A vertical shaft method for constructing a ventilation shaft of an extra-long highway tunnel

Abstract

The application provides a special long highway tunnel ventilation shaft vertical shaft method construction method, comprising the following steps: S1, measuring and lofting; S2, shaft mouth section construction; S3, vertical shaft lifting equipment installation; S4, shaft body construction; S5, equipment inspection, adjustment and next S4 until excavation and support are completed; S6, middle line re-measurement, shaft bottom construction, shaft bottom leveling, layer lining and backfilling, and hoist platform modification; S7, measuring and lofting, adjusting the hoist platform center to the vertical shaft design center, shaft inner anti-drainage layer construction, steel bar binding, form erection, concrete pouring, finishing and maintenance, and second lining construction of the vertical shaft; S8, lifting the hoist platform, and next S7 until the second lining is completed; S9, dismounting the lifting equipment. The application has strong applicability in project construction under poor geological conditions and strict construction period requirements; the construction period can be freely set, is not affected by the main tunnel construction period, is more scientific and reasonable, the construction process is reasonably connected, and the construction quality is safe and reliable.

Description

Technical Field

[0001] This invention belongs to the field of ventilation shaft technology, specifically relating to a construction method for ventilation shafts in extra-long highway tunnels using the main shaft method. Background Technology

[0002] With the development of transportation construction in my country, the Changda Mountain Tunnel has been widely used in highway and railway construction. In order to meet the ventilation and smoke extraction requirements during tunnel operation, ventilation shafts must be set up for ventilation and smoke extraction. However, the traditional reverse shaft method of construction requires the tunnel main tunnel to be constructed to the underground connecting passage, and the connecting passage to the bottom of the shaft before the shaft excavation can be carried out. In tunnels with very strict and tight schedule requirements, this will inevitably cause delays in the construction period. Summary of the Invention

[0003] To address the shortcomings of existing technologies, this invention provides a construction method for ventilation shafts in extra-long highway tunnels using the main shaft method. This method is highly applicable to projects with poor geological conditions and stringent schedule requirements; the construction period can be freely set and is not affected by the main tunnel construction period, making it more scientific and reasonable; the construction procedures are reasonably and effectively connected, and the construction quality is safe and reliable.

[0004] This invention provides a construction method for ventilation shafts in extra-long highway tunnels using the vertical shaft method, comprising the following steps:

[0005] S1, Surveying and setting out, construction of intercepting ditch and retaining wall;

[0006] S2, wellhead section construction;

[0007] S2 includes S21, mechanically excavating the wellhead, supporting the wellhead walls, manually trimming and anchoring, meshing and spraying concrete;

[0008] S22, Concrete construction of interlocking rings, reinforcement binding and formwork erection;

[0009] S23, backfilling of the lock ring;

[0010] S3, Installation of vertical shaft hoisting equipment;

[0011] S3 includes S31, selecting a suitable vertical shaft hoisting equipment;

[0012] S32, Install lifting equipment;

[0013] S4, Well construction;

[0014] S4 includes S41, initial support, under-excavation treatment, layered excavation of other parts of the well, and support as excavation proceeds to the bottom elevation of the well.

[0015] S42, reinforce the support and excavate the wall base from bottom to top;

[0016] S5, Equipment inspection and adjustment, proceed to the next S4, until excavation and support are completed;

[0017] S6, centerline re-measurement, construction at the bottom of the well, leveling of the bottom of the well, layer lining and backfilling, modification of the hoisting platform, maintenance of the hoisting system, and proper pipeline connection;

[0018] S7, survey and set out, adjust the center of the hoisting platform to the design center of the shaft, carry out the construction of the waterproof and drainage layer inside the shaft, tie the reinforcing bars, erect the formwork, pour the concrete, repair and cure, and carry out the secondary lining construction of the shaft;

[0019] S8, lift the hoisting platform, and proceed to the next S7 until the secondary lining is completed;

[0020] S9, dismantle and lift equipment.

[0021] The present invention can also be improved in the following ways in the above technical solution.

[0022] 1. A preferred technical solution, wherein the additional technical feature is that: S21 specifically includes

[0023] a. Grouting around the wellhead: The advanced perimeter grouting is divided into two cycles. The grouting range of the first cycle is 2-4m outside the excavation outline, and the outer angle of the second cycle is 7-13°, with an overlap length of 7-13m with the first cycle.

[0024] b. The grouting length of the first cycle is the same as the length of the steel pipe inside the grouting hole; the grouting holes of the first cycle are arranged vertically downwards from the working face, and the holes are arranged in several circles, with the inner and outer circles arranged in a quincunx pattern, and there is a gap between the inner and outer circles in both directions; the circumferential spacing of the grouting holes in the second cycle is 120-134cm, the longitudinal spacing is 450-550cm, and they are arranged in a quincunx pattern, with a steel pipe for grouting inside the hole;

[0025] c. The drilling and grouting sequence is from the outside to the inside, with the same ring of holes being constructed at intervals; in the first cycle, the outer ring of holes is grouted by advancing method, and the inner ring of holes is grouted by retreating method, with the same ring of holes being constructed at intervals; in the second cycle, each ring of holes is grouted by advancing method.

[0026] d. Cement grout is used for grouting, and the grouting pressure is 0.5-2.0 MPa.

[0027] The preferred technical solution has the following additional technical features: S22 specifically includes the use of C35 reinforced concrete, Φ20-24 steel bars in the circumferential and vertical directions with a spacing of 200-300mm, and φ6-10 stirrups with a spacing of 200-300*200-300mm.

[0028] The preferred technical solution, further characterized in that: S31 specifically includes...

[0029] a. Selection of hoisting derrick: The hoisting derrick is a Type III sinking derrick, used for well depths of up to 600m;

[0030] b. Selection of hoist equipment: Hook-type bucket and non-rotating wire rope should be selected.

[0031] c. Sealing plate: The sealing plate is made of steel structure. The main beam and the secondary beam are both made of I-beams. The beams are connected by equal-sided angle iron and bolts. The manhole cover is made as an integral assembly. In order to meet the requirements of storing the bucket on the manhole cover, the manhole cover is reinforced with channel steel. The sealing plate is covered with patterned steel plate. Each opening is equipped with a metal cover. All gaps in the sealing plate are tightly sealed.

[0032] d. The suspended platform is a two-story steel structure with several columns between the layers. The main and secondary beams of both the upper and lower platforms are made of I-beams and channel steel. The lower platform is also made of I-beams and channel steel. Both layers are covered with mesh steel plates and welded together. The ends of the I-beams are connected with equilateral angle iron. The suspension point is located on the lower platform. The suspended platform is suspended by several steel wire ropes. The upper platform is a protective platform, and the lower platform is a working platform. The signal system is located on the lower platform. Commonly used tools on the working face are placed on the working platform. The drainage pipes, ventilation ducts, and water supply pipes fixed to the well wall are all installed on the lower platform. The distance between the suspended platform and the working face is no more than 40m. Each hole on the suspended platform is equipped with a cover plate, and the gaps at the fixed pipelines on the well wall are equipped with railings. The suspended platform is fixed with steel wire ropes to meet construction requirements.

[0033] The preferred technical solution, further characterized in that: S41 specifically includes...

[0034] a. Excavation: For tunnel shafts of types III and IV lining, the cyclic advance is calculated at 2m / cycle, with a borehole diameter of 40-44mm. Emulsion explosives are used for blasting design. All blasting holes adopt a continuous bottom charge structure. Rock chips, sand, and clay are used as stemming material for plugging, with a plugging length of not less than 700mm. Blasting is carried out by full-section single detonation. According to the principle of zoned and segmented blasting, the blasting sequence is to first detonate the cut holes, then the auxiliary holes, and finally the peripheral holes. Parallel and series combined detonation is adopted.

[0035] b. Slag removal: After blasting in the vertical shaft, ventilation is carried out for 15-30 minutes using a forced-in fan. A small excavator is then lowered into the working face inside the shaft using a winch. The excavator loads the slag into a bucket, which is then lifted to the top of the slag-turning platform. The slag is automatically turned over using the bottom hook of the bucket, and the slag is transported to the ground via a chute. Loaders and dump trucks are then used to transport the slag to the spoil disposal site.

[0036] The preferred technical solution, further characterized in that: S41 also includes...

[0037] c. For hollow anchor bolts, first use a rock drill to drill holes at the designed position, depth, and angle, then use high-pressure air to clean the holes; manually install the anchor bolts, seal the ends with cement mortar for a depth of not less than 10cm, and use a grouting pump for grouting; considering the fracture resistance of the rock strata, determine the instantaneous maximum pressure value after testing based on the site conditions, and the maximum instantaneous pressure value should not exceed 0.5MPa;

[0038] d. Mortar anchor bolts are used, with an external insertion angle of 5° to 10° and an overlap length of not less than 1.0m. The anchor bolts are made on-site using threaded steel bars and arranged in a quincunx pattern. Holes are drilled using a pneumatic rock drill, and high-pressure air is used to blow away debris from the holes. Mortar is then injected into the anchor holes, and the anchor bolts are inserted into the drilled holes. The anchor bolts are gently hammered to ensure they reach the bottom of the hole. The drilled holes should be round and straight, with the rock at the hole opening leveled and the rock surface perpendicular to the drilling direction. The cement mortar mix ratio for the anchor bolts can be 0.45:1 (water-cement ratio). The mortar should be mixed evenly and used immediately after mixing. During grouting, the guide pipe is inserted into the bottom of the hole, and the guide pipe is pulled out while grouting. The anchor holes should be filled with mortar, and the grouting work should be continuous and uninterrupted to ensure the bonding strength between the anchor bolts, mortar, and surrounding rock.

