CN116220740B - Transverse advanced support design method for backward tunnel of non-pilot multi-arch tunnel - Google Patents
Transverse advanced support design method for backward tunnel of non-pilot multi-arch tunnel Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 39
- 238000013461 design Methods 0.000 title claims abstract description 16
- 239000002689 soil Substances 0.000 claims abstract description 66
- 238000009412 basement excavation Methods 0.000 claims abstract description 8
- 238000010586 diagram Methods 0.000 claims description 35
- 239000011435 rock Substances 0.000 claims description 28
- 238000007906 compression Methods 0.000 claims description 20
- 230000006835 compression Effects 0.000 claims description 19
- 238000004458 analytical method Methods 0.000 claims description 11
- 238000004364 calculation method Methods 0.000 claims description 6
- 238000013459 approach Methods 0.000 claims description 3
- 238000009933 burial Methods 0.000 claims description 3
- 238000001125 extrusion Methods 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 17
- 230000000694 effects Effects 0.000 abstract description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 3
- 201000010099 disease Diseases 0.000 abstract 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 abstract 1
- 238000005336 cracking Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
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- 239000004927 clay Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
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- 239000010959 steel Substances 0.000 description 1
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Classifications
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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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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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
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
In recent years, the tunnel without the middle guide multi-arch is widely applied due to the advantages of small occupied area, high space utilization rate, high construction work efficiency, no consideration of an exit roadbed and the like, the front hole of the tunnel without the middle guide multi-arch is subjected to single-hole stress when being excavated, when the rear hole is constructed, the original mechanical state of the front hole is broken, and the stress at the joint of the two holes is concentrated, so that the front hole lining structure is cracked, water leakage, block dropping and other diseases are caused, the tunnel construction progress is seriously influenced, and the later operation safety is threatened. The invention provides a design method of a transverse advance support of a backward hole of a non-middle-guide multi-arch tunnel, which aims to reduce deformation additional stress during the excavation of the backward hole and influence of a triangular load on two holes and a joint point of the two holes by utilizing the soil arch effect formed by an advance pipe shed, thereby optimizing the stress state of a structure and ensuring the construction safety of the tunnel.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a method for designing a transverse advance support of a backward tunnel of a non-middle-guide multi-arch tunnel.
Background
In recent years, the construction technology of the multi-arch tunnel is mature, and a plurality of multi-arch tunnels without middle guide are formed. The multi-arch tunnel without the middle guide has the advantages of small occupied area, high space utilization rate, high construction work efficiency, no consideration of an exit roadbed and the like. The preceding hole and the following hole of the tunnel without the middle guide multi-arch are tightly connected, when the preceding hole is excavated, the preceding hole is stressed by a single hole, and the stress state of the structure is stable; however, when the back hole is constructed, the original mechanical state of the front hole is easily broken by the construction of the back hole, and the stress concentration at the lap joint of the front hole and the back hole easily causes damages such as cracking and water leakage of the lining structure of the front hole, even falling of a wall body and the like, thereby seriously affecting the construction progress of the tunnel and threatening the later operation safety.
Disclosure of Invention
The invention provides a design method of a transverse advance support of a backward hole of a non-middle-guide multi-arch tunnel, which aims to reduce deformation additional stress during the excavation of the backward hole and influence of a triangular load on two holes and a joint point of the two holes by utilizing the soil arch effect formed by an advance pipe shed, thereby optimizing the stress state of a structure and ensuring the construction safety of the tunnel.
The invention adopts the technical scheme that:
a transverse advance support of a non-pilot multi-arch tunnel backward hole, which comprises a transverse advance pipe shed; the transverse advance pipe shed comprises a plurality of grouting pipes, and the grouting pipes are driven into surrounding rock in a transverse equidistant coaxial inclined arrangement mode from an arch shoulder of one side of the advance hole close to the backward hole before secondary lining of the advance hole is applied; grouting is carried out through the grouting pipe, so that the slurry and the surrounding rock form a rigid body with high rigidity together, and meanwhile, a soil arch is formed between the rigid bodies.
