CN108915703B - Method for conducting tunnel through sectional type section of shield tunneling machine - Google Patents
Method for conducting tunnel through sectional type section of shield tunneling machine Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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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
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
- E21D9/0609—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering with means for applying a continuous liner, e.g. sheets of plastics, between the main concrete lining and the rock
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
- E21D9/124—Helical conveying means therefor
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Abstract
The invention relates to a method for conducting a tunnel by a sectional type section of a shield tunneling machine, which comprises the steps of firstly selecting the model of the shield tunneling machine and the diameter of a cutter head, and reasonably dividing the preset length of each shield tunneling machine and the related parameters of the last residual tunneling length by combining the length and the width of the tunnel mouth end face to be conducted and the total length of the tunnel to be conducted, after the end face of the tunnel is tunneled by a shield tunneling machine according to a preset sequence, an equivalent stress model is abstracted from the formed suspended rock body, the suspended rock body is equivalent to a rigidized cantilever beam, the cantilever beam reaches the stress limit, the deflection limit and the corner limit by combining the self gravity of the cantilever beam and the need of applying external load, the size of the external load to be applied is reversely calculated, therefore, the end part of the cantilever beam is applied with accurate external load to realize the section, and finally the whole tunnel is conducted by adopting end face annular tunneling. The method can greatly improve the tunneling speed, greatly reduce the energy consumption and realize a green tunnel conduction mode.
Description
Technical Field
The invention belongs to the technical field of shield tunneling machines, and particularly relates to a method for conducting a tunnel through a shield tunneling machine by a sectional type section.
Background
The tunneling technique is also called as a shield technique and is a unified name of a soft soil tunnel boring machine and a rock tunnel boring machine. The shield tunneling machine is a technically intensive heavy engineering device which integrates multiple disciplinary technologies such as machinery, electrical equipment, hydraulic pressure, measurement, control and the like and is specially used for underground tunnel engineering excavation. The shield tunneling machine has the advantages of high excavation speed, high quality, low labor intensity of personnel, high safety, small influence on surface subsidence and environment and the like. One of the most basic and effective methods for controlling ground subsidence and reducing ground deformation by modern shield tunneling is to use earth pressure balancing technology. The advanced earth pressure balanced shield machine is provided with an earth pressure sensor in an earth bin and an electromechanical and computer control system for real-time feedback and adjustment, and can better ensure the effect of stratum stability under general conditions.
The shield machine has the functions of excavating and cutting soil bodies, conveying soil residues, assembling pipe pieces, lining tunnels, measuring, guiding, rectifying deviation and the like. The shield construction method is suitable for tunnel underground excavation of different geological structures such as soft soil, gravel, hard rock and the like, and is widely applied to large-scale engineering construction of subways, highways, railways, gas transmission, water transmission, municipal administration, hydroelectric tunnels, subway tunnels and the like.
Disclosure of Invention
The invention mainly adopts the shield tunneling machine to annularly tunnel the end face of the tunnel, rigidizes the suspended rock body, and realizes the conduction of the tunnel on the sectional section of the rock body by combining the self gravity and applying external load, thereby greatly improving the tunneling range of the shield tunneling machine, particularly realizing the tunneling on the large or ultra-large end face, simultaneously reducing the energy consumption of the shield tunneling machine and realizing the environment-friendly tunneling mode.
In order to achieve the technical purpose and achieve the technical effect, the invention is realized by the following technical scheme:
a method of shield tunneling machine sectional type cross-sectional tunnel conduction, as shown in fig. 12, includes the following steps:
step 1) selecting parameters, and determining end surface parameters of a tunnel after the tunnel is excavated and conducted by a shield tunneling machine, selected cutter parameters of the shield tunneling machine and each tunneling parameter of the shield tunneling machine;
step 2) the suspended rock body is hardened into a cantilever beam model, and the product of the approximate end surface of the cantilever beam and the inertia moment of the neutral axis is subjected to square approximation treatment by adopting a two-side approximation method;
step 3) carrying out stress analysis, deflection analysis and corner analysis on the end part of the cantilever beam under the state that the cantilever beam bears self gravity and external load;
step 4) determining the safety factor of the load borne by the cantilever beam according to the material property of the rock material, and determining the load to be applied externally according to the stress, deflection and corner which can be borne by the cantilever beam;
step 5) moving the shield tunneling machine to a specified tunneling area by using auxiliary equipment;
step 6), starting the shield tunneling machine to tunnel along a preset direction;
step 7), filling the crushed stones into a hopper box sequentially through a screw conveyor, a belt conveyor and a hopper car, transferring the hopper box to a crushed stone storage bin sequentially through the hopper car, a battery car, a crane and a transport trolley, and finally conveying the crushed stones to a transport truck through the crushed stone storage bin to be transported to a designated area;
