Mechanical rapid construction method for underground chamber

Abstract

The invention discloses a mechanized rapid construction method for an underground chamber, and relates to the technical field of underground chamber construction, and the method comprises the following steps: S1, advanced geological forecast; s2, measuring and setting out; s3, forepoling according to geological conditions; s4, constructing an upper driving slope ramp; s5, drilling and blasting design; s6, excavating an upper pilot tunnel, deslagging and primarily supporting the upper part; s7, excavating a lower pilot tunnel, deslagging and primarily supporting the lower part; and S8, inverted arch and arch wall composite lining construction. According to the method, the chambers are layered in space through terrains and by taking some technical measures, and construction conditions are created for mechanical equipment, so that the construction period is shortened. According to the height of the chamber, the chamber is reasonably divided into a plurality of layers, and construction is conducted step by step from top to bottom. According to the construction method, the working face of each layer is relatively small, operation of mechanical equipment and operation of constructors are facilitated, and therefore the construction efficiency is improved.

Description

Technical Field

[0001] The present invention relates to the technical field of underground chamber construction, and particularly relates to a mechanized rapid construction method for underground chambers. Background Art

[0002] An underground chamber refers to a structure artificially excavated or naturally existing in underground rock and soil for various purposes. It is classified by use as: mine shafts and roadways, traffic tunnels, hydraulic tunnels, underground factories, underground military projects, etc. During mine shaft construction, common chambers include: pump rooms, power distribution chambers, loading chambers, etc. The forming nodes of functional chambers with different functions often restrict the production start-up cycle of mines. Therefore, it is of great significance to take technical measures to shorten the construction period of large chambers.

[0003] However, compared with the construction of general level roads, existing underground chambers have large cross-sections, many changes, and relatively short lengths, making it difficult for large construction machinery to enter the working face for construction. Chambers are often connected to other chambers, roadways, and shafts, and some chambers have complex structures themselves, so it is difficult to accurately analyze their stress states and the construction difficulty is relatively large. Traditional chamber construction mainly includes three methods: full-section one-time tunneling method, bench face construction method, and pilot tunnel construction method, each with its own advantages and disadvantages, but the construction period is relatively long.

[0004] There are already relevant invention patents related to the construction of underground chambers, specifically as follows:

[0005] Chinese Patent Application No.: CN109236320B, Invention Patent Name: A Construction Method for Underground Chambers. This invention includes the following steps: constructing a horizontal pilot tunnel at the designed position of the chamber floor along the designed center line of the chamber, constructing a raise and an inclined pilot tunnel upward through the horizontal pilot tunnel, constructing to the designed position of the chamber arch crown and penetrating the arch crown, exposing the arch crown according to the designed dimensions and carrying out bolt-shotcrete support; using the raise as a cutting groove, pulling open the bottom groove for upward excavation along the designed position of the chamber floor, excavating the chamber layer by layer from bottom to top according to the designed dimensions, and leaving a light blasting layer with a set thickness around the chamber; blasting the reserved light blasting layer layer by layer from top to bottom, and carrying out bolt-shotcrete support layer by layer. During construction, the rock drilling and bolt-shotcrete support work are both carried out with the muck pile as the working platform to complete the construction of the chamber.

[0006] However, in the above existing patents, although it can ensure low mucking cost, simple mucking process, spacious working space, and easier control of roof safety, in the development and construction of existing mine infrastructure projects, the problems of slow construction speed and large construction safety hazards for large chambers still exist. The extension of the construction time will increase the investment in manpower, material resources, and financial resources, resulting in an increase in project costs. At the same time, due to the lengthening of the construction period, there are also problems of additional costs such as equipment depreciation and capital occupation. Summary of the Invention

[0007] The purpose of this application is to provide a mechanized rapid construction method for underground chambers, aiming to solve the problems of slow construction speed and high construction safety hazards in the construction of existing large chambers.

[0008] The present invention makes full use of the formed working face, and preferably solves the problems such as slow construction speed and high construction safety hazards in the development and construction of mine infrastructure projects. It is safe and reliable, with obvious economic and social benefits, and is at the leading level in the country. A gentle slope is formed at the breaking position of the large chamber to facilitate the rapid passage of mechanized equipment. The ramp formed by the lower bedrock of the large chamber is used to transport trackless equipment, realizing the mechanized rapid excavation and lining operation of the upper section. According to the position of the chamber connecting roadway and the length of the chamber, it is even possible to construct simultaneously to the left and right sides, changing the single-line operation into a double-line operation. While constructing the upper part of the large chamber, the top working face is supported, effectively improving the problems such as poor stress state, unstable surrounding rock properties, and large exposed area caused by the large span of the rock surface in the large chamber. Compared with the traditional construction method, the construction process is safe, the construction efficiency is improved, and the project construction period is shortened.