Further, the soil arch is in a sector shape as a whole, and a triangular compression area is formed at the arch feet at two sides.
Further, a distance of one time of grouting radius is reserved at the nearest position of the grouting pipe to the top of the rear traveling hole.
Further, a fracture surface is established by an internal friction angle of surrounding rock based on a side arch foot of the preceding hole, and the length of the grouting pipe penetrating through the fracture surface is at least 1m.
The design method of the transverse advance support of the middle-guide-free multi-arch tunnel backward hole is based on the transverse advance support of the middle-guide-free multi-arch tunnel backward hole, and comprises the following steps:
step 1, drawing a section size diagram of a preceding hole according to the actual excavation size of the preceding hole, and drawing a section size diagram of a tunnel without a middle guide multi-arch according to the design size of a succeeding hole on the basis of the section size diagram of the preceding hole;
step 2, on the sectional dimension diagram of the tunnel without the middle guide multi-arch, establishing a fracture surface by taking one arch foot of a preceding hole as a basis and passing through an internal friction angle of surrounding rock;
step 3, determining the angle and the length of the transverse advance pipe shed on the cross section size diagram of the non-middle-guide multi-arch tunnel and the horizontal plane projection diagram of the non-middle-guide multi-arch tunnel based on the position of the fracture surface;
step 4, according to the surrounding rock condition and the burial depth of the tunnel, obtaining the surrounding rock cohesive force c, and calculating the grouting radius r of the pipe shed and the surrounding rock pressure at the two overlapping points of the tunnel;
and 5, carrying out mechanical analysis based on the grouting radius r, and determining the vector width L of the bearing soil arch formed between grouting pipes, namely the distance between the grouting radii, so as to determine the distance between the grouting pipes which are coaxially and obliquely arranged at equal intervals in the transverse direction.
Further, the angle determination of the transverse advance pipe shed in the step 3 comprises the angle determination on a vertical plane and a horizontal plane, and specifically comprises the following steps:
step 3.1, on a tunnel section dimension diagram without a middle guide chain arch, finding a position point A suitable for mechanical work at an arch shoulder of a front hole close to a rear hole side, and determining an angle beta 1 of the front hole in a vertical plane and a vertical distance H between a pipe shed dead point of the front pipe shed and a horizontal plane based on the principle that a distance which is one time of a grouting radius is reserved at the position, closest to the top of the rear hole, of the front pipe shed based on the point A;
step 3.2, drawing a horizontal plane projection diagram of the non-middle-guide-arch tunnel on the basis of a vertical plane angle beta 1 of the transverse lead pipe shed, and determining an angle beta 2 of the transverse lead pipe shed on the horizontal plane on the basis of a point A and a length of at least 1m of the grouting pipe passing through a fracture surface on the basis of the point A on the horizontal plane projection diagram of the non-middle-guide-arch tunnel, wherein the value range of the angle beta 2 is more than or equal to 30 degrees and less than or equal to 45 degrees, and meanwhile, the plane projection length LB of the transverse lead pipe shed on the plane diagram is obtained on the horizontal plane projection diagram of the non-middle-guide-arch tunnel;
and 3.3, calculating the actual length LC of the transverse advance pipe shed by the Pythagorean theorem based on the vertical distance H between the pipe shed dead point of the transverse advance pipe shed and the horizontal plane and the plane projection length LB of the transverse advance pipe shed on the plane view.
Further, in the step 5, after grouting each grouting pipe of the transverse advance pipe shed, forming a rigid body with the diameter of B in a rock-soil body, wherein B=2r; performing mechanical analysis to obtain the minimum clear distance L of the rigid body min And a maximum clear distance L max The minimum clearance L between the rigid bodies of the vector width L forming the bearing soil arch between the grouting pipes min And a maximum clear distance L max And the design requirements are met.
