quality control, overcoming the shortcomings of traditional methods such as reliance on manual labor, low sampling frequency, and slow feedback adjustments.

[0138] In another technical solution, the intelligent pouring system also has a pre-set emergency procedure for construction interruption; When the pouring operation is unexpectedly interrupted and the expected interruption time will exceed the initial setting time of the concrete, the construction interruption emergency procedure is activated to control the placing boom to move to a preset construction joint position. The top of the template is rinsed with a high-pressure water gun to create a regular concave-convex keyway. When construction resumes, first pour cement mortar of the same grade at the keyway, and then continue the concrete pouring operation.

[0139] In the above technical solution, this embodiment relates to a function of the intelligent pouring system in the vertical shaft needle beam slipform lining method, namely, a construction interruption emergency procedure. This procedure automatically activates when concrete pouring is interrupted due to unforeseen circumstances and the expected interruption time exceeds the initial setting time of the concrete. Its core actions include controlling the movable placing boom to move to a preset construction joint position and instructing a high-pressure water gun to flush the top of the formwork at that location, forming a regular concave-convex keyway to prepare for subsequent resumption of construction and ensure a good bond between the old and new concrete.

[0140] The intelligent pouring system's control system has a pre-stored emergency procedure for construction interruptions. During normal pouring, the system continuously monitors the pouring operation's status. In the event of an unexpected interruption, such as equipment failure or material supply stoppage, the system first determines, based on the interruption signal and timer, whether the expected interruption time will exceed the initial setting time of the currently poured concrete. If the determination is yes, the emergency procedure is automatically activated. After activation, the control system first issues a command to drive the movable placing boom connected to the material discharge point to automatically move to a pre-programmed vertical shaft circumferential position, designated as the formal construction joint location. Subsequently, the system activates a pre-set high-pressure water jet device on the work surface, aiming it at the top of the formwork at that location to flush away the not-yet-fully-set concrete slurry, while leaving some aggregate residue, thus mechanically scouring the construction joint section to form a regular concave-convex keyway. Once the interruption is resolved and construction resumes, the operator, following the program prompts, first pours a layer of cement mortar with the same gradation as the concrete in the treated keyway area, and then continues the normal concrete pouring operation.

[0141] When the pouring operation is unexpectedly interrupted and the expected interruption time will exceed the initial setting time of the concrete, the construction interruption emergency procedure shall be activated. The placing boom shall be moved to a pre-set construction joint position (circumferential interval not less than 10 m, avoiding weak areas of the well wall); the top of the formwork at this location shall be flushed with a high-pressure water gun (working pressure 8-10 MPa, water flow diameter 15-20 mm) for 30-60 s to create a regular concave-convex keyway (keyway depth 8-12 mm, boss width 15-20 mm, spacing 30-40 mm); when construction resumes, the same grade of cement mortar (thickness 20-30 mm, water-cement ratio 0.45-0.5) shall be poured at the keyway first, and allowed to stand for 5-10 minutes before continuing the concrete pouring operation.

[0142] This implementation method, by pre-setting an emergency program in the intelligent system, can automatically and quickly treat construction joints at predetermined locations in the event of unexpected construction interruptions, forming a regular keyway structure. This greatly reduces quality defects such as improper treatment and arbitrary gaps in construction joints caused by sudden interruptions, significantly improves the treatment quality of construction joints and the bonding strength and integrity between new and old concrete, and helps ensure the seepage prevention performance of the lining structure.

[0143] In traditional vertical shaft slipform construction, unexpected interruptions typically rely on manual experience for emergency handling. Joint locations are often irregular, and treatment methods are haphazard, commonly involving simply roughening the surface after the concrete has hardened. This method is not only inefficient and labor-intensive, but also struggles to guarantee the regularity and quality of the construction joint, easily leading to weak points in the structure and affecting the integrity and impermeability of the lining. This implementation method uses an intelligent system to automatically determine and execute standardized emergency procedures, ensuring accurate placement of construction joints, regular keyway shapes, and timely treatment, overcoming the shortcomings of traditional manual methods such as high arbitrariness, inconsistent quality, and low efficiency.

