CN113236303A - Underground excavation construction process and equipment for rail transit air duct - Google Patents
Underground excavation construction process and equipment for rail transit air duct Download PDFInfo
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- CN113236303A CN113236303A CN202110593742.XA CN202110593742A CN113236303A CN 113236303 A CN113236303 A CN 113236303A CN 202110593742 A CN202110593742 A CN 202110593742A CN 113236303 A CN113236303 A CN 113236303A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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Abstract
The application provides a subsurface excavation construction process and equipment for a rail transit air duct, wherein a supporting door frame is erected on the side wall of a multilayer pilot tunnel to strengthen the strength of the air duct, an upper grouting pipe is arranged at the top of the construction surface of an upper-layer pilot tunnel in the multilayer pilot tunnel, and grout is injected into the upper grouting pipe; and then, excavating on the construction surface of the upper-layer pilot tunnel, and excavating the lower-layer pilot tunnel below the upper-layer pilot tunnel when the construction length of the upper-layer pilot tunnel is greater than the preset length. The excavation operation of the lower pilot tunnel is started after the construction length of the upper pilot tunnel is greater than the preset length, so that the staggered construction of the upper pilot tunnel and the lower pilot tunnel is ensured, and the risk of ground surface subsidence is further reduced.
Description
Technical Field
The application relates to the technical field of tunnel construction, in particular to an underground excavation construction process and equipment for a track traffic air duct.
Background
The shallow excavation method is a method for carrying out various underground cavern excavation constructions in the underground close to the ground surface. In the weak surrounding rock stratum of cities and towns, underground engineering is built under the shallow burying condition, the geological condition is improved as the premise, the control of surface subsidence is taken as the key point, and a grating (or other steel structures) and a spray anchor are taken as the primary support means.
The underground excavation process aiming at the air duct in the track has a good construction effect on underground engineering (such as subways, underground roads and the like) of weak strata (such as the strata of cities of Beijing, Shenzhen, Western Ann and the like in China). However, the stress state of the original structure is changed after excavation, and if the original structure is not properly constructed, the deformation of the original structure is easily caused, the subsidence of the ground surface is increased, and even the structural damage is caused in serious conditions. .
Disclosure of Invention
The present application is proposed to solve the above-mentioned technical problems. The embodiment of the application provides a subsurface excavation construction process and equipment for a track traffic air duct, and solves the problem of surface subsidence caused by improper construction.
According to one aspect of the application, a subsurface excavation construction process of a rail transit air duct is provided, wherein the rail transit air duct comprises a plurality of layers of guide holes from top to bottom; wherein, the underground excavation construction process comprises the following steps: erecting a supporting door frame on the side wall of the multilayer pilot tunnel; an upper grouting pipe is arranged at the top of the construction surface of the upper pilot tunnel in the multi-layer pilot tunnel; injecting slurry into the upper layer grouting pipe; performing excavation operation on the construction surface of the upper-layer pilot tunnel; and when the construction length of the upper layer pilot tunnel is greater than the preset length, excavating a lower layer pilot tunnel below the upper layer pilot tunnel.
In one embodiment, the erecting a supporting door frame on the side wall of the multi-layer guide hole comprises: arranging a support grid frame at the opening of the multilayer pilot tunnel; and spraying concrete on the support grid frame.
In one embodiment, the step of providing a support grid frame at the opening of the multi-layer pilot tunnel comprises: arranging a cross beam, a ring beam and a support column at the opening of the multilayer pilot tunnel; wherein, the crossbeam with ring roof beam, support column staggered connection.
In one embodiment, the performing of the excavation operation on the construction surface of the upper guide hole includes: when the upper-layer pilot tunnel is excavated to the side wall of the precipitation pilot tunnel, constructing a grout stopping wall on the side wall of the upper-layer pilot tunnel; and grouting the deep hole of the soil body below the precipitation guide hole.
In one embodiment, after the excavating operation is performed on the construction surface of the upper-layer pilot tunnel, the process of underground excavation construction of the rail transit air duct further includes: arranging a primary support on the side wall of a transverse passage of the ingate; and arranging a reinforcing ring outside the periphery of the primary support.
In one embodiment, the injecting the slurry into the upper layer grouting pipe comprises: detecting the grouting state in the upper grouting pipe; the grouting state represents the completion condition and the completion effect of the grout injected into the upper layer grouting pipe; and stopping grouting when the grouting state meets a preset condition.
In an embodiment, the grouting state comprises a pressure value and/or a grouting amount in the grouting pipe; wherein, the detection of the grouting state in the grouting pipe comprises: and periodically detecting the pressure value and/or the grouting amount in the grouting pipe according to a preset time interval.
