Secondary lining construction method for mountain tunnel constructed through drilling and blasting method
By finding and measuring under-excavation and over-excavation positions in the mountain tunnel after drilling and explosion construction, performing secondary excavation and concrete pouring, installing permeable pipes and waterproofing plates, the problem of unstable structure of the tunnel secondary lining concrete is solved, and the structural stability and use safety are improved.
Patent Information
- Application Number
- CN202411841929.7
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-12-13
- Publication Date
- 2025-03-07
AI Technical Summary
When drilling and blasting, under-excavation and over-excavation are often seen in mountain tunnels, resulting in uneven thickness of secondary lining concrete, which is prone to hollowing, affecting structural stability, and easily causing seepage and cracking after completion, affecting the safety of use.
By finding and measuring the under-excavation and over-excavation positions after drilling and blasting construction, secondary excavation and primary lining concrete pouring, and permeable pipes and waterproofing plates are installed to ensure the equal thickness and stability of secondary lining concrete.
It solves the under-excavation and over-excavation phenomena caused by drilling and explosion construction, ensures the stability of the secondary lining concrete structure, avoids seepage and cracking, and improves the safety of use.
Smart Images
Figure CN119572272A_ABST
Abstract
Description
Technical Field
[0001] The invention belongs to the technical field of tunnel construction, and in particular relates to a secondary lining construction method for a mountain tunnel using a drilling and blasting method. Background Art
[0002] Mountain tunnels are a common structural form in transportation infrastructure such as roads and railways. Their construction aims to shorten line length and improve transportation efficiency.
[0003] The drilling and blasting method refers to a method of using the energy generated by the explosion of explosives to break rocks to achieve tunnel excavation. Due to its flexibility and adaptability, it is widely used in mountain tunnel construction.
[0004] Due to the light blasting technology and geological reasons, under-excavation and over-excavation often occur in the construction of mountain tunnels by drilling and blasting. This phenomenon can easily cause uneven concrete thickness in the secondary lining construction. At the same time, due to the smooth waterproof material between the secondary lining concrete and the surrounding rock, voids can easily appear behind the secondary lining concrete, resulting in the inability of the secondary lining concrete to be effectively connected to the surrounding rock. Both of these lead to an unstable secondary lining concrete structure. After completion and opening, the long-term wind tunnel effect of cars or trains can easily cause water seepage and cracking in the secondary lining concrete structure, seriously affecting safety in use. If such problems are to be solved after completion and opening, it will seriously affect traffic and be time-consuming, labor-intensive and costly.
[0005] In view of this, a drilling and blasting method for secondary lining construction of mountain tunnels was designed to solve the above problems. Summary of the invention
[0006] In order to solve the problems raised in the above background technology, the present invention provides a secondary lining construction method for mountain tunnels by drilling and blasting method, which has the characteristic of improving the stability of the secondary lining concrete structure.
[0007] To achieve the above object, the present invention provides the following technical solution: a method for constructing a secondary lining of a mountain tunnel by drilling and blasting, comprising the following steps: S1: Find out the under-break and over-break positions of mountain tunnels after drilling and blasting construction; S2: Measure the under-break and over-break locations of mountain tunnels after drilling and blasting to determine the under-break and over-break dimensions; S3: Based on the clear undercut size, secondary excavation is carried out on the undercut position of the mountain tunnel after drilling and blasting construction to meet the construction requirements; S4: The lining formwork trolley is in place and the lining concrete is poured once; S5: Move the lining formwork trolley to cure the concrete to meet the construction requirements; S6: After the primary lining concrete pouring is completed, the permeable pipes are installed and the waterproof panels are laid to meet the construction requirements; S7: The installation of permeable pipes and the laying of waterproof panels are completed, the lining formwork trolley is in place, and the secondary lining concrete is poured to meet the construction requirements. That is, the secondary lining construction of the mountain tunnel by drilling and blasting method is completed.
[0008] Furthermore, the specific steps of step S1 include: S101: Performing a full-scale scan of the mountain tunnel constructed by the drilling and blasting method using a three-dimensional laser scanner to obtain three-dimensional point cloud data of the mountain tunnel constructed by the drilling and blasting method; S102: importing the acquired three-dimensional point cloud data of the mountain tunnel after the drilling and blasting method construction into a three-dimensional model software to construct a three-dimensional model of the mountain tunnel after the drilling and blasting method construction; S103: Compare the constructed actual three-dimensional model of the mountain tunnel after the drilling and blasting construction with the set qualified three-dimensional model to obtain the under-break position and over-break position of the mountain tunnel after the drilling and blasting construction.