step 8) transporting the duct piece to a region excavated by the shield tunneling machine sequentially through a duct piece transport vehicle, a crane and a duct piece transport trolley, and installing the duct piece in a specified region at the top of the tunnel by using auxiliary equipment;
step 9) if the tunneling length of the shield tunneling machine reaches the preset length of the cantilever beam, stopping tunneling, and moving the shield tunneling machine to the next preset cutting area by using auxiliary equipment, otherwise returning to the step 6) and continuing to execute;
step 10) if the shield tunneling machine finishes a × b round end face tunneling of the tunnel, the tunneling depth reaches a preset length, the shield tunneling machine is timely moved out of the tunnel to a designated area by using auxiliary equipment, wherein a and b respectively indicate the number of semicircles contained in two adjacent edges of the end face of the cantilever beam after the end face of the tunnel is annularly tunneled by the shield tunneling machine, and if not, the step 6 is returned to);
step 11) placing a steel plate on the upper part of the end face of the cantilever beam, installing a jack above the steel plate, and then placing the steel plate on the upper part of the jack;
step 12) if the suspended rock body is broken, continuing to execute the next step, otherwise, returning to the step 11);
step 13) moving the stone crushing impact machine to the region where the suspended rock body is fractured;
step 14), starting a stone crushing impact machine to carry out miniaturization treatment on the suspended fractured rock body;
step 15), the crushed stone impact machine moves the processed crushed stone to a spiral conveyor, then the crushed stone is loaded into a hopper box through the spiral conveyor, a belt conveyor and a trolley in sequence, the hopper box is transferred to a crushed stone storage bin through the trolley, a battery car, a crane and a transport trolley, and finally the crushed stone storage bin conveys the crushed stone to a transport truck to be transported to a designated area;
step 16) moving the stone crusher out of the tunnel to a designated area, then moving the shield tunneling machine to the end face of the section to be generated by using auxiliary equipment, and leveling the end face of the section by using the auxiliary equipment;
step 17) if the residual tunneling length is larger than the length of the cantilever beam, returning to the step 6), and continuing to execute the next step if the residual tunneling length is smaller than or equal to the length of the cantilever beam;
step 18) starting the shield tunneling machine to tunnel according to a preset direction;
step 19) conveying the crushed stones to a hopper car and loading the crushed stones into a hopper box through a screw conveyor and a belt conveyor in sequence, then transferring the hopper box to a crushed stone storage bin through the hopper car, a storage battery car crane and a transport trolley in sequence, and finally transferring the crushed stones to a transport truck through the crushed stone storage bin and transporting the crushed stones to a designated area;
step 20) sequentially conveying the duct pieces to an area excavated by the shield tunneling machine through a duct piece conveying truck, a crane and a duct piece conveying trolley, and mounting the duct pieces in a specified area at the top of the tunnel by using auxiliary equipment;
step 21) if the tunnel is partially conducted by the shield tunneling machine, continuing to execute the next step; otherwise, returning to step 18);
step 22) moving the shield tunneling machine to the next preset cutting area by using auxiliary equipment;
step 23), if the shield tunneling machine finishes tunneling of the a & ltth & gt, b & ltth & gt cutting areas, continuing to execute the next step; otherwise, returning to step 18);
step 24), after the residual tunnel is conducted by the annular part of the shield tunneling machine, the shield tunneling machine is moved out of the tunnel to a designated area by using auxiliary equipment;
step 25) moving the stone crusher to an area where the rock body falls off;
step 26) starting the stone crushing impact machine to carry out miniaturization treatment on the fallen rock body;
step 27), the crushed stone impact machine moves the processed crushed stone to a spiral conveyor, then the crushed stone is loaded into a hopper box through the spiral conveyor, a belt conveyor and a hopper car in sequence, the hopper box is transferred to a crushed stone storage bin through the hopper car, a battery car, a crane and a transport trolley, and finally the crushed stone storage bin conveys the crushed stone to a transport truck to be transported to a designated area;
step 28) moving the stone crusher and the equipment of the whole transportation system out of the tunnel to a designated area;
and 29) conducting the whole tunnel, and finishing the task execution.
Further, the parameters selected in step 1) are as follows: firstly, selecting the model of the shield tunneling machine, selecting the diameter d of a cutter head of the shield tunneling machine to be 1 m-1.2 m, and then planning a tunneling area of the shield tunneling machine and setting the tunneling direction of the end face of the shield tunneling machine according to the size of the end face of a tunnel to be tunneled; the mechanical property of the stiffened cantilever beam and the total length L of the tunnel after conduction are combinedGeneral assemblyAnd finally, the length L of the tunnel to be tunneled is processedRemainder ofReasonably dividing the tunneling length l of the shield tunneling machine each time; if the preset length L of each tunneling of the shield tunneling machine is too long, the safety of the shield tunneling machine is not facilitated, if the preset length L is too short, an external load needs to be applied too much, the suspended rock body is not easy to break, and meanwhile, the length L of the tunnel to be tunneled is remained finallyRemainder ofShould be as small as possible to satisfy this requirement to facilitate tunneling.