[0144] In another technical solution, the decision-making logic for intelligently adjusting the subsequent pouring sequence is executed by a multi-source information fusion decision-making module; The input signals of the multi-source information fusion decision module include: the real-time level and verticality deviation of the overall sliding formwork, the real-time pressure value of each distributed hydraulic jacking mechanism, and the current height and position of the pouring layer. Based on the above input signals, the multi-source information fusion decision model calculates and generates a set of correction schemes, including the optimal pouring position, pouring volume and pouring speed, through a pre-set algorithm model, and instructs the intelligent pouring system to execute it.

[0145] In the above technical solution, this embodiment relates to a core functional module of the intelligent pouring system in the vertical shaft needle beam slipform lining method, namely, the multi-source information fusion decision module. This module is a software algorithm module integrated into the control system of the intelligent pouring system. Its function is to receive different types of input signals from multiple sensors, including the real-time horizontal and vertical deviations of the overall slipform body 5, the real-time pressure values ​​of the horizontal hydraulic rods 9 on each distributed hydraulic jacking mechanism, and the height position signal of the current pouring layer. The module has a pre-set algorithm model that can perform comprehensive calculations based on these multi-source input signals, and finally output a set of optimal pouring schemes for correction. This scheme includes specific pouring position, pouring volume, and pouring speed instructions, which are then sent to the execution mechanism.

[0146] For example, the decision-making logic for intelligently adjusting the subsequent pouring sequence is executed by a multi-source information fusion decision-making module. This module achieves precise correction based on "fuzzy PID algorithm + adaptive parameter tuning," as detailed below: Core algorithm: Fuzzy PID algorithm; Input signals and weights: Real-time horizontal deviation of the overall slipform body 5 (weight 40%), vertical deviation (weight 40%), real-time pressure value of each distributed hydraulic jacking mechanism (weight 20%), and current height and position of the pouring layer (auxiliary parameters); Fuzzification process: The input deviation is divided into 5 fuzzy subsets (negative large, negative small, zero, positive small, positive large), and converted into fuzzy quantities using a triangular membership function; Fuzzy rule base: 45 preset control rules (such as "levelness deviation is large and pressure deviation is zero → pouring volume on the deviation side +8%), trained and optimized based on 100+ sets of on-site construction data to ensure that the rules are adapted to different geological conditions. Initial values ​​for PID parameters: proportional coefficient K p =2.5, Integral coefficient K i =0.8, differential coefficient K d =0.3, adjust on-site using the "trial and error method": decrease K when overshoot > 5%. p Increase K when the response delay is >200 ms i When the number of oscillations is greater than 2, K increases. d .

[0147] Adaptability: Real-time parameter adjustment: The module automatically adjusts the PID parameters every 5 minutes based on the deviation convergence rate (e.g., the time it takes for the deviation to decrease from 0.05% H to 0.01% H): K is adjusted when the convergence rate is <30s. p When K is increased by 10%, the convergence rate is greater than 60s. p Decrease by 10% and K i Increase by 15%; Adaptive operating conditions: The strength of the wellbore rock mass (soft rock / hard rock) is determined by the top support pressure-displacement curve, and the slump fluctuation is obtained by the concrete performance monitoring subsystem. The weight of the input parameters is automatically adjusted (e.g., the pressure deviation weight is increased to 30% under soft rock conditions) to ensure that the correction scheme is adapted to the real-time operating conditions.

[0148] During construction, the multi-source information fusion decision-making module operates continuously. It receives three types of input signals in real time via a data interface: first, horizontal and vertical deviation data measured by tilt or displacement sensors installed on the overall slipform body 5; second, real-time pressure values ​​collected by pressure sensors on the horizontal hydraulic rods 9 of each distributed hydraulic support mechanism; and third, the height and position information of the current concrete pouring layer recorded internally by the system. This real-time data is continuously fed into a pre-set algorithm model within the module for fusion calculation. The core logic of this algorithm model lies in analyzing the current posture deviation of the slipform body, the stress on each support point, and the height of the pouring surface, comprehensively determining the main causes and trends of the deviation. Based on this analysis, the module calculates and generates a targeted correction scheme, such as determining whether to increase the pouring volume in a specific location or reduce the pouring speed on the other side. Ultimately, the decision-making scheme is transformed into specific control instructions, which are sent directly to the intelligent pouring system to control the movable placing boom to move to the designated optimal pouring position and perform asymmetrical pouring operations according to the calculated pouring volume and pouring speed, thereby actively and accurately correcting the posture deviation of the overall slipform body 5.