[0009] A mechanized rapid construction method for underground chambers specifically includes the following steps:

[0010] S1. Advanced geological prediction: Conduct geological exploration before construction to predict possible geological problems and provide a basis for subsequent construction;

[0011] S2. Surveying and setting out: According to the design drawings, conduct on-site surveys to determine the specific construction location and dimensions;

[0012] S3. Advanced support according to geological conditions: According to the results of the advanced geological prediction, pre-support the unstable geological areas that may be encountered;

[0013] S4. Construct the upper vehicle ramp: Construct the upper vehicle ramp according to the design requirements;

[0014] S5. Drilling and blasting design: Arrange blast holes in the areas where blasting is required and conduct drilling and blasting design;

[0015] S6. Excavation, mucking and initial support of the upper drift: Conduct the excavation of the upper drift, transport the generated muck out, and then conduct the initial support of the upper part according to the results of the surrounding rock monitoring and measurement;

[0016] S7. Excavation, mucking and initial support of the lower drift: Conduct the excavation of the lower drift, transport the generated muck out, and then conduct the initial support of the lower part according to the results of the surrounding rock monitoring and measurement;

[0017] S8. Construction of the inverted arch and combined lining of the arch wall: After the initial support of the lower part is completed, conduct the construction of the inverted arch and combined lining of the arch wall.

[0018] As a further improvement of the present invention, the drill and blast design includes arranging blast holes, followed by charging and blasting operations after the blast holes are arranged. After the charging and blasting operations are completed, ventilation, smoke exhaust, and risk removal are carried out. The ventilation, smoke exhaust, and risk removal are used to ensure good ventilation in the construction area to remove smoke and hazards. After the ventilation, smoke exhaust, and risk removal are completed, the excavation quality inspection is carried out. Thus, through precise drill and blast design, it can be ensured that the blasting operation is carried out in a predetermined direction and range, thereby avoiding unnecessary damage to the surrounding environment and buildings.

[0019] As a further improvement of the present invention, after the excavation quality inspection is qualified, the initial support of the upper part is carried out. When the excavation quality inspection is unqualified, the parameters of the drill and blast design will be adjusted according to the blasting effect. After the parameter adjustment is completed, the blast holes are rearranged and the above operations are carried out again until the excavation quality inspection is qualified. Thus, it can be ensured that the support structure is established on a stable foundation, thereby improving the support effect.

[0020] As a further improvement of the present invention, in steps S6 and S7, after the initial support of the upper part and the lower part is completed, surrounding rock monitoring and measurement are required. The surrounding rock monitoring and measurement is to monitor and measure the surrounding rock after excavation for stability assessment. Thus, potential instabilities in the internal and external environments of the tunnel can be detected in a timely manner, and according to the monitoring and measurement results, the stability of the tunnel structure can be judged, and the construction sequence can be adjusted accordingly, thereby ensuring the smooth progress of the construction process.

[0021] As a further improvement of the present invention, in step S8, after the construction of the invert and arch wall composite lining is completed, surrounding rock monitoring and measurement are also required. Through monitoring and measurement, potential problems that may exist in the lining structure or the surrounding rock can be detected in a timely manner, so that measures can be taken in a timely manner for repair or reinforcement to prevent the problems from expanding.

[0022] As a further improvement of the present invention, after the surrounding rock monitoring and measurement are completed, the surrounding rock stability evaluation, construction plan modification, and determination of the secondary lining construction operation are required. The secondary lining construction operation is carried out on the basis of the surrounding rock stability evaluation and construction plan modification, thereby ensuring that the lining structure can effectively bear the surrounding rock pressure and maintain the long-term stability of the tunnel.

[0023] As a further improvement of the present invention, in steps S1 and S3, the geological prediction and advanced support are used to appropriately change the support form according to the changes in the surrounding rock. Through real-time monitoring and analysis of the changes in the surrounding rock, the geological prediction can timely detect potential safety hazards and take corresponding preventive measures, thereby reducing the risks during the construction process. The strengthening and adjustment of the advanced support can also be carried out according to the actual situation of the surrounding rock, thereby ensuring the stability and safety of the support structure.

