Tunnel lining construction method suitable for medium deformation geological area
By employing a composite initial support system and a wireless sensor monitoring network in tunnel construction in areas with moderate deformation, combined with a graded and coordinated adjustment scheme for secondary lining, the problems of high construction costs and insufficient flexibility were solved, enabling real-time control of surrounding rock deformation and improving the adaptability and durability of the tunnel lining structure.
Patent Information
- Application Number
- CN202511071221.2
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-07-31
- Publication Date
- 2025-11-04
AI Technical Summary
In tunnel construction in areas with moderate deformation, traditional methods suffer from high construction costs, material redundancy, insufficient flexibility, and lag in monitoring surrounding rock deformation, making it impossible to effectively control surrounding rock deformation and improve the adaptability and durability of the lining structure.
A composite initial support system is adopted, which is combined with a wireless sensor monitoring network to monitor the deformation of the surrounding rock in real time. The secondary lining scheme is adjusted in stages and in a coordinated manner. Combined anchor bolts and low-density foamed concrete layers are used, along with segmented adjustable steel frames and silicone rubber buffer layers, to provide dynamic support based on monitoring data.
It enables real-time control of surrounding rock deformation, reduces construction costs, improves the adaptability and durability of tunnel lining structures, reduces deformation and crack incidence, and enhances the support effect of surrounding rock.
Smart Images
Figure CN120889593A_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The present application relates to the technical field of railway tunnel construction engineering, in particular to a tunnel lining construction method suitable for medium deformation geological areas. BACKGROUND
[0002] In the prior art, during the construction of a high-speed railway tunnel, a combination of primary support and secondary lining is usually adopted to control the deformation of surrounding rock. For a tunnel in a medium deformation geological area, the steel mesh of the primary support is replaced with a steel arch to provide rigid support for the surrounding rock.
[0003] However, rigid support requires the use of high-strength materials, which can lead to complex support structures, redundant materials, and a dramatic increase in costs. In addition, medium deformation geological areas have the characteristics of moderate and persistent deformation of surrounding rock. Traditional tunnel lining construction methods only rely on fixed processes for construction, which lacks flexibility. At the same time, the construction process relies solely on the monitoring of the surrounding rock state by construction personnel, with a low monitoring frequency, which cannot accurately and timely feedback the dynamic process of surrounding rock deformation, and has a certain lag.
[0004] Therefore, there is an urgent need for a technical solution that balances economy, adaptability, and construction efficiency to solve the above problems. SUMMARY
[0005] The present application aims to at least solve one of the technical problems in the related art. To this end, the present application provides a tunnel lining construction method suitable for medium deformation geological areas to balance the control of surrounding rock deformation and construction cost, and to improve the adaptability and durability of the lining structure.
[0006] The present application provides a tunnel lining construction method suitable for medium deformation geological areas, the construction method comprising: S1, after tunnel excavation, a composite primary support system is applied to the surface of the surrounding rock; S2, a plurality of wireless sensors are arranged in the composite primary support system to form a monitoring network covering the surface of the surrounding rock, and the deformation parameters of the surrounding rock are monitored in real time; S3, the monitoring data is judged and the secondary lining is applied in a hierarchical and cooperative manner; The composite primary support system uses combined anchor rods and low-density foam concrete layers.
[0007] According to the tunnel lining construction method suitable for medium deformation geological areas provided by the present application, the judgment of the monitoring data and the application of the secondary lining in a hierarchical and cooperative manner comprises: A plurality of secondary lining schemes suitable for the deformation rate of the surrounding rock are preset, and the secondary lining schemes and the threshold intervals of the deformation rate of the surrounding rock are hierarchically matched in order from small to large. According to the monitoring data, the deformation rate of the surrounding rock is obtained, it is judged that the deformation rate of the surrounding rock falls into a threshold interval, and a secondary lining scheme corresponding to the threshold interval is implemented.