[0039] e. Steel frame: After processing, the steel frame shall be trial-assembled. The allowable error is that the error along the perimeter of the shaft shall not exceed ±3cm. The steel frame is assembled from the steel components of each unit around the shaft body. Each unit of steel components is connected by bolts. The error between the centers of the bolt holes shall not exceed ±0.5cm. When the steel frame is laid flat, the warping of the plane shall be less than ±2cm.

[0040] f. Reinforcing mesh: The reinforcing mesh is processed centrally in the processing yard. First, the reinforcing bars are straightened using a reinforcing bar straightening machine, and then cut into reinforcing bar strips. The size of the reinforcing mesh is determined by comprehensively considering the arch spacing and the overlap length between mesh pieces. The reinforcing bars are welded using an automatic mesh welding machine. Before welding, oil stains, paint stains, cement slurry, and loose skin and rust that have been knocked off by hammering must be cleaned from the surface of the reinforcing bars. After processing, the reinforcing mesh pieces are flat, and there are no marks on the surface of the reinforcing bars that weaken the cross-section of the reinforcing bars. The finished reinforcing mesh pieces are lifted and placed gently. The finished reinforcing mesh pieces should be kept away from the processing site and stacked in the designated finished product stacking area. During storage and transportation, avoid humid environments to prevent rust, pollution and deformation. Hang the processed reinforcing mesh pieces in the positions marked on the drawings. The reinforcing bars are laid with the undulations of the initial sprayed surface and tied and fixed to the mortar anchors constructed in the early stage. The maximum gap between the reinforcing mesh pieces and the sprayed rock surface is no more than 30mm. Then weld the reinforcing bars into a mesh, and the overlap length of the mesh pieces is at least 30 times the diameter of the reinforcing bars.

[0041] g. Shotcrete: Wet shotcrete mixing is carried out using a fully automatic metering forced mixer. Accelerator is added using an accelerator pump in the shotcrete machine. Concrete is transported using concrete trucks, and mixing is done on-site. Small shotcrete machines are used for shotcreting. When starting shotcreting, the distance between the nozzle and the sprayed surface should be reduced and the spraying angle adjusted. The thickness of the concrete cover for the reinforcing steel should not be less than 2cm. Shotcrete for shotcrete anchor support is carried out in two stages: initial spraying and final spraying. Initial spraying is carried out immediately after excavation to seal the exposed rock surface as soon as possible and prevent surface weathering and spalling. Final spraying is carried out after the installation of anchor bolts, wire mesh, and steel frame to quickly form the overall stress of the shotcrete anchor support and suppress the displacement of the surrounding rock.

[0042] The preferred technical solution, with its additional technical features, includes: S42 specifically comprising multiple shaft design supports, with support excavation proceeding simultaneously with tunnel excavation, employing mechanical excavation, and locally supplemented by small blasting when the surrounding rock strength is high; after support excavation, temporary anchor spraying sealing of the surrounding rock is required; after support excavation is completed, anchor spraying sealing of the surrounding rock is performed first; when constructing the initial supports on the upper and lower sides of the support, the over-excavated portion behind the initial supports due to support excavation needs to be backfilled with shotcrete; the I-beams of the initial supports on the upper and lower sides of the support are longitudinally connected using I-beams, with at least one connection every 3 meters circumferentially. After the initial support construction on both sides of the wall base is completed, the portion of the wall base extending into the surrounding rock is filled with square timber. It must be fully filled. Every 3 meters, a square timber is placed, extending vertically from the bottom of the wall base to the bottom of the I-beam at the top of the wall base. After the square timber is filled, the opening of the wall base is sealed with steel mesh. The mesh size is the same as that used for the initial support. The steel mesh should be firmly connected to the I-beam. Finally, the opening of the wall base is sealed with shotcrete to ensure that the square timber will not fall off during construction. When pouring the secondary lining, at each position of the wall base, the sealing material is removed, the filling square timber is taken out, and concrete is poured in a timely manner.

[0043] The preferred technical solution has the following additional technical features: S42 also includes the construction of the intersection of the vertical shaft and the connecting ventilation duct. After the vertical shaft is constructed, the wall is broken and the opening is made. After the construction reaches the bottom of the shaft, the upper and lower step method is used to construct the head gate on one side first. After the connecting ventilation duct has entered the tunnel for 10m, the head gate on the other side is constructed. The surveying station draws the excavation outline of the connecting ventilation duct on the initial support of the vertical shaft. The demolition is carried out by a combination of machinery and manual labor. The manual labor uses a pneumatic pick to remove the shotcrete at the excavation outline to expose the steel frame. After the steel frame is cut, it is demolished mechanically. After the initial support of the vertical shaft is removed, the steel frame of the connecting ventilation duct is erected. The steel frame of the connecting ventilation duct is effectively welded and fixed to the cut steel frame of the vertical shaft. Anchor bolts and locking feet are installed. After the shotcrete strength reaches the requirements, the drilling and blasting excavation of the connecting ventilation duct is carried out. Strictly controlled blasting is adopted, and test blasting is carried out. The vibration value is tested with instruments, and the blasting vibration velocity is strictly controlled. The blasting vibration velocity is required to be controlled within 5cm / s.

[0044] The preferred technical solution has the following additional technical features: during the construction of the horse-head gate in S42, monitoring and measurement should be strengthened, and measurement data should be fed back. The connection between the connecting ventilation duct and the main tunnel is the focus of the construction. After the main tunnel is constructed to the connecting ventilation duct and the secondary lining is completed, the tunnel is then excavated from the main tunnel to the connecting ventilation duct and connected to the connecting ventilation duct.

[0045] The preferred technical solution, further characterized in that: S7 specifically includes...

[0046] a. Drainage and waterproofing: Several polymer composite drainage pipes are installed at the side wall of the shaft. In addition, a ring of polymer composite drainage pipes is added at the bottom of the shaft to connect the shaft drainage pipes with the longitudinal drainage blind pipes of the connecting air duct, so that the shaft water flow is directed to the main tunnel drainage ditch for discharge.

[0047] b. Secondary lining construction, construction preparation, completion of cable, material supply pipe, stabilizing and hoisting system, construction of well bottom plate and central partition wall, modification of original hoisting platform, slipform design, formwork processing and trial assembly, rebar binding, formwork installation, concrete pouring, formwork removal and curing, formwork removal, and backfilling of open tunnel.

[0048] The beneficial effects of this invention are as follows: This construction method is highly applicable to projects with poor geological conditions and stringent time requirements. The construction period can be freely set and is not affected by other factors. Throughout the construction process, the use of a wellhead panel and a double-layer working panel improves construction safety. After the initial support construction is completed, the lining construction follows closely, with reasonable and effective process connections, improving construction safety and quality. In addition, this construction method has a fast construction speed, with no idle time for personnel and construction machinery, shortening the construction period and reducing project costs. Attached Figure Description

[0049] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the accompanying drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. In all the drawings, similar elements or parts are generally identified by similar reference numerals. In the drawings, the elements or parts are not necessarily drawn to scale.

[0050] Figure 1 This is a flowchart illustrating the construction method of the ventilation shaft method for extra-long highway tunnels according to an embodiment of the present invention.

[0051] Figure 2 This is a diagram showing the arrangement of grouting holes around the vertical shaft according to an embodiment of the present invention.

[0052] Figure 3 This is a cross-sectional view of the reinforcement of the vertical shaft lock joint according to an embodiment of the present invention.

[0053] Figure 4 This is a diagram of the shaft stabilization arrangement according to an embodiment of the present invention.

[0054] Figure 5 This is a plan view of the vertical shaft winch according to an embodiment of the present invention.

[0055] Figure 6 This is a layout diagram of a single-cycle blast hole in a vertical shaft according to an embodiment of the present invention.

[0056] Figure 7 This is another arrangement diagram of the single-cycle blast hole in the vertical shaft according to an embodiment of the present invention.

[0057] Figure 8 This is a schematic diagram of the charge loading structure according to an embodiment of the present invention.

[0058] Figure 9 This is a schematic diagram of a parallel-tandem combined detonation network according to an embodiment of the present invention.

[0059] Figure 10 This is a front view of the wall mount according to an embodiment of the present invention.

[0060] Figure 11 This is a schematic diagram of the vertical shaft waterproofing and drainage design according to an embodiment of the present invention.

[0061] Figure 12 This is a flowchart of the secondary lining construction process according to an embodiment of the present invention. Detailed Implementation

[0062] To further understand the invention's content, features, and effects, the following embodiments are provided, and detailed explanations follow:

[0063] Please see Figures 1 to 12 This study uses the Xiangyangshan Tunnel shaft of the Qujing Sanbao to Kunming Qingshui Expressway (Kunming section) in Yunnan Province as its background. The Xiangyangshan Tunnel shaft is 154.299m deep, with a circular cross-section and an inner diameter of 7.4m, primarily for tunnel ventilation after the project's operation. The shaft is located in mountainous terrain, with the surface at the shaft opening generally sloping from east to west, overlain by red clay, which is hard plastic and has poor stability. The surrounding rock of the tunnel is mainly of Class III and IV, with well-developed karst and fissures, fractured rock mass, and poor stability. Shaft construction presents challenges such as high vertical operating depth, high construction difficulty, high safety risks, complex muck removal and hoisting, and a tight schedule. Using the reverse shaft method would make it difficult to guarantee the successful achievement of the project schedule.