Further, in the step 2), performing two-side approximation processing on the shape of the end face of the suspended rock body: firstly, the inertia moment I of the minimum external rectangle of the end surface shape to the neutral axis is calculatedx1Then, the moment of inertia I of the maximum inscribed rectangle of the end face shape to the neutral axis is obtainedx2Then to Ix1And Ix2The product of (a) is subjected to evolution:
wherein, IxI.e. the moment of inertia of the end face of the suspended rock mass to the neutral axis.
Further, in the step 3), since the load borne by the end face of the suspended rock body is the largest and the stress characteristic of the cantilever beam is combined, the stress borne by the end face is the largest, the deformation is also the largest and the generated corner is also the largest, and according to the uniform load q borne by the equivalent cantilever beam and the end load F, the analysis process is as follows:
the mass of the cantilever beam, length/is denoted as m and is expressed as follows:
wherein the content of the first and second substances,
which represents the density of the rock body,
the area of the cross-section of the cantilever beam is shown,
the volume of the cantilever beam is shown,
represents the length of the cantilever beam;
maximum stress at the end face of the cantilever:
maximum deflection of cantilever beam end face:
deflection generated at the end face of the cantilever:
further, in the step 4), the maximum value F of the required external load is determinedmaxDetermining the cantilever beam bearing according to the material property of the rock materialThe safety factor n of the load, and the maximum stress, the maximum deflection and the maximum corner which can be borne by the cantilever beam are determined as follows: [ rho ]]、[ω]、[θ]Thus, the external load F to be applied is inversely obtained as follows:
from the stress analysis, the deflection analysis and the corner analysis in the step 3), it can be known that:
then:
obtaining:
，
by
，
Then:
，
obtaining:
，
by
，
Then:
obtaining:
to make the cantilever beam endThe surface can reach the above three critical conditions, and the externally applied load is FmaxValues are as follows:
furthermore, in step 11), a maximum value F of the required external load is first determined in step 4)maxDetermining the number of jacks required to be installed; in order to further approach the external load applied by the actual required jack, the gravity G of the steel plate is considered1And the self-gravity G of the jack2On the basis of the load of the end part of the suspended rock body actually through a jack to the maximum value F of the required external loadmaxMinus G1And G2The sum of (1); because the shape of the remaining suspended rock body after the shield tunneling machine finishes the end face annular tunneling task is irregular, firstly, a steel plate is placed above the suspended rock body end face of the suspended rock body end face, so that a jack is convenient to install, and meanwhile, the jack is convenient to transmit external load to the suspended rock body below by applying the external load to the steel plate; then, a jack is installed on the foundation; and then placing a steel plate above the jack, wherein the shape of the inner side surface of the top of the tunnel left after the end face annular tunneling of the shield tunneling machine is arc-shaped, so that the support of the jack in the working process is not facilitated, and the steel plate is placed to provide a support surface for the jack.
Further, in the step 17), if the remaining length of the tunnel to be conducted is less than or equal to the preset tunneling length L, the tunnel ring tunneling can directly cause the remaining rock body to be hollow and fall off, but the total length L of the tunnel to be conducted is determined beforeGeneral assemblyPerforming reasonable sectional division to obtain the residual length LRemainder ofAnd at the moment, the end face is annularly tunneled by using the shield tunneling machine, and when the end direction area is tunneled, an auxiliary supporting device needs to be arranged on the periphery of the shield tunneling machine in tunneling to prevent the collapse along with the increase of the volume of the suspended rock body, so that the shield tunneling machine drops along with the hollow rock body.
The invention has the beneficial effects that:
the invention mainly adopts the shield tunneling machine to annularly tunnel the end face of the tunnel, rigidizes the suspended rock body, and realizes the conduction of the tunnel on the sectional section of the rock body by combining the self gravity and applying external load, thereby greatly improving the tunneling range of the shield tunneling machine, particularly realizing the tunneling on the large or ultra-large end face, simultaneously reducing the energy consumption of the shield tunneling machine and realizing the environment-friendly tunneling mode.
Drawings
The shield machine adopts a tunnel end face annular tunneling mode to realize a sectional type section and finally a tunnel conduction mode. Aiming at different tunnel sizes, the size of the tunneling annular area can be planned in advance. Therefore, all the schematic diagrams are referred in the attached drawings, and for the convenience of understanding, only a specific example of a =7 and b =8(a and b represent the number of semicircles included in each side of the remaining suspended end face after the end face of the tunnel is annularly tunneled by the shield tunneling machine each time) is given, and the two values are different when the shield tunneling machine tunnels different tunnel end faces.