In an embodiment, the stopping grouting when the grouting state meets a preset condition includes: and stopping grouting when the pressure value in the grouting pipe is greater than or equal to a preset pressure threshold value and the grouting amount in the grouting pipe is greater than or equal to a preset grouting amount threshold value.
In one embodiment, the grouting state comprises a leakage state and/or a slurry running state in the full section; wherein, when the slip casting state satisfies the preset condition, stopping slip casting includes: and stopping grouting when the grouting amount in the grouting pipe is greater than or equal to a preset grouting amount threshold value and the leakage state and the serial grouting state do not appear in the full section.
According to another aspect of the application, underground excavation construction equipment for a rail transit air duct is provided, wherein the rail transit air duct comprises a plurality of layers of guide holes from top to bottom; wherein, undercut construction equipment includes: the support doorway erecting module is used for erecting a support door frame on the side wall of the multilayer guide tunnel; the grouting pipe driving module is used for driving an upper grouting pipe on the top of the construction surface of an upper-layer pilot tunnel in the multi-layer pilot tunnel; the grouting module is used for injecting grout into the upper grouting pipe; the upper layer excavating module is used for executing excavating operation on the construction surface of the upper layer pilot tunnel; and the lower-layer excavating module is used for excavating a lower-layer pilot tunnel below the upper-layer pilot tunnel when the construction length of the upper-layer pilot tunnel is greater than the preset length.
According to another aspect of the present application, there is provided a computer-readable storage medium storing a computer program for executing the process of underground excavation construction of a rail transit air duct described in any one of the above.
According to the underground excavation construction process and equipment for the rail transit air duct, the supporting door frame is erected on the side wall of the multilayer pilot tunnel to enhance the strength of the air duct, an upper grouting pipe is arranged at the top of the construction surface of the upper pilot tunnel in the multilayer pilot tunnel, and grout is injected into the upper grouting pipe; and then, excavating on the construction surface of the upper-layer pilot tunnel, and excavating the lower-layer pilot tunnel below the upper-layer pilot tunnel when the construction length of the upper-layer pilot tunnel is greater than the preset length. The excavation operation of the lower pilot tunnel is started after the construction length of the upper pilot tunnel is greater than the preset length, so that the staggered construction of the upper pilot tunnel and the lower pilot tunnel is ensured, and the risk of ground surface subsidence is further reduced.
Drawings
The above and other objects, features and advantages of the present application will become more apparent by describing in more detail embodiments of the present application with reference to the attached drawings. The accompanying drawings are included to provide a further understanding of the embodiments of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the principles of the application. In the drawings, like reference numbers generally represent like parts or steps.
Fig. 1 is a schematic flow chart of an excavation construction process of a rail transit air duct according to an exemplary embodiment of the present application.
Fig. 2 is a schematic flow chart of a process for erecting a supporting doorframe according to an exemplary embodiment of the present invention.
Fig. 3 is a schematic flow chart of an underground excavation construction process of a rail transit air duct according to another exemplary embodiment of the present application.
Fig. 4 is a schematic structural diagram of an underground excavation construction device of a rail transit air duct according to an exemplary embodiment of the present application.
Fig. 5 is a schematic structural diagram of an underground excavation construction device of a rail transit air duct according to another exemplary embodiment of the present application.
Fig. 6 is a block diagram of an electronic device provided in an exemplary embodiment of the present application.
Detailed Description
Hereinafter, example embodiments according to the present application will be described in detail with reference to the accompanying drawings. It should be understood that the described embodiments are only some embodiments of the present application and not all embodiments of the present application, and that the present application is not limited by the example embodiments described herein.
Exemplary method
Fig. 1 is a schematic flow chart of an excavation construction process of a rail transit air duct according to an exemplary embodiment of the present application. The rail transit air duct comprises a plurality of layers of guide holes from top to bottom; as shown in fig. 1, the underground excavation construction process of the rail transit air duct comprises the following steps:
step 110: a supporting door frame is erected on the side wall of the multi-layer guide hole.
The air duct comprises a plurality of layers of pilot tunnels from top to bottom, and each pilot tunnel can be excavated by adopting a full-section method or a step method, wherein the step length of the step method is 3-5 m. Because the stress state of the original structure is changed by digging the ingate, after the ingate is dug, a hole supporting grid framework needs to be constructed immediately, and if necessary, soil in the height range of the ingate is reinforced in advance, so that the arch effect is improved. The side wall of the transverse channel is reinforced before excavation, the upper and lower guide tunnels and steel frames with middle partition walls are densely arranged at the positions of the upper and lower guide tunnels and the middle partition walls, the steel frames and the sprayed concrete are densely arranged at the positions of the middle partition plates during excavation of the transverse channel, and grouting can be performed for filling behind the wall so as to enhance the supporting strength of the guide tunnels.