[0008] According to the tunnel lining construction method suitable for a medium deformation geological region provided by the application, the secondary lining scheme and the threshold interval of the deformation rate of the surrounding rock are classified and matched in order from small to large, which comprises the following steps: When the deformation rate of the surrounding rock is less than or equal to 1.5 mm / day, the modified polypropylene fiber concrete with a compressive strength of C35 and a fiber content of 1.0% is used to make the secondary lining. When the deformation rate of the surrounding rock is greater than 1.5 mm / day and less than or equal to 3.0 mm / day, the sectional adjustable steel frame is additionally arranged in the secondary lining, and the silicone rubber buffer layer is filled between the sectional adjustable steel frame and the composite primary support system.
[0009] According to the tunnel lining construction method suitable for a medium deformation geological region provided by the application, the secondary lining scheme corresponding to the threshold interval is implemented, which comprises the following steps: According to the deformation rate of the surrounding rock, the surface of the surrounding rock is divided into a first region and a second region, the deformation rate of the surrounding rock in the first region is less than or equal to 1.5 mm / day, and the deformation rate of the surrounding rock in the second region is between 1.5 mm / day and 3 mm / day. When the secondary lining is made, the sectional adjustable steel frame is arranged at the local position corresponding to the second region, and the silicone rubber buffer layer is filled.
[0010] According to the tunnel lining construction method suitable for a medium deformation geological region provided by the application, the following steps are further included: S4, the high stress region of the surrounding rock is screened out according to the monitoring data, and after the deformation rate of the surrounding rock is stable, the high stress region of the surrounding rock is locally grouted.
[0011] According to the tunnel lining construction method suitable for a medium deformation geological region provided by the application, when the surrounding rock is grouted, the grouting amount is dynamically adjusted according to the crack density of the surrounding rock.
[0012] According to the tunnel lining construction method suitable for a medium deformation geological region provided by the application, when the high stress region of the surrounding rock is grouted, the composite Portland cement slurry with a water-cement ratio of 0.45 is used, and the grouting pressure is kept at 0.3 MPa.
[0013] According to the tunnel lining construction method suitable for a medium deformation geological region provided by the application, the combined anchor rod adopts a glass fiber and steel composite anchor rod, and the proportion of glass fiber in the combined anchor rod as a whole reaches 60%.
[0014] According to the tunnel lining construction method suitable for the medium deformation geological area provided by the application, the combined anchor rod is inserted along the radial direction in the surrounding rock, and any two adjacent combined anchor rods are arranged at an interval of 1 meter.
[0015] According to the tunnel lining construction method suitable for the medium deformation geological area provided by the application, the real-time monitoring of the deformation parameters of the surrounding rock comprises: collecting the surrounding rock pressure, the surrounding rock deformation rate and the strain data of the lining in real time.
[0016] The one or more technical solutions in the application have at least one of the following technical effects: 1. By arranging the monitoring network in the composite primary support system to monitor the surrounding rock changes in real time, and flexibly adjusting the construction scheme of the secondary lining according to the monitoring data, a rigid-flexible support form of the tunnel lining to the surrounding rock can be formed, the tunnel lining can avoid generating large deformation and stress, the surrounding rock deformation control and the construction cost are effectively balanced, and the adaptability and durability of the tunnel lining structure are improved.
[0017] 2. The construction method in the application flexibly adjusts the construction process through intelligent monitoring technology, can use the hierarchical dynamic support mode to make the structure of the tunnel lining simple and reduce the cost, and can make the tunnel lining adapt to the characteristics of the medium deformation geological area and improve the support effect on the surrounding rock.
[0018] 3. In the application, the composite primary support system is made of the combined anchor rod and the low-density foam concrete, the materials are optimized, and the economy and deformation adaptability are considered; the sectional adjustable steel frame and the silicone rubber buffer layer are used in the secondary lining, the self-weight of the structure is reduced, and the crack resistance is improved.
[0019] In addition to the technical problems solved by the application, the technical features of the technical solutions constituted by the application and the advantages brought by the technical features, other technical features of the application and the advantages brought by the technical features will be further described with reference to the drawings, or will be understood through the practice of the application. BRIEF DESCRIPTION OF DRAWINGS
[0020] In order to more clearly illustrate the technical solutions in the embodiments of the application or the related art, the drawings needed to be used in the embodiments or the related art description will be briefly introduced. Obviously, the drawings in the following description are only some embodiments of the application, and those skilled in the art can obtain other drawings according to these drawings without creative labor.