[0064] During the development of this construction method, a large number of engineering examples of shaft and reverse shaft construction in highways, railways, water conservancy and other fields were collected. Detailed technical analysis and simulation experiments were carried out on the shaft frame, working platform, working platform and stabilizing vehicle. Finally, the construction process of the Xiangyangshan Tunnel shaft shaft direct shaft method was determined and the hoisting system was optimized to ensure construction safety and quality.

[0065] Through the construction of the Xiangyangshan Tunnel shaft on the Qujing Sanbao to Kunming Qingshui Expressway (Kunming section) in Yunnan Province using this method, mature highway tunnel shaft construction technology has been accumulated, overcoming the impact of the main tunnel construction period, ensuring the construction period, and advancing the construction period by about 8 months.

[0066] This construction method has wide applicability and strong operability, and can be widely used in the construction of ventilation shafts in tunnels of highways, water conservancy projects, etc.

[0067] With the development of transportation infrastructure in my country, long and winding mountain tunnels are widely used in highway and railway construction. To meet the ventilation and smoke extraction requirements during tunnel operation, ventilation shafts are essential. However, traditional reverse shaft construction requires the tunnel main tunnel to be constructed up to the underground connecting passage, and then the connecting passage must be constructed up to the bottom of the shaft before the shaft excavation can begin. In tunnels with very tight schedules, this inevitably leads to delays. The vertical shaft-to-direct shaft construction method, on the other hand, is not affected by the main tunnel construction schedule, allowing for a more scientific and rational approach, independent scheduling, and a significantly faster construction progress.

[0068] Please see Figures 1 to 12 This invention provides a construction method for ventilation shafts in extra-long highway tunnels using the main shaft method, comprising the following steps:

[0069] S1, Surveying and setting out, construction of intercepting ditch and retaining wall;

[0070] S2, wellhead section construction;

[0071] S2 includes S21, mechanically excavating the wellhead, supporting the wellhead walls, manually trimming and anchoring, meshing and spraying concrete;

[0072] S22, Concrete construction of interlocking rings, reinforcement binding and formwork erection;

[0073] S23, backfilling of the lock ring;

[0074] S3, Installation of vertical shaft hoisting equipment;

[0075] S3 includes S31, selecting a suitable vertical shaft hoisting equipment;

[0076] S32, Install lifting equipment;

[0077] S4, Well construction;

[0078] S4 includes S41, initial support, under-excavation treatment, layered excavation of other parts of the well, and support as excavation proceeds to the bottom elevation of the well.

[0079] S42, reinforce the support and excavate the wall base from bottom to top;

[0080] S5, Equipment inspection and adjustment, proceed to the next S4, until excavation and support are completed;

[0081] S6, centerline re-measurement, construction at the bottom of the well, leveling of the bottom of the well, layer lining and backfilling, modification of the hoisting platform, maintenance of the hoisting system, and proper pipeline connection;

[0082] S7, survey and set out, adjust the center of the hoisting platform to the design center of the shaft, carry out the construction of the waterproof and drainage layer inside the shaft, tie the reinforcing bars, erect the formwork, pour the concrete, repair and cure, and carry out the secondary lining construction of the shaft;

[0083] S8, lift the hoisting platform, and proceed to the next S7 until the secondary lining is completed;

[0084] S9, dismantle and lift equipment.

[0085] Please see Figure 2 S21 specifically includes

[0086] a. Grouting around the wellhead: The vertical shaft head section is Class V surrounding rock. The advanced perimeter grouting is divided into two cycles. The first cycle grouting range is 3m outside the excavation outline. The second cycle has an outer angle of 10° and an overlap length of 10m with the first cycle.

[0087] b. The grouting length of the first cycle in the vertical shaft is 12m, and the length of the Ф108 steel pipe inside the grouting hole is the same as the grouting length. The grouting holes of the first cycle are arranged vertically downwards from the working face, with the holes arranged in 3 circles. The inner and outer circles are arranged in a quincunx pattern, with the inner circle circumferential spacing of 151cm and the outer circle circumferential spacing of 175cm and 199cm. The grouting holes of the second cycle have a circumferential spacing of 127cm and a longitudinal spacing of 500cm, arranged in a quincunx pattern. The opening diameter is Ф200mm, and a Ф108mm steel grouted pipe is installed inside for grouting.

[0088] c. The drilling and grouting sequence is from the outside to the inside, with intervals between holes in the same ring; the outer ring of the first cycle should use forward grouting, and the inner ring should use backward grouting, with intervals between holes in the same ring; the second cycle should use forward grouting for each ring of holes.

[0089] d. Grouting uses cement grout with a water-cement ratio of 1:1 (by weight) and a grouting pressure of 0.5-2.0 MPa.

[0090] Please see Figure 3 Specifically, S22 includes the use of C35 reinforced concrete for the lock opening construction, with Φ22 steel bars in both the circumferential and vertical directions, spaced at 250mm, and φ8 stirrups spaced at 250×250mm. The lock opening has an inner diameter of 890cm and an outer diameter of 990cm. Before the lock opening construction, the opening section is excavated with a slope according to the design slope ratio, and protective works are implemented to prevent falling objects from injuring people.

[0091] Please see Figure 4 and Figure 5 S31 specifically includes

[0092] a. Selection of hoisting derrick: Type III sinking derrick, main frame corner column span: 12×12m, sheave platform size: 6.5×6.5m, derrick height: 17.346m, slag unloading platform height: 5.9m, derrick self-weight: 33T, suitable for construction of wells with a depth of up to 600m;

[0093] b. Hoist equipment selection: The proposed hoist model is 2JK-2.5×1.2, the bucket is a 3m³ hook type, the hook head is an 11t hook head, the on-site lifting height is 172m, the bucket lifting load is 7035kg, and the wire rope is 18×7-φ30-1870-special non-rotating wire rope. The lifting load and safety factor meet the construction requirements.

[0094] c. The sealing plate adopts a steel structure, with the main beam made of I45b type I-beams and the secondary beam made of I32b type I-beams. The beams are connected with ∠12.5 equal-sided angle iron and bolts. The manhole cover is made as an integral assembly. In order to meet the requirements of storing the bucket on the manhole cover, the manhole cover is reinforced with [20 channel steel. The sealing plate is covered with δ5mm thick patterned steel plate, and each opening is equipped with a metal cover. All gaps in the sealing plate are tightly sealed.

[0095] d. Suspended platform: The suspended platform is a two-layer steel structure with an outer diameter of φ8100mm and a layer spacing of 3m. There are 6 columns between the layers. The main and secondary beams of the upper and lower platforms are made of I25b I-beams and [25 channel steel, while the lower platform is made of I32b I-beams and [32 channel steel. Both layers are covered with δ5mm textured steel plates and welded. The two ends of the I-beams are connected with ∠12.5×12mm equilateral angle iron. The suspension point is located on the lower platform, and the suspended platform is suspended by 3 steel wire ropes. The upper plate is a protective plate, and the lower plate is a working plate. The signal system is located on the lower plate. Commonly used tools on the working face are placed on the working plate. Drainage pipes, ventilation ducts, and water supply pipes fixed to the well wall are all installed on the lower plate. The distance between the hoisting platform and the working face is no more than 40m. Each hole on the hoisting platform is equipped with a cover plate, and the gaps at the well wall where the pipes are fixed are equipped with a fence, 1.2m high. The working load of the hoisting platform is 3240kg, and it is fixed with 18×7-32-1670 type steel wire rope to meet the construction requirements.

[0096] S41 in this embodiment specifically includes

[0097] For the excavation, the cyclic advance of the Xiangyangshan Tunnel shafts III and IV lining types is calculated at 2m / cycle, with a borehole diameter of 42mm, and 32mm diameter emulsion explosives are used.

[0098] Design the demolition operation:

[0099]

[0100] The single-cycle borehole layout is as follows: Figure 6 and Figure 7As shown, considering the allowance for deformation, the number of blast holes is increased.

[0101] Please see Figures 8 to 9 All blasting holes adopt a continuous bottom charge structure, and rock chips, sand and clay are used as stemming material for plugging. The plugging length is not less than 700mm. Blasting is carried out by full-section single detonation. The blasting sequence according to the principle of zoned and segmented is to first detonate the cut holes, then detonate the auxiliary holes, and finally detonate the peripheral holes. Parallel and series combined detonation is adopted.

[0102] b. Slag removal: After blasting in the vertical shaft, ventilation is carried out for 15-30 minutes using a forced-in fan. A 75 mini excavator is then lowered into the working face inside the shaft using a winch. The excavator loads the slag into a bucket, which is then lifted to the top of the slag-turning platform. The slag is automatically turned over using the bottom hook of the bucket, and the slag is transported to the ground via a chute. Loaders and dump trucks are then used to transport the slag to the spoil disposal site.

