CN114622926A - Large-span tunnel supporting structure and design method - Google Patents
Large-span tunnel supporting structure and design method Download PDFInfo
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- 238000013461 design Methods 0.000 title claims abstract description 16
- 239000011435 rock Substances 0.000 claims abstract description 36
- 238000009412 basement excavation Methods 0.000 claims abstract description 24
- 238000001125 extrusion Methods 0.000 claims abstract description 9
- 230000002787 reinforcement Effects 0.000 claims description 7
- 238000005553 drilling Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 30
- 239000002689 soil Substances 0.000 abstract description 15
- 230000003014 reinforcing effect Effects 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 4
- 239000011449 brick Substances 0.000 description 3
- 239000004927 clay Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
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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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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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
- E21D11/14—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
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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
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
- E21D21/006—Anchoring-bolts made of cables or wires
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/008—Anchoring or tensioning means
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0086—Bearing plates
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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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
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- Structural Engineering (AREA)
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- Civil Engineering (AREA)
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- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a large-span tunnel supporting structure and a design method thereof, wherein the large-span tunnel supporting structure comprises a plurality of uniformly distributed arch supports, guide holes are connected to two sides of the top ends of the supports, the guide holes are communicated with a tunnel, a stress part is arranged between the two guide holes and used for bearing the transverse extrusion force of the tunnel, transverse load is applied to soil above the tunnel within a certain range, the soil cohesive force and the internal friction angle are increased, the vertical bearing force of arch crown earthing is improved, and an arch crown tensile stress area caused by tunnel excavation is eliminated. The invention has the advantages that: the reinforcing effect on the rock mass is better when the rock mass is loosened, so that the mechanical parameters of the rock mass are improved on the whole; the tunnel structure optimizes more, and the atress performance improves to some extent, supports the pipe curtain structure through the bracing in the advance pilot tunnel of being under construction in advance, has improved the atress performance, and this kind of splayed structure is compared in the self-supporting ability of the better utilization country rock of rectangular structure ability simultaneously, reduces and acts on structurally load.
Description
Technical Field
The invention relates to the technical field of tunnels and underground engineering, in particular to a large-span tunnel supporting structure and a design method.
Background
The supporting structure design and construction method for the tunnel with the extra-large section at home and abroad are mainly based on the principle of the new Austrian's method and carry out secondary expansion according to the general engineering of each tunnel, most of the typical methods applied to the tunnel with the extra-large section at present improve the mechanical property of soil by changing an excavation method by means of the original rock mass, divide the extra-large section into a plurality of tunnels with small sections for construction, enable the excavated section to form a closed structure as fast as possible, and improve the bearing capacity of a bearing body.
Disclosure of Invention
The invention aims to provide a large-span tunnel supporting structure and a design method thereof so as to improve the problems. In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
the application provides a large-span tunnel supporting construction, arch support including a plurality of evenly distributed, the both sides on the top of support all are connected with the pilot tunnel, the pilot tunnel is linked together, two be equipped with atress portion between the pilot tunnel, atress portion is used for bearing the horizontal extrusion force in tunnel.
According to the invention, by applying a transverse load to the soil body in a certain range above the tunnel, the cohesive force and the internal friction angle of the soil body are increased, and the strength of the soil body is improved, so that the load borne by the tunnel supporting structure is reduced, the structure is optimized, the vertical bearing capacity of arch crown earthing is improved, and an arch crown tensile stress area caused by tunnel excavation is eliminated.
By combining the technical scheme, in some possible implementation modes, the stress part comprises the counter-pulling anchor cables and the pipe shed, the counter-pulling anchor cables are connected between the two guide holes, the pipe shed is arranged below the counter-pulling anchor cables, and the pipe shed is erected on the support and between the two guide holes.
By combining the technical scheme provided by the above, in some possible implementation manners, the plurality of counter-pulling anchor cables penetrate through the concrete layer of the pilot tunnel and are fixed on the inner side wall of the pilot tunnel through the anchor heads.