Further, the mechanical analysis process is as follows:
and 5.1, forming a bearing soil arch with the vector height F and the vector width L between the two rigid bodies under the action of extrusion deformation force of the loose rock-soil body outside the rigid bodies, wherein the soil arch is in a parabolic form, and the formula is as follows:
y＝4Fx 2 /L 2 ,0≤x≤L/2
due to the compression of the rock and soil mass, a triangular compression area is formed at the arch foot of the soil arch;
step 5.2, simplifying the rigid body into a rectangle, and calculating the thickness of the soil arch through a formula (1):
wherein B is the thickness of the soil arch, B is the diameter of the rigid body, theta is the included angle between the triangular compression zone and the rectangular rigid body, and delta is the included angle between the high line of the triangular compression zone and one side line;
step 5.3, calculating the axial compressive stress sigma on the triangular compression area high-line section PQ through a formula (2) with the axial compressive stress sigma;
wherein N is the axle center pressure acting on the arch ring cross section PQ at the arch springing, q is the load born by the soil arch, namely the total value of the uniformly distributed pressure q1 and the loose load qz of the triangular area at the two holes;
from the theory of moire coulomb intensity, when the arch foot breaks down:
in the method, in the process of the invention,the internal friction angle of the surrounding rock is alpha, which is the included angle between the arch leg of the preceding hole and the horizontal direction;
performing trigonometric operation on the formula (2), wherein the operation process is as shown in the formula (4):
in order to obtain the maximum clear distance of the rigid body, the deflection of the formula (4) is obtained to obtain the soil arch sagittal-span ratio:
step 5.4, maximum clear distance L of rigid body max The process of the calculation is as follows:
substituting formula (5) into formula (4) to obtain the axial compressive stress taking the maximum clear distance of the rigid body as follows:
according to the moire coulomb criterion of unidirectional compression state:
wherein c is the cohesive force of the rock-soil body;
substituting formula (7) into formula (6) to obtain maximum clear distance L of rigid body max ；
Step 5.5 minimum clear distance L of rigid body min The process of the calculation is as follows:
when the soil arches to rise F>>At L, formula (4) approaches a maximum valueThe clearance of the rigid body is at the lowest limit, and the minimum clearance L of the rigid body can be calculated by the same method min ；
Step 5.6 when the clear distance of the rigid body is smaller than L min The pipe shed is wasted, so that the clear distance L of the rigid body meets L min <L<L m ax The pipe shed spacing B+L can be satisfied min <B+L<B+L max And (3) obtaining the product.
The beneficial effects of the invention are as follows:
before the back hole is dug, the transverse pipe shed improves the surrounding rock condition at the top of the back hole arch and the joint point of the two holes on the macro scale through reinforcement arch function and grouting, and plays a role in advanced support of the front hole.
When the backward hole is excavated, the rock-soil body near the transverse pipe shed is grouted to form a rigid body with larger rigidity, the arch crown rock-soil body which is relatively displaced and extruded to deform due to the excavation of the backward hole and the rigid body form a soil arch, and the soil arch transfers the load received by the soil arch to the rigid body at the arch foot position, so that the soil arch capable of bearing a certain load is formed between the transverse pipe shed.
When the transverse pipe sheds are continuously arranged at a certain interval in the axial direction of the tunnel, the arch crown of the backward hole and the overlapping point of the two holes form a continuous soil arch, so that the influence of deformation additional stress and triangular area load on the overlapping point of the two holes when the backward hole is dug is reduced, the stress state of the structure is optimized, and the construction safety of the tunnel is ensured.
Drawings
FIG. 1 is a cross-sectional view of a non-pilot multi-arch tunnel of the present invention;
FIG. 2 is a horizontal projection view of a non-pilot multi-arch tunnel according to the present invention;
FIG. 3 is a schematic illustration of the soil arching effect principle of the present invention;
FIG. 4 is a schematic illustration of the force principle of the soil arch springing of the present invention;
in FIGS. 1-2, 1-pilot hole, 2-post hole, 3-grouting pipe, 4-fracture surface, 5-soil arch, 6-compression zone.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. It will be apparent that the described embodiments are only some, but not all, embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without any inventive effort, are intended to be within the scope of the invention.