[0024] As a further improvement of the present invention, in step S4, the upper vehicle ramp is mainly constructed by trackless equipment. The trackless equipment includes a Boomer-282 rock drilling jumbo, which is equipped with a BMH2843 telescopic propulsion beam. The BMH2843 telescopic propulsion beam consists of a straight beam and a folding beam. The Boomer-282 rock drilling jumbo is provided with a COP1838 rock drill. The trackless equipment also includes a load-haul-dump (LHD) vehicle. The coordinated operation of trackless equipment such as the Boomer-282 rock drilling jumbo and the LHD vehicle can significantly improve the overall operation efficiency of mining and tunnel excavation. Thus, through the efficient cooperation between various equipment, the waiting time and resource waste during the operation process are reduced.

[0025] As a further improvement of the present invention, the large torque of the rock drilling jumbo and the loader is used to calculate the slope, and the maximum climbing ability of the rock drilling jumbo and the loader does not exceed 30%. The slope is set as θ, and the calculation formula of θ is as follows:

[0026] tanθ×100% = 30%

[0027] θ = 16°41′57.28″

[0028] To ensure the best performance of the trackless equipment, the designed slope is 15°. The total height of the chamber is set as H, the best construction section of the rock drilling jumbo is 5.5m×5m, the height of the topmost layer is set as h, where h < 5m, and the horizontal slope length is set as L. The calculation formula is as follows:

[0029]

[0030] L = (H - h)cot15°.

[0031] As a further improvement of the present invention, the horizontal slope length is used to start the slope at an appropriate position adjacent to the free face and excavate the upper pilot drift. After the upper pilot drift is excavated, a complete section will be formed. After the complete section is completed, permanent support will be carried out.

[0032] The advantages of the present invention are:

[0033] 1. The present invention stratifies the chamber in space by means of the terrain and adopts some technical measures to create construction conditions for mechanical equipment, thereby shortening the construction period. According to the height of the chamber, the chamber is reasonably divided into several layers and constructed step by step from top to bottom. The height of each layer is controlled within 4 - 5m. For extra-wide chambers, the pilot tunnel method can be used for construction. The chamber is formed by slowly peeling off from the pilot tunnel to both sides. During the process of stratified construction of the chamber, simple support of the chamber can be completed in stages, reducing the risk of construction operations in the lower layer of the chamber in the later stage. The support of non-masonry chambers can also be directly completed in sections from top to bottom, greatly reducing the support difficulty. According to the height of the chamber, it is reasonably divided into several layers and constructed step by step from top to bottom. This construction method makes the working face of each layer relatively small, facilitating the operation of mechanical equipment and the work of construction personnel, thus improving the construction efficiency. Moreover, for extra-wide chambers, the pilot tunnel method can be used for construction. By first driving a small-section pilot tunnel and then gradually expanding it to both sides, a larger working face can be formed, while reducing the amount of engineering work for single blasting, which is conducive to accelerating the construction progress. During the stratified construction process, the height of each layer is controlled within a certain range, which can minimize the roof area and reduce the risk of roof caving. By enabling the support of non-masonry chambers to be directly completed in sections from top to bottom, this support method is more flexible and can be adjusted and optimized according to the actual situation, reducing the support difficulty and cost.

[0034] 2. The present invention makes geological forecasts and advanced support based on the hydrogeological data of the ore body to ensure that during the excavation process of the chamber, the heading face is constructed under the protection of advanced support. The support form can also be appropriately changed according to the changes in the surrounding rock. The heading face is constructed under the protection of advanced support, which can effectively prevent the collapse and spalling of the surrounding rock and reduce the risk of safety accidents during the construction process. By selecting an appropriate support form according to the actual situation of the surrounding rock, the stability and reliability of the support structure can be ensured, reducing the failure and maintenance times of the support structure, thereby improving the construction efficiency. Moreover, the support structure can effectively control the deformation and displacement of the surrounding rock, prevent the surrounding rock from being damaged due to excessive deformation, and maintain the overall stability and integrity of the surrounding rock. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the following will briefly introduce the drawings required for the description of the embodiments or the prior art. Obviously, the following drawings are only some embodiments of the present application. For those skilled in the art, without creative efforts, other drawings can be obtained based on these drawings.

[0036] Figure 1 It is a flow chart of the steps of the present invention.

[0037] Figure 2 It is a plan view of the water pump chamber in the present invention.

[0038] Figure 3 This is the plan schematic diagram of the upper bench method for chamber construction in the present invention.

[0039] Figure 4 This is the construction plan schematic diagram of this method in the present invention.