[0103] S41 in this embodiment also includes

[0104] c. For hollow anchor bolts, first use a rock drill to drill holes at the designed position, depth, and angle, then use high-pressure air to clean the holes, manually install the anchor bolts, and seal the ends with cement mortar for a depth of not less than 10cm; use a grouting pump for grouting construction, while considering the fracture resistance of the rock strata, and determine the value after testing based on the site conditions, the instantaneous maximum pressure value should not exceed 0.5MPa;

[0105] d. Mortar anchor bolts: Ф22 mortar anchor bolts are used, with an external insertion angle of 5°~10° and an overlap length of not less than 1.0m. The anchor bolts are made on-site using threaded steel bars and arranged in a quincunx pattern. Holes are drilled using a pneumatic rock drill, and high-pressure air is used to blow away debris from the holes. Mortar is then injected into the anchor holes, and the anchor bolts are inserted into the drilled holes. The anchor bolts are gently hammered to ensure they reach the bottom of the hole. The drilled holes should be round and straight, with the rock at the hole opening leveled and the rock surface perpendicular to the drilling direction. The cement mortar mix ratio for the anchor bolts can be 0.45:1 (water-cement ratio). The mortar should be mixed evenly and used immediately after mixing. During grouting, the guide pipe is inserted into the bottom of the hole, and the guide pipe is pulled out while grouting. The anchor holes should be filled with mortar, and the grouting work should be continuous and uninterrupted to ensure the bonding strength between the anchor bolts, mortar, and surrounding rock.

[0106] e. Steel frame: After processing, the steel frame shall be trial-assembled. The allowable error is that the error along the perimeter of the shaft shall not exceed ±3cm. Steel frame assembly: The steel frame is assembled from the steel components of each unit around the shaft body. Each unit is connected by bolts. The error between the centers of the bolt holes shall not exceed ±0.5cm. When the steel frame is laid flat, the warping of the plane shall be less than ±2cm.

[0107] Steel frame erection process requirements: Before constructing the steel frame in the shaft, anchor bolts (pipes) must be installed first, and then the steel frame must be welded firmly to them. The plane of the steel frame should be perpendicular to the centerline of the shaft, with an inclination of no more than ±2°. Any part of the steel frame should not deviate from the vertical plane by more than 5cm. The steel frame should be installed according to the design position. During installation, C25 concrete wedges should be placed between the steel frame and the initial shotcrete layer. The contact distance between the steel frame and the surrounding rock (or pad blocks) should not exceed 50mm.

[0108] Steel frame reinforcement: To enhance the overall stability of the steel frame, the steel frame is welded to the anchor rods. Connecting steel bars are installed along the circumferential direction of the steel frame at 1.0m intervals and welded to the web of the steel frame. After the steel frame is erected, shotcrete should be applied as soon as possible. The shotcrete should be applied symmetrically from bottom to top. First, the gap between the steel frame and the surrounding rock is shotcrete, and then the concrete between the steel frames is shotcrete. The entire steel frame should be covered. The protective layer thickness on the side of the steel frame facing the surrounding rock should be no less than 4cm, and on the side facing the secondary lining should be no less than 2cm.

[0109] f. Reinforcing mesh: The reinforcing mesh is processed centrally in the processing yard. First, the reinforcing bars are straightened using a reinforcing bar straightening machine, and then cut into reinforcing bar strips. The size of the reinforcing mesh is determined by comprehensively considering the arch spacing and the overlap length between mesh pieces. The reinforcing bars are welded using an automatic mesh welding machine. Before welding, oil stains, paint stains, cement slurry, and loose skin and rust that can be peeled off by hammering must be thoroughly cleaned from the surface of the reinforcing bars. The processed reinforcing mesh should be flat, and there should be no marks on the surface of the reinforcing bars that weaken the cross-section of the reinforcing bars. The formed reinforcing mesh must be lifted and placed gently to avoid deformation caused by dropping. The finished reinforcing mesh should be kept away from the processing area and stacked in the designated finished product stacking area. During storage and transportation, avoid humid environments to prevent rust, pollution and deformation. The processed reinforcing mesh is hung in the position marked on the drawings. The reinforcing bars are laid with the undulation of the initial sprayed surface and tied and fixed to the mortar anchors constructed in the early stage. The maximum gap between the reinforcing mesh and the sprayed rock surface should not exceed 30mm. Then the reinforcing bars are welded into a mesh, and the overlap length of the mesh is 30d (d is the diameter of the reinforcing bar).

[0110] g. Shotcrete: Wet shotcrete mixing is carried out using a fully automatic metering forced mixer. Accelerator is added using an accelerator pump in the shotcrete machine. Concrete is transported using concrete trucks, and mixing is done on-site. Small shotcrete machines are used for shotcreting. When starting shotcreting, the distance between the nozzle and the sprayed surface should be reduced and the spraying angle adjusted. The thickness of the concrete cover for the reinforcing steel should not be less than 2cm. Shotcrete for shotcrete anchor support is carried out in two stages: initial spraying and final spraying. Initial spraying is carried out immediately after excavation to seal the exposed rock surface as soon as possible and prevent surface weathering and spalling. Final spraying is carried out after the installation of anchor bolts, wire mesh, and steel frame to quickly form the overall stress of the shotcrete anchor support and suppress the displacement of the surrounding rock.

[0111] Please see Figure 10Specifically, S42 includes 12 wall supports designed for the Xiangyangshan Tunnel shaft. The wall support excavation is carried out simultaneously with the tunnel body excavation, using mechanical excavation. When the surrounding rock strength is high, small blasting can be used locally to minimize disturbance to the surrounding rock.

[0112] Since concrete cannot be poured in time after the wall base is excavated, temporary anchor spraying is required to seal the surrounding rock. After the wall base is excavated to the required position, the surrounding rock is first sealed with anchor spraying. When constructing the initial supports on the upper and lower sides of the wall base, the over-excavated portion behind the initial support due to the wall base excavation must be backfilled with shotcrete. Voids are not allowed. The I-beams of the initial supports on the upper and lower sides of the wall base are longitudinally connected with I14 I-beams, and connected every 3 meters in the circumferential direction.

[0113] After the initial supports on both sides of the wall base are completed, fill the portion of the wall base extending into the surrounding rock with square timber, ensuring full filling. Place a square timber every 3 meters, extending vertically from the bottom of the wall base to the bottom of the I-beam at the top of the wall base. After filling with square timber, seal the opening of the wall base with steel mesh. The mesh size should be the same as the mesh used for the initial supports, and the steel mesh should be securely connected to the I-beam. Finally, seal the opening of the wall base with shotcrete to ensure that the square timber does not fall off during construction.

[0114] During the secondary lining pouring, at each wall support location, the sealing material is removed, the filling timber is taken out, and concrete is poured in a timely manner.

[0115] S42 in this embodiment also includes the construction of the intersection of the vertical shaft and the connecting ventilation duct. The vertical shaft gate is the intersection of the vertical shaft and the horizontal passage. There are two common methods for constructing the gate: one is to break through the wall and open the hole after the vertical shaft is constructed; the other is to excavate the vertical shaft to the upper step of the horizontal passage, first to put the upper half of the horizontal passage into the hole, and then continue to excavate the vertical shaft downwards. After the construction reaches the bottom of the shaft, the lower step is excavated.

[0116] The construction of the shaft's gate adopts the first construction method. After reaching the bottom of the shaft, the upper and lower step method is used to construct one side of the gate first. After the connecting ventilation duct reaches 10m into the tunnel, the other side of the gate is constructed. The surveying station draws the excavation outline of the connecting ventilation duct on the initial support of the shaft. Demolition is carried out using a combination of machinery and manual labor. First, manual labor uses a pneumatic pick to remove the shotcrete along the excavation outline, exposing the steel frame. After the steel frame is cut, mechanical demolition is carried out. After the initial support of the shaft is demolished, the steel frame of the connecting ventilation duct is erected. The steel frame of the connecting ventilation duct is effectively welded and fixed to the cut steel frame of the shaft. Anchor bolts and locking feet are installed. After the shotcrete reaches the required strength, drilling and blasting excavation of the connecting ventilation duct is carried out. This section strictly adopts controlled blasting and test blasts are conducted. Vibration values ​​are measured with instruments, and the blasting vibration velocity is strictly controlled, requiring the blasting vibration velocity to be controlled within 5cm / s.

[0117] During the construction of the horse-head gate in S42 of this embodiment, monitoring and measurement should be strengthened, and the measurement data should be fed back to the on-site professional engineers in a timely manner. The connection between the connecting ventilation duct and the main tunnel is the key point of construction. After the main tunnel is constructed to the connecting ventilation duct and the secondary lining is completed, the tunnel will be excavated from the main tunnel to the connecting ventilation duct to connect with it. Construction should be carried out in strict accordance with the design requirements. In particular, the initial support should ensure the construction quality to prevent safety accidents.

[0118] Please see Figure 11 and Figure 12 S7 specifically includes

[0119] a. Drainage and waterproofing: A total of 8 DN / 0D110mm polymer composite drainage pipes are installed at the side wall of the shaft. In addition, a ring of DN / 0D110mm polymer composite drainage pipes is added at the bottom of the shaft to connect the shaft drainage pipes with the longitudinal drainage blind pipes of the connecting air duct, so that the shaft water flow is directed to the main tunnel drainage ditch for discharge.

[0120] b. Secondary lining construction, construction preparation, completion of cable, material supply pipe, stabilizing and hoisting system, construction of well bottom plate and central partition wall, modification of original hoisting platform, slipform design, formwork processing and trial assembly, rebar binding, formwork installation, concrete pouring, formwork removal and curing, formwork removal, and backfilling of open tunnel.

[0121] Table 2 Quantity of Main Materials for Xiangyangshan Tunnel Shaft

[0122]

[0123] Table 3. Construction Machinery and Equipment for Xiangyangshan Tunnel Shaft

[0124]

[0125] All technical specifications of the cement in this embodiment must meet national standards. Cement delivered to the construction site should be accompanied by a factory test report provided by the supplier. Inspection and acceptance should be conducted in batches according to cement type, grade, and factory serial number. Sand and crushed stone must meet all technical specifications and standards. Water used for mixing and curing concrete must comply with relevant regulations for construction water.

