Method of lining an intrusion alteration zone

Abstract

The application provides a method for lining construction in an intrusion rock alteration zone, comprising: after first primary support construction of a deformation paragraph in the intrusion rock alteration zone is completed, monitoring a first deformation amount of the first primary support in a unit time length; in a case where the first deformation amount meets a safe construction condition, advancing a tunnel face to cross the deformation paragraph and excavate to a non-deformation paragraph; after second primary support construction of the non-deformation paragraph is completed, moving a lining trolley to the non-deformation paragraph and performing first lining construction of the non-deformation paragraph; and in a case where a second deformation amount of the first primary support in the unit time length is less than or equal to a preset deformation amount threshold, performing second lining construction of the deformation paragraph. According to the method for lining construction in the intrusion rock alteration zone, the efficiency of lining construction in a large deformation paragraph in the intrusion rock alteration zone is improved, thereby accelerating the overall progress of tunnel construction.

Description

Technical Field

[0001] This invention relates to the field of tunnel construction technology, and in particular to a method for constructing linings in intrusive rock alteration zones. Background Technology

[0002] With technological advancements, the construction of various transportation routes has become increasingly important to meet travel and transportation demands. In the construction of transportation routes, some projects often require tunnel excavation. Tunnel construction typically involves initial support and secondary lining.

[0003] Currently, for tunnel construction in sections with large deformation, measures such as adding arch supports are usually adopted to strengthen the initial support and control tunnel deformation. After the deformation stabilizes, the secondary lining of the deformed section is constructed, and then the lining is constructed layer by layer forward.

[0004] However, the construction method for secondary lining in the relevant technologies has the problem of slow construction progress, which seriously affects the overall construction progress of the tunnel. Summary of the Invention

[0005] This invention provides a method for constructing lining in intrusive rock alteration zones, which addresses the shortcomings of related technologies in the construction of secondary linings, such as slow construction progress, which seriously affects the overall construction progress of the tunnel. This method improves the efficiency of lining construction in large deformation sections of intrusive rock alteration zones, thereby accelerating the overall progress of tunnel construction.

[0006] This invention provides a method for constructing linings in intrusive rock alteration zones, comprising:

[0007] After the first initial support construction of the deformed section of the intrusive rock alteration zone is completed, monitor the first deformation of the first initial support within a unit time length.

[0008] If the first deformation meets the conditions for safe construction, the tunnel face is advanced forward to pass the deformed section and tunnel to the non-deformed section;

[0009] After the second initial support construction of the non-deformable section is completed, the lining trolley is moved forward to the non-deformable section to construct the first lining of the non-deformable section.

[0010] If the second deformation of the first initial support within a unit time length is less than or equal to a preset deformation threshold, the second lining of the deformed segment is constructed.

[0011] According to the present invention, a method for constructing lining in an intrusive rock alteration zone includes, after the completion of the second initial support construction in the non-deformable section, moving the lining trolley to the non-deformable section and constructing the first lining of the non-deformable section, specifically comprising the following steps:

[0012] The construction points for the lining trolley are determined based on the locations of settlement joints, reserved chambers, and embedded pipelines within the tunnel.

[0013] The lining template is installed, wherein the lining template is supported by support members, the end joint of the lining template is tight, and the lining template has reserved template windows;

[0014] Cut steel bars in units of one ring;

[0015] Concrete is poured into the lining template through the template window and compacted using a vibrator.

[0016] According to the present invention, a method for constructing lining of an intrusive rock alteration zone is provided, wherein the template windows are arranged in layers along the height direction of the tunnel, the spacing between two adjacent layers of template windows is less than or equal to 1.5m, and the opening of the template window is greater than or equal to 45cm×45cm.

[0017] According to the present invention, a method for constructing lining in an intrusive rock alteration zone is provided, wherein each layer of the template windows is provided with multiple windows along the tunnel excavation direction, and the multiple template windows are arranged at intervals.

[0018] According to a construction method for lining in an intrusive rock erosion zone provided by the present invention, the step of pouring concrete into the lining template through the template window and compacting it with a vibrator specifically includes:

[0019] Concrete is poured in layers into the lining template through the template window, and the thickness of each layer of concrete is greater than the length of the working part of the vibrator, so that the working part of the vibrator is completely submerged in the concrete during vibration.