Step 120: and (4) drilling an upper grouting pipe on the top of the construction surface of the upper pilot tunnel in the multilayer pilot tunnels.
Deep hole grouting is adopted at the top of the air duct and the upper layer of guide holes to reinforce the stratum, meanwhile, in order to ensure the safety of the ingate, a small advanced guide pipe is additionally arranged at the top of the air duct at the ingate, and 4 grids are densely arranged at the ingate. The angle of the upper grouting pipe is 15 degrees, a welded steel pipe with the length of 2 meters is adopted, and the transverse and vertical intervals of the steel pipe are 1 meter. Specifically, the annular hoop reinforcement surrounding the outer portion of the upper grouting pipe can be welded at the rear end, far away from the construction surface, of the upper grouting pipe, and the front end of the upper grouting pipe is driven into the construction surface, so that the rear end of the upper grouting pipe is prevented from cracking when the upper grouting pipe is driven into the construction surface, and the connection and grouting effect of the upper grouting pipe are prevented from being influenced. Alternatively, the front end of the upper grouting pipe can be set to be in a conical structure so as to be convenient for the front end to be driven into a construction surface, and the forward flushing of grout can be prevented. For better realization slip casting, this application embodiment can set up a plurality of diameters and be the excessive thick liquid hole about 8 millimeters on the lateral wall of upper grouting pipe, and the excessive thick liquid hole can be arranged on upper grouting pipe for plum blossom shape, in order to prevent that the slip casting from appearing the dead angle, and the interval between the excessive thick liquid hole of adjacent can set up to 150 millimeters, and the distance of excessive thick liquid hole and slip casting pipe rear end all is greater than 0.8 meters, does not set up excessive thick liquid hole in the scope that is less than 0.8 meters apart from upper grouting pipe rear end promptly, in order to prevent to leak the thick liquid. The upper layer grouting pipes are hot rolled steel pipes, the diameter of each upper layer grouting pipe is determined according to the stratum condition, the length of each upper layer grouting pipe is 3 meters, the horizontal inclination angle of each upper layer grouting pipe is 15 degrees, each upper layer grouting pipe is arranged in each 2-truss, and the circumferential distance between every two adjacent upper layer grouting pipes is 300 millimeters.
Step 130: and injecting grout into the upper grouting pipe.
After grouting into the upper grouting pipe, the stability of loose and weak surrounding rocks can be enhanced, the surrounding rocks are stabilized within the time of completing excavation and primary support, and the surrounding rocks are not damaged by instability until collapse. The grouting pipe is suitable for soft surrounding rock of tunnel arch, loose, unbonded soil layer, sand layer with poor self-stability and gravel (pebble) layer-level broken rock layer. The condition and stability of the surrounding rock can be changed by grouting through the grouting pipe, and the grout can be tightly contacted with the weak and loose stratum or the crack of the water-containing broken surrounding rock and solidified after being injected into the weak and loose stratum or the crack of the water-containing broken surrounding rock. The slurry occupies the positions of soil particles and rock cracks after replacing water and air in the soil particles and the rock cracks in the modes of filling, splitting and the like, and is condensed after a certain time, the original loose soil particles or cracks are cemented into a whole to form a consolidated body with high strength and good waterproofness, so that the loose and broken conditions of surrounding rocks are greatly improved. The concrete grouting mode can be as follows: blowing out the sand and stone in the upper grouting pipe by using a blowing pipe, plugging the cracks around the upper grouting pipe and the wall surface by using plastic cement, or spraying 8-10 cm thick concrete around the upper grouting pipe and the wall surface for sealing, and finally grouting the upper grouting pipe by using devices such as a grouting machine and the like.
The slurry in the present application may include a plurality of components, and specifically, the slurry in the present application may include cement slurry, a nano-perfusion agent, water glass, and phosphoric acid; wherein the water cement ratio of the cement paste is 1:1, the dosage of the nano perfusion agent is 10% of the dosage of the cement, the concentration of the water glass is 60%, the dosage of the phosphoric acid is 8% of the dosage of the water glass, and the sum of the dosage of the cement paste and the nano perfusion agent is equal to the sum of the dosage of the water glass and the phosphoric acid.