Aiming at the problems that the original mechanical state of a preceding hole of a non-middle-guide multi-arch tunnel is easy to be broken by a following hole construction, and stress concentration is easy to cause damages such as cracking and water leakage of a lining structure of the preceding hole, even falling of a wall body and the like, the construction progress of the tunnel is seriously influenced and the later operation safety is threatened, the embodiment provides the transverse advanced support of the following hole of the non-middle-guide multi-arch tunnel, and the transverse advanced support of the following hole of the non-middle-guide multi-arch tunnel reduces the influence of deformation additional stress and triangular load on the two holes and the joint point of the two holes when the following hole is dug by utilizing the soil arch effect formed by an advanced pipe shed, so that the stress state of the structure is optimized, and the construction safety of the tunnel is ensured.
Specifically, as shown in fig. 1, the left side of the figure is a pre-excavated hole 1, the right side is a post-hole 2 which is pre-constructed with the pre-hole 1, and in this embodiment, a transverse pre-pipe shed is designed at a arch shoulder a of the pre-hole 1, which is close to the post-hole 2, before the pre-hole 1 is secondarily lined; as shown in fig. 1 and 2, the transverse forepoling shed comprises seven grouting pipes 3, and the seven grouting pipes 3 are driven into surrounding rock in a transverse equidistant coaxial inclined arrangement mode; as shown in fig. 3, grouting is performed through the grouting pipe 3, so that the slurry and the surrounding rock form a rigid body with high rigidity, meanwhile, a soil arch 5 is formed between the rigid bodies, the soil arch 5 is in a fan shape as a whole, and triangular compression areas 6 are formed at arch feet on two sides.
The principle of the transverse advanced support of the backward tunnel of the non-middle-guide multi-arch tunnel is as follows:
before the back-going hole 2 is excavated, the transverse pipe shed improves the surrounding rock condition at the vault of the back-going hole 2 and the lap joint of the two holes on a macroscopic scale through reinforcement arch function and grouting, and plays a role in advanced support of the front-going hole 1. When the backward hole 2 is excavated, a rigid body with larger rigidity is formed by grouting the rock-soil body near the transverse pipe shed, a soil arch 5 is formed between the arch-roof rock-soil body which is relatively displaced and extruded and deformed due to the excavation of the backward hole 2, and the soil arch 5 transfers the load to the rigid body at the arch foot position, so that the soil arch 5 capable of bearing a certain load is formed between the transverse pipe sheds. When the transverse pipe sheds are continuously arranged at a certain interval in the axial direction of the tunnel, the arch crown of the backward hole 2 and the overlapping points of the two holes form a continuous soil arch 5, so that the influence of deformation additional stress and triangular area load on the overlapping points of the two holes during excavation of the backward hole 2 is reduced, the stress state of the structure is optimized, and the construction safety of the tunnel is ensured.
Based on the transverse advance support structure of the non-middle-guide multi-arch tunnel backward hole, the embodiment also provides a design method of the transverse advance support of the non-middle-guide multi-arch tunnel backward hole, and the method can establish a transverse advance pipe shed structure in the same type of non-middle-guide multi-arch tunnel construction, optimize the stress state of the structure, ensure the construction safety of the tunnel, and specifically comprises the following steps:
step 1, drawing a section size diagram of a preceding hole 1 according to the actual excavation size of the preceding hole 1, and drawing a section size diagram of a non-middle-guide multi-arch tunnel according to the design size of a following hole 2 on the basis of the section size diagram of the preceding hole 1, wherein the section size diagram of the non-middle-guide multi-arch tunnel is shown in fig. 1.