FIG. 1 is a schematic forward view of the shield tunneling machine of the present invention annularly tunneling a tunnel end face;
FIG. 2 is a schematic side view of the shield tunneling machine of the present invention in a circular tunneling direction on the end face of a tunnel;
FIG. 3 is a schematic view of the remaining suspended rock mass after the completion of the circular tunneling by the shield tunneling machine of the present invention;
FIG. 4 is a schematic view of stress analysis of the present invention in the process of rigidifying a suspended rock body into a cantilever beam;
FIG. 5 is a schematic representation of a front view of an end face of a suspended rock body of the present invention;
FIG. 6 is a schematic diagram of the present invention in which the end faces of suspended rock bodies are simplified into the closest inscribed rectangular cross-section, and the established solved end face moment of inertia coordinates are simplified;
FIG. 7 is a schematic diagram of the present invention in which the end faces of suspended rock bodies are simplified into cantilever beams, which are most closely connected to a rectangular cross-section, and the coordinates of the moment of inertia of the end faces are solved;
FIG. 8 is a schematic diagram of the whole process of transporting crushed stones out of a tunnel to a designated area and transporting and installing segments to the designated area in the excavation process of the shield tunneling machine;
FIG. 9 is a schematic view of the entire process of the rock crusher of the present invention for handling a broken or detached rock mass and transporting crushed rock to a designated area;
FIG. 10 is a schematic view of the present invention in the forward direction with the jack mounted above the end of a suspended rock body;
FIG. 11 is a schematic side view of the present invention mounting a jack above the end of a suspended rock body;
fig. 12 is a flow chart of the shield tunneling machine sectional type section through tunnel of the invention.
The reference numbers in the figures illustrate: 1. the broken stone transport truck comprises a broken stone transport truck body, 2, a broken stone storage bin, 3, a transport trolley, 4, a travelling crane, 5, a crane, 6, a storage battery car, 7, a duct piece, 8, a duct piece transport truck, 9, a hopper car, 10, a belt transport truck, 11, a duct piece transport truck, 12, a duct piece storage yard, 13, a screw conveyor, 14, a shield tunneling machine, 15, a broken stone impact machine, 16, a broken rock body, 17, a steel plate, 18, a jack, 19, a steel plate, 20 and a suspended rock body.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings in conjunction with embodiments.
A method for conducting a tunnel by a shield tunneling machine in a sectional type section comprises the following steps:
step 1) selecting parameters, and determining end surface parameters of the tunnel after being tunneled and conducted by the shield tunneling machine, selected cutter head parameters of the shield tunneling machine and each tunneling parameter of the shield tunneling machineGeneral assemblyThe shield tunneling machine tunnels annularly on the end face of the tunnel, and the schematic diagram of the annular tunneling on the end face of the shield tunneling machine is shown in fig. 1 and fig. 2;
step 2) the suspended rock body is hardened into a cantilever beam model, and the product of the approximate end surface of the cantilever beam and the inertia moment of the neutral axis is subjected to square approximation treatment by adopting a two-side approximation method; in this embodiment, the suspended rock body rigidization processing method includes: taking the suspended rock body as a rigid body, simplifying the suspended rock body into a cantilever beam, and performing stress analysis, corner analysis and deflection analysis on the suspended rock body (namely the rigid body) by combining the mechanical properties (such as parameters of bending-resistant section coefficient E, safety coefficient n and the like of the rock) of the suspended rock body, thereby reversely solving the external load to be applied;
before a shield tunneling machine tunnels, a mechanical model needs to be abstracted for analysis, firstly, a suspended rock body is simplified into a cantilever beam with the length of l suspension, the cantilever beam is equivalently processed into a uniform load q (the gravity action borne on the unit length, q = mg/l) by combining the influence of the gravity mg of the cantilever beam, meanwhile, a plurality of jacks are installed at the upper end of the annular end face of tunnel tunneling, equivalently, an external load F is applied above the suspended end part of the cantilever beam, the suspended rock body is finally equivalent to the cantilever beam bearing the uniform loads q and F, and the schematic diagram of the suspended rock body is shown in fig. 3 and a stress analysis diagram in fig. 4;
step 3) carrying out stress analysis, deflection analysis and corner analysis on the end part of the cantilever beam under the state that the cantilever beam bears self gravity and external load;
step 4) determining the safety factor of the load borne by the cantilever beam according to the material property of the rock material, and determining the load to be applied externally according to the stress, deflection and corner which can be borne by the cantilever beam;
step 5) moving the shield tunneling machine to a specified tunneling area by using auxiliary equipment, wherein in the embodiment, the auxiliary equipment can adopt a crane and corresponding peripheral equipment;
step 6) starting the shield tunneling machine to tunnel along a preset direction, wherein the tunneling direction of the shield tunneling machine is shown in figure 1;