[0149] This implementation method utilizes a multi-source information fusion decision-making module to intelligently analyze and make decisions regarding key posture, stress, and progress information during construction, achieving real-time, adaptive, and precise control of the pouring process. It transforms the traditional correction process, which relies on the operator's personal experience, into a data-driven, high-speed, automated, and precise operation. This significantly improves the response speed and correction effect to construction deviations, effectively preventing the accumulation of deviations and ensuring the geometric accuracy and overall quality of the shaft lining construction.

[0150] In traditional vertical shaft slipform construction, the correction of formwork posture mainly relies on ground surveyors using instruments to periodically measure and detect deviations. Once a deviation is detected, it is communicated to the operators via walkie-talkies or other communication tools. The operators then decide how to adjust the pouring position or speed based on their personal experience. This method suffers from significant lag, low measurement frequency, multiple information transmission links, strong subjectivity in correction decisions, slow response speed, and is prone to deviation accumulation and unstable correction effects. This implementation method, by integrating sensors and intelligent algorithms, achieves real-time automatic acquisition, rapid fusion analysis, and automatic generation and execution of optimal correction commands for key construction parameters, forming a highly efficient closed-loop control. This overcomes the shortcomings of traditional methods, such as lag, reliance on manual labor, and low accuracy and efficiency.

[0151] Although the technical solutions of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and embodiments shown and described herein.

Claims

1. A method for slipform lining of vertical shaft needle beams, characterized in that, Includes the following steps: Step 1: Configure a telescopic central sliding shaft system. The telescopic central sliding shaft system includes a sleeve-type double rod structure that coincides with the axis of the vertical shaft. The sleeve-type double rod structure consists of an outer main shaft rod and an inner main shaft rod that can extend and retract relative to the outer main shaft rod. Step 2: Install multiple sets of automatically retractable horizontal support mechanisms at the bottom of the outer rod of the main shaft and the top of the inner rod of the main shaft to press and fix the telescopic central sliding shaft system to the shaft wall, providing stable support for the central sliding shaft system; Step 3: Arrange a radially adjustable template system around the outer rod of the main shaft. The radially adjustable template system is connected to the telescopic central sliding shaft system through connecting rods to form an integral sliding mold body; Step 4: Configure multiple sets of distributed hydraulic jacking mechanisms on the overall slipform body to tighten the shaft wall and provide climbing reaction force for the overall slipform body; Step 5: Implement continuous construction of the lining.

2. The vertical shaft needle beam slipform lining method as described in claim 1, characterized in that, Step five specifically includes: S51. Perform layered concrete pouring operations; S52. The overall slipform body is continuously lifted along the telescopic central sliding shaft system by a distributed hydraulic jacking mechanism. During this process, the rebar tying operation is carried out synchronously and in parallel with the formwork lifting operation in the space below the poured concrete section. S53. When the climbing height approaches the extension limit of the telescopic center sliding shaft system, a relay conversion operation is performed: the multiple sets of automatically retractable horizontal support mechanisms at the top of the main shaft inner rod are retracted, the main shaft inner rod is lifted and re-fixed, and then the multiple sets of automatically retractable horizontal support mechanisms at the top of the main shaft inner rod are extended and pressed against the well wall, thereby realizing the relay extension of the telescopic center sliding shaft system. S54. Repeat steps S51 to S53 until the lining construction is completed.

3. The vertical shaft needle beam slipform lining method as described in claim 2, characterized in that, In step S53, during the relay transition operation, a stability control step is also included: Control the distributed hydraulic jacking mechanism to increase its jacking force to a preset relay conversion safety pressure value P1. This value P1 is greater than the jacking force value P0 during normal climbing, in order to compensate for the downward force caused by the failure of the top support of the main shaft inner rod. After the relay conversion is completed, restore the jacking force of the distributed hydraulic jacking mechanism to the value P0 required for normal climbing. P1 is determined by comprehensive calculation based on the self-weight of the overall sliding formwork, the load borne by the telescopic central sliding shaft system, and the rock mass strength of the shaft wall. The value of P1 is always less than the critical crushing pressure of the shaft wall rock mass.