[0021] Figure 1 The flowchart of the tunnel lining construction method suitable for the medium deformation geological area provided by the embodiment of the application.
[0022] Figure 2 A structural schematic diagram of a tunnel lining cross section is provided for an embodiment of the present application.
[0023] Figure 3 A cross section schematic diagram of a secondary lining steel mesh is provided for an embodiment of the present application.
[0024] Figure 4 A cross section schematic diagram of a segmented adjustable steel frame of a secondary lining is provided for an embodiment of the present application.
[0025] Reference signs: 10, composite primary support system; 11, combined anchor rod; 12, low-density foam concrete layer; 20, secondary lining; 21, segmented adjustable steel frame; 22, steel mesh. DETAILED DESCRIPTION
[0026] To make the objectives, technical solutions and advantages of the present application clearer, the technical solutions in the present application will be described clearly below in conjunction with the drawings in the present application. Obviously, the described embodiments are some embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort belong to the scope of protection of the present application.
[0027] In an embodiment of the present application, a tunnel lining construction method suitable for medium-deformation geological regions is introduced.
[0028] As shown in Figure 1 , the specific steps of the tunnel lining construction method include: S1, after tunnel excavation, a composite primary support system 10 is applied on the surface of the surrounding rock. The composite primary support system 10 adopts combined anchor rods 11 and low-density foam concrete layers 12.
[0029] The combined anchor rod 11 adopts a glass fiber and steel composite anchor rod. The overall proportion of glass fiber and the combined anchor rod 11 reaches 60%.
[0030] As shown in Figure 2 , the combined anchor rod 11 is inserted along the diameter direction of the tunnel cross section in the surrounding rock. The end of the combined anchor rod 11 protrudes from the surface of the surrounding rock. A plurality of combined anchor rods 11 are uniformly distributed in the surrounding rock (except for the inverted arch).
[0031] Specifically, a plurality of combined anchor rods 11 are uniformly distributed on the surface of the surrounding rock. In the extension direction of the tunnel and the circumferential direction of the tunnel, the spacing between any two adjacent combined anchor rods 11 is 1 meter.
[0032] Then, a low-density foam concrete layer 12 with a thickness of 40 mm is sprayed on the surface of the surrounding rock to form a composite primary support system 10 with flexibility and rigidity, so as to allow the surrounding rock to deform moderately and release part of the stress.
[0033] S2, a plurality of wireless sensors are arranged in the composite primary support system 10 to form a monitoring network covering the surface of the surrounding rock, so as to monitor the deformation parameters of the surrounding rock in real time.
[0034] Specifically, a plurality of wireless stress sensors and micro-deformation monitors are arranged in the low-density foam concrete layer 12 at equal intervals along the extension direction of the tunnel and the circumference of the tunnel. Moreover, a control terminal connected to the signals of the sensors and the micro-deformation monitors is arranged.
[0035] In addition, the monitoring data such as the pressure of the surrounding rock, the deformation rate of the surrounding rock, and the strain of the support system are collected every minute. Moreover, the collected monitoring data are transmitted to the control terminal in real time, so as to obtain the deformation state of the surrounding rock in time.
[0036] S3, the monitoring data are judged and the secondary lining 20 is constructed in a hierarchical and cooperative manner.
[0037] Specifically, a plurality of threshold intervals and corresponding secondary lining schemes are set. During the construction of the secondary lining 20, the threshold interval into which the monitoring data fall is judged, and the secondary lining scheme corresponding to the threshold interval is implemented, so as to realize hierarchical response of the secondary lining scheme.
[0038] In the embodiment, the change of the surrounding rock is monitored in real time by arranging the monitoring network in the composite primary support system 10, and the construction scheme of the secondary lining 20 is flexibly adjusted according to the monitoring data, so that the tunnel lining forms a support form with rigidity and flexibility for the surrounding rock, avoids large deformation and stress of the tunnel lining, effectively balances the deformation control of the surrounding rock and the construction cost, and improves the adaptability and durability of the tunnel lining structure.