step 7), loading the crushed stones into a hopper box sequentially through a screw conveyor, a belt conveyor and a hopper car, transferring the hopper box to a crushed stone storage bin sequentially through the hopper car, a battery car, a crane and a transport trolley, and finally conveying the crushed stones to a transport truck to be transported to a specified area through the crushed stone storage bin, wherein the whole process is as shown in fig. 8;
step 8) transporting the duct piece to the area excavated by the shield tunneling machine sequentially through a duct piece transport vehicle, a crane and a duct piece transport trolley, and installing the duct piece in the specified area at the top of the tunnel by using auxiliary equipment, wherein the whole process is as shown in fig. 9;
step 9) if the tunneling length of the shield tunneling machine reaches the preset length L of the cantilever beam (namely the length of the suspended rock body rigidized into the cantilever beam), stopping tunneling, and moving the shield tunneling machine to the next preset cutting area by using auxiliary equipment, otherwise returning to the step 6) and continuing to execute;
step 10) if the shield tunneling machine finishes a × b round end face tunneling of the tunnel, the tunneling depth reaches a preset length, the shield tunneling machine is timely moved out of the tunnel to a designated area by using auxiliary equipment, wherein a and b respectively indicate the number of semicircles contained in two adjacent edges of the end face of the cantilever beam after the end face of the tunnel is annularly tunneled by the shield tunneling machine, and if not, the step 6 is returned to);
step 11) placing a steel plate on the upper part of the end face of the cantilever beam, installing a jack above the steel plate, and then simultaneously placing the steel plate on the upper part of the jack, wherein the schematic diagram of installing the jack is shown in fig. 10 and 11;
step 12) if the suspended rock body is broken, continuing to execute the next step, otherwise, returning to the step 11);
step 13) moving the stone crushing impact machine to the region where the suspended rock body is fractured;
step 14), starting a stone crushing impact machine to carry out miniaturization treatment on the suspended fractured rock body;
step 15), the crushed stone impact machine moves the processed crushed stone to a spiral conveyor, then the crushed stone is loaded into a hopper box through the spiral conveyor, a belt conveyor and a trolley in sequence, the hopper box is transferred to a crushed stone storage bin through the trolley, a battery car, a crane and a transport trolley, and finally the crushed stone storage bin conveys the crushed stone to a transport truck to be transported to a designated area;
step 16) moving the stone crusher out of the tunnel to a designated area, then moving the shield tunneling machine to the end face of the section to be generated by using auxiliary equipment, and leveling the end face of the section by using the auxiliary equipment;
step 17) if the residual tunneling length is larger than the length of the cantilever beam, returning to the step 6), and continuing to execute the next step if the residual tunneling length is smaller than or equal to the length of the cantilever beam;
step 18) starting the shield tunneling machine to tunnel according to a preset direction;
step 19) conveying the crushed stones to a hopper car and loading the crushed stones into a hopper box through a screw conveyor and a belt conveyor in sequence, then transferring the hopper box to a crushed stone storage bin through the hopper car, a storage battery car crane and a transport trolley in sequence, and finally transferring the crushed stones to a transport truck through the crushed stone storage bin and transporting the crushed stones to a designated area;
step 20) sequentially conveying the duct pieces to an area excavated by the shield tunneling machine through a duct piece conveying truck, a crane and a duct piece conveying trolley, and mounting the duct pieces in a specified area at the top of the tunnel by using auxiliary equipment;
step 21) if the tunnel is partially conducted by the shield tunneling machine, continuing to execute the next step; otherwise, returning to step 18);
step 22) moving the shield tunneling machine to the next preset cutting area by using auxiliary equipment;
step 23), if the shield tunneling machine finishes tunneling of the a & ltth & gt, b & ltth & gt cutting areas, continuing to execute the next step; otherwise, returning to step 18);
step 24), after the residual tunnel is conducted by the annular part of the shield tunneling machine, the shield tunneling machine is moved out of the tunnel to a designated area by using auxiliary equipment;
step 25) moving the stone crusher to an area where the rock body falls off;
step 26) starting the stone crushing impact machine to carry out miniaturization treatment on the fallen rock body;
step 27), the crushed stone impact machine moves the processed crushed stone to a spiral conveyor, then the crushed stone is loaded into a hopper box through the spiral conveyor, a belt conveyor and a hopper car in sequence, the hopper box is transferred to a crushed stone storage bin through the hopper car, a battery car, a crane and a transport trolley, and finally the crushed stone storage bin conveys the crushed stone to a transport truck to be transported to a designated area;
step 28) moving the stone crusher and the equipment of the whole transportation system out of the tunnel to a designated area;
and 29) conducting the whole tunnel, and finishing the task execution.