Step 2, as shown in FIG. 1, on the cross-section size diagram of the non-pilot arch tunnel, the inner friction angle of the surrounding rock is passed on the basis of the arch foot at one side of the pilot hole 1Establishing a fracture surface 4, wherein the fracture surface 4 and the arch springing of the preceding hole 1 form +.>Is included in the plane of the first part;
and 3, drawing a horizontal plane projection diagram of the non-middle-guide-arch tunnel through a cross-section size diagram of the non-middle-guide-arch tunnel based on the position of the fracture surface 4, wherein the horizontal plane projection diagram of the non-middle-guide-arch tunnel is shown in fig. 2, and in the diagram, line segments B, C, D, E, F, G and H are projections of seven grouting pipes 3 on the horizontal plane.
Because each grouting pipe 3 of the transverse forepoling shed is driven into surrounding rock from the arch shoulder of one side of the leading hole 1, which is close to the trailing hole 2, in a three-dimensional space at a certain inclination angle, the angle and the length of the transverse forepoling shed need to be determined on the cross section dimension diagram of the non-middle-guide continuous arch tunnel and the horizontal plane projection diagram of the non-middle-guide continuous arch tunnel.
The angle determination of the transverse advance pipe shed comprises the angle determination on a vertical plane and a horizontal plane, and specifically comprises the following steps of:
step 3.1, on a cross section dimension diagram of the non-middle-guide-arch tunnel, namely in fig. 1, a position point A suitable for mechanical work at an arch shoulder position of a front hole 1, which is close to one side of a rear hole 2, is found, and based on the point A as a reference, the angle beta 1 of the transverse front pipe shed on a vertical plane and the vertical distance H between a pipe shed dead point of the transverse front pipe shed and a horizontal plane are determined on the basis of the principle that a distance of one time of grouting radius r is reserved at the position of the transverse front pipe shed, which is closest to the top of the rear hole 2;
step 3.2, based on the angle beta 1 of the transverse forepoling shed on the vertical plane, on the horizontal plane projection view of the non-middle-guide continuous arch tunnel, namely in fig. 2, based on the principle that the length of the grouting pipe 3 passing through the fracture surface 4 is at least 1m by taking the point A as a reference, determining the angle beta 2 of the grouting pipe on the horizontal plane, wherein the value range of the beta 2 is more than or equal to 30 degrees and less than or equal to 45 degrees, and simultaneously, on the horizontal plane projection view of the non-middle-guide continuous arch tunnel, namely in fig. 2, obtaining the plane projection length LB of the transverse forepoling shed on the plane view;
step 3.3, calculating the actual length LC of the transverse advance pipe shed based on the vertical distance H between the pipe shed dead point of the transverse advance pipe shed and the horizontal plane and the plane projection length LB of the transverse advance pipe shed on the plane diagram by the Pythagorean theorem, and the actual length of the pipe shed
And 4, obtaining the surrounding rock cohesive force c according to the surrounding rock condition and the burial depth of the tunnel, and calculating the grouting radius r of the pipe shed and the surrounding rock pressure q at the two overlapping points of the tunnel.
And 5, carrying out mechanical analysis based on the grouting radius r, and determining the vector width L of the bearing soil arch 5 formed between the grouting pipes 3, namely the interval between the grouting radii, so as to determine the interval size of the grouting pipes 3 which are coaxially and obliquely arranged at equal intervals in the transverse direction.
In order for those skilled in the art to understand the method for designing the transverse advance support of the rear tunnel of the non-pilot arch tunnel and perform the corresponding design through the mechanical analysis described in the present embodiment, the mechanical analysis based on the grouting radius r is described in detail in the present embodiment:
in step 5, as shown in fig. 3, each grouting pipe 3 of the pipe shed transverse advance pipe shed forms a rigid body with a diameter of B in the rock-soil body after grouting, wherein b=2r; the purpose of the mechanical analysis is to obtain a minimum clear distance L of the rigid body min And a maximum clear distance L max The minimum clearance L between the rigid bodies is formed by the vector width L of the bearing soil arch 5 between the grouting pipes 3 min And a maximum clear distance L max And the design requirements are met.