[0039] On the basis of the above-mentioned embodiment, another embodiment of the present application introduces a tunnel lining construction method suitable for medium-deformation geological areas.
[0040] In order to flexibly perform hierarchical dynamic support on the surrounding rock, a monitoring network for monitoring the surrounding rock in real time is arranged in the composite primary support system 10, and then the monitoring data are judged and the secondary lining 20 is constructed in a hierarchical and cooperative manner.
[0041] The specific steps of hierarchical cooperation include: A plurality of secondary lining schemes suitable for the deformation rate of the surrounding rock are preset. The secondary lining schemes and the threshold intervals of the deformation rate of the surrounding rock are hierarchically matched in order from small to large.
[0042] According to the monitoring data, the deformation rate of the surrounding rock is obtained. It is judged that the deformation rate of the surrounding rock falls into a threshold interval, and a secondary lining scheme corresponding to the threshold interval is implemented, so that the construction efficiency of the secondary lining 20 is improved by 15%, and the material cost is saved by 20%.
[0043] In this embodiment, by monitoring the change of the surrounding rock in real time, the construction scheme of the secondary lining 20 can be flexibly adjusted in time, which can not only use the hierarchical dynamic support method to make the structure of the tunnel lining simple and reduce the cost, but also make the tunnel lining adapt to the characteristics of the medium deformation geological area, so that the deformation amount of the surrounding rock is reduced by 20% to 30%, the crack occurrence rate of the tunnel lining is reduced by 50%, and the supporting effect of the tunnel lining on the surrounding rock is greatly improved.
[0044] On the basis of the above-mentioned embodiment, another embodiment of the present application introduces a tunnel lining construction method suitable for a medium deformation geological area.
[0045] The monitoring data is judged and the secondary lining 20 is constructed in a hierarchical and cooperative manner. A plurality of secondary lining schemes suitable for the deformation rate of the surrounding rock are preset.
[0046] The secondary lining scheme and the threshold interval of the deformation rate of the surrounding rock are hierarchically matched in order from small to large. This step specifically includes: The first secondary lining scheme is set as: when the deformation rate of the surrounding rock is less than or equal to 1.5 mm / day, the modified polypropylene fiber concrete with a compressive strength of C35, a fiber content of 1.0% and a slump of 160 mm is used to construct the secondary lining 20.
[0047] As shown in Figure 4 The second secondary lining scheme is set as: when the deformation rate of the surrounding rock is greater than 1.5 mm / day and less than or equal to 3.0 mm / day, a segmented adjustable steel frame 21 is added in the secondary lining 20. And a silicone rubber buffer layer is filled between the segmented adjustable steel frame 21 and the composite primary support system 10.
[0048] The adjustment range of the segmented adjustable steel frame 21 can be up and down by 10 mm. And a silicone rubber buffer layer with a thickness of 20 mm is filled between the segmented adjustable steel frame 21 and the composite primary support system 10.
[0049] In this embodiment, by using the segmented adjustable steel frame 21 and the silicone rubber buffer layer in the secondary lining 20, the structural self-weight is reduced and the crack resistance of the secondary lining 20 is improved.
[0050] Further, implementing the secondary lining scheme corresponding to the threshold interval includes: dividing the surface of the surrounding rock into a first area and a second area according to the deformation rate of the surrounding rock.
[0051] The deformation rate of the surrounding rock of the first area is less than or equal to 1.5 mm / day. The deformation rate of the surrounding rock of the second area is between 1.5 mm / day and 3 mm / day.
[0052] As shown in Figure 3 and Figure 4 When the secondary lining 20 is constructed, the local position corresponding to the first area is provided with a steel mesh. The local position corresponding to the second area is provided with a segmented adjustable steel frame 21, and a silicone rubber buffer layer is filled between the segmented adjustable steel frame 21 and the composite primary support system 10.