Selecting parameters in the step 1): firstly, selecting the model of the shield tunneling machine, selecting the diameter d of a cutter head of the shield tunneling machine to be 1 m-1.2 m, and then planning a tunneling area of the shield tunneling machine and setting the tunneling direction of the end face of the shield tunneling machine according to the size of the end face of a tunnel to be tunneled; the mechanical property of the stiffened cantilever beam and the total length L of the tunnel after conduction are combinedGeneral assemblyAnd finally, the length L of the tunnel to be tunneled is processedRemainder ofReasonably dividing the tunneling length l of the shield tunneling machine each time; if the preset length L of each tunneling of the shield tunneling machine is too long, the safety of the shield tunneling machine is not facilitated, if the preset length L is too short, an external load needs to be applied too much, the suspended rock body is not easy to break, and meanwhile, the length L of the tunnel to be tunneled is remained finallyRemainder ofShould be as small as possible to satisfy this requirement to facilitate tunneling.
In the step 2), because the shield tunneling machine performs end face circular tunneling, that is, after the shield tunneling machine completes tasks according to a predetermined tunneling sequence each time, the end face of the remaining suspended rock body is an irregular figure, as shown in fig. 5, two-side approximation processing is performed on the shape of the end face of the suspended rock body: firstly, the inertia moment I of the minimum external rectangle of the end surface shape to the neutral axis is calculatedx1Then, the moment of inertia I of the maximum inscribed rectangle of the end face shape to the neutral axis is obtainedx2Then to Ix1And Ix2The product of (a) is subjected to evolution:
wherein, IxI.e., the moment of inertia of the end face of the suspended rock mass to the neutral axis, as shown in fig. 6 and 7, wherein:
in the step 3), because the load borne by the end face of the suspended rock body is the largest and the stress characteristic of the cantilever beam is combined, the stress borne by the end face is the largest, the deformation is also the largest, and the generated corner is also the largest, and according to the uniform load q borne by the cantilever beam and the end load F borne by the cantilever beam which are equivalent to each other, the analysis process is as follows:
the mass of the cantilever beam, length/is denoted as m and is expressed as follows:
wherein the content of the first and second substances,
which represents the density of the rock body,
the area of the cross-section of the cantilever beam is shown,
the volume of the cantilever beam is shown,
represents the length of the cantilever beam;
maximum stress at the end face of the cantilever:
maximum deflection of cantilever beam end face:
deflection generated at the end face of the cantilever:
in said step 4), the maximum value F of the required external load is determinedmaxDuring the process, according to the material property of the rock material, the safety factor n of the load borne by the cantilever beam is determined, and the maximum stress, the maximum deflection and the maximum corner which can be borne by the cantilever beam are determined as follows: [ rho ]]、[ω]、[θ]Thus, the external load F to be applied is inversely obtained as follows:
from the stress analysis, the deflection analysis and the corner analysis in the step 3), it can be known that:
then:
obtaining:
，
by
，
Then:
，
obtaining:
，
by
，
Then:
obtaining:
in order to enable the end face of the cantilever beam to reach the three critical conditions, the externally applied load is FmaxValues are as follows:
in step 11), the maximum value F of the required external load is first determined in accordance with step 4)maxDetermining the number of jacks required to be installed; in order to further approach the external load applied by the actual required jack, the gravity G of the steel plate is considered1And the self-gravity G of the jack2On the basis of the load of the end part of the suspended rock body actually through a jack to the maximum value F of the required external loadmaxMinus G1And G2And, applying a load as shown in FIG. 4; because the shape of the remaining suspended rock body after the shield tunneling machine finishes the end face annular tunneling task is irregular, firstly, a steel plate is placed above the suspended rock body end face of the suspended rock body end face, so that a jack is convenient to install, and meanwhile, the jack is convenient to transmit external load to the suspended rock body below by applying the external load to the steel plate; then, a jack is installed on the foundation; and then placing a steel plate above the jack, wherein the shape of the inner side surface of the top of the tunnel left after the end face annular tunneling of the shield tunneling machine is arc-shaped, so that the support of the jack in the working process is not facilitated, and the steel plate is placed to provide a support surface for the jack.