In an embodiment, a specific implementation manner of step 130 may include: and injecting grout into the upper grouting pipe at a preset grouting pressure. Specifically, a single-liquid grouting pump with grouting pressure greater than or equal to 5 mpa can be used for injecting the slurry into the upper-layer grouting pipe, so as to realize high-efficiency grouting. If the grouting time is over 30 minutes when the grouting is not completed, the upper grouting pipe can be cleaned to prevent the pipe from being blocked. In order to prevent the leakage of the grout on the working face in the grouting process, a grout stop wall is arranged before grouting, the grout stop wall adopts C20 net-hanging sprayed concrete, the thickness of the grout stop wall is 0.3 m, three-level steel diameter 22 anchor rods are adopted, the anchor rods are arranged in a quincunx manner, the spacing is 0.5 multiplied by 0.5 m, the steel bar net phi of the inner layer of the wall is 6.5@150 multiplied by 150, and the lap joint length is 150 mm. And (3) grouting deep holes of the main body arch top from the inside of the pilot hole, wherein the range of the grout stopping wall is the range of the construction surface of the pilot hole. And when the clay layer collapses, adopting forward grouting, or else adopting backward grouting.
Step 140: and performing excavation operation on the construction surface of the upper-layer pilot tunnel.
After the upper grouting pipe completes grouting operation, excavating operation can be performed on the construction surface of the upper pilot tunnel. When the upper pilot tunnel is excavated to the side wall of the precipitation pilot tunnel, a grout stop wall is constructed on the side wall of the upper pilot tunnel, and grouting is performed on the deep hole of the soil body below the precipitation pilot tunnel, so that grouting pressure is reasonably controlled to avoid damaging the primary support structure of the precipitation pilot tunnel.
Step 150: and when the construction length of the upper-layer pilot tunnel is greater than the preset length, excavating the lower-layer pilot tunnel below the upper-layer pilot tunnel.
Wherein the preset length is more than 10 meters. After the first layer of pilot tunnel on the left side of the air duct enters the tunnel for 10 meters, the well wall grating at the construction transverse passage in the range of the second layer of pilot tunnel on the left side can be broken according to the technical requirements of the first layer of pilot tunnel, then the excavation operation of the second layer of pilot tunnel on the left side is carried out, and the primary lining is constructed. After the second layer of pilot tunnel on the left side enters the tunnel and is excavated for 10m, well wall grids at the construction transverse passage in the range of the middle first layer of pilot tunnel can be broken, and the excavation operation of the middle first layer of pilot tunnel is carried out; after the middle first-layer pilot tunnel is excavated for 10m, a well wall grid at the construction transverse passage in the middle second-layer pilot tunnel range can be broken, and excavation operation of the middle second-layer pilot tunnel is carried out. And similarly, completing the excavation operation of the left third and fourth layers of pilot holes and the middle third and fourth layers of pilot holes. The distance between the middle pilot tunnel and the left and right pilot tunnels excavated on the same layer is at least 20 m. After the pilot holes of all layers are excavated, plugging walls are adopted for plugging, and small guide pipes are used for grouting and reinforcing.
According to the underground excavation construction process of the rail transit air duct, the supporting door frame is erected on the side wall of the multilayer pilot tunnel to enhance the strength of the air duct, an upper grouting pipe is arranged at the top of the construction surface of the upper pilot tunnel in the multilayer pilot tunnel, and grout is injected into the upper grouting pipe; and then, excavating on the construction surface of the upper-layer pilot tunnel, and excavating the lower-layer pilot tunnel below the upper-layer pilot tunnel when the construction length of the upper-layer pilot tunnel is greater than the preset length. The excavation operation of the lower pilot tunnel is started after the construction length of the upper pilot tunnel is greater than the preset length, so that the staggered construction of the upper pilot tunnel and the lower pilot tunnel is ensured, and the risk of ground surface subsidence is further reduced.
Fig. 2 is a schematic flow chart of a process for erecting a supporting doorframe according to an exemplary embodiment of the present invention. As shown in fig. 2, the step 110 may include:
step 111: and arranging a support grid frame at the opening of the multilayer pilot tunnel.