[0040] Figure 5 This is the structure schematic diagram of the Boomer-282 rock drilling jumbo in the present invention. Specific implementation manners

[0042] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without making creative efforts shall fall within the protection scope of the present invention.

[0043] Embodiment 1, taking the chamber construction of this method as an example, a mechanized rapid construction method for an underground chamber, as Figure 1 shown, includes the following steps:

[0044] S1-S3, Advanced geological prediction: Conduct geological exploration before construction to predict possible geological problems and provide a basis for subsequent construction; Survey and setting out: Conduct on-site survey according to the design drawings to determine the specific location and dimensions of the construction; Advanced support according to geological conditions: According to the results of advanced geological prediction, pre-support the unstable geological areas that may be encountered. Advanced geological prediction and advanced support are used to appropriately change the support form according to the changes in the surrounding rock.

[0045] As Figures 2 - 4 shown, the construction adopts the upper bench construction method. The upper bench method is that the upper part is constructed in advance in layers, so it is also called the downward layered construction method. During construction, first excavate the upper arc-shaped section (the height is generally 2-2.5 m), and then excavate each part below one by one. Figure 3 In the case of being divided into 3 layers, the construction sequence is: First excavate part ①, then excavate part ②, and finally excavate part ③. After the entire section is excavated, pour the side wall Ⅳ and the arch ring Ⅴ. During construction, first construct an uphill ramp through the adjacent working face. The slope is comprehensively considered according to the rock properties and the climbing performance of the trackless equipment. Excavate the upper arched section (the height is generally 3.5-5 m), and then excavate each part below one by one. Through the rapid excavation ability of mechanized equipment, excavate the full section of the large chamber in a short time, and then carry out permanent support. Figure 4 In the case of being divided into 2 layers, the construction sequence is: First excavate part ①, then excavate part ②. After the entire large chamber is excavated, pour the side wall Ⅲ and the arch ring Ⅳ.

[0046] S4, Construct the upper vehicle ramp: Construct the upper vehicle ramp according to the design requirements. The upper vehicle ramp is mainly constructed by trackless equipment. The trackless equipment includes a Boomer-282 rock drilling jumbo. The Boomer-282 rock drilling jumbo is equipped with a BMH2843 telescopic propulsion beam. The BMH2843 telescopic propulsion beam consists of a straight beam and a folding beam. The Boomer-282 rock drilling jumbo is equipped with a COP1838 rock drill. The trackless equipment also includes a load-haul-dump (LHD) vehicle. The large torque of the rock drilling jumbo and the LHD vehicle is used to calculate the gradient. The maximum climbing ability of the rock drilling jumbo and the LHD vehicle does not exceed 30%. The gradient is set as θ, and the calculation formula of θ is as follows:

[0047] tanθ×100% = 30%

[0048] θ = 16°41′57.28″

[0049] To ensure the best performance of the trackless equipment, the designed gradient is 15°. The total height of the chamber is set as H. The best construction section of the rock drilling jumbo is 5.5m×5m. The height of the topmost layer is set as h, where h < 5m. The horizontal slope length is set as L, and the calculation formula is as follows:

[0050]

[0051] L = (H - h)cot15°.

[0052] The horizontal slope length is used to start the slope at an appropriate position adjacent to the free face and excavate the upper pilot tunnel. After the upper pilot tunnel is excavated, a complete section will be formed. After the complete section is completed, permanent support will be carried out.

[0053] As Figure 5 shown, the main trackless equipment technologies include a Boomer-282 rock drilling jumbo and a load-haul-dump (LHD) vehicle. The Boomer-282 rock drilling jumbo is equipped with a BMH2843 telescopic propulsion beam, including a straight beam and a folding beam, and is equipped with a COP1838 rock drill.

[0054] S5, Drilling and blasting design: Drill holes in the area where blasting is required and carry out drilling and blasting design. The drilling and blasting design includes arranging drill holes, charging and blasting operations after arranging the drill holes. After the charging and blasting operations are completed, ventilation, smoke exhaust and risk removal are carried out. Ventilation, smoke exhaust and risk removal are used to ensure good ventilation in the construction area to remove smoke and hazards. After ventilation, smoke exhaust and risk removal are completed, excavation quality inspection is carried out. After the excavation quality inspection is qualified, the initial support of the upper part is carried out. When the excavation quality inspection is unqualified, the parameters of the drilling and blasting design will be adjusted according to the blasting effect. After the parameter adjustment is completed, the drill holes will be arranged again and the above operations will be carried out again until the excavation quality inspection is qualified.