[0009] Furthermore, the specific steps of step S2 include: S201: preliminarily determining the under-break size and over-break size based on the comparison between the constructed actual 3D model of the mountain tunnel after drilling and blasting construction and the set qualified 3D model; S202: performing manual re-inspection based on the obtained underbreak position and overbreak position after the mountain tunnel is constructed by the drilling and blasting method and the preliminarily determined underbreak size and overbreak size; S203: If the two sizes are the same, the arbitrary size shall prevail; if the two sizes are different, the size of the manual re-inspection shall prevail.
[0010] Furthermore, in step S3, the equipment used for secondary excavation of the under-excavated position after the mountain tunnel is constructed by the drilling and blasting method includes a milling excavator.
[0011] Furthermore, in step S4, after the lining formwork trolley is in place, manual re-inspection of the position is required.
[0012] Furthermore, in step S4, the primary lining concrete used is low-grade concrete and fine stone concrete.
[0013] Furthermore, in step S4, if the primary lining concrete pouring position is an over-excavation position and the over-excavation size is large, anchor rods are installed and meshes are hung at the over-excavation position before concrete pouring, and then concrete pouring is performed.
[0014] Furthermore, in step S4, the over-excavation size is determined based on expert experience.
[0015] Furthermore, in step S7, after the lining formwork trolley is in place, manual re-inspection of the position is required.
[0016] Furthermore, in step S7, the secondary lining concrete adopts low-grade concrete and fine stone concrete.
[0017] Compared with the prior art, the present invention has the following beneficial effects: 1. The present invention first finds the under-break and over-break positions of the mountain tunnel after the drilling and blasting method is used for construction, then measures the under-break and over-break sizes of the under-break and over-break positions, and then performs secondary excavation and pouring of primary lining concrete based on the under-break sizes, then installs permeable pipes and waterproof panels, and finally pours secondary lining concrete. Compared with the prior art, this method solves the under-break and over-break problems caused by the drilling and blasting method for construction, can make the poured secondary lining concrete structure of equal thickness, and improves the stability of the secondary lining concrete structure.
[0018] 2. The present invention pours and fills concrete based on the over-excavation size of the over-excavation position. The concrete and the surrounding rock are tightly combined into a force-bearing whole, which can improve the installation stability of the permeable pipe and the waterproof board, and at the same time eliminate the void phenomenon behind the secondary lining concrete structure, thereby improving the stability of the secondary lining concrete structure.
[0019] 3. The waterproof board of the present invention is laid on a smooth concrete surface, so that there is no extrusion stress and crushing phenomenon when pouring concrete, which can play an effective waterproofing effect, ensure that there is no groundwater leakage in the secondary lining concrete structure, effectively protect the secondary lining concrete structure, and improve the stability of the secondary lining concrete structure.
[0020] 4. The stability of the secondary lining concrete structure of the present invention can ensure that the secondary lining concrete is evenly stressed, avoid water seepage and cracking due to the wind tunnel effect, and improve safety in use. BRIEF DESCRIPTION OF THE DRAWINGS
[0021] Figure 1 This is a structural diagram of the existing mountain tunnel constructed by the drilling and blasting method after the secondary lining construction; Figure 2 is a flow chart of the method of the present invention; Figure 3 A flow chart of a method for finding an under-break position and an over-break position according to the present invention; Figure 4 A flow chart of a method for measuring underbreak size and overbreak size of the present invention; Figure 5 It is a schematic diagram of the structure after the secondary lining construction of a mountain tunnel constructed by the drilling and blasting method of the present invention. DETAILED DESCRIPTION
[0022] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.