Specifically, a cross beam, a ring beam and a support column are arranged at an opening of the multi-layer guide hole; wherein, the crossbeam is connected with ring beam, support column staggered. The cross beams, the ring beams and the support columns can be square tubes of 250 mm x 200 mm, the wall thickness is 10 mm, and steel plates of 25 mm thickness 500 mm x 500 mm are adopted at the male and female corners. The transverse passage is pre-buried when in initial support and is connected with the support grid framework, the two sides are arranged in a staggered way, the tie bar adopts HRB400 phi 22 @ 1000, the welding length of the tie bar is 100 mm, the tie bar is welded with the upright post, the height of the welding seam is 8 mm, the support post is leveled with high-strength cement mortar under the foot, the joints of the cross beam, the ring beam, the support post and the steel plate are all welded by fillet welding, and the height of the welding seam is 8 mm. When the support grid framework is processed, reinforcing ring beam steel bars need to be pre-embedded, the ring beam steel bars are segmented according to the construction step pitch of the transverse channel, and are connected with grid main bars through side welding steel bars. For the main ribs and the distribution ribs of the support grid framework, binding lap joint or welding connection can be adopted when the diameter is less than 22 mm; when the diameter of the steel bar is larger than or equal to 22 mm, mechanical connection or welding is adopted. The length of the connecting section of the steel bar binding lap joint is 1.3 times of the lap joint length, and the area percentage of the lap joint of the tensioned steel bar and the stressed steel bar in the same connecting section is not more than 50%; the length of the mechanical connection and welding connection section is 35d, and the area percentage of the welded joints of the tensioned steel bars in the same connection section is not more than 50%; when the area percentage of the joint is not more than 50%, a II-grade mechanical connection joint can be adopted, and when the area percentage of the joint is more than 50%, an I-grade mechanical connection joint is adopted; the area percentage of the compressed rebar junction (mechanical connection, welding) can be unlimited. When the area percentage of the stressed steel bar joint in the same connecting section is not more than 50%, the overlapping length is 1.4 times of the anchoring length when the overlapping connection is adopted; when mechanical connection is adopted, the joint grade is II grade; when the area percentage of the stressed steel bar joint in the same connecting section is more than 50%, the overlapping length is 1.6 times of the anchoring length; when mechanical connection is adopted, the joint grade is I grade. When the lap joint is adopted, the compression lap joint length is not less than 0.7 times of the tension lap joint length, and the compression lap joint length is more than or equal to 200 mm.
Step 112: concrete is sprayed on the support grid framework.
The beam, the ring beam and the support column are closely attached, and gaps are filled with C20 fine aggregate concrete.
Fig. 3 is a schematic flow chart of an underground excavation construction process of a rail transit air duct according to another exemplary embodiment of the present application. As shown in fig. 3, after step 140, the excavation process of the rail transit air duct may further include:
step 160: and a primary support is arranged on the side wall of the transverse passage of the ingate.
Step 170: and a reinforcing ring is arranged outside the periphery of the primary support.
In order to ensure the strength of the air duct in the construction engineering, after the excavation operation of the upper-layer pilot tunnel is completed, a primary support is arranged on the side wall of the transverse passage of the ingate, and a reinforcing ring is arranged outside the periphery of the primary support so as to further improve the strength of the primary support.
In an embodiment, a specific implementation manner of the step 130 may be: detecting the grouting state in the upper grouting pipe; the grouting state represents the completion condition and the completion effect of the grout injected into the upper grouting pipe; and stopping grouting when the grouting state meets the preset condition.
In the grouting process, the grouting state in the upper grouting pipe can be detected in real time, and the grouting state in the upper grouting pipe can also be detected periodically, wherein the grouting state represents the completion condition and the completion effect of the grout injected into the upper grouting pipe. That is to say, through the slip casting state in the slip casting pipe of detection upper strata in order to accurately to know the degree and the effect that slip casting was accomplished to the judgement slip casting that can quantify is whether accomplished. When the detected grouting state meets the preset condition, namely the preset condition is passed, if the grouting state is detected to reach the preset condition in the grouting process, the grouting is indicated to reach the preset target or effect, and the grouting can be stopped at the moment. Therefore, the grouting completion degree of each upper grouting pipe is judged, and the grouting process can be timely and effectively completed in the whole construction process. After grouting, cotton yarn can be adopted to plug the orifice of the upper grouting pipe to prevent the grout from overflowing.
In one embodiment, the grouting state comprises a pressure value and/or a grouting amount in the grouting pipe; the concrete implementation mode for detecting the grouting state in the upper grouting pipe is as follows: and periodically detecting the pressure value and/or the grouting amount in the upper grouting pipe according to a preset time interval. Through setting up time interval (for example 5 minutes), the pressure value and/or the grouting amount in the upper grouting pipe are detected periodically to can record the pressure value and the grouting amount of obtaining at every turn, so that follow-up analysis slip casting result, avoid single detection's result error to appear and lead to the erroneous judgement.
In an embodiment, the preset condition may include: the pressure value in the upper layer grouting pipe is greater than or equal to a preset pressure threshold value, and the grouting amount in the upper layer grouting pipe is greater than or equal to a preset grouting amount threshold value. Specifically, when the pressure value in the upper layer grouting pipe reaches 0.3 MPa and the grouting amount in the upper layer grouting pipe is greater than 80% of the maximum grouting amount of a single upper layer grouting pipe, grouting can be stopped after 3 minutes of stability. When the pressure value in the upper layer grouting pipe is larger than or equal to the preset pressure threshold value and the grouting amount in the upper layer grouting pipe is larger than or equal to the preset grouting amount threshold value, the grouting amount reaches the construction demand amount at the moment, and the grouting effect also reaches the construction demand when the pressure value in the upper layer grouting pipe is larger than the pressure threshold value, the grouting can be judged to be finished at the moment, and the grouting can be stopped.