Synthesize the technical scheme that above-mentioned provided, in some possible implementation ways, every all slide on the outer wall of split anchor rope and have the arc, integrated into one piece has the extension board with split stock parallel arrangement on the outer wall of arc, every all have fastening bolt soon on the extension board, evenly distributed has the screw thread mouth with fastening bolt assorted on the outer wall of split stock.
In combination with the technical solutions provided above, in some possible implementation manners, the pilot tunnel includes a first pilot tunnel and a second pilot tunnel, and the first pilot tunnel and the second pilot tunnel are both arranged at an arch-shaped portion of the tunnel.
Synthesize the technical scheme that the aforesaid provided, in some possible implementation, the support is the arch support, the equal fixedly connected with right angle support pole in top both sides of arch support, and the top of two right angle support poles all through supporting horizontal pole fixed connection, the top of supporting the horizontal pole all is connected with the arch support through supporting the montant.
According to the technical scheme, in some possible implementation modes, two rows of drain pipes buried under the ground are arranged under the support, and the drain pipes are connected with the bottom end of the flow guide pipe.
A method for designing a large-span tunnel support, such as a large-span tunnel support structure, comprises the following steps:
s1: excavating the pilot tunnels at two sides of the tunnel by adopting a step method, and grouting small ducts on the arch parts of the pilot tunnels;
s2: additionally arranging a pipe shed in the pilot tunnel, constructing a transverse pipe shed in the pilot tunnel, and grouting in the pipe shed to reinforce a rock mass above the pipe shed;
s3: drilling a plurality of counter-pulling anchor cables between two adjacent pilot tunnels, stretching the counter-pulling anchor cables, and locking the counter-pulling anchor cables through anchor heads;
s4: excavating a tunnel and supporting the tunnel;
s5: and (5) constructing an inverted arch second lining of the tunnel.
By combining the technical scheme provided by the above, in some possible implementation manners, the opposite-pulling anchor cable is reinforced by adopting full-length grouting to reinforce the surrounding rock, and concrete is sprayed at the anchor head on the side wall of the pilot tunnel to reinforce.
According to the technical scheme, in some possible implementation modes, the tunnel is excavated by adopting a subsection excavation method, and primary support is carried out on the vault and the side wall of the tunnel.
The invention has the beneficial effects that: the method has the advantages that the method has good reinforcing effect on the rock mass above the tunnel, adopts the conventional method to perform grouting reinforcement on the stratum and has the defects of unsatisfactory grouting reinforcement effect and difficulty in accurate control of grouting pressure, adopts the optimized scheme of the text to add measures of pipe shed support and prestressed anchor cables on the basis of grouting reinforcement, and has better reinforcing effect on the rock mass when the rock mass is loosened, so that the mechanical parameters of the rock mass are integrally improved; the tunnel structure is more optimized, the stress performance is improved, the pipe curtain structure is supported by the inclined support in the pre-constructed advanced pilot tunnel, the stress performance is improved, and meanwhile, compared with a rectangular structure, the splayed structure can better utilize the self-supporting capacity of surrounding rocks and reduce the load acting on the structure; the construction is simple and convenient and fast, the construction of the structure is also carried out in the advanced pilot tunnel in the design scheme, the engineering quantity is not excessively increased on the whole, the construction difficulty of each procedure is simplified, and the construction is more convenient.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by the practice of the embodiments of the invention. The objectives and other advantages of the invention will be realized and attained by the structure particularly pointed out in the written description and claims hereof as well as the appended drawings.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
Fig. 1 is a schematic overall structure diagram provided in the embodiment of the present invention.
The labels in the figure are: 1. oppositely pulling the anchor cable; 2. an anchor head; 3. a pipe shed; 4. a concrete layer; 5. a first pilot hole; 6. a second pilot hole; 7. a first tunnel; 8. a second tunnel; 9. a third tunnel; 10. a fourth tunnel; 11. a fifth tunnel; 12. a sixth tunnel; 13. and a seventh tunnel.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the present invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures. Meanwhile, in the description of the present invention, the terms "first", "second", and the like are used only for distinguishing the description, and are not to be construed as indicating or implying relative importance.