[0055] S6 - S8, Upper pilot tunnel excavation, mucking and initial support for the upper part: Excavate the upper pilot tunnel, remove the muck generated, and then, according to the results of surrounding rock monitoring and measurement, carry out the initial support for the upper part; Lower pilot tunnel excavation, mucking and initial support for the lower part: Excavate the lower pilot tunnel, remove the muck generated, and then, according to the results of surrounding rock monitoring and measurement, carry out the initial support for the lower part; Inverted arch and arch - wall composite lining construction: After the initial support for the lower part is completed, carry out the inverted arch and arch - wall composite lining construction. Surrounding rock monitoring and measurement shall be carried out after the initial support for both the upper and lower parts is completed. The surrounding rock monitoring and measurement is to monitor and measure the excavated surrounding rock for stability assessment. Surrounding rock monitoring and measurement shall also be carried out after the inverted arch and arch - wall composite lining construction is completed. After the surrounding rock monitoring and measurement is completed, the surrounding rock stability evaluation, construction plan modification and secondary lining construction operation determination shall be carried out.

[0056] Example 2, taking the reinforced concrete pouring of the central distribution chamber as an example, large chambers generally have certain functions. For the inverted arch and arch - wall composite lining construction, as Figure 5 shown:

[0057] For the reinforced concrete pouring of the distribution chamber, a steel arch frame + wooden formwork is used as the external formwork. The steel arch frame is made of [12b channel steel, and 6 frames are fabricated according to the designed cross - section of the chamber. The wooden formwork is purchased locally and the σ30 - thickness formwork is cut and spliced. Inside the chamber, a scaffolding pipe network is built with one - inch steel pipes for support, and the network density is 1m×1m. For the surrounding walls of the chamber, [20b channel steel is used as the inner support points for the wooden formwork and the columns of the steel arch frame, with one every 1m, and then firmly supported by the scaffolding. For the collapsed area of the inner wall of the chamber, it is filled with a proper amount of large blocks. Since the top is immediately supported by bolt - mesh after formation and the over - excavation or collapse amount is small, it is directly filled and compacted with concrete. The pouring is in the form of wall - first and then arch. First, pour the entire section of the wall, and then continuously pour the arch top from 1m at the right - most side, 1m at a time. The formwork and support need at least 7 days of concrete curing, and the formwork and support can be removed only after the concrete strength reaches 70%.

[0058] Construction sequence: Measure and set out the net section contour line of the chamber (the four surrounding lines, the center line and the waist line) → Construct φ38 pipe-split bolts for the chamber wall, with a spacing of 2 m in a row and 9 bolts in a row → Bind the wall reinforcement according to the line position. The vertical bars, horizontal bars and tie bars are connected into a whole with binding wire and then firmly bound to the bolts, leaving the position for the concrete cover. Fill the positions with large overbreak with large pieces of gangue densely → Set up wooden formwork along the side line. Use [20b channel steel as the vertical leg support and press it tightly against the wooden formwork. Then set up a scaffolding pipe network and support it on the channel steel, and fix it firmly → Pour the wall part from bottom to top. After the concrete is vibrated densely, continue to raise the wooden formwork until the concrete pouring of the wall part is completed (leave a 60-cm wall concrete position to be poured together with the arch top concrete) → Set up a scaffolding platform at the junction of the wall and the arch, erect two steel arch frames, use [20b channel steel legs as columns, connect and fix them with bolts, then weld 7 pieces of 1.5-m [16b channel steel on the inner sides of the two steel arch frames, support the channel steel with scaffolding pipes, and lay a 1-m long arch top wooden formwork (leave the joint position for the next stub of the wooden formwork on the steel arch frame) → Bind the arch top bent reinforcement (pad stones of appropriate size between the wooden formwork and the arch top reinforcement, leaving the position for the concrete cover) → After the concrete pouring of the 1-m long arch top part is completed, set up the next steel arch frame and pour the arch top concrete in turn (after curing to a certain strength, the severely overexcavated part of the arch top can be filled densely with thick wood and waste tires) → After the formwork pouring is completed, set up the next formwork and carry out cyclic construction.

[0059] Finally, it should be noted that the above are only the preferred embodiments of the present invention and are not used to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions recorded in the foregoing embodiments or perform equivalent replacements for some of the technical features. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention shall be included within the protection scope of the present invention.