[0020] According to the present invention, in the construction method of lining in an intrusive rock alteration zone, the pouring thickness of each layer of concrete in the layered concrete is less than or equal to 600 mm.

[0021] According to a construction method for lining in intrusive rock alteration zones provided by the present invention, the step of pouring concrete in layers into the lining template through the template window, wherein the thickness of each layer of concrete is greater than the length of the working portion of the vibrator, specifically includes:

[0022] The upper layer of concrete is poured before the lower layer of concrete has initially set.

[0023] According to a construction method for lining in an intrusive rock erosion zone provided by the present invention, the step of pouring concrete into the lining template through the template window and compacting it with a vibrator further includes:

[0024] Concrete is poured symmetrically into the lining template through the template windows along the tunnel sidewalls on both sides of the tunnel.

[0025] According to a method for constructing lining in an intrusive rock alteration zone provided by the present invention, prior to the step of installing the lining template, wherein the lining template is supported by a support member, the end formwork joint of the lining template is tight, and the template window is reserved in the lining template, the method further includes:

[0026] The small sidewall formwork is moved to ensure that the lining formwork is installed in place.

[0027] According to the present invention, a method for constructing lining in an intrusive rock alteration zone, prior to the step of moving the lining trolley to the non-deformable section after the completion of the second initial support construction of the non-deformable section and constructing the first lining of the non-deformable section, the method further includes:

[0028] A longitudinal grouting pipe is installed inside the waterproof membrane at the centerline of the tunnel roof.

[0029] After the steps of pouring concrete into the lining formwork through the formwork window and compacting it with a vibrator, the method further includes:

[0030] Grouting and backfilling are performed behind the first lining through the grouting pipe.

[0031] The intrusive rock alteration zone lining construction method provided by this invention involves monitoring the first deformation of the first initial support of the deformed section of the intrusive rock alteration zone after construction. While ensuring safe construction, the tunnel face is advanced forward, thus crossing the deformed section and advancing the tunnel construction to the non-deformable section (also commonly referred to as the normal section). After the second initial support of the non-deformable section is completed, lining is first applied to the non-deformable section to form the first lining. Once the second deformation of the first initial support of the deformable section is less than or equal to a preset deformation threshold, i.e., the surrounding rock stress of the deformable section is fully released and the deformable section stabilizes, lining is then applied to the deformable section to form the second lining. In this way, compared to the related technologies that involve stopping work and waiting for the deformation section to stabilize before lining it, and then proceeding with the excavation of the tunnel face, the initial support of the next section, and the secondary lining after the lining of the deformation section is completed, this method can ensure construction safety while skipping the secondary lining of the deformation section. This ensures the continuity of the entire tunnel construction, improves the efficiency of secondary lining in the entire tunnel construction, and thus accelerates the overall progress of tunnel construction. Attached Figure Description

[0032] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0033] Figure 1 This is a flowchart illustrating one implementation of the intrusive rock alteration zone lining construction method provided in this embodiment of the invention;

[0034] Figure 2 This is another implementation flowchart of the intrusive rock alteration zone lining construction method provided in this embodiment of the invention. Detailed Implementation

[0035] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.

[0036] In the description of the embodiments of the present invention, it should be noted that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing the embodiments of the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the embodiments of the present invention. In addition, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0037] In the description of the embodiments of the present invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "connected" and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium. Those skilled in the art can understand the specific meaning of the above terms in the embodiments of the present invention based on the specific circumstances.

[0038] In embodiments of the present invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "on top of," and "over" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0039] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to specific features, structures, materials, or characteristics described in connection with that embodiment or example, which are included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0040] Figure 1 This is a flowchart illustrating one implementation of the intrusive rock alteration zone lining construction method provided in this embodiment of the invention.

[0041] Reference Figure 1 As shown, in view of the technical problems existing in related technologies, this embodiment of the invention provides a method for constructing linings in intrusive rock alteration zones, including the following steps:

[0042] Step 101: After the first initial support construction of the deformed section of the intrusive rock alteration zone is completed, monitor the first deformation of the first initial support within a unit time length.