[0023] See attached Figure 1 , which is a structural diagram of the secondary lining construction of a mountain tunnel constructed by the existing drilling and blasting method. It can be seen from the figure that the mountain tunnel after the drilling and blasting method construction has serious over-excavation and under-excavation phenomena, and no measures have been taken for the existing over-excavation and under-excavation phenomena. The permeable pipe and waterproof board are directly installed and the secondary lining concrete is poured. It can be seen from the figure that after the construction is completed, there are multiple positions of cavities behind the waterproof board. Under the long-term wind tunnel effect of cars or trains, the cavities are prone to cause water seepage and cracking of the secondary lining concrete structure, which has a safety hazard in use and needs to be improved. The improvements are as follows: See attached Figure 2 The present invention provides the following technical solution: A method for constructing a secondary lining of a mountain tunnel by drilling and blasting, comprising the following steps: S1: Find out the under-break and over-break positions of mountain tunnels after drilling and blasting construction; This step is to process the under-break position and over-break position of the mountain tunnel after the drilling and blasting method construction; S2: Measure the under-break and over-break locations of mountain tunnels after drilling and blasting to determine the under-break and over-break dimensions; This step is to accurately process the under-break and over-break positions of the mountain tunnel after the drilling and blasting method construction; S3: Based on the clear undercut size, secondary excavation is carried out on the undercut position of the mountain tunnel after drilling and blasting construction to meet the construction requirements; The secondary excavation in this step can properly handle the under-excavated part of the under-excavated position, so as to form a smoother plane in the mountain tunnel; S4: The lining formwork trolley is in place and the lining concrete is poured once; The concrete pouring and filling in this step can properly handle the over-excavation part of the over-excavation position, so that a relatively smooth plane is formed in the mountain tunnel; S5: Move the lining formwork trolley to cure the concrete to meet the construction requirements; S6: After the primary lining concrete pouring is completed, the permeable pipes are installed and the waterproof panels are laid to meet the construction requirements; The main function of the permeable pipe installed in this step is to discharge and divert groundwater to lower the groundwater level and reduce the water pressure on the secondary lining concrete structure of the tunnel; The main function of the waterproof board installed in this step is to prevent groundwater from penetrating into the tunnel and protect the tunnel structure from water erosion and damage; S7: The installation of permeable pipes and the laying of waterproof panels are completed, the lining formwork trolley is in place, and the secondary lining concrete is poured to meet the construction requirements, that is, the secondary lining construction of the mountain tunnel by drilling and blasting method is completed; The secondary lining concrete structure in this step has strong connection stability because there is no void at the back, and will not cause water seepage and cracking of the secondary lining concrete structure under the long-term wind tunnel effect of cars or trains.
[0024] Specifically, the specific steps of step S1 include: S101: Performing a full-scale scan of the mountain tunnel constructed by the drilling and blasting method using a three-dimensional laser scanner to obtain three-dimensional point cloud data of the mountain tunnel constructed by the drilling and blasting method; This step is to construct a three-dimensional model of the tunnel; S102: importing the acquired three-dimensional point cloud data of the mountain tunnel after the drilling and blasting method construction into a three-dimensional model software to construct a three-dimensional model of the mountain tunnel after the drilling and blasting method construction; This step is to build a three-dimensional model for comparison; S103: comparing the constructed actual three-dimensional model of the mountain tunnel after the drilling and blasting construction with the set qualified three-dimensional model to obtain the under-break position and over-break position of the mountain tunnel after the drilling and blasting construction; The qualified three-dimensional model in this step is constructed in advance based on tunnel construction data without underbreak and overbreak phenomena.
[0025] Specifically, the specific steps of step S2 include: S201: preliminarily determining the under-break size and over-break size based on the comparison between the constructed actual 3D model of the mountain tunnel after drilling and blasting construction and the set qualified 3D model; This step can directly compare the size data of the two 3D models; S202: performing manual re-inspection based on the obtained underbreak position and overbreak position after the mountain tunnel is constructed by the drilling and blasting method and the preliminarily determined underbreak size and overbreak size; The manual recheck of this step is based on tool measurement; S203: If the two sizes are the same, the arbitrary size shall prevail; if the two sizes are different, the size of the manual re-inspection shall prevail.
[0026] Specifically, in step S3, the equipment used for secondary excavation of the under-excavated position of the mountain tunnel after the drilling and blasting method construction includes a milling excavator.
[0027] Specifically, in step S4, after the lining formwork trolley is in place, manual re-inspection of the position is required.
[0028] Specifically, in step S4, the primary lining concrete uses low-grade concrete and fine stone concrete.
[0029] Specifically, in step S4, if the primary lining concrete pouring position is an over-excavation position and the over-excavation size is large, anchor rods are installed and meshes are hung at the over-excavation position before concrete pouring, and then concrete pouring is performed.
[0030] Specifically, in step S4, the judgment of the over-excavation size is based on expert experience. The experts in this step are multiple experts, and the size of the over-excavation size can be determined by taking the average of the scores of the multiple experts.