The mechanical analysis process is as follows: as shown in fig. 3, the loose rock-soil body outside the rigid bodies acts between the two rigid bodies under the action of extrusion deformation force to form a bearing soil arch 5 with the vector height of F and the vector width of L, and the soil arch 5 is in a parabolic form, and the formula is as follows:
y＝4Fx 2 /L 2 ,0≤x≤L/2
due to the compression of the rock-soil mass, a triangular compression zone 6 is formed at the foot of the soil arch 5.
As shown in fig. 4, the rigid body is simplified to be rectangular, and the thickness of the soil arch 5 is calculated by the formula (1):
wherein B is the thickness of the soil arch 5, B is the diameter of the rigid body, θ is the included angle between the triangular pressed region 6 and the rectangular rigid body, and δ is the included angle between the high line of the triangular pressed region 6 and one side line.
The axial compressive stress on the high-line section PQ of the triangular compression area 6 is sigma, and the axial compressive stress is sigma and is calculated by a formula (2);
where N is the axial pressure acting on the arch ring cross section PQ at the arch springing, and q is the sum of the load applied to the earth arch 5, i.e. the uniform pressure q1 and the loose load qz at the triangular area of the two-hole roof, as shown in fig. 3.
From the theory of moire coulomb intensity, when the arch foot breaks down:
in the method, in the process of the invention,the internal friction angle of the surrounding rock is alpha, which is the included angle between the arch springing of the preceding hole 1 and the horizontal direction.
Performing trigonometric operation on the formula (2), wherein the operation process is as shown in the formula (4):
in order to obtain the maximum clear distance of the rigid body, the deflection guide of the (4) is carried out to obtain the soil arch 5 sagittal ratio:
maximum clear distance L of rigid body max The process of the calculation is as follows:
substituting formula (5) into formula (4) to obtain the axial compressive stress taking the maximum clear distance of the rigid body as follows:
according to the moire coulomb criterion of unidirectional compression state:
wherein c is the cohesive force of the rock-soil body.
Substituting formula (7) into formula (6) to obtain maximum clear distance L of rigid body max ；
Minimum clear distance L of rigid body min The process of the calculation is as follows:
when the soil arch is 5 sagittal height F>>At L, formula (4) approaches a maximum valueThe clearance of the rigid body is at the lowest limit, and the minimum clearance L of the rigid body can be calculated by the same method min ；
When the clear distance of the rigid body is smaller than L min The transverse advance pipe shed is wasted, so that the clear distance L of the rigid body meets L min <L<L max The pipe shed spacing B+L can be satisfied min <B+L<B+L max And (3) obtaining the product.
In order to verify the feasibility of the design method of the transverse advanced support of the backward tunnel of the non-pilot multi-arch tunnel, the following actual verification is carried out: taking a Yunnan non-middle-conduction multi-arch tunnel as an example, the entrance of the tunnel is shallow buried with the buried depth of about 20m, the covering layer is powdery clay, and the gravity gamma is 19.3kN/m 3 The cohesion c is 32.7kPa, the internal friction angle phi is 20.1 DEG, and the vertical load q applied to the tunnel is 479.03 kN/square meter. The transverse advance pipe shed adopts 76X 6mm steel flower pipes.
And setting the grouting radius r of the pipe shed to be 0.3m, wherein the diameter B of the rigid body is 0.6m, the included angle beta 1 of the transverse advance pipe shed and the horizontal plane is 15 degrees, and the angle beta 2 of the transverse advance pipe shed on the horizontal plane is 40 degrees.