[0043] It is understandable that various rock strata conditions may be encountered during tunnel construction. In this embodiment of the invention, an intrusive rock alteration zone is used as a specific example for illustration. Typically, deformation sections may be encountered during tunnel construction in intrusive rock alteration zones. It is understood that, in this embodiment of the invention, the deformation section specifically refers to a large deformation section.

[0044] In this embodiment of the invention, after the first initial support of the deformation section is constructed, the deformation of the first initial support within a unit time length is monitored and measured. Specifically, the first initial support refers to the initial support of the large deformation section. It is understood that the construction method of the first initial support can be the same as or similar to the initial support construction method in related technologies, and will not be elaborated further in this embodiment of the invention. The first deformation specifically refers to the deformation of the surrounding rock of the large deformation section within a unit time length after the stress is released and the first initial support is applied. Here, the unit time length specifically refers to the length of time for monitoring and tracking the first deformation, such as 1 day, 3 days, 7 days, etc. Of course, in some examples, the unit time length can also be 1 hour, 3 hours, or 5 hours, etc. In this embodiment of the invention, the specific value of the unit time length is not limited.

[0045] Step 102: If the first deformation meets the safe construction conditions, advance the tunnel face forward to cross the deformed section and advance to the non-deformed section.

[0046] In other words, in this embodiment of the invention, the main purpose of monitoring the first deformation is to determine whether the deformation of the large deformation section meets the safe construction conditions for the tunnel face to continue excavation. It is understood that the requirements for safe construction conditions may differ for tunnels of different sizes, and the specific safe construction conditions can be determined based on the design of each tunnel.

[0047] In this embodiment of the invention, when the first deformation meets the conditions for safe construction, the tunnel face continues to advance forward, thereby bypassing the large deformation section and advancing the tunnel face to the non-deformation section (also commonly referred to as the normal section).

[0048] It is understood that in this embodiment of the invention, by monitoring the first deformation, the tunnel face can continue to be excavated while ensuring safe construction conditions. In this way, the tunnel face can be excavated without waiting for the deformation of the large deformation section to be released. That is, the tunnel face excavation will not be slowed down or even stopped by the secondary lining of the large deformation section, which can improve the efficiency of tunnel excavation and ensure the overall construction progress of the tunnel.

[0049] Step 103: After the second initial support construction of the non-deformable section is completed, move the lining trolley forward to the non-deformable section and construct the first lining of the non-deformable section.

[0050] Specifically, in this embodiment of the invention, after the initial support construction of the non-deformable section is completed, the lining trolley can be moved to the non-deformable section first. Here, the second initial support specifically refers to the initial support of the non-deformable section.

[0051] In this embodiment of the invention, the tunnel lining follows the principle of "invert arch leading, wall arch integral lining". That is, as the tunnel is excavated and the initial support is completed, in order to effectively control deformation, the invert arch lining is constructed as closely as possible to the tunnel face / excavation face. The tunnel wall arch (such as the tunnel sidewalls and tunnel roof) is constructed with the principle of integral lining.

[0052] In this embodiment of the invention, the lining trolley can be designed and manufactured according to the clear dimensions inside the tunnel. It should be noted that the clear dimensions inside the tunnel specifically refer to the excavated cross-section of the tunnel minus the dimensions of the initial support and secondary lining. The dimensions of the initial support and secondary lining can be determined according to the tunnel design requirements. It is understood that the steel structure and steel membrane of the lining trolley should have sufficient strength, stiffness, and stability. In this embodiment of the invention, the strength, stiffness, and stability of the steel structure of the lining trolley can be specifically determined with reference to relevant requirements in related technologies.

[0053] In some specific examples of embodiments of the present invention, the length of the lining trolley can be 12m. It is understood here that the length of the lining trolley specifically refers to its length along the tunnel excavation direction. In some possible examples, the length of the lining trolley can also be other dimensions; the length of the lining trolley in the foregoing embodiments of the present invention is merely shown as a specific example.