[0126] All admixtures are supplied by specialized manufacturers. Whether solid or liquid, admixtures delivered to the construction site must be in appropriate packaging containers and accompanied by a product qualification certificate. They must be stored in batches and categories to prevent deterioration. Before use, they must be carefully tested, mixed, and confirmed.

[0127] The technical specifications, acceptance standards, and testing methods for steel must comply with current national and Ministry of Metallurgical standards. Steel entering the construction site must be accompanied by a quality certificate from the manufacturer. The site testing engineer shall inspect the purchased steel according to relevant regulations. During transportation and storage, rust and contamination must be prevented, and bending must be avoided. Steel should be stacked in batches in the warehouse according to manufacturer's name, grade, type, and specifications, and raised off the ground with identification tags.

[0128] Before steel bars arrive on site, they must have a factory inspection certificate, and testing and materials personnel must conduct on-site sampling inspections according to relevant specifications to ensure the quality of raw materials. Steel bar workers and welders must be certified to work and must be selected after passing a test.

[0129] The reinforcing bars are centrally cut and processed into semi-finished products, then tied and welded on-site. The tying and welding must meet the requirements of the construction specifications and design drawings, and can only proceed to the next construction process after being inspected and approved by the resident supervising engineer.

[0130] The prepared concrete must be workable and must be constructed strictly according to the concrete mix design. Concrete mixing equipment and metering devices must be kept in good working order, and metering devices must be calibrated periodically by a qualified inspection department.

[0131] Concrete must not segregate, leak, or leak water during transportation. The transportation vehicle is a concrete mixer truck, and the concrete is pumped into the formwork. Before pouring the concrete, all required inspections and records must be completed, and debris must be removed from the formwork and reinforcing steel. Concrete is poured horizontally in layers, with each layer controlled to a thickness of no more than 30cm. When using an immersion vibrator for compaction, the pouring speed must be appropriate. During concrete pouring, a designated person must inspect the condition of the formwork, supports, reinforcing steel, embedded parts, and pre-drilled holes.

[0132] After the concrete is poured, it should be cured in a timely manner according to the climate conditions to keep the concrete moist.

[0133] When using a concrete pump to transport concrete, the following regulations should be followed: The delivery pipe joints should be sealed tightly, and the inner wall should be lubricated with cement mortar before transportation; concrete transportation should be continuous. If there are interruptions, the concrete pump should be run frequently to prevent blockage of the delivery pipe. If blockage occurs, the concrete in the pipe should be immediately discharged and the pipe thoroughly flushed. During pumping, the hopper should always be kept at approximately 2 / 3 full of concrete to prevent air from being drawn into the pipeline, which could lead to blockage.

[0134] This embodiment strictly manages explosives. Sufficient fire-fighting equipment is provided in the warehouse and at the construction site, and warehouse management personnel are familiar with the performance and operation of this equipment. The warehouse setup meets requirements and has obtained approval from the local public security department. Explosives are stored in a dry warehouse at a temperature maintained between 18 and 30°C, with different types of explosives stored separately. Detonators and explosives are stored in separate warehouses. Explosives delivered to the construction site that are not used on the same day must be returned in full and must not be left overnight at the site. Police personnel must be present to escort the use and transportation of explosives.

[0135] Before conducting blasting operations, obtain approval from the local public security department and notify the supervisor in writing 14 days in advance, proposing corresponding safety protection measures. Implementation is only permitted after the supervisor's approval. Comply with all rules and regulations, apply to the public security bureau for permits to purchase, transport, store, and use explosives, and undergo regular or irregular inspections by the local public security department.

[0136] Strengthen the management of explosives. Blasting engineers must submit a material usage plan 2-3 days in advance. Establish a registration system for the requisition and distribution of explosives, assigning detonator numbers to each blasting worker. Relevant management information must be promptly reported to the local county-level public security bureau for record-keeping in accordance with the unified standards of the Ministry of Public Security.

[0137] Blasting operators must be certified and cannot smoke during the loading process. Before blasting, the connection lines of each blast hole must be checked. Before detonation, a dedicated safety officer must check that all other personnel and machinery have been evacuated to a safe area. Misfires must be handled strictly in accordance with the "Blasting Operation Regulations".

[0138] Dedicated technical personnel must be present at the blasting site to provide on-site guidance, and the blast holes loaded with explosives must be properly covered and protected. When operating in damp conditions, waterproof explosives such as emulsions or water-based adhesives should be used.

[0139] The procedures for issuing and returning explosive materials, numbering electric detonators, and handling lost explosive materials must be strictly followed.

[0140] When transporting explosive materials, the following regulations must be observed: The winch operator and the hook handlers at the surface and bottom of the well must be notified in advance; no personnel other than the blaster or escort personnel may be present in the cage or bucket containing the explosive materials. Electric detonators and explosives must be transported separately.

[0141] When transporting explosive materials, the lifting speed of the bucket must not exceed 1 m / s. The operator must ensure that the bucket does not vibrate when starting and stopping the winch; the transport of explosive materials is strictly prohibited during shift changes and when personnel are going up or down the mine.

[0142] In this embodiment, the power distribution system adopts the TN-S system. The casing of all electrical equipment must be connected to a dedicated PE line, and the total grounding resistance must be less than 4Ω.

[0143] Firefighting tools and equipment are provided on site to ensure the safety of electrical equipment and other facilities. Site management and safe electricity use are essential. Due to the high temperature and humidity inside the shaft, 36V safety voltage lighting must be used at the work surface. Overhead cables must be used for power lines; bare wires are prohibited. Electrical equipment must have reliable protective grounding. Electricians and welders are considered specialized workers and must pass examinations and hold valid certificates to work. On-site electricity use must be handled by a designated electrician; unauthorized operation or maintenance of electrical equipment is strictly prohibited, as is unauthorized wiring.

[0144] The electrical facilities inside the well are inspected regularly, and a designated person is responsible for the connection, maintenance and replacement of the electrical facilities inside the tunnel to ensure the normal operation of the construction lighting and electrical equipment inside the tunnel.

[0145] Electrical equipment in construction sites such as winch rooms, winch groups, air compressor rooms, and substations is properly placed, and cables are neatly hung.

[0146] The electrical equipment, including the winch, stabilizer, and air compressor, has comprehensive, reliable, and sensitive protection, and the grounding wire meets the requirements.

[0147] The hoisting winch is powered by a dual-circuit system with reliable power supply. The hoisting operator is under dual supervision and must be certified to operate the equipment. The hoisting control room must be equipped with a clear CCTV system; sufficient personnel must be on-site, with one operator and one supervisor, and fatigued operation is strictly prohibited.

[0148] In this embodiment, all personnel working underground must undergo rigorous safety training and pass an examination before they can engage in underground operations.

[0149] No personnel may bring fireworks or flammable materials into the wellhead. Personnel entering the wellhead must obey the instructions of the signalman and the hook operator.

[0150] Unauthorized personnel are not allowed to enter the mine entrance. Inspection and visit personnel must be accompanied by relevant project personnel. Looking down from the mine entrance railing is prohibited to prevent mine helmets and other carried items from falling into the mine. Personnel not engaged in maintenance or inspection are prohibited from climbing the mine shaft or other facilities.

[0151] No smoking or heating with stoves is permitted within 20 meters of the wellhead room and ventilation fan room. If electric welding is to be used in or inside the wellhead room, safety measures must be in place each time, and work can only proceed after approval from the project management team.

[0152] During well drilling, the working area at the wellhead must be enclosed by a fence, and fence gates must be installed at personnel access points; a sealing plate and a well cover must be installed at the wellhead, and fences must be installed at both ends of the well cover. The sealing plate and well cover must be sturdy and airtight, and made of non-combustible materials.

[0153] In this embodiment, a dedicated safety inspector conducts daily inspections of the well hoisting system (hoisting winch, sinking winch, wire rope, sheave, hoisting hook, bucket, and hoisting connection device, etc.), and any problems found are dealt with immediately.

[0154] Winch operators must be certified and prohibited from drinking alcohol before their shift. Operators must concentrate while operating the winch, refrain from talking to others, be familiar with its performance and technical characteristics, and be proficient in its operating procedures. They must listen carefully to signals and strictly follow the operating procedures.

[0155] Before starting the car, perform the following checks: check if the control lever is in the zero position, check if the gearbox clutch is adjusted to the correct position, check if the power is on, check if the ratchet is open, and disconnect the power after stopping the car.

[0156] The operator must not leave their position while the vehicle is in operation. If any abnormal sounds or instrument readings are detected, the vehicle should be stopped immediately for inspection and troubleshooting. (Two or more linked stabilizers must be stopped and started simultaneously.)

[0157] The winch must be operated by the main operator, with the assistant operator closely monitoring it. Operators must memorize the raising, lowering, and stopping signals of the shaft sinking winch and operate the machine promptly and accurately according to the signal requirements.

[0158] Maintenance personnel shall perform routine maintenance on the equipment in accordance with the maintenance system, and report any issues related to safe operation in a timely manner. The inspection results and handling outcomes shall be recorded.

[0159] The hoisting device and all its related components, including the hoisting container, connecting devices, loading and unloading equipment (slag tipping device, rock grabber), sheave beam, sheave, and wire rope, as well as the hoisting winch components, including drums, transmission devices, braking devices, depth indicators, anti-overwinding devices, speed limiting devices, rope adjusting devices, motors and control equipment, and protection and interlocking devices, must be inspected daily by designated personnel and monthly by relevant professionals. Any problems discovered must be addressed immediately, and all inspection, testing, and handling results must be recorded.