The calculation mode of the maximum grouting quantity can be as follows:
maximum amount of grouting Q ═ π R2hn α β; wherein R is a slurry diffusion radius (for example, the diffusion radius of sand and gravel is 0.6 m), h is a grouting section length (for example, 12 m may be adopted), n is a formation porosity (for example, fine gravel soil is 0.4), α is a void filling coefficient (for example, 0.8 may be adopted), and β is a slurry loss coefficient (for example, 1.1 to 1.3 may be adopted).
In an embodiment, the grouting state may include a full-section in-plane leakage state and/or a slurry running state; wherein the preset condition may include: the grouting amount in the upper layer grouting pipe is larger than or equal to a preset grouting amount threshold value, and a leakage state and a slurry mixing state do not occur in the full section. Specifically, when the grouting amount in the upper grouting pipe is greater than 80% of the maximum grouting amount of a single upper grouting pipe, and a slurry leakage state and a slurry mixing state do not occur in the whole section, the grouting can be stopped after 3 minutes of stability. When the grouting amount in the upper layer grouting pipe is larger than or equal to the preset grouting amount threshold value and the slurry leakage state and the slurry mixing state do not occur in the full section, the grouting amount is indicated to reach the construction demand amount, and the slurry leakage state and the slurry mixing state do not occur in the full section, the grouting effect is also indicated to reach the construction demand, at the moment, the grouting can be judged to be finished, and the grouting can be stopped.
In one embodiment, the grouting state may include water inflow in the upper grouting pipe; wherein the preset condition may include: the water inflow amount in the upper layer grouting pipe is smaller than a preset flow threshold value. The water inflow amount is the amount of water flowing in unit time, and when the water inflow amount in the upper grouting pipe is smaller than a preset flow threshold (for example, 1 liter/minute/meter), the soil waterproof effect after grouting at the moment reaches the construction requirement, and at the moment, the grouting can be judged to be finished, and the grouting can be stopped.
Fig. 4 is a schematic structural diagram of an underground excavation construction device of a rail transit air duct according to an exemplary embodiment of the present application. As shown in fig. 4, the excavation construction equipment 40 includes: a support doorway erecting module 41 for erecting a support door frame on the side wall of the multi-layer guide tunnel; the grouting pipe driving module 42 is used for driving an upper grouting pipe on the top of the construction surface of an upper pilot tunnel in the multi-layer pilot tunnel; a grouting module 43 for injecting grout into the upper grouting pipe; an upper layer excavating module 44 for performing an excavating operation on a construction surface of the upper layer pilot tunnel; and a lower excavation module 45 for excavating the lower pilot tunnel below the upper pilot tunnel when the construction length of the upper pilot tunnel is greater than a preset length.
According to the underground excavation construction equipment for the rail transit air duct, the supporting door frame is erected on the side wall of the multilayer pilot tunnel through the supporting door erection module 41 so as to enhance the strength of the air duct, the upper grouting pipe is arranged on the top of the construction surface of the upper pilot tunnel in the multilayer pilot tunnel through the grouting pipe arrangement module 42, and grout is injected into the upper grouting pipe through the grouting module 43; then, the upper excavating module 44 performs an excavating operation on the construction surface of the upper pilot tunnel, and the lower excavating module 45 excavates the lower pilot tunnel below the upper pilot tunnel when the construction length of the upper pilot tunnel is greater than a preset length. The excavation operation of the lower pilot tunnel is started after the construction length of the upper pilot tunnel is greater than the preset length, so that the staggered construction of the upper pilot tunnel and the lower pilot tunnel is ensured, and the risk of ground surface subsidence is further reduced.
Fig. 5 is a schematic structural diagram of an underground excavation construction device of a rail transit air duct according to another exemplary embodiment of the present application. As shown in fig. 5, the door opening erecting module 41 may include: a grid setting unit 411 for setting a support grid frame at an opening of the multi-layer pilot tunnel; a concrete spraying unit 412 for spraying concrete on the support grid frame.
In an embodiment, as shown in fig. 5, the excavation construction equipment 40 may further include: a support setting module 46 for setting a primary support on the lateral wall of the transverse passage of the ingate; and a reinforcing ring setting module 47 for setting a reinforcing ring outside the periphery of the primary support.
Next, an electronic apparatus according to an embodiment of the present application is described with reference to fig. 6. The electronic device can be applied to the intelligent shallow-buried and underground excavated working equipment, and the electronic device can be one or both of the first device and the second device or a stand-alone device independent of the first device and the second device, and the stand-alone device can be communicated with the first device and the second device to receive the collected input signals from the first device and the second device.