[0054] During actual construction, the lining trolley moves forward along the travel rails to the non-deformable section for construction. It's understandable that in tunnel construction, some sections lack an invert, in which case the lining trolley's travel rails can be laid on the foundation slab. In sections with an invert, the travel rails can be laid on the invert's infill concrete surface. It's also understandable that for sections without an invert, the foundation slab is essentially a layer of concrete.

[0055] In this embodiment of the invention, the lining trolley is first moved forward to the non-deformable section. In this way, the lining construction of the non-deformable section can be carried out first, thereby forming the first lining of the non-deformable section (i.e., the second lining of the non-deformable section).

[0056] Step 104: If the second deformation of the first initial support within a unit time length is less than or equal to a preset deformation threshold, the second lining of the deformation section is constructed.

[0057] Specifically, in this embodiment of the invention, the preset deformation threshold can refer to the deformation range threshold after the stress in the surrounding rock of the large deformation section has been fully released and the deformation has stabilized. That is to say, when the second deformation is less than or equal to the preset deformation threshold, it can be determined that the stress in the surrounding rock of the large deformation section has been fully released and the deformation is stable. At this time, the secondary lining of the surrounding rock of the large deformation section can be carried out to form the second lining of the large deformation section.

[0058] The intrusive rock alteration zone lining construction method provided in this invention monitors the first deformation of the first initial support of the deformed section of the intrusive rock alteration zone after construction. While ensuring safe construction, the tunnel face advances forward, thus crossing the deformed section and advancing the tunnel construction to the non-deformable section (also commonly referred to as the normal section). After the second initial support of the non-deformable section is completed, lining is first applied to the non-deformable section to form the first lining. Once the second deformation of the first initial support of the deformable section is less than or equal to a preset deformation threshold, i.e., the surrounding rock stress of the deformable section is fully released and the deformable section stabilizes, lining is then applied to the deformable section to form the second lining. In this way, compared to the related technologies that involve stopping work and waiting for the deformation section to stabilize before lining it, and then proceeding with the excavation of the tunnel face, the initial support of the next section, and the secondary lining after the lining of the deformation section is completed, this method can ensure construction safety while skipping the secondary lining of the deformation section. This ensures the continuity of the entire tunnel construction, improves the efficiency of secondary lining in the entire tunnel construction, and thus accelerates the overall progress of tunnel construction.

[0059] It is understood that in this embodiment of the invention, if the first deformation amount is not monitored to meet the safe construction conditions, that is, if the first deformation amount may be large, and if the tunnel face is continued to advance, there may be certain construction safety hazards, the tunneling work at the tunnel face needs to be slowed down or suspended in order to ensure the needs of safe construction.

[0060] Figure 2 This is another implementation flowchart of the intrusive rock alteration zone lining construction method provided in this embodiment of the invention.

[0061] Reference Figure 2 As shown, in some optional examples of embodiments of the present invention, the construction method for lining in intrusive rock alteration zones specifically includes the following steps:

[0062] Step 201: After the first initial support construction of the deformed section of the intrusive rock erosion zone is completed, monitor the first deformation of the first initial support within a unit time length.

[0063] Step 202: If the first deformation meets the safe construction conditions, advance the tunnel face forward to cross the deformed section and advance to the non-deformed section.

[0064] It is understood that in this embodiment of the invention, step 201 is the same as or similar to step 101 in the previous embodiment, and the specific details of step 101 in the previous embodiment can be referred to. Step 202 is the same as or similar to step 102 in the previous embodiment, and the specific details of step 102 in the previous embodiment can be referred to. In this embodiment of the invention, the specific details of step 102 will not be repeated.

[0065] Step 203: Determine the construction points of the lining trolley based on the location of settlement joints, reserved chambers and embedded pipelines in the tunnel.

[0066] It is understandable that the locations of settlement joints, reserved chambers, and embedded pipelines within a tunnel may differ depending on the rock strata and tunnel design. In this embodiment of the invention, by determining the settlement joints, reserved chambers, and embedded pipelines, the construction points of the lining trolley are determined. This avoids repeated movement of the trolley and improves the efficiency of lining construction.