[0160] All parts of the stabilizing mechanism, including rollers, transmission devices, differential devices, braking devices, rope locking devices, wire rope pads, wire rope guide devices, motors, control equipment, and protection and locking devices, must be inspected daily by designated personnel and monthly by relevant professionals. Any problems discovered must be addressed immediately, and all inspection, testing, and handling results must be recorded.

[0161] The signaling system must be equipped with audible and visual signals, and dedicated hook handlers and signalmen must be stationed at the bottom of the well, the hoisting platform, and the second-level platform.

[0162] The lifting hook locking device must be kept in good condition, and any problems should be dealt with promptly.

[0163] The distance between the lifting stabilizing rope and the wellhead sealing plate should be no less than 200mm, and the distance between the end of the scaffold beam and the wellhead sealing plate should be no less than 100mm. The swing distance of the stabilizing rope should not exceed 50mm. It must be checked after each lowering of the plate, and if the stabilizing rope is loose, it should be dealt with in time.

[0164] All personnel entering the mine must be familiar with the signals, but are not allowed to make random calls.

[0165] Each time the bucket is lifted from the well, a designated person stabilizes the bucket while other personnel stand in a safe location.

[0166] If the manhole cover is not closed properly, the bucket will not stop steadily, and personnel are not allowed to get on or off the bucket without the consent of the hook operator.

[0167] After each shift, the hoist operator should check the braking device (working brake, safety brake) and various protective facilities of the hoist. If the braking device is not flexible or reliable, the hoist must not be started.

[0168] The main and auxiliary hoists must have complete safety protection devices. If any abnormality is found, the hoist must be stopped and repaired immediately; it must not be operated while malfunctioning. The depth indicator must clearly mark the positions of the muck-turning platform, wellhead, hoisting platform, and well bottom. If any changes occur, the indicator must be adjusted promptly.

[0169] No one is allowed to stand at the bucket stop position on the working face while the bucket is being raised or lowered. When the bucket is below the hoisting platform, the rock grabber must stop working. The wellhead signalman must pay attention to the bucket's operation. If any abnormality is found, the signalman must immediately signal the stop point to the hoisting machine room. When the red light is on, the signalmen at the wellhead, hoisting platform, and working face are strictly prohibited from signaling the bucket unless there is an abnormality. Any requests for materials or communication must wait until the red light for the bucket stop is off. The signalman at the location of the bucket is responsible for transmitting the bucket's stop and raise / lower positions. When operating in the bucket, the signalmen at the hoisting platform and working face must be notified in advance.

[0170] When the hoist is lifting, the hoist operator should pay attention to the depth indicator and keep track of the bucket's position at all times. The operator should follow the "three slows" rule: slow down at the wellhead, slow down when passing the hoisting platform, and slow down when moving to the working face (platform) to prevent accidents such as getting stuck at the wellhead, the hoisting platform, or the bucket getting stuck.

[0171] After each drop into the tank, the tank must be carefully aligned and the tank adjusted. After aligning the tank and the tank, the hoist operator must be notified to adjust the position of the depth indicator timing plate, and the distance between the bucket and the bell mouth must meet the regulations.

[0172] When lowering explosives, contact the hoist operator in advance to ensure a slow ascent and descent, with a speed not exceeding 1 m / s.

[0173] All major equipment, including hoisting, slinging, and hoisting machines, must be inspected by designated personnel daily, with records kept. Any potential hazards discovered must be addressed immediately. During hoisting inspections, double-layer operations are strictly prohibited, and no one is allowed at the bottom of the shaft.

[0174] At least four retractable fixing pins should be installed around each hanging platform to secure it.

[0175] The running distance of the bucket without a stabilizing rope shall not exceed 40m, and the distance between the hoisting platform and the working face at the bottom of the well shall not be less than 20m.

[0176] When both elevators are running simultaneously, it is strictly forbidden to lift people in one bucket and goods in the other.

[0177] The safety distance between the protruding part of the lifting container and the hanging equipment and openings inside the well shaft must meet the regulations.

[0178] After the hoisting platform in this embodiment is installed and lifted, it must be ensured that the centers of the upper and lower flared mouths coincide.

[0179] After the hoisting platform is installed, all fasteners on the platform must be inspected and tightened again.

[0180] When the hoisting platform has been installed and used for about 50m, the fasteners on the hoisting platform should be checked again; and before installing the rock grabber on the hoisting platform, the fasteners on the hoisting platform beam and column should be checked again.

[0181] During the use of the suspended platform, a designated person shall inspect the platform's pivot pin and the suspension wire rope at the pivot pin once a week; each suspension wire rope of the suspended platform shall be secured with seven steel plate clamps, and a designated person shall conduct regular inspections.

[0182] The upper plate of the hoisting platform is a construction protection plate (otherwise a shelter should be provided), and the construction equipment should be placed on the (middle) lower plate. The construction equipment must be securely fixed to the hoisting platform, and the equipment on the platform should be distributed as evenly as possible to ensure that the hoisting platform is under balanced stress.

[0183] During the lifting and lowering of the hoisting platform, at least two people must be on each platform to supervise. Before lifting or lowering the platform, adjust the platform's stabilizing mechanism to ensure synchronization. When lifting the platform, first raise the platform rope to ensure the stabilizing rope is always untensioned. Once the platform is in position and adjusted, tighten the stabilizing rope, but not beyond its tension limit. When lowering the platform, lower the stabilizing rope first, then lower the platform rope, ensuring the stabilizing rope is always untensioned. Once the platform is in position and adjusted, tighten the stabilizing rope, but not beyond its tension limit.

[0184] Before each blast, the hoisting platform and construction equipment should be raised to a safe height (no less than 35m) to reduce the impact of the blast wave. After each blast, the hoisting platform should be inspected and the debris and stones under the beam, on the hoisting platform and on the equipment should be removed before personnel can go down into the well.

[0185] Fences or kickboards should be installed around the suspended platform and in areas prone to falling, such as holes, to prevent falls.

[0186] The wire rope holes and cable holes on the sealing plate must be sealed tightly with rubber gaskets, and the gaps between the channel steels laid on the sealing plate must be sealed tightly.

[0187] The sealing tray is made of channel steel, and each channel steel is welded to the other channel steel and to the steel beam of the sealing tray to form a whole.

[0188] The small winches for sealing the well cover and chute should be installed in a suitable position within the stable machine group at a distance of not less than 20m from the wellhead. The small winches should be firmly and reliably fixed, using Φ15.5mm steel wire rope. The steel wire rope and small winches should be inspected weekly. If broken wires or wear are found in the steel wire rope, it should be replaced. The small winches should be lubricated regularly.

[0189] When the manhole cover is opened, a steel wire rope is used as a limiting device. The gaps on both sides of the manhole cover are sealed tightly with rubber gaskets. The manhole cover hinge device is welded to the sealing plate steel beam, and the welding quality meets the design requirements. The nuts on the manhole cover must be welded to the bolts after being tightened.

[0190] When using a double-hook hoist, it is forbidden to open both manhole covers simultaneously; debris on the manhole covers must be cleaned up promptly to prevent it from falling into the manhole and injuring people.

[0191] When lowering objects into the well, a designated person should tie and hook them; a lifting test must be conducted before opening the well cover.

[0192] Before each blast, the bucket should be raised to about 5 meters above the manhole cover and the manhole cover should be opened to reduce the impact of the blast wave on the sealing plate. After each blast, the sealing plate should be checked and confirmed to be in good condition before personnel can go down into the well.

[0193] Guide plates should be installed around the hoisting opening as required, and kick plates should be installed at the rope holes to prevent falls.

[0194] Both cable holes and wire rope holes are equipped with special covers and guide devices.

[0195] When installing a derrick or equipment on a derrick, the wellhead must be tightly covered. When installing a derrick and equipment on a derrick in parallel, the wellhead covering device must be sturdy and reliable and able to withstand the impact of falling objects from the derrick. At the same time, it is strictly forbidden to work under the derrick.

[0196] The electromechanical team regularly assigns personnel to lubricate the sheave platform and maintain the derrick.

[0197] The lifting sheaves should be arranged at the same level as much as possible, and generally, they should not be arranged at different heights.

[0198] When arranging the sheave beam, the centerline of the sheave beam should be perpendicular to the centerline of the sheave bearing and parallel to the centerline of the sheave platform.

[0199] The signalman on the slag-turning platform checks the platform during each shift change.

[0200] The installation and management of derricks and sheave platforms shall meet the following requirements: Installation and inspection records shall be available for the verticality and horizontality of the sheave, with deviations within allowable limits, and no wheel flange deformation or spoke bending; bearing seats shall be free of cracks and connected to bearing beams as required; the derrick shall be free of deformation, corrosion, and damage; sheave bearing seat limit devices shall be installed as required; sheave bearings shall have lubrication records, with lubrication intervals meeting requirements; a qualified fence shall be erected around the sheave platform, and the platform shall have a safe and reliable access path for maintenance personnel; the overwind height of the derrick shall meet the requirements of the regulations; and the derrick shall be equipped with compliant lightning protection facilities.