FIG. 6 illustrates a block diagram of an electronic device in accordance with an embodiment of the present application.
As shown in fig. 6, the electronic device 10 includes one or more processors 11 and memory 12.
The processor 11 may be a Central Processing Unit (CPU) or other form of processing unit having data processing capabilities and/or instruction execution capabilities, and may control other components in the electronic device 10 to perform desired functions.
Memory 12 may include one or more computer program products that may include various forms of computer-readable storage media, such as volatile memory and/or non-volatile memory. The volatile memory may include, for example, Random Access Memory (RAM), cache memory (cache), and/or the like. The non-volatile memory may include, for example, Read Only Memory (ROM), hard disk, flash memory, etc. One or more computer program instructions may be stored on the computer readable storage medium and executed by processor 11 to implement the above-described excavation construction process of the rail transit duct of the various embodiments of the present application and/or other desired functions. Various contents such as an input signal, a signal component, a noise component, etc. may also be stored in the computer-readable storage medium.
In one example, the electronic device 10 may further include: an input device 13 and an output device 14, which are interconnected by a bus system and/or other form of connection mechanism (not shown).
For example, when the electronic device is a first device or a second device, the input device 13 may be an instrument such as a sensor for inputting a signal. When the electronic device is a stand-alone device, the input means 13 may be a communication network connector for receiving the acquired input signals from the first device and the second device.
The input device 13 may also include, for example, a keyboard, a mouse, and the like.
The output device 14 may output various information including the determined distance information, direction information, and the like to the outside. The output devices 14 may include, for example, a display, speakers, a printer, and a communication network and its connected remote output devices, among others.
Of course, for simplicity, only some of the components of the electronic device 10 relevant to the present application are shown in fig. 6, and components such as buses, input/output interfaces, and the like are omitted. In addition, the electronic device 10 may include any other suitable components depending on the particular application.
In addition to the above-described methods and apparatus, embodiments of the present application may also be a computer program product comprising computer program instructions that, when executed by a processor, cause the processor to perform the steps in the process of undercut construction of a rail transit duct according to various embodiments of the present application described in the "exemplary methods" section above of this specification.
The computer program product may be written with program code for performing the operations of embodiments of the present application in any combination of one or more programming languages, including an object oriented programming language such as Java, C + + or the like and conventional procedural programming languages, such as the "C" programming language or similar programming languages. The program code may execute entirely on the user's computing device, partly on the user's device, as a stand-alone software package, partly on the user's computing device and partly on a remote computing device, or entirely on the remote computing device or server.
Furthermore, embodiments of the present application may also be a computer-readable storage medium having stored thereon computer program instructions that, when executed by a processor, cause the processor to perform the steps in the process of under-excavation construction of a rail transit duct according to various embodiments of the present application described in the "exemplary methods" section above in this specification.
The computer-readable storage medium may take any combination of one or more readable media. The readable medium may be a readable signal medium or a readable storage medium. A readable storage medium may include, for example, but not limited to, an electronic, magnetic, optical, electromagnetic, infrared, or semiconductor system, apparatus, or device, or a combination of any of the foregoing. More specific examples (a non-exhaustive list) of the readable storage medium include: an electrical connection having one or more wires, a portable disk, a hard disk, a Random Access Memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disc read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the foregoing.
The foregoing describes the general principles of the present application in conjunction with specific embodiments, however, it is noted that the advantages, effects, etc. mentioned in the present application are merely examples and are not limiting, and they should not be considered essential to the various embodiments of the present application. Furthermore, the foregoing disclosure of specific details is for the purpose of illustration and description and is not intended to be limiting, since the foregoing disclosure is not intended to be exhaustive or to limit the disclosure to the precise details disclosed.
The block diagrams of devices, apparatuses, systems referred to in this application are only given as illustrative examples and are not intended to require or imply that the connections, arrangements, configurations, etc. must be made in the manner shown in the block diagrams. These devices, apparatuses, devices, systems may be connected, arranged, configured in any manner, as will be appreciated by those skilled in the art. Words such as "including," "comprising," "having," and the like are open-ended words that mean "including, but not limited to," and are used interchangeably therewith. The words "or" and "as used herein mean, and are used interchangeably with, the word" and/or, "unless the context clearly dictates otherwise. The word "such as" is used herein to mean, and is used interchangeably with, the phrase "such as but not limited to".
It should also be noted that in the devices, apparatuses, and methods of the present application, the components or steps may be decomposed and/or recombined. These decompositions and/or recombinations are to be considered as equivalents of the present application.