[0067] Specifically, in this embodiment of the invention, after the lining trolley is moved forward to the formwork erection position (i.e., the construction point in the aforementioned embodiment), the rail clamp is locked. The center of the lining trolley should be aligned with the tunnel centerline, with a deviation of less than 1 cm. Here, the deviation between the center of the lining trolley and the tunnel centerline can be mainly controlled by the traveling rail. Specifically, the vertical hydraulic cylinder and the lateral hydraulic cylinder can be alternately activated to make the formwork stand at the design requirement position. Among them, the longitudinal adjustment of the lining trolley can be completed by the lining trolley and the traveling machinery, and the lateral adjustment of the lining trolley can be mainly divided into two cases:

[0068] In the first case, the lateral deviation is within 10cm. In this case, the lateral hydraulic cylinder can be used for adjustment to ensure that the center of the lining trolley is consistent with the center line of the tunnel.

[0069] In the second scenario, if the lateral deviation is greater than 10cm, it exceeds the adjustment range of the lateral hydraulic cylinder, and the traveling rail of the lining trolley needs to be adjusted.

[0070] In addition, in the vertical direction, only the vertical cylinder can be adjusted. If the adjustment stroke of the cylinder is exceeded, the travel rail needs to be re-laid.

[0071] Step 204: Install the lining template, wherein the lining template is supported by support members, the end formwork joint of the lining template is tight, and the lining template has reserved template windows.

[0072] Specifically, in this embodiment of the invention, the lining template may include side molds, top molds, and end molds. It is understood that the side mold body can refer to the template for the tunnel sidewall portion, and the top mold body can refer to the template for the tunnel roof portion. Both the side molds and the top mold body can be steel molds.

[0073] In this embodiment of the invention, template windows can be reserved on the side mold and the top mold to facilitate the pouring of concrete from the template windows to form a secondary lining.

[0074] It is understood that in this embodiment of the invention, the end-face mold body can be installed after the lining trolley has been adjusted and positioned. Generally, the end-face mold can be made of wood. When installing the end-face mold, its length can be determined based on the tunnel excavation conditions, and a suitable length can be cut on-site. The end-face mold can be installed circumferentially from bottom to top. During installation, attention must be paid to the tightness of the joints of the end-face mold; that is, the joints of the end-face mold must be ensured to be tight to prevent grout leakage.

[0075] In addition, after the head mold is installed, it needs to be tightened with support components to prevent the mold from running due to excessive force.

[0076] In some optional examples of embodiments of the present invention, the head stop mold may also be made of steel.

[0077] It should be noted that, in this embodiment of the invention, the surface of the lining template needs to be smooth, the contact surface with the secondary lining concrete needs to be cleaned, and a release agent needs to be applied. Specifically, the release agent can be a concrete release agent, so that the secondary lining can be demolded after completion.

[0078] In this embodiment of the invention, it is also understood that, in some examples, before installing the lining formwork, the sidewalls can be inspected to check for any formwork displacement in the sidewall concrete. Here, the sidewalls specifically refer to the joints between the tunnel floor concrete (e.g., the invert arch or floor slab cushion) and the tunnel sidewalls. If formwork displacement is found in the sidewalls, it needs to be addressed to ensure the lining formwork is installed correctly.

[0079] Step 205: Cut the steel bars into sections for each ring.

[0080] Specifically, in this embodiment of the invention, "ring" can refer to the direction of tunnel excavation. That is, the reinforcing bars are cut ring by ring along the tunnel excavation direction. The fabrication of the reinforcing mesh can be completed on-site. Before bending, the reinforcing bars need to be thoroughly cleaned of surface oil, cement slurry, and rust to prevent corrosion and extend their service life. During the cutting process, the type, diameter, and quantity of reinforcing bars can be checked against the designed bar quantity table. Samples of various grades of reinforcing bars are then cut and test-bent, and the cutting length is verified. During construction, molds are used to control the cutting dimensions of the reinforcing bars, ensuring that the cutting is within the allowable deviation range. The reinforcing bars are then tied according to the design requirements.