In the prior art, some scientific research institutions, design units and construction units continue to use the design idea of the extra-large section tunnel construction method, and are continuously innovated and optimized on the basis of the conventional extra-large section tunnel construction method, so that some new tunnel construction methods are provided, such as Munich subway station in Munich subway line section in Germany, and 176m of the maximum excavation section2Width 13.2m, height-to-width ratio minimum 0.5m, using CD and double side wall pit guiding method. English-French-section English-French channel bifurcation tunnel with maximum excavation section of 256.7m2The width is 20.22m, the height is 15.8m, and a double-side wall pit guiding construction method is used. The temperature line west branch tunnel of Zhejiang corridor is excavated with the section up to 252m2The width is 21.2m, the height is 15.4m, the surrounding rock is fine sand, medium sand and tufty clay, and the construction and the mining are carried out by adopting a medium partition (CD) method. The Beijing subway station is a platform with eight-line Wangfu well station buried depth of 7m, station length of 241.4m, width of 32.3m and height of 14.22m, and three-arch two-column island type, the surrounding rock is a permanently fixed river flood-flushing lamination layer, and the construction of excavating a cavern is carried out by adopting underground excavated pile columns, leading tunnels and constructing piles in the tunnels in advance to form a supporting structure. The Beijing subway No. 7 line double-well station is constructed by a subsurface excavation method, and adopts a form of underground two-layer double-column three-span, wherein the length of a station main body is 237.6m, and the width of a standard section is 23.1m, height 16.15m, cross-sectional area 320m2The surrounding rock is IV-class sandy soil and clay, and the PBA construction method is adopted for construction. The station of the big terrace of the second line of the Chongqing light rail is constructed by a subsurface excavation method, the main excavation width is 26.3m, the height is 20.6m, and the section area is 430m2The minimum buried depth is 4m, the surrounding rock is III-type mudstone, the arch part structure is flat, the tunnel span ratio is 0.15-0.5, and a new tunnel construction method that an upper half section side wall pit guiding method is adopted for the first time, a middle groove is firstly excavated on the lower half section side wall, and then a wall is excavated, and then an arch is lined is adopted. The underground excavation section of the Shenyang subway second-number line north station is of a double-layer three-arch two-column structure, and comprises an island type platform, a platform plate width is 13.9m, a burial depth is 6.4m, an excavation width is 26.3m, a height is 16.95m, and a section area is 340m2And constructing by adopting a hole-pile method. The cross-sectional area of the station of the red-flag river channel of the three-line of the Chongqing light rail is 730m2And a new tunnel construction method of reserving the cross-shaped rock beam and rock pillar is adopted.
Example 1:
the invention adopts the principle of transverse extrusion bearing support, improves the vertical bearing capacity by increasing the transverse extrusion, is similar to a brick moving clamp, and improves the vertical bearing capacity when the transverse extrusion force of a rock body is sigmanIf the internal friction angle of the rock mass is phi and the cohesive force of the rock mass is C, the vertical bearing capacity sigma of the rock mass isLCan be calculated as follows:
σL＝σn·tanφ+C
similar to the effect that the friction between bricks is increased by applying a transverse load to a brick clamping tool, an approximation method can be adopted above the tunnel, the soil mass cohesiveness and the internal friction angle are increased by applying the transverse load to the soil mass in a certain range above the tunnel, the self strength of the soil mass is improved, the load borne by a tunnel supporting structure is reduced, and the structure is optimized.
And in order to improve the self bearing capacity of the shallow-buried super-large span tunnel vault surrounding rock, 2 pilot tunnels are dug on two sides of the tunnel, and anchor cables are oppositely pulled through pilot tunnel construction. Wherein, the tunnel vault earthing thickness is h, the ground load is p, the vault earthing volume weight is gamma, the internal friction angle is phi, the cohesive force of the rock mass is C, then the anchor cable prestress FpCalculated as follows:
in the formula, s is the horizontal distance of the anchor cables, wherein the prestress applied to the anchor cables is equivalent to the transverse extrusion force applied to the rock body, so that the vertical bearing capacity of the rock body is improved.