[0031] Specifically, in step S7, after the lining formwork trolley is in place, manual re-inspection of the position is required.
[0032] Specifically, in step S7, the secondary lining concrete adopts low-grade concrete and fine stone concrete.
[0033] Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that various changes, modifications, substitutions and variations may be made to the embodiments without departing from the principles and spirit of the present invention, and that the scope of the present invention is defined by the appended claims and their equivalents.
Claims
1. A method for secondary lining construction of mountain tunnel by drilling and blasting method, characterized in that: The following steps are involved: S1: Find out the under-break and over-break positions of mountain tunnels after drilling and blasting construction; S2: Measure the under-break and over-break locations of mountain tunnels after drilling and blasting to determine the under-break and over-break dimensions; S3: Based on the clear undercut size, secondary excavation is carried out on the undercut position of the mountain tunnel after drilling and blasting construction to meet the construction requirements; S4: The lining formwork trolley is in place and the lining concrete is poured once; S5: Move the lining formwork trolley to cure the concrete to meet the construction requirements; S6: After the primary lining concrete pouring is completed, the permeable pipes are installed and the waterproof panels are laid to meet the construction requirements; S7: The installation of permeable pipes and the laying of waterproof panels are completed, the lining formwork trolley is in place, and the secondary lining concrete is poured to meet the construction requirements. That is, the secondary lining construction of the mountain tunnel by drilling and blasting method is completed.
2. The secondary lining construction method for mountain tunnels constructed by drilling and blasting method according to claim 1 is characterized by: The specific steps of step S1 include: S101: Performing a full-scale scan of the mountain tunnel constructed by the drilling and blasting method using a three-dimensional laser scanner to obtain three-dimensional point cloud data of the mountain tunnel constructed by the drilling and blasting method; S102: importing the acquired three-dimensional point cloud data of the mountain tunnel after the drilling and blasting method construction into a three-dimensional model software to construct a three-dimensional model of the mountain tunnel after the drilling and blasting method construction; S103: Compare the constructed actual three-dimensional model of the mountain tunnel after the drilling and blasting construction with the set qualified three-dimensional model to obtain the under-break position and over-break position of the mountain tunnel after the drilling and blasting construction.
3. The secondary lining construction method for mountain tunnels constructed by drilling and blasting method according to claim 2 is characterized by: The specific steps of step S2 include: S201: preliminarily determining the under-break size and over-break size based on the comparison between the constructed actual 3D model of the mountain tunnel after drilling and blasting construction and the set qualified 3D model; S202: performing manual re-inspection based on the obtained underbreak position and overbreak position after the mountain tunnel is constructed by the drilling and blasting method and the preliminarily determined underbreak size and overbreak size; S203: If the two sizes are the same, the arbitrary size shall prevail; if the two sizes are different, the size of the manual re-inspection shall prevail.
4. The secondary lining construction method for mountain tunnels constructed by drilling and blasting method according to claim 1 is characterized by: In step S3, the equipment used for secondary excavation of the under-excavated position of the mountain tunnel after the drilling and blasting method construction includes a milling excavator.
5. The secondary lining construction method for mountain tunnels constructed by drilling and blasting method according to claim 1 is characterized by: In step S4, after the lining formwork trolley is in place, manual re-inspection of the position is required.
6. The secondary lining construction method for mountain tunnels constructed by drilling and blasting method according to claim 1 is characterized by: In step S4, the primary lining concrete uses low-grade concrete and fine stone concrete.
7. The secondary lining construction method for mountain tunnels constructed by drilling and blasting method according to claim 1 is characterized by: In step S4, if the primary lining concrete pouring position is an over-excavation position and the over-excavation size is large, anchor rods are installed and mesh is hung at the over-excavation position before concrete pouring, and then concrete pouring is performed.
8. The secondary lining construction method for mountain tunnels constructed by drilling and blasting method according to claim 7 is characterized by: In step S4, the over-excavation size is determined based on expert experience.
9. The secondary lining construction method for mountain tunnels constructed by drilling and blasting method according to claim 1 is characterized by: In step S7, after the lining formwork trolley is in place, manual re-inspection of the position is required.
10. The secondary lining construction method for mountain tunnels constructed by drilling and blasting method according to claim 1, characterized in that: In step S7, the secondary lining concrete adopts low-grade concrete and fine stone concrete.