[0201] In this embodiment, to prevent people and objects from falling from the wellhead: the well cover and all access points must be tightly sealed at all times; when the bucket is raised to near the wellhead, the signalman must open the well cover in a timely manner to prevent accidents caused by the bucket hitting the well cover during hoisting, but it should not be opened too early to prevent objects from falling; when the well cover is open, it is forbidden to look down from outside the guardrail, and if it is necessary to look down, care must be taken to prevent personal belongings from falling into the well; when the hoisting pipeline needs to open the access point, the access point must be cleaned and confirmed to be free of debris before it can be opened; when the pipeline is hoisted through the manhole, the tools used by the supervisor must be secured with ropes to ensure that they do not fall, and care must be taken to prevent clamps, joints, etc. from getting caught and falling into the well when the pipe passes through the manhole; when connecting pipes to the wellhead, the access point must be tightly covered to ensure that no objects fall, and the tools and materials used must not be thrown around to prevent them from falling into the well. After the work is completed, the site must be cleaned up and the access point covered; no debris is allowed to be piled up at the wellhead, and the wellhead room must be cleaned regularly to keep it clean.

[0202] To prevent people and objects from falling from the suspended platform: No useless materials or tools should be placed on the suspended platform; tools used on the platform must be securely fixed, and those that cannot be tied with ropes should be properly stored to prevent them from falling; when suspended equipment or pipelines are being raised or lowered, someone must be present at the access point of the suspended platform to prevent snagging, collisions, damage, or falling objects; tools used by personnel working at the platform access point must be secured with ropes to prevent materials and tools from falling to the bottom of the well during operations; the covers at the access points of the suspended platform, as well as the railings and handrails on the platform, must be complete and in good working order; the suspended platform should be inspected regularly, and any problems with equipment connections, fasteners, railings, handrails, or covers should be addressed promptly; personnel working on the suspended platform must concentrate, wear safety belts, and ensure safety.

[0203] To prevent people and objects from falling from the hoisting bucket: The hoisting wire rope hook, slide, and bucket should be inspected regularly as required to prevent damage and falls; personnel riding in or out of the hoisting bucket must not extend their heads or tools outside the bucket, and must not throw any objects outside the bucket; when working in the hoisting bucket while suspended, it is essential to coordinate with the signalman and hook operator, fasten safety belts, secure tools, and stabilize the bucket to ensure no one or objects will fall before commencing work; when ascending or descending the bucket, it is necessary to wait until the bucket has come to a complete stop and obtain the signalman's permission before proceeding, and to hold onto a secure object to prevent falls; when loading or unloading materials from the bucket at the flared end of the hoisting platform, materials must be held securely to prevent falls; when using the bucket and hook to lower materials or equipment, the bindings must be secure to ensure no risk of falling; when using striking objects as signals inside the bucket, they must be struck from the inside of the bucket to prevent objects from falling.

[0204] To prevent objects from falling from the well wall: The height of the rough wall of the well should be controlled according to the construction measures and should not exceed the regulations; loose rocks and dangerous rocks should be dealt with in a timely manner to prevent falling rocks from injuring people; for shotcrete well walls, after each shift, the shift leader and duty captain should go down into the well to observe the well wall and deal with any problems in a timely manner; nothing should be suspended on the well wall. If it is necessary to hang anything, it must be approved by relevant personnel. If it is temporarily suspended near the work point, it must be removed in time after use to prevent it from falling and injuring people later. Anything that needs to be suspended on the well wall must be securely fixed.

[0205] To prevent falls of people and objects from the slag-turning platform and sheave platform: Safety belts must be worn when working on the slag-turning platform; tools must be secured with ropes; railings must be sturdy and reliable; any problems must be addressed promptly. Cables and other materials stored on the slag-turning platform must be neatly arranged and secured with nylon ropes to prevent loosening and falling. Mechanical equipment on the slag-turning platform and sheave platform must be securely installed; safety ropes should be added if necessary, and regular inspections should be conducted; any loosening or damage must be addressed immediately. Personnel working on the sheave platform must wear safety belts; tools must be securely fastened; materials must be properly stored; the work area must be cleaned after work. Unused items must not be stored on the slag-turning platform and sheave platform; regular cleaning and maintenance are required. Safety measures must be in place for major overhauls of the slag-turning platform and sheave platform. Under no circumstances should items be thrown or caught, or any work not connected to a fixed point be carried out during any inspection, repair, dismantling, or installation work from the sheave platform to the wellhead.

[0206] Given the potential for problems such as sudden water or mud inrushes and fault fracture zones, which pose significant safety hazards to construction, the following safety technical measures are proposed to ensure the smooth progress of construction.

[0207] Following the construction principles of "pre-support, short excavation, rapid shotcreting and anchoring, frequent measurement and testing, and early lining," a practical and feasible excavation construction plan and safety measures were formulated.

[0208] Advanced geological forecasting is carried out by using advanced drilling and geophysical exploration methods such as TSP, ground-penetrating radar, and infrared water detectors to determine the content, pressure, and distribution of groundwater ahead, and to detect the possibility and signs of water inrush, mud inrush, and collapse in advance, and to adopt corresponding technical measures for different situations.

[0209] Increase the frequency of monitoring and measurement of the surrounding rock, and pay close attention to its dynamics at all times. Strictly implement anchor-sprayed support according to design specifications to control the deformation of the surrounding rock.

[0210] Strengthen the monitoring of harmful gases and improve ventilation inside the tunnel to prevent injury to construction workers or the occurrence of emergencies.

[0211] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," and "circumferential" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this invention and simplifying the description, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0212] Furthermore, the terms "" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined with "" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0213] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0214] In this invention, unless otherwise explicitly specified and limited, a feature "above" or "below" the second feature may mean that the feature is in direct contact with the second feature or indirect contact with the second feature through an intermediate medium. Furthermore, "above," "over," and "on top" of the second feature may mean that the feature is directly above or diagonally above the second feature, or simply indicates that the feature is at a higher horizontal level than the second feature. Similarly, "below," "below," and "beneath" of the second feature may mean that the feature is directly below or diagonally below the second feature, or simply indicates that the feature is at a lower horizontal level than the second feature.

[0215] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to specific features, structures, materials, or characteristics described in connection with that embodiment or example, which are included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Furthermore, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples, without contradiction. Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those skilled in the art can make changes, modifications, substitutions, and variations to the above embodiments within the scope of the present invention.