[0081] In this embodiment of the invention, by cutting steel bars in units of each ring, after concrete is poured inside the lining formwork, the steel bars can retain other parts of the concrete, thereby improving the toughness of the concrete, that is, improving the tensile and shear properties of the secondary lining.

[0082] Step 206: Pour concrete into the lining template through the template window and compact it with a vibrator.

[0083] Specifically, in this embodiment of the invention, the secondary lining of the arch wall can be carried out using a full-section integral steel membrane lining trolley. Of course, in some optional examples, other types of lining trolleys can also be used for the secondary lining of the arch wall. The concrete can be mixed at a concrete mixing plant and transported by a concrete mixer truck. Pumped concrete (i.e., concrete) is poured. Specifically, the concrete pump outlet can be inserted into the formwork window, thereby pouring concrete from the formwork window into the lining formwork. Then, a vibrator is inserted for compaction. Specifically, the vibrator can be an insertion vibrator.

[0084] It should be noted that, in this embodiment of the invention, concrete production can be carried out using an automatic metering mixing plant.

[0085] Specifically, in this embodiment of the invention, during construction, concrete can be poured in layers into the lining template through the template window.

[0086] In other words, each layer of concrete is poured and compacted before the next layer is poured. This ensures that each layer of concrete is fully compacted, guaranteeing the density of the secondary lining concrete, which in turn guarantees the strength of the secondary lining and improves its support performance.

[0087] In specific construction, in this embodiment of the invention, the thickness of the layered concrete is greater than the length of the working part of the vibrator, so that the working part of the vibrator is completely submerged in the concrete during vibration.

[0088] In this way, the vibrator's working part can be wrapped with concrete, which is equivalent to forming a concrete buffer between the vibrator's working part and the lining formwork. This can prevent the vibration of the vibrator from being directly transmitted to the lining formwork, thus preventing the lining formwork from shifting. This ensures the tightness of the formwork joints and avoids grout leakage and formwork displacement.

[0089] In one specific example of an embodiment of the present invention, the thickness of the layered concrete can be designed to be 1.25 times the length of the working part of the vibrator. In some alternative examples, the thickness of the layered concrete can also be 1.2 times or 1.3 times the length of the working part of the vibrator.

[0090] As a specific example of an embodiment of the present invention, the pouring thickness (which may also be referred to as the maximum paving thickness) of each layer of concrete in the layered concrete is less than or equal to 600 mm.

[0091] In other words, in this embodiment of the invention, when pouring concrete in layers, the thickness of each poured layer of concrete that falls freely into the lining formwork is less than or equal to 600 mm. This ensures that the vibrator can fully compact each layer of concrete, guaranteeing the support performance of the secondary lining.

[0092] In some optional examples of embodiments of the present invention, the concrete can be vibrated using a combination of vibrating rods and attached vibrators. The vibrating rods can perform initial vibration, while the attached vibrators perform full vibration. It is understood that in some examples, the lining trolley is equipped with its own attached vibrator, and as the concrete is poured to different locations, the attached vibrators at different locations can be activated for vibration.

[0093] It should be noted that, in this embodiment of the invention, there should be corresponding pouring construction records when pouring concrete.

[0094] It is understood that, in an optional example of this invention, to facilitate the layered pouring of concrete for the secondary lining, the formwork windows are arranged in layers along the height of the tunnel. This facilitates the pouring of concrete for the wall arch from bottom to top.

[0095] Understandably, after concrete is poured from the formwork window into the lining formwork, it falls freely. During this fall, the concrete impacts the formwork, supports, reinforcing bars, and some embedded parts and reserved holes, which may cause deformation or displacement of these components. To avoid deformation and displacement of the formwork, supports, and reinforcing bars caused by the concrete, the free fall height of the concrete is usually required to be less than or equal to 2m. Therefore, in an optional example of this invention, the distance between adjacent formwork windows is less than or equal to 1.5m, and the opening of the formwork window is greater than or equal to 45cm × 45cm.

[0096] This ensures that the concrete has a sufficient pouring rate and that the formwork, supports, reinforcing bars, embedded parts, and reserved holes will not deform, thus improving construction efficiency.