As shown in fig. 1, the embodiment provides a large-span tunnel supporting structure, which comprises a plurality of uniformly distributed arch-shaped supports, and is characterized in that both sides of the top ends of the supports are connected with pilot holes, the pilot holes are communicated with a tunnel, and a stress part is arranged between the two pilot holes and used for bearing the transverse extrusion force of the tunnel.
Preferably, the stress part comprises opposite-pulling anchor cables 1 and pipe sheds 3, the opposite-pulling anchor cables 1 are connected between the two guide holes, the pipe sheds 3 are arranged below the opposite-pulling anchor cables 1, and the pipe sheds 3 are erected on the support and between the two guide holes. The opposite-pull anchor cable 1 anchored on the advanced pilot tunnel at the top of the tunnel structure is arranged through the root, and the compressive stress of the vault earthing is improved by applying the prestress of the anchor cable, so that the vertical bearing capacity of the vault earthing is improved, and a vault tensile stress area caused by tunnel excavation is eliminated.
Preferably, a plurality of counter-pulling anchor cables 1 pass through the concrete layer 4 of the pilot tunnel and are fixed on the inner side wall of the pilot tunnel by anchor heads 2. And after the strength reaches the design requirement, the anchor cable prestress is calculated according to the formula, the counter-pull anchor cable 1 is tensioned, and the counter-pull anchor cable 1 is locked through the anchor head 2.
Preferably, the outer wall of each counter-pull anchor rope 1 is provided with an arc plate in a sliding manner, the outer wall of each arc plate is provided with an extension plate which is arranged in parallel with the counter-pull anchor rod in an integrated manner, each extension plate is provided with a fastening bolt in a screwing manner, and the outer wall of the counter-pull anchor rod is uniformly provided with threaded openings matched with the fastening bolts in a distributed manner. The outer wall of the prestress opposite-pulling anchor cable 1 is fixed with a bearing plate, a threaded opening is formed in the bearing plate, after the opposite-pulling anchor cable 1 is installed, the sliding arc plate is in contact with a rock mass stress ring, a screw-in fastening bolt is connected with the bearing plate to fix the arc plate, and the contact area between the arc plate and the rock mass stress ring is increased to increase the stability of the opposite-pulling anchor rod.
Preferably, the pilot tunnel comprises a first pilot tunnel 5 and a second pilot tunnel 6, the first pilot tunnel 5 and the second pilot tunnel 6 are both arranged at the arch part of the tunnel, and the pilot tunnel is a leading small pilot tunnel.
Preferably, the support is the arch support, the equal fixedly connected with right angle support pole in top both sides of arch support, and the top of two right angle support poles all through supporting horizontal pole fixed connection, and the top of supporting the horizontal pole all is connected with arch support through supporting the montant. Make the device can play the better effect of supporting the tunnel top, can increase the residual space in the tunnel as far as simultaneously for the scope of construction is bigger, can be under the prerequisite of avoiding influencing the construction, hoisting device's the effect of strutting.
Preferably, two rows of drainage pipes buried under the ground are arranged right below the support, and the drainage pipes are connected with the bottom end of the flow guide pipe.
Example 2:
the embodiment provides a large-span tunnel support design method, which comprises the following steps:
s1: excavating the pilot tunnels at two sides of the tunnel by adopting a step method, and grouting small ducts on the arch parts of the pilot tunnels; and excavating advanced pilot tunnels on two sides of the tunnel. According to the tunnel buried depth and the tunnel section size, the excavation position of the small pilot tunnel is determined, when stratum conditions are poor, the step method can be adopted for excavation, supporting structures are constructed while excavation, holes are required to be formed in the positions of the anchor cables and the pipe shed 3 in the small pilot tunnel, the stability of the structure of the pilot tunnel is greatly influenced, small guide pipe grouting reinforcement is required to be carried out at the arch part of the small pilot tunnel for ensuring the stability of the small pilot tunnel, monitoring measurement in the construction process is enhanced, and construction feedback is timely carried out.