The vertical distance H=2.86 m between the pipe shed dead point of the transverse advance pipe shed and the horizontal plane, and the plane projection length LB=13.92 m of the transverse advance pipe shed on the plane view; actual length LC of pipe shed:
for ease of construction, LC takes 15m, according to formula (8), maximum clear distance L of pipe shed max Minimum clear distance L min The method comprises the following steps:
maximum center-to-center spacing B+L of pipe shed min =0.23+0.6=0.83 m, minimum center-to-center spacing b+l max ＝0.115+0.6＝0.715m。
The foregoing has shown and described the basic principles, principal features and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, and that the above embodiments and descriptions are merely illustrative of the principles of the present invention, and various changes and modifications may be made without departing from the spirit and scope of the invention, which is defined in the appended claims. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (4)
1. The design method of the transverse advanced support of the backward hole of the non-middle-guide multi-arch tunnel is based on the transverse advanced support of the backward hole of the non-middle-guide multi-arch tunnel and is characterized by comprising the following steps of:
the transverse advance support of the backward tunnel of the non-middle-guide multi-arch tunnel comprises a transverse advance pipe shed; the transverse advance pipe shed comprises a plurality of grouting pipes, and the grouting pipes are driven into surrounding rock in a transverse equidistant coaxial inclined arrangement mode from an arch shoulder of one side of the advance hole close to the backward hole before secondary lining of the advance hole is applied; grouting is carried out through a grouting pipe, so that the slurry and surrounding rock form a rigid body with high rigidity together, and a soil arch is formed between the rigid bodies;
the design method comprises the following steps:
step 1, drawing a section size diagram of a preceding hole according to the actual excavation size of the preceding hole, and drawing a section size diagram of a tunnel without a middle guide multi-arch according to the design size of a succeeding hole on the basis of the section size diagram of the preceding hole;
step 2, on the sectional dimension diagram of the tunnel without the middle guide multi-arch, establishing a fracture surface by taking one arch foot of a preceding hole as a basis and passing through an internal friction angle of surrounding rock;
step 3, determining the angle and the length of the transverse advance pipe shed on the cross section size diagram of the non-middle-guide multi-arch tunnel and the horizontal plane projection diagram of the non-middle-guide multi-arch tunnel based on the position of the fracture surface;
the angle determination of the transverse advance pipe shed in the step 3 comprises the angle determination on a vertical plane and a horizontal plane, and specifically comprises the following steps:
step 3.1, on a tunnel section dimension diagram without a middle guide chain arch, finding a position point A suitable for mechanical work at an arch shoulder of a front hole close to a rear hole side, and determining an angle beta 1 of the front hole in a vertical plane and a vertical distance H between a pipe shed dead point of the front pipe shed and a horizontal plane based on the principle that a distance which is one time of a grouting radius is reserved at the position, closest to the top of the rear hole, of the front pipe shed based on the point A;
step 3.2, drawing a horizontal plane projection diagram of the non-middle-guide-arch tunnel on the basis of a vertical plane angle beta 1 of the transverse lead pipe shed, and determining an angle beta 2 of the transverse lead pipe shed on the horizontal plane on the basis of a point A and a length of at least 1m of the grouting pipe passing through a fracture surface on the basis of the point A on the horizontal plane projection diagram of the non-middle-guide-arch tunnel, wherein the value range of the angle beta 2 is more than or equal to 30 degrees and less than or equal to 45 degrees, and meanwhile, the plane projection length LB of the transverse lead pipe shed on the plane diagram is obtained on the horizontal plane projection diagram of the non-middle-guide-arch tunnel;
step 3.3, calculating the actual length LC of the transverse advance pipe shed by Pythagorean theorem based on the vertical distance H between the pipe shed dead point of the transverse advance pipe shed and the horizontal plane and the plane projection length LB of the transverse advance pipe shed on the plane view;
step 4, according to the surrounding rock condition and the burial depth of the tunnel, obtaining the surrounding rock cohesive force c, and calculating the grouting radius r of the pipe shed and the surrounding rock pressure at the two overlapping points of the tunnel;