4. The vertical shaft needle beam slipform lining method as described in claim 3, characterized in that, The stability control steps are executed automatically by an intelligent control system, specifically including: The actual clamping pressure value is collected in real time by pressure sensors arranged on each distributed hydraulic jacking mechanism. The actual tightening pressure value collected is compared with the relay conversion safety pressure value P1, and the tightening force of each jacking mechanism is dynamically adjusted through the hydraulic servo mechanism to make it reach and stabilize at the relay conversion safety pressure value P1. During the adjustment process, if the actual tightening pressure of any distributed hydraulic jacking mechanism fails to reach the relay conversion safety pressure value P1, or if the calculation module of the intelligent control system determines that the current tightening force requirement is approaching the critical crushing pressure of the well wall rock mass, the system will issue a warning signal and suspend the relay conversion operation.

5. The vertical shaft needle beam slipform lining method as described in claim 4, characterized in that, The end of the distributed hydraulic jacking mechanism is hinged with an adaptive pad. The back of the adaptive pad that connects with the piston rod of the distributed hydraulic jacking mechanism is a spherical or conical structure, which allows it to deflect freely relative to the piston rod. The surface of the adaptive pad that contacts the shaft wall is provided with friction-enhancing texture or covered with replaceable wear-resistant pads. The intelligent control system also performs adaptive clamping operations, specifically including: At the start of any jacking operation, the distributed hydraulic jacking mechanism is first controlled to jack the shaft wall with a first preset pressure, so that the adaptive pad deflects under the first preset pressure to fit the local inclination angle of the shaft wall; Subsequently, the intelligent control system determines whether the adaptive pad has achieved stable contact based on the changing trend of the pressure sensor readings. Once stable contact is established, the distributed hydraulic jacking mechanism is controlled to increase the jacking force to the target pressure value P0 or P1 required for the operation.

6. The vertical shaft needle beam slipform lining method as described in claim 2, characterized in that, In step S51, the layered pouring of concrete is performed through an intelligent pouring system, specifically including: Multiple material feeding points are evenly arranged along the circumference of the entire sliding mold body; The concrete feeding sequence and speed at each feeding point are controlled by a control system to ensure that they follow the preset principles of symmetrical, staggered, and uniform pouring. The concrete pouring volume at each material feeding point is monitored in real time, and feedback adjustments are made to ensure that the thickness of the entire pouring layer increases uniformly.

7. The vertical shaft needle beam slipform lining method as described in claim 6, characterized in that, The feeding point is connected to a movable feeding rod, and the control system controls the feeding rod to move at a constant speed in the circumferential direction to achieve continuous and uniform feeding. The intelligent pouring system is connected to the intelligent control system. When the overall slipform body's horizontal or vertical deviation value reaches the preset warning threshold, the system intelligently adjusts the subsequent pouring sequence and corrects the deviation through asymmetrical pouring. The warning threshold is less than the construction allowable threshold.

8. The vertical shaft needle beam slipform lining method as described in claim 6, characterized in that, The intelligent pouring system also includes a subsystem for online monitoring and control of concrete performance; Slump monitors and temperature sensors are installed at the outlet or pump inlet of the concrete mixing plant to monitor the workability of the concrete in real time. The monitoring data is transmitted to the control system in real time. If the monitoring data exceeds the preset working performance range, the control system will issue an alarm and prompt the adjustment of the concrete mix ratio or the water-reducing agent dosage.

9. The vertical shaft needle beam slipform lining method as described in claim 6, characterized in that, The intelligent pouring system also has a pre-set emergency procedure for construction interruption; When the pouring operation is unexpectedly interrupted and the expected interruption time will exceed the initial setting time of the concrete, the construction interruption emergency procedure is activated to control the placing boom to move to a preset construction joint position. The top of the template is rinsed with a high-pressure water gun to create a regular concave-convex keyway. When construction resumes, first pour cement mortar of the same grade at the keyway, and then continue the concrete pouring operation.

10. The vertical shaft needle beam slipform lining method as described in claim 7, characterized in that, The decision-making logic for intelligently adjusting the subsequent pouring sequence is executed by a multi-source information fusion decision-making module; The input signals of the multi-source information fusion decision module include: the real-time level and verticality deviation of the overall sliding formwork, the real-time pressure value of each distributed hydraulic jacking mechanism, and the current height and position of the pouring layer. Based on the above input signals, the multi-source information fusion decision model calculates and generates a set of correction schemes, including the optimal pouring position, pouring volume and pouring speed, through a pre-set algorithm model, and instructs the intelligent pouring system to execute it.

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