In the step 17), if the remaining length of the tunnel to be conducted is less than or equal to the preset tunneling length L, the remaining rock mass is directly hollow and falls off after the tunnel is annularly tunneled, but the total length L of the tunnel to be conducted is shortenedGeneral assemblyPerforming reasonable sectional division and leavingResidual length LRemainder ofAnd at the moment, the end face is annularly tunneled by using the shield tunneling machine, and when the end direction area is tunneled, an auxiliary supporting device needs to be arranged on the periphery of the shield tunneling machine in tunneling to prevent the collapse along with the increase of the volume of the suspended rock body, so that the shield tunneling machine drops along with the hollow rock body.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. A method for conducting a tunnel by a shield tunneling machine with a sectional type section is characterized by comprising the following steps:
step 1) selecting parameters, and determining end surface parameters of a tunnel after the tunnel is excavated and conducted by a shield tunneling machine, selected cutter parameters of the shield tunneling machine and each tunneling parameter of the shield tunneling machine;
step 2) the suspended rock body is hardened into a cantilever beam model, and the product of the approximate end surface of the cantilever beam and the inertia moment of the neutral axis is subjected to square approximation treatment by adopting a two-side approximation method;
step 3) carrying out stress analysis, deflection analysis and corner analysis on the end part of the cantilever beam under the state that the cantilever beam bears self gravity and external load;
step 4) determining the safety factor of the load borne by the cantilever beam according to the material property of the rock material, and determining the load to be applied externally according to the stress, deflection and corner which can be borne by the cantilever beam;
step 5) moving the shield tunneling machine to a specified tunneling area by using auxiliary equipment;
step 6), starting the shield tunneling machine to tunnel along a preset direction;
step 7), filling the crushed stones into a hopper box sequentially through a screw conveyor, a belt conveyor and a hopper car, transferring the hopper box to a crushed stone storage bin sequentially through the hopper car, a battery car, a crane and a transport trolley, and finally conveying the crushed stones to a transport truck through the crushed stone storage bin to be transported to a designated area;
step 8) transporting the duct piece to a region excavated by the shield tunneling machine sequentially through a duct piece transport vehicle, a crane and a duct piece transport trolley, and installing the duct piece in a specified region at the top of the tunnel by using auxiliary equipment;
step 9) if the tunneling length of the shield tunneling machine reaches the preset length of the cantilever beam, stopping tunneling, and moving the shield tunneling machine to the next preset cutting area by using auxiliary equipment, otherwise returning to the step 6) and continuing to execute;
step 10) if the shield tunneling machine finishes the n round end face tunneling of the tunnel, wherein the value of n is n = a x b, and x represents a multiple number, the tunneling depth reaches a preset length, the shield tunneling machine is timely moved out of the tunnel to a designated area by using auxiliary equipment, wherein a and b respectively represent the number of semicircles contained in two adjacent edges of the end face of the cantilever beam after the end face of the tunnel is annularly tunneled by the shield tunneling machine, and otherwise, the step 6 is returned to);
step 11) placing a steel plate on the upper part of the end face of the cantilever beam, installing a jack above the steel plate, and then placing the steel plate on the upper part of the jack;
step 12) if the suspended rock body is broken, continuing to execute the next step, otherwise, returning to the step 11);
step 13) moving the stone crushing impact machine to the region where the suspended rock body is fractured;
step 14), starting a stone crushing impact machine to carry out miniaturization treatment on the suspended fractured rock body;
step 15), the crushed stone impact machine moves the processed crushed stone to a spiral conveyor, then the crushed stone is loaded into a hopper box through the spiral conveyor, a belt conveyor and a trolley in sequence, the hopper box is transferred to a crushed stone storage bin through the trolley, a battery car, a crane and a transport trolley, and finally the crushed stone storage bin conveys the crushed stone to a transport truck to be transported to a designated area;
step 16) moving the stone crusher out of the tunnel to a designated area, then moving the shield tunneling machine to the end face of the section to be generated by using auxiliary equipment, and leveling the end face of the section by using the auxiliary equipment;
step 17) if the residual tunneling length is larger than the length of the cantilever beam, returning to the step 6), and continuing to execute the next step if the residual tunneling length is smaller than or equal to the length of the cantilever beam;
step 18) starting the shield tunneling machine to tunnel according to a preset direction;
step 19) conveying the crushed stones to a hopper car through a screw conveyor and a belt conveyor in sequence, loading the crushed stones into a hopper box, transferring the hopper box to a crushed stone storage bin through the hopper car, a battery car, a crane and a transport trolley in sequence, and finally transferring the crushed stones to a transport truck through the crushed stone storage bin to be transported to a designated area;
step 20) sequentially conveying the duct pieces to an area excavated by the shield tunneling machine through a duct piece conveying truck, a crane and a duct piece conveying trolley, and mounting the duct pieces in a specified area at the top of the tunnel by using auxiliary equipment;
step 21) if the tunnel is partially conducted by the shield tunneling machine, continuing to execute the next step; otherwise, returning to step 18);
step 22) moving the shield tunneling machine to the next preset cutting area by using auxiliary equipment;
step 23) if the shield tunneling machine finishes the tunneling of the nth cutting area, wherein the value of n is n = a × b, and "×" represents a multiplier, continuing to execute the next step; otherwise, returning to step 18);
step 24), after the residual tunnel is conducted by the annular part of the shield tunneling machine, the shield tunneling machine is moved out of the tunnel to a designated area by using auxiliary equipment;
step 25) moving the stone crusher to an area where the rock body falls off;
step 26) starting the stone crushing impact machine to carry out miniaturization treatment on the fallen rock body;
step 27), the crushed stone impact machine moves the processed crushed stone to a spiral conveyor, then the crushed stone is loaded into a hopper box through the spiral conveyor, a belt conveyor and a hopper car in sequence, the hopper box is transferred to a crushed stone storage bin through the hopper car, a battery car, a crane and a transport trolley, and finally the crushed stone storage bin conveys the crushed stone to a transport truck to be transported to a designated area;
step 28) moving the stone crusher and the equipment of the whole transportation system out of the tunnel to a designated area;
and 29) conducting the whole tunnel, and finishing the task execution.