S2: additionally arranging a pipe shed 3 in the pilot tunnel, constructing a transverse pipe shed 3 in the pilot tunnel, and grouting in the pipe shed 3 to reinforce rock mass above the pipe shed 3; and constructing a transverse pipe shed 3 in the small pilot tunnel, and grouting to reinforce surrounding rocks. After the strength of the small pilot tunnel reaches the design requirement, an opening is applied to the position of the pipe shed 3 in advance above the top plate of the tunnel structure in the small pilot tunnel, the pipe shed 3 structure is jacked, and a rock mass above the pipe shed 3 is reinforced by grouting in the pipe shed 3, so that the strength of the rock mass is improved. The pipe shed 3 below is propped up with the bracing, prevents that the atress too big leads to the skew of pipe shed 3 and the destruction of structure.
S3: a counter-pull anchor cable 1 is arranged between two adjacent pilot tunnels, a plurality of counter-pull anchor cables 1 are arranged between the two adjacent pilot tunnels, the counter-pull anchor cables 1 are tensioned, and the counter-pull anchor cables 1 are locked through anchor heads 2; a tunnel split anchor lock supporting system comprises a plurality of split anchor cables 1 arranged between adjacent pilot tunnels, the split anchor cables 1 are constructed in advanced pilot tunnels, the anchor cables are reinforced by adopting full-length grouting for surrounding rock reinforcement, concrete is sprayed at the opening of the advanced pilot tunnels for reinforcement after construction, the anchor cables are tensioned according to anchor cable prestress calculated by the formula after the strength meets design requirements, and the anchor cables are locked through steel anchor heads 2.
S4: excavating a tunnel and supporting the tunnel; and after the construction of the upper structure is completed, soil excavation and construction of a supporting structure at the position of the tunnel can be carried out. The excavation method is carried out by adopting a subsection excavation method, firstly, a first tunnel 7 and a second tunnel 8 are excavated, and simultaneously, the primary support of the vault of the tunnel is constructed; excavating soil bodies of a third tunnel 9 and a fourth tunnel 10 at two sides of the middle part under the protection of the upper excavation completion and the vault primary support, and constructing tunnel side wall primary support at the same time; after the excavation is finished, excavating a fifth tunnel 11 in the middle part; and after the excavation of the upper soil body and the construction of the primary supporting structure are finished, excavating a sixth tunnel 12 and a seventh tunnel 13 at the lower part, and constructing an inverted arch of the tunnel.
S5: and after the primary support construction is completely finished, constructing a structural waterproof layer and a secondary lining structure.
Preferably, the anchor cable 1 is reinforced by full-length grouting around the rock and is reinforced by spraying concrete at the anchor head 2 on the side wall of the pilot tunnel.
Preferably, the tunnel is excavated by a segmental excavation method, and the vault and the side walls of the tunnel are preliminary supported.
In conclusion, the tunnel transverse extrusion bearing support structure is composed of the counter-pulling anchor cables 1, the pipe sheds 3, grouting and concrete spraying; firstly, constructing advanced pilot tunnels at two sides of a tunnel, constructing a counter-pull anchor rope 1 and a transverse pipe shed 3 in the pilot tunnels, and grouting arch crown earthing soil by using counter-pull anchor rope 1 holes and the pipe shed 3 to improve the cohesive force and the internal friction angle of the arch crown earthing soil; through many anchor ropes of setting at tunnel structure top anchor on leading pilot tunnel, through applying anchor rope prestressing force, improve the compressive stress of vault earthing, thereby improve the vertical bearing capacity of vault earthing, and eliminate the vault tensile stress district that the tunnel excavation arouses, make advance pilot tunnel in support the pipe curtain structure through the bracing, the atress performance has been improved, this kind of splayed structure simultaneously can be better in the self-supporting ability of utilization country rock in rectangular structure, reduce and be used in structurally load, the implementation of structure has been carried out, see not too increase the engineering volume on the whole, the construction degree of difficulty of each process has been simplified simultaneously, it is more convenient to construct.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings or the orientations or positional relationships that the products of the present invention are conventionally placed in use, and are only used for convenience in describing the present invention and simplifying the description, but do not indicate or imply that the devices or elements referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," "third," and the like are used solely to distinguish one from another and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should also be noted that, unless otherwise explicitly specified or limited, the terms "disposed," "mounted," "connected," and "connected" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
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.