[0053] Specifically, a steel mesh 22 is laid on the inner side of the composite primary support system 10, and then the steel mesh 22 is fixed on the tunnel wall surface by using an anchor to ensure that the steel mesh 22 does not move when the modified polypropylene fiber concrete is poured. Then, a formwork is installed on the outer side of the steel mesh 22 according to the design size of the secondary lining. Then, the modified polypropylene fiber concrete is uniformly filled into the cavity formed by the formwork to form the secondary lining 20 in combination with the steel mesh 22.
[0054] On the basis of the above-mentioned embodiment, in another embodiment of the present application, a construction method capable of enhancing the bonding force between the tunnel lining and the surrounding rock is introduced.
[0055] After the tunnel is excavated, the composite primary support system 10 is constructed on the surface of the surrounding rock. A plurality of wireless sensors are arranged in the composite primary support system 10 to form a monitoring network covering the surface of the surrounding rock, and the deformation parameters of the surrounding rock are monitored in real time.
[0056] Then, the high stress area of the surrounding rock is selected according to the monitoring data, and the high stress area of the surrounding rock is subjected to local grouting treatment after the deformation rate of the surrounding rock is stable.
[0057] Specifically, the deformation rate of the surrounding rock is obtained according to the monitoring data. After the deformation rate is stable, selective grouting is performed on the high-risk area. Moreover, the grouting treatment adopts a composite Portland cement slurry.
[0058] Further, when the surrounding rock is subjected to grouting treatment, the grouting amount is dynamically adjusted according to the crack density of the surrounding rock.
[0059] Further, when the high stress area of the surrounding rock is subjected to grouting treatment, a composite Portland cement slurry with a water-cement ratio of 0.45 is used, and the grouting pressure is maintained at 0.3 MPa.
[0060] Further, the combined anchor rod 11 is a glass fiber and steel composite anchor rod, and the proportion of glass fiber in the combined anchor rod 11 as a whole is 60%.
[0061] The combined anchor rod 11 is radially inserted into the surrounding rock, and any two adjacent combined anchor rods 11 are arranged at an interval of 1 meter.
[0062] Further, the monitoring of the deformation parameters of the surrounding rock comprises: collecting the surrounding rock pressure, the surrounding rock deformation rate and the lining strain data in real time.
[0063] In the description of the embodiments of the present application, it should be noted that the terms "center", "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" and the like indicate the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the embodiments of the present application and simplifying the description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the embodiments of the present application. In addition, the terms "first", "second", "third" are only for descriptive purposes and cannot be understood as indicating or implying relative importance.
[0064] In the description of the embodiments of the present application, it should be noted that unless otherwise explicitly specified and limited, the terms "connected", "connected" should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or it can be integrally connected; it can be mechanically connected, or it can be electrically connected; it can be directly connected, or it can be indirectly connected through an intermediate medium. For those skilled in the art, the specific meaning of the above terms in the embodiments of the present application can be understood according to the specific circumstances.
[0065] In the embodiments of the present application, unless otherwise explicitly specified and limited, the first feature is "on" or "under" the second feature, which can be that the first and second features are in direct contact, or the first and second features are in indirect contact through an intermediate medium. Moreover, the first feature "above", "above" and "above" the second feature can be that the first feature is directly above or obliquely above the second feature, or it only means that the horizontal height of the first feature is higher than that of the second feature. The first feature "below", "below" and "below" the second feature can be that the first feature is directly below or obliquely below the second feature, or it only means that the horizontal height of the first feature is less than that of the second feature.
[0066] In the description of the present specification, the description of the terms "one embodiment", "some embodiments", "an example", "a specific example", or "some examples" and the like means that the specific features, structures, materials or characteristics described in connection with the embodiment or example are included in at least one embodiment or example of the embodiments of the present application. In the present specification, the illustrative description of the above terms is not limited to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described can be combined in any appropriate manner in any one or more embodiments or examples. In addition, different embodiments or examples described in the present specification and the features of different embodiments or examples can be combined and combined by those skilled in the art without contradiction.