2. The method for conducting a tunnel through a segmented section of a shield tunneling machine according to claim 1, wherein the parameters selected in the step 1) are as follows: firstly, selecting the model of the shield tunneling machine, selecting the diameter d of a cutter head of the shield tunneling machine to be 1 m-1.2 m, and then planning a tunneling area of the shield tunneling machine and setting the tunneling direction of the end face of the shield tunneling machine according to the size of the end face of a tunnel to be tunneled; the mechanical property of the stiffened cantilever beam and the total length L of the tunnel after conduction are combinedGeneral assemblyAnd finally, the length L of the tunnel to be tunneled is processedRemainder ofReasonably dividing the tunneling length l of the shield tunneling machine each time; if the preset length L of each tunneling of the shield tunneling machine is too long, the safety of the shield tunneling machine is not facilitated, if the preset length L is too short, an external load needs to be applied too much, the suspended rock body is not easy to break, and meanwhile, the length L of the tunnel to be tunneled is remained finallyRemainder ofShould be as small as possible to satisfy this requirement to facilitate tunneling.
3. The method for conducting the tunnel through the sectional type section of the shield tunneling machine according to claim 1, wherein in the step 2), the shape of the end face of the suspended rock body is subjected to two-side approximation: firstly, the inertia moment I of the minimum external rectangle of the end surface shape to the neutral axis is calculatedx1Then, the moment of inertia I of the maximum inscribed rectangle of the end face shape to the neutral axis is obtainedx2Then to Ix1And Ix2The product of (a) is subjected to evolution:
wherein, IxI.e. the moment of inertia of the end face of the suspended rock mass to the neutral axis.
4. The method for conducting the tunnel through the sectional type section of the shield tunneling machine according to claim 3, wherein in the step 3), as the end face of the suspended rock body bears the largest load, the method can be obtained by combining the stress characteristics of the cantilever beam, the end face bears the largest stress, the largest deformation and the largest generated corner, and according to the uniform load q and the end load F borne by the equivalent cantilever beam, the analysis process is as follows:
the mass of the cantilever beam, length/is denoted as m and is expressed as follows:
wherein the content of the first and second substances,
which represents the density of the rock body,
the area of the cross-section of the cantilever beam is shown,
the volume of the cantilever beam is shown,
represents the length of the cantilever beam;
maximum stress at the end face of the cantilever:
maximum deflection of cantilever beam end face:
maximum corner at the end face of the cantilever beam:
5. The method of claim 4, wherein in step 4), the maximum value F of the external load required is determinedmaxDuring the process, according to the material property of the rock material, the safety factor n of the load borne by the cantilever beam is determined, and the maximum stress, the maximum deflection and the maximum corner which can be borne by the cantilever beam are determined as follows: [ sigma ]]、[ω]、[θ]Thus, the external load F to be applied is inversely obtained as follows:
from the stress analysis, the deflection analysis and the corner analysis in the step 3), it can be known that:
then:
obtaining:
，
by
，
Then:
，
obtaining:
，
by
，
Then:
obtaining:
in order to enable the end face of the cantilever beam to reach the three critical conditions, the externally applied load is FmaxValues are as follows:
6. the method of claim 5, wherein in step 11), the maximum value F of the external load required is first determined according to step 4)maxDetermining the number of jacks required to be installed; in order to further approach the external load applied by the actual required jack, the gravity G of the steel plate is considered1And the self-gravity G of the jack2On the basis of the above-mentioned construction method, the suspended rock can be actually supported by jackThe end load of the stone body is the maximum value F of the required external loadmaxMinus G1And G2The sum of (1); because the shape of the residual suspended rock body after the shield tunneling machine finishes the end face annular tunneling task is irregular, the steel plate is placed above the end face of the suspended rock body so as to facilitate the installation of the jack, and meanwhile, the jack is convenient to apply external load to the steel plate and transmit the external load to the suspended rock body below.
7. The method for conducting a tunnel through a segmented section of a shield tunneling machine according to claim 6, wherein in the step 17), if the remaining length of the tunnel to be conducted is less than or equal to the preset tunneling length L, the remaining rock mass is directly hollow and falls off after the tunnel ring tunneling, but the total length L of the tunnel to be conducted is determined beforeGeneral assemblyPerforming reasonable sectional division to obtain the residual length LRemainder ofAnd at the moment, the end face is annularly tunneled by using the shield tunneling machine, and when the end direction area is tunneled, an auxiliary supporting device needs to be arranged on the periphery of the shield tunneling machine in tunneling to prevent the collapse along with the increase of the volume of the suspended rock body, so that the shield tunneling machine drops along with the hollow rock body.
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