Claims

1. A construction method of a vertical shaft method of a long highway tunnel ventilation shaft, characterized in that: It comprises the following steps: S1, measuring and setting out, conducting a trench construction and a retaining wall construction; S2, a wellhead section construction; The S2 comprises S21, mechanically excavating a wellhead, supporting a pit wall of the wellhead, manually finishing, and anchoring, netting and spraying concrete; S22, a lock ring concrete construction, steel bar binding and formwork erection; S23, a lock ring backfilling; S3, a shaft lifting equipment installation; The S3 comprises S31, selecting a suitable shaft lifting equipment; S32, arranging the lifting equipment; S4, a shaft body construction; The S4 comprises S41, initial support, under-excavation treatment, layer-by-layer excavating other parts of the shaft, and excavating and supporting simultaneously until the bottom elevation of the shaft; S42, reinforced support, and excavating a wall seat from bottom to top; S5, equipment inspection, adjustment and next S4 until the excavation and support are completed; S6, a centerline re-measurement, a construction of the bottom of the shaft, a leveling of the bottom of the shaft, a layer lining and backfilling, a modification of a hoist platform, a maintenance of the lifting system, and a pipeline connection; S7, measuring and setting out, adjusting the center of the hoist platform to the design center of the shaft, conducting a waterproof and drainage layer construction in the shaft, steel bar binding, formwork erection, pouring concrete, finishing and maintenance, and conducting a second lining construction of the shaft; S8, lifting the hoist platform, and next S7 until the second lining is completed; S9, disassembling the lifting equipment; The S41 specifically comprises a, excavation, a tunnel shaft Ⅲ, Ⅳ lining type cycle footage is calculated according to 2m / cycle, a drilling diameter is 40-44mm, an emulsion explosive is used, a blasting design is conducted, all blasting holes use a continuous bottom charge structure, rock debris, sand and clay are mixed and used as stemming, the stemming length is not less than 700mm, the blasting takes a full-face one-time initiation, the blasting sequence according to the zoning and segmentation principle is that a slotting hole is initiated first, an auxiliary hole is initiated second, and a peripheral hole is initiated last, and a parallel and series combined initiation is used; b, slagging, after the shaft is blasted, a pressure-in type fan is used for ventilation for 15-30min, a small excavator is put into the working face in the shaft by using a winch, the excavator loads the slag into a bucket, the bucket is lifted to the upper part of a slagging platform, the slag is automatically turned over by using a seat hook at the bottom of the bucket, the slag is transported to the ground by using a chute, and a loader and a self-unloading vehicle are used to transport the slag to a slagging site; The S41 further comprises c, a hollow anchor rod, a drilling is first conducted by using a rock drill according to the design position, depth and angle, and a hole is then cleaned by using high-pressure air; a manual installation of the anchor rod is conducted, a cement mortar is used for a construction of an end seal not less than 10cm, a grouting pump is used for a grouting construction; the instantaneous maximum pressure value should not be more than 0.5MPa considering the fissure resistance of the rock stratum and after a test according to the site conditions. d. Mortar anchor, adopt mortar anchor, external insert angle 5°~10°, lap length not less than 1.0m, anchor adopts threaded steel bar on-site production, mortar anchor is arranged in plum blossom shape, adopt pneumatic rock drill to drill hole, blow the hole with high pressure air to clean the hole, pour mortar into the anchor hole, insert anchor into the drilled hole, gently hammer the anchor to make it go deep into the hole bottom, the drilled hole should be round and straight, the hole mouth rock is leveled, and the rock surface is perpendicular to the drilled direction, the mix proportion of anchor cement mortar can adopt water-cement ratio 0.45:1, the mortar is mixed uniformly, and used immediately, the pipe is inserted into the hole bottom during grouting, the pipe is pulled out during grouting, the mortar in the anchor hole should be full, the grouting work is continuous without interruption, to ensure the bonding force among anchor, mortar and surrounding rock; e. Steel frame, the steel frame is tested after processing, the error is allowed, the error along the vertical shaft perimeter contour should not be greater than ±3cm; the steel frame is assembled by each unit steel component around the shaft body, each unit steel component is connected by bolts, the error between the center of bolt hole eyes is not more than ±0.5cm; when the steel frame is placed horizontally, the plane warping should be less than ±2cm; f. Steel mesh, the steel mesh is concentratedly processed in the processing site, the steel bar is first straightened by a steel straightening machine, and then cut into steel bars, the size of the steel mesh is determined according to the distance between the arch frames and the lap length between the mesh, the steel bar is welded by an automatic welding machine, and the oil stains, paint stains, cement paste and floating skin and rust on the surface of the steel bar are cleaned before welding; the processed steel mesh is flat, the surface of the steel bar is free of marks weakening the cross section of the steel bar, the formed steel mesh is lifted and placed gently, the finished steel mesh product should be away from the processing site and stacked in the designated finished product stacking site, the storage and transportation process should avoid the humid environment to prevent rust, pollution and deformation, the processed steel mesh is hung according to the position marked on the drawing, the steel sheet is laid according to the ups and downs of the initial sprayed surface and fixed on the previously constructed mortar anchor, the maximum gap between the sprayed rock surface and the steel sheet is not greater than 30mm, and the steel sheet is welded into a mesh, and the lap length of the mesh is at least 30 times the diameter of the steel bar; g. Shotcrete, the wet shotcrete mixing adopts a full-automatic metering forced mixer, the accelerator is added by a shotcrete accelerator pump, the transportation adopts a concrete transport tank truck, the shotcrete is mixed and transported simultaneously, the shotcrete adopts a small concrete shotcrete machine, when starting to spray, the distance between the nozzle and the sprayed surface should be reduced, and the spraying angle is adjusted, the thickness of the steel bar protective layer should not be less than 2cm, the shotcrete of the shot anchor support is sprayed twice, i.e. initial spraying and re-spraying, the initial spraying is performed immediately after excavation to close the exposed rock surface as soon as possible and prevent surface weathering and peeling, the re-spraying is performed after the installation of the anchor, mesh and steel frame to form the whole shot anchor support as soon as possible to suppress the displacement of the surrounding rock; S42 specifically includes multiple shaft design wall seats, wall seat excavation is carried out synchronously with hole body excavation, mechanical excavation is adopted, when the surrounding rock strength is higher, small blasting can be supplemented locally, after wall seat excavation, temporary anchor shotcrete sealing of the wall seat surrounding rock is required, after the wall seat excavation is completed, the surrounding rock is first sealed by anchor shotcrete, when the primary support on the upper and lower sides of the wall seat is constructed, the over-excavated part behind the primary support due to wall seat excavation is backfilled with sprayed concrete, the primary support I-beams on the upper and lower sides of the wall seat are longitudinally connected by I-beams, at least one connection is made every 3 meters in the ring direction, after the primary support construction on the upper and lower sides of the wall seat is completed, the wall seat portion extending into the surrounding rock is filled with square wood, it must be fully filled, at least one square wood is provided every 3 meters, which is vertically extended from the bottom of the wall seat to the bottom of the I-beam under the upper opening of the wall seat, after the square wood filling is completed, the opening of the wall seat is sealed with steel mesh, the mesh size is consistent with the mesh used in the primary support, the steel mesh should be firmly connected with the I-beam, finally, the opening of the wall seat is sealed with sprayed concrete, to ensure that the square wood does not fall off during construction, when pouring the secondary lining, at the position of each wall seat, after the closure is removed and the filling square wood is taken out, the concrete is poured in time; S42 also includes shaft and cross passage intersection construction, after the shaft construction is completed, the wall is broken and a hole is opened; after construction to the bottom of the shaft, the upper and lower step method is used to first construct one side of the horsehead door, after the cross passage hole reaches 10m at this location, the other side of the horsehead door is constructed, the excavation contour line of the cross passage is drawn by the surveyor standing on the initial support of the shaft, mechanical and manual cooperation is used for breaking, manual work uses pneumatic pick to chisel off the sprayed concrete at the excavation contour line, the steel frame is exposed, after the steel frame is cut off, mechanical breaking is used, after the initial support of the shaft is chiseled off, the steel frame of the cross passage is erected, the steel frame of the cross passage is effectively welded and fixed with the cut-off steel frame of the shaft, anchor rods and locking feet are made, after the strength of the sprayed concrete reaches the requirement, the cross passage is drilled and blasted, controlled blasting is strictly used, and trial blasting is carried out, the instrument is used for testing the vibration value, the blasting vibration speed is strictly controlled, and the requirement is that the blasting vibration speed is controlled within 5cm / s.

2. The construction method of a vertical shaft method of a long highway tunnel ventilation shaft according to claim 1, characterized in that: S21 specifically includes a, wellhead perimeter grouting, advanced perimeter grouting is divided into two cycles of grouting; the grouting range of the first cycle is 2-4m outside the excavation contour line, the second cycle has an outside insertion angle of 7-13°, and the overlapping length with the first cycle is 7-13m; b, the grouting length of the first cycle is the same as the length of the steel pipe in the grouting hole; the first cycle grouting hole is vertically arranged downward from the working face, the drilling holes are arranged in several circles, the inner and outer circles are arranged in a plum blossom shape, and the inner and outer circle ring directions have a spacing; the ring direction spacing of the second cycle grouting hole is 120-134cm, the longitudinal spacing is 450-550cm, and the upper and lower plum blossom shapes are arranged, a steel flower pipe is arranged in the opening for grouting; c, the drilling and grouting sequence is from outside to inside, and the holes in the same circle are constructed with an interval; the holes in the outer circle of the first cycle are constructed by forward grouting, the holes in the inner circle are constructed by backward grouting, and the holes in the same circle are constructed with an interval, the holes in each circle of the second cycle are constructed by forward grouting; d, cement slurry is used for grouting, and the grouting pressure is 0.5-2.0MPa.

3. The construction method of a vertical shaft method of a long highway tunnel ventilation shaft according to claim 2, characterized in that: The S22 specifically comprises using C35 reinforced concrete, selecting Φ20-24 steel bars in the circumferential direction and vertical direction, and spacing 200-300mm, and stirrup φ6-10, spacing 200-300*200-300mm.

4. The construction method of a vertical shaft method of a long highway tunnel ventilation shaft according to claim 1, characterized in that: The S31 specifically comprises a. lifting the derrick type selection, the derrick is type III, used for the construction of well depth within 600m; b. selection of hoist equipment, the bucket selects hook type bucket, and the steel wire rope selects non-rotating steel wire rope; c. the sealing disc, the sealing disc adopts steel structure, the main beam and the auxiliary beam both adopt I-steel, the beams are connected by equilateral angle iron and bolts, the well cover door is made into an integral assembly type, in order to meet the requirement of storing the bucket on the well cover door, the well cover door is specially reinforced by channel steel, the sealing disc is paved with patterned steel plate, each hole is provided with a metal cover door, and the gaps of the sealing disc are tightly blocked; d. the hanging disc, the hanging disc is a two-layer steel structure, a plurality of columns are arranged between the layers, the main beam and the auxiliary beam of the upper and lower layers are both made of I-steel and channel steel, the lower layer is made of I-steel and channel steel, the two layers are both paved with netted steel plate and welded, the two ends of the I-steel adopt equilateral angle iron connection, the suspension point is arranged on the lower layer, the hanging disc is suspended by a plurality of steel wire ropes, the upper layer is a protection disc, the lower layer is a working disc, the signal system is arranged on the lower layer, the commonly used tools on the working face are placed on the working disc, the fixed drainage pipe, air duct and water supply pipe of the shaft wall are all installed on the lower disc, the distance between the hanging disc and the working face is not greater than 40m, each hole of the hanging disc is provided with a cover plate, the notch of the fixed pipeline of the shaft wall is provided with a fence rod, the hanging disc is fixed by steel wire ropes, and the construction is satisfied.

5. The construction method of a vertical shaft method of a long highway tunnel ventilation shaft according to claim 1, characterized in that: In the S42, the construction of the horsehead door needs to be strengthened, the measurement data is fed back, the communication air duct and the main tunnel are connected, which is the key of the construction, after the construction of the main tunnel reaches the communication air duct and the secondary lining pouring is completed, the communication air duct is excavated from the main tunnel to the communication air duct and connected with the communication air duct.

6. The construction method of a vertical shaft method of a long highway tunnel ventilation shaft according to claim 1, characterized in that: The S7 specifically comprises a. waterproof and drainage: a plurality of polymer composite drainage pipes are arranged at the position of the shaft side wall, and a ring polymer composite drainage pipe is additionally arranged at the shaft bottom, the shaft drainage pipe is connected with the longitudinal drainage blind pipe of the communication air duct, and the water flow of the shaft is guided to the main tunnel drainage ditch for drainage; b. secondary lining construction, construction preparation, cable, blanking pipe, stabilizing and twisting system, shaft bottom plate and mid-partition wall construction, original hanging disc modification, slip form design, template processing, test assembly, steel bar binding, template installation, concrete pouring, form removal, maintenance, and form body removal, open tunnel backfilling.

Images