[0097] In addition, in some possible cases, during the concrete pouring process, it is also necessary to observe and monitor the formwork, supports, reinforcing bars, embedded parts and reserved holes. When deformation or displacement occurs, reinforcement measures should be taken in a timely manner.

[0098] It is also understandable that in some possible cases, insufficient concrete slump may be found during construction, in which case the concrete needs to be transported to a mixing plant for remixing.

[0099] In one optional construction method of this invention, concrete can be poured symmetrically into the lining template through template windows along the tunnel sidewalls on both sides of the tunnel. That is, in this embodiment, concrete pouring can be carried out simultaneously on both sides of the tunnel. This ensures that the lining trolley is subjected to the same force from the concrete on both sides, preventing displacement of the lining trolley and ensuring the stability of the secondary lining. Furthermore, symmetrical concrete pouring on both sides of the tunnel also accelerates the concrete pouring efficiency and improves the overall construction progress of the tunnel.

[0100] It is understood that, in some optional examples of the embodiments of the present invention, the upper layer of concrete may be poured before the lower layer of concrete has initially set. That is, during the layered pouring of concrete from bottom to top, the pouring should be continuous, ensuring that the upper layer of concrete is poured before the lower layer can be fully reshaped. This ensures a firm bond between the upper and lower layers of concrete, preventing delamination and thus guaranteeing the integrity of the secondary lining arch wall and improving the support effect of the secondary lining.

[0101] It is also understandable that during construction, there may be periods of interruption due to unforeseen circumstances. These interruptions should ideally be shorter than the initial setting time or the time required for remolding of the underlying concrete. In some cases, where the interruption exceeds the allowable interval, it is necessary to treat it as a joint, requiring roughening of the lining concrete joints to ensure a firm bond between the upper and lower layers of concrete.

[0102] In one optional example of the present invention, each layer of template windows is provided with multiple template windows along the tunnel excavation direction, and the multiple template windows are arranged at intervals.

[0103] Specifically, each layer of template windows can be set with 4-5 windows. This allows concrete to be poured simultaneously from 4-5 template windows along the tunnel excavation direction, improving the efficiency of secondary lining construction.

[0104] It is also understood that, in this embodiment of the invention, concrete curing begins within 12 hours after pouring and should be continuous. For concrete curing, the temperature difference between the internal and surface of the concrete, and the temperature difference between the concrete surface and the ambient temperature, should be less than or equal to 20°C. The temperature difference between the curing water and the concrete surface temperature should be less than or equal to 15°C, and watering should be done frequently enough to keep the concrete moist. Furthermore, watering is not performed when the ambient temperature is below 5°C.

[0105] Additionally, it is understood that the top of the tunnel is not conducive to concrete pouring. In some optional examples of the embodiments of the present invention, a longitudinal grouting pipe can be installed inside the waterproof slab at the centerline of the tunnel roof.

[0106] Here, the longitudinal grouting pipe can be installed close to the outer edge of the waterproof membrane. In some specific examples, the waterproof membrane can be fitted with two 30mm diameter plastic pipes, which can be made of polyvinyl chloride (PVC).

[0107] In this embodiment of the invention, after the secondary lining is poured, grout can be injected and backfilled behind the first lining through grouting pipes. This facilitates the overall capping of the wall arch lining, ensuring the principle of overall wall arch lining, that is, ensuring the integrity of the wall arch, and improving the support effect of the secondary lining.

[0108] Step 207: If the second deformation of the first initial support within a unit time length is less than or equal to the preset deformation threshold, the second lining of the deformation section is constructed.

[0109] Specifically, in this embodiment of the invention, step 207 is the same as or similar to step 104 in the aforementioned embodiments, and can be found in the detailed description of step 104 in the aforementioned embodiments. Furthermore, in this embodiment of the invention, the specific construction of the second lining is the same as or similar to the specific construction of the first lining, and can be found in the detailed description of the construction of the first lining in the aforementioned embodiments of the invention; this will not be repeated in this embodiment of the invention.