Claims

1. A mechanized rapid construction method for an underground chamber, characterized in that: The specific steps include: S1, Advanced geological forecast: Conduct geological exploration before construction to predict possible geological problems and provide a basis for subsequent construction; S2, measurement and layout: according to the design drawings, conduct field measurements to determine the specific location and size of the construction; S3, advance support according to geological conditions: Based on the results of advanced geological forecast, advance support is provided for unstable geological areas that may be encountered; S4, construction of upper vehicle ramp: construction of upper vehicle ramp according to design requirements; S5, drilling and blasting design: Arrange blastholes in the area where blasting is required and conduct drilling and blasting design; S6, excavation of the upper pilot pit, removal of slag and initial support of the upper part: excavation of the upper pilot pit, removal of the generated slag, and then initial support of the upper part based on the results of surrounding rock monitoring and measurement; S7, excavation of the lower pilot pit, removal of slag and initial support of the lower part: excavation of the lower pilot pit, removal of the generated slag, and then initial support of the lower part based on the results of surrounding rock monitoring and measurement; S8, composite lining construction of invert arch and arch wall: after the initial support of the lower part is completed, the composite lining construction of the invert arch and arch wall is carried out.

2. A mechanized rapid construction method for an underground chamber as claimed in claim 1, characterized in that: In step S5, the drilling and blasting design includes arranging blastholes, and after the arranging blastholes, charging and blasting operations are carried out. After the charging and blasting operations are completed, ventilation, smoke exhaust and hazard elimination are carried out. The ventilation, smoke exhaust and hazard elimination are used to ensure that the construction area is well ventilated to eliminate smoke and danger. After the ventilation, smoke exhaust and hazard elimination are completed, an excavation quality inspection is carried out.

3. A mechanized rapid construction method for an underground chamber as claimed in claim 2, characterized in that: After the excavation quality inspection is passed, the initial support of the upper part will be carried out. If the excavation quality inspection fails, the parameters of the drilling and blasting design will be adjusted according to the blasting effect. After the parameter adjustment is completed, the blastholes will be rearranged and the above operations will be repeated until the excavation quality inspection is passed.

4. A mechanized rapid construction method for an underground chamber as claimed in claim 1, characterized in that: In the step S6 and the step S7, surrounding rock monitoring and measurement are required after the initial support of the upper and lower parts is completed. The surrounding rock monitoring and measurement is to monitor and measure the surrounding rock after excavation for stability assessment.

5. A mechanized rapid construction method for an underground chamber as claimed in claim 4, characterized in that: In step S8, surrounding rock monitoring and measurement are also required after the construction of the invert arch and arch wall composite lining is completed.

6. A mechanized rapid construction method for an underground chamber as claimed in claim 5, characterized in that: After the surrounding rock monitoring and measurement is completed, it is necessary to evaluate the surrounding rock stability, revise the construction plan and determine the secondary lining construction work.

7. A mechanized rapid construction method for an underground chamber as claimed in claim 1, characterized in that: In step S1 and step S3, the geological prediction and advance support are used to appropriately change the support form according to the changes in the surrounding rock.

8. A mechanized rapid construction method for an underground chamber as claimed in claim 7, characterized in that: In step S4, the upper vehicle ramp is mainly carried out by trackless equipment, which includes a Boomer-282 drilling trolley, and the Boomer-282 drilling trolley is equipped with a BMH2843 telescopic propulsion beam, and the BMH2843 telescopic propulsion beam has a straight beam and a folding beam. The Boomer-282 drilling trolley is provided with a COP1838 rock drill, and the trackless equipment also includes a scraper.

9. A mechanized rapid construction method for an underground chamber as claimed in claim 8, characterized in that: The maximum torque of the drilling rig and the shovel is used to calculate the slope, and the maximum climbing capacity of the drilling rig and the shovel does not exceed 30%. The slope is set to θ, and the calculation formula of θ is as follows: tanθ×100%=30% θ=16°41′57.28″ In order to ensure the best performance of the trackless device, the design slope is 15°, the total height of the chamber is set to H, the optimal construction section of the drilling trolley is 5.5m×5m, the top layer height is set to h, h<5m, the horizontal slope length is set to L, and the calculation formula is as follows: L=(Hh)cot15°.

10. A mechanized rapid construction method for an underground chamber as claimed in claim 9, characterized in that: The horizontal slope length is used to build a slope at an appropriate position adjacent to the free surface and to excavate an upper pilot pit. After the upper pilot pit is excavated, a complete section will be formed. After the complete section is completed, permanent support will be provided.

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