[0067] Finally, it should be noted that: the above embodiments are only used to illustrate the technical solutions of the present application, and not to limit them; although the present application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that: it can still modify the technical solutions recorded in the foregoing embodiments, or make equivalent replacement for part of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solution deviate from the spirit and scope of the technical solutions of the embodiments of the present application.
Claims
1. A tunnel lining construction method suitable for geological areas with moderate deformation, characterized in that, include: S1. After tunnel excavation, a composite initial support system is installed on the surface of the surrounding rock. S2. In the composite initial support system, several wireless sensors are deployed to form a monitoring network covering the surface of the surrounding rock to monitor the deformation parameters of the surrounding rock in real time. S3. Assess the monitoring data and implement secondary lining in a graded and coordinated manner; The composite initial support system uses a combination of anchor bolts and a low-density foamed concrete layer.
2. The tunnel lining construction method applicable to medium-deformation geological areas according to claim 1, characterized in that, The process of judging monitoring data and implementing secondary lining in a tiered and coordinated manner includes: Multiple secondary lining schemes adapted to the deformation rate of the surrounding rock are preset, and the secondary lining schemes are matched with the threshold range of the deformation rate of the surrounding rock in ascending order. Based on the monitoring data, the deformation rate of the surrounding rock is obtained, the threshold range into which the deformation rate of the surrounding rock falls is determined, and a secondary lining scheme corresponding to the threshold range is implemented.
3. The tunnel lining construction method applicable to medium-deformation geological areas according to claim 2, characterized in that, The step of classifying and matching the secondary lining scheme with the threshold range of the surrounding rock deformation rate in ascending order includes: When the surrounding rock deformation rate is ≤1.5 mm / day, modified polypropylene fiber concrete with a compressive strength of C35 and a fiber content of 1.0% is used for secondary lining; when the surrounding rock deformation rate is ≤3.0 mm / day, a segmented adjustable steel frame is added to the secondary lining, and a silicone rubber buffer layer is filled between the segmented adjustable steel frame and the composite initial support system.
4. The tunnel lining construction method applicable to medium-deformation geological areas according to claim 3, characterized in that, The secondary lining scheme corresponding to the threshold interval includes: The surrounding rock surface is divided into a first region and a second region according to the surrounding rock deformation rate. The surrounding rock deformation rate of the first region is less than or equal to 1.5 mm / day, and the surrounding rock deformation rate of the second region is between 1.5 mm / day and 3 mm / day. When constructing the secondary lining, a segmented adjustable steel frame is installed at the local location corresponding to the second area, and a silicone rubber buffer layer is filled in.
5. The tunnel lining construction method applicable to medium-deformation geological areas according to any one of claims 1 to 4, characterized in that, Also includes: S4. Based on the monitoring data, high-stress areas of the surrounding rock are selected. After the deformation rate of the surrounding rock stabilizes, local grouting treatment is carried out on the high-stress areas of the surrounding rock.
6. The tunnel lining construction method for medium-deformation geological areas according to claim 5, characterized in that, When grouting the surrounding rock, the grouting volume is dynamically adjusted according to the fissure density of the surrounding rock.
7. The tunnel lining construction method applicable to medium-deformation geological areas according to claim 6, characterized in that, When grouting high-stress areas of the surrounding rock, a composite silicate grout with a water-cement ratio of 0.45 is used, and the grouting pressure is maintained at 0.3 MPa.
8. The tunnel lining construction method applicable to medium-deformation geological areas according to claim 5, characterized in that, The composite anchor bolt is a glass fiber and steel-concrete composite anchor bolt, with glass fiber accounting for 60% of the total weight of the composite anchor bolt.
9. The tunnel lining construction method for medium-deformation geological areas according to claim 8, characterized in that, The combined anchor bolts are inserted radially into the surrounding rock, and any two adjacent combined anchor bolts are arranged at a distance of 1 meter.
10. The tunnel lining construction method for medium-deformation geological areas according to claim 5, characterized in that, The real-time monitoring of surrounding rock deformation parameters includes: real-time acquisition of surrounding rock pressure, surrounding rock deformation rate, and lining strain data.