[0110] The intrusive rock alteration zone lining construction method provided in this invention, while ensuring construction safety conditions, skips the secondary lining of the large deformation section and performs skip-segment secondary lining on the normal section. This allows for the full release of surrounding rock stress in the large deformation section. Secondary lining is then performed on the large deformation section after deformation has stabilized, ensuring the safety of the tunnel's main structure. Thus, face excavation and lining construction of the preceding normal sections do not need to wait for the outer wall of the large deformation section to be liningd, improving construction progress and ensuring construction safety.

[0111] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for constructing linings in intrusive rock alteration zones, characterized in that, include: After the first initial support construction of the deformed section of the intrusive rock alteration zone is completed, monitor the first deformation of the first initial support within a unit time length. If the first deformation meets the safe construction conditions, the tunnel face is advanced forward to cross the deformed section and tunnel to the non-deformed section; After the second initial support construction of the non-deformable section is completed, the lining trolley is moved forward to the non-deformable section to construct the first lining of the non-deformable section. If the second deformation of the first initial support within a unit time length is less than or equal to a preset deformation threshold, the second lining of the deformed segment is applied.

2. The construction method for lining in intrusive rock alteration zones according to claim 1, characterized in that, After the second initial support construction of the non-deformable section is completed, the step of moving the lining trolley to the non-deformable section and constructing the first lining of the non-deformable section specifically includes: The construction points for the lining trolley are determined based on the locations of settlement joints, reserved chambers, and embedded pipelines within the tunnel. The lining template is installed, wherein the lining template is supported by support members, the end joint of the lining template is tight, and the lining template has reserved template windows; Cut steel bars in units of one ring; Concrete is poured into the lining template through the template window and compacted using a vibrator.

3. The construction method for lining in intrusive rock alteration zones according to claim 2, characterized in that, The template windows are arranged in layers along the height direction of the tunnel, the distance between two adjacent layers of template windows is less than or equal to 1.5m, and the opening of the template window is greater than or equal to 45cm×45cm.

4. The construction method for lining in intrusive rock alteration zones according to claim 3, characterized in that, Each layer of the template windows has multiple windows along the tunnel excavation direction, and the multiple template windows are arranged at intervals.

5. The construction method for lining in intrusive rock alteration zones according to claim 2, characterized in that, The step of pouring concrete into the lining formwork through the formwork window and compacting it with a vibrator specifically includes: Concrete is poured in layers into the lining template through the template window, and the thickness of each layer of concrete is greater than the length of the working part of the vibrator, so that the working part of the vibrator is completely submerged in the concrete during vibration.

6. The construction method for lining in intrusive rock alteration zones according to claim 5, characterized in that, The thickness of each layer of concrete in the layered concrete is less than or equal to 600 mm.

7. The construction method for lining in intrusive rock alteration zones according to claim 5, characterized in that, The step of pouring concrete in layers into the lining template through the template window, wherein the thickness of each layer of concrete is greater than the length of the working portion of the vibrator, specifically includes: The upper layer of concrete is poured before the lower layer of concrete has initially set.

8. The construction method for lining in intrusive rock alteration zones according to claim 2, characterized in that, The step of pouring concrete into the lining formwork through the formwork window and compacting it with a vibrator further includes: Concrete is poured symmetrically into the lining template through the template windows along the tunnel sidewalls on both sides of the tunnel.

9. The construction method for lining in intrusive rock alteration zones according to claim 2, characterized in that, Before the steps of installing the lining template, wherein the lining template is supported by support members, the end formwork joint of the lining template is tight, and the template window is reserved in the lining template, the method further includes: The small sidewall formwork is moved to ensure that the lining formwork is installed in place.

10. The construction method for lining in intrusive rock alteration zones according to any one of claims 2-9, characterized in that, Before the step of moving the lining trolley to the non-deformable section and constructing the first lining of the non-deformable section after the second initial support construction of the non-deformable section is completed, the method further includes: A longitudinal grouting pipe is installed inside the waterproof membrane at the centerline of the tunnel roof. After the steps of pouring concrete into the lining formwork through the formwork window and compacting it with a vibrator, the method further includes: Grouting and backfilling are performed behind the first lining through the grouting pipe.

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