The above description is only for the specific embodiments of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of the changes or substitutions within the technical scope of the present invention, and all the changes or substitutions should be covered within the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. A large-span tunnel supporting structure comprises a plurality of uniformly distributed arch-shaped supports and is characterized in that both sides of the top ends of the supports are connected with pilot holes, the pilot holes are communicated with a tunnel, a stress part is arranged between the two pilot holes and used for bearing the transverse extrusion force of the tunnel.
2. The long-span tunnel supporting structure according to claim 1, wherein: stress part is including drawing anchor rope (1) and pipe canopy (3) to drawing, a plurality of draw anchor rope (1) to drawing and connect two between the guide hole, the below of drawing anchor rope (1) is equipped with pipe canopy (3), pipe canopy (3) erect on the support and two between the guide hole.
3. The long-span tunnel supporting structure according to claim 2, wherein: and the counter-pulling anchor cables (1) penetrate through the concrete layer (4) of the pilot tunnel and are fixed on the inner side wall of the pilot tunnel through anchor heads (2).
4. The large-span tunnel supporting structure of claim 2, wherein: every all slide on the outer wall of split anchor rope (1) has the arc, integrated into one piece has the extension board with split stock parallel arrangement on the outer wall of arc, every fastening bolt has all been revolved on the extension board, evenly distributed has the screw thread mouth with fastening bolt assorted on the outer wall of split stock.
5. The long-span tunnel supporting structure according to claim 1, wherein: the pilot tunnel comprises a first pilot tunnel (5) and a second pilot tunnel (6), and the first pilot tunnel (5) and the second pilot tunnel (6) are both arranged at the arch part of the tunnel.
6. The large-span tunnel supporting structure according to claim 1, wherein: the support is the arch support, the equal fixedly connected with right angle support pole in top both sides of arch support, and the top of two right angle support poles is all through supporting horizontal pole fixed connection, the top of supporting the horizontal pole all is through supporting montant and arch support connection.
7. The long-span tunnel supporting structure according to claim 1, wherein: two rows of drain pipes buried under the ground are arranged under the support, and the drain pipes are connected with the bottom end of the flow guide pipe.
8. A large-span tunnel supporting design method, the large-span tunnel supporting structure of any one of claims 1 to 7, comprising the steps of:
s1: excavating the pilot tunnels at two sides of the tunnel by adopting a step method, and grouting small ducts on the arch parts of the pilot tunnels;
s2: additionally arranging a pipe shed (3) in the pilot tunnel, constructing a transverse pipe shed (3) in the pilot tunnel, and grouting in the pipe shed (3) to reinforce a rock mass above the pipe shed (3);
s3: drilling a counter-pull anchor cable (1) between two adjacent pilot tunnels, namely drilling a plurality of counter-pull anchor cables (1) between two adjacent pilot tunnels, tensioning the counter-pull anchor cables (1), and locking the counter-pull anchor cables (1) through anchor heads (2);
s4: excavating a tunnel and supporting the tunnel;
s5: and (5) constructing an inverted arch second lining of the tunnel.
9. The large-span tunnel support design method according to claim 8, characterized in that: the anchor cable (1) is reinforced by adopting full-length grouting, and concrete is sprayed at the anchor head (2) on the side wall of the pilot tunnel for reinforcement.
10. The large-span tunnel support design method according to claim 8, characterized in that: and excavating the tunnel by adopting a subsection excavation method, and carrying out primary support on the vault and the side wall of the tunnel.
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