The previous description of the disclosed aspects is provided to enable any person skilled in the art to make or use the present application. Various modifications to these aspects will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other aspects without departing from the scope of the application. Thus, the present application is not intended to be limited to the aspects shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
The foregoing description has been presented for purposes of illustration and description. Furthermore, the description is not intended to limit embodiments of the application to the form disclosed herein. While a number of example aspects and embodiments have been discussed above, those of skill in the art will recognize certain variations, modifications, alterations, additions and sub-combinations thereof.
Claims (10)
1. A track traffic air duct underground excavation construction process is characterized in that the track traffic air duct comprises a plurality of layers of pilot tunnels from top to bottom; wherein, the underground excavation construction process comprises the following steps:
erecting a supporting door frame on the side wall of the multilayer pilot tunnel;
an upper grouting pipe is arranged at the top of the construction surface of the upper pilot tunnel in the multi-layer pilot tunnel;
injecting slurry into the upper layer grouting pipe;
performing excavation operation on the construction surface of the upper-layer pilot tunnel; and
and when the construction length of the upper-layer pilot tunnel is greater than the preset length, excavating a lower-layer pilot tunnel below the upper-layer pilot tunnel.
2. The underground excavation construction process of the rail transit air duct according to claim 1, wherein the erecting of the support door frame on the side wall of the multi-layer pilot tunnel comprises:
arranging a support grid frame at the opening of the multilayer pilot tunnel; and
spraying concrete on the support grid frame.
3. The underground excavation construction process of the rail transit air duct according to claim 2, wherein the step of arranging a support grid frame at the hole opening of the multi-layer pilot tunnel comprises the following steps:
arranging a cross beam, a ring beam and a support column at the opening of the multilayer pilot tunnel; wherein, the crossbeam with ring roof beam, support column staggered connection.
4. The underground excavation construction process of the rail transit air duct according to claim 1, wherein the performing of the excavation operation on the construction surface of the upper-layer pilot tunnel comprises:
when the upper-layer pilot tunnel is excavated to the side wall of the precipitation pilot tunnel, constructing a grout stopping wall on the side wall of the upper-layer pilot tunnel; and
and grouting the deep hole of the soil body below the precipitation guide hole.
5. The underground excavation construction process of the rail transit air duct according to claim 1, further comprising, after the excavation operation is performed on the construction surface of the upper-layer pilot tunnel:
arranging a primary support on the side wall of a transverse passage of the ingate; and
and a reinforcing ring is arranged outside the periphery of the primary support.
6. The underground excavation construction process of the rail transit air duct according to claim 1, wherein the injecting of the grout into the upper grouting pipe comprises:
detecting the grouting state in the upper grouting pipe; the grouting state represents the completion condition and the completion effect of the grout injected into the upper layer grouting pipe; and
and stopping grouting when the grouting state meets the preset condition.
7. The underground excavation construction process of the rail transit air duct according to claim 6, wherein the grouting state comprises a pressure value and/or a grouting amount in the grouting pipe; wherein, the detection of the grouting state in the grouting pipe comprises:
and periodically detecting the pressure value and/or the grouting amount in the grouting pipe according to a preset time interval.
8. The underground excavation construction process of the rail transit air duct according to claim 7, wherein when the grouting state meets a preset condition, stopping grouting comprises:
and stopping grouting when the pressure value in the grouting pipe is greater than or equal to a preset pressure threshold value and the grouting amount in the grouting pipe is greater than or equal to a preset grouting amount threshold value.
9. The underground excavation construction process of the rail transit air duct according to claim 7, wherein the grouting state comprises a slurry leakage state and/or a slurry stringing state in the full-section; wherein, when the slip casting state satisfies the preset condition, stopping slip casting includes:
and stopping grouting when the grouting amount in the grouting pipe is greater than or equal to a preset grouting amount threshold value and the leakage state and the serial grouting state do not appear in the full section.
10. The underground excavation construction equipment for the track traffic air duct is characterized in that the track traffic air duct comprises a plurality of layers of pilot tunnels from top to bottom; wherein, undercut construction equipment includes:
the support doorway erecting module is used for erecting a support door frame on the side wall of the multilayer guide tunnel;
the grouting pipe driving module is used for driving an upper grouting pipe on the top of the construction surface of an upper-layer pilot tunnel in the multi-layer pilot tunnel;
the grouting module is used for injecting grout into the upper grouting pipe;
the upper layer excavating module is used for executing excavating operation on the construction surface of the upper layer pilot tunnel; and
and the lower-layer excavating module is used for excavating a lower-layer pilot tunnel below the upper-layer pilot tunnel when the construction length of the upper-layer pilot tunnel is greater than the preset length.
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Cited By (1)
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| CN116516968A (en) * | 2023-03-14 | 2023-08-01 | 中铁二十二局集团轨道工程有限公司 | Sand layer grouting device and grouting method |
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