step 5, carrying out mechanical analysis based on grouting radii r, and determining the vector width L of a bearing soil arch formed between grouting pipes, namely the distance between the grouting radii, so as to determine the distance between the grouting pipes which are coaxially and obliquely arranged at equal intervals in the transverse direction;
in the step 5, after grouting of each grouting pipe of the transverse advance pipe shed, a rigid body with the diameter of B is formed in a rock-soil body, and B=2r; carrying out mechanical analysis to obtain a minimum clear distance Lmin and a maximum clear distance Lmax of the rigid body, wherein the vector width L of the bearing soil arch formed between grouting pipes is between the minimum clear distance Lmin and the maximum clear distance Lmax of the rigid body, namely, the vector width L meets the design requirement;
the mechanical analysis process is as follows:
and 5.1, forming a bearing soil arch with the vector height F and the vector width L between the two rigid bodies under the action of extrusion deformation force of the loose rock-soil body outside the rigid bodies, wherein the soil arch is in a parabolic form, and the formula is as follows:
y＝4Fx 2 /L 2 ,0≤x≤L/2
due to the compression of the rock and soil mass, a triangular compression area is formed at the arch foot of the soil arch;
step 5.2, simplifying the rigid body into a rectangle, and calculating the thickness of the soil arch through a formula (1):
wherein B is the thickness of the soil arch, B is the diameter of the rigid body, theta is the included angle between the triangular compression zone and the rectangular rigid body, and delta is the included angle between the high line of the triangular compression zone and one side line;
step 5.3, calculating the axial compressive stress sigma on the triangular compression area high-line section PQ through a formula (2) with the axial compressive stress sigma;
wherein N is the axle center pressure acting on the arch ring cross section PQ at the arch springing, q is the load born by the soil arch, namely the total value of the uniformly distributed pressure q1 and the loose load qz of the triangular area at the two holes;
from the theory of moire coulomb intensity, when the arch foot breaks down:
in the method, in the process of the invention,the internal friction angle of the surrounding rock is alpha, which is the included angle between the arch leg of the preceding hole and the horizontal direction;
performing trigonometric operation on the formula (2), wherein the operation process is as shown in the formula (4):
in order to obtain the maximum clear distance of the rigid body, the deflection of the formula (4) is obtained to obtain the soil arch sagittal-span ratio:
step 5.4, maximum clear distance L of rigid body max The process of the calculation is as follows:
substituting formula (5) into formula (4) to obtain the axial compressive stress taking the maximum clear distance of the rigid body as follows:
according to the moire coulomb criterion of unidirectional compression state:
wherein c is the cohesive force of the rock-soil body;
substituting formula (7) into formula (6) to obtain maximum clear distance L of rigid body max ；
Step 5.5 minimum clear distance L of rigid body min The process of the calculation is as follows:
when the soil arches to rise F>>At L, formula (4) approaches a maximum valueThe clearance of the rigid body is at the lowest limit, and the minimum clearance L of the rigid body can be calculated by the same method min ；
Step 5.6 when the clear distance of the rigid body is smaller than L min The pipe shed is wasted, so that the clear distance L of the rigid body meets L min <L<L max The pipe shed spacing B+L can be satisfied min <B+L<B+L max And (3) obtaining the product.
2. The method for designing the transverse advance support of the backward tunnel of the non-pilot arch tunnel according to claim 1, wherein the method comprises the following steps: the soil arch is in a sector shape as a whole, and triangular compression areas are formed at arch feet on two sides.
3. The method for designing the transverse advance support of the backward tunnel of the non-pilot arch tunnel according to claim 1, wherein the method comprises the following steps: and a distance of one time of grouting radius is reserved at the nearest position of the grouting pipe to the top of the rear traveling hole.
4. The method for designing a transverse forepoling for a rear tunnel of a non-pilot arch tunnel according to claim 3, wherein: the crack surface is established by the internal friction angle of surrounding rock based on the arch foot at one side of the advance hole, and the length of the grouting pipe penetrating through the crack surface is at least 1m.
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