CN108756899B - Variable control excavation method for large-deformation tunnel - Google Patents
Variable control excavation method for large-deformation tunnel Download PDFInfo
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 26
- 238000000034 method Methods 0.000 title claims abstract description 25
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 268
- 239000010959 steel Substances 0.000 claims abstract description 268
- 238000010276 construction Methods 0.000 claims abstract description 32
- 210000001503 joint Anatomy 0.000 claims description 10
- 238000003466 welding Methods 0.000 claims description 7
- 238000005520 cutting process Methods 0.000 claims description 5
- 238000005553 drilling Methods 0.000 claims description 3
- 230000002035 prolonged effect Effects 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 239000002131 composite material Substances 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 230000001360 synchronised effect Effects 0.000 description 2
- 241000251468 Actinopterygii Species 0.000 description 1
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 229910052799 carbon Inorganic materials 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000009440 infrastructure construction Methods 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000007363 ring formation reaction Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000002352 surface water Substances 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
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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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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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
- 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
- E21D11/28—Longitudinal struts, i.e. longitudinal connections between adjoining arches
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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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- Architecture (AREA)
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- Lining And Supports For Tunnels (AREA)
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Abstract
The invention provides a large deformation tunnel variable control excavation method, which optimizes a section, adjusts the structural contour curvature, adopts an arch part as a single-center circle, adopts a side wall as a large-radius arc, and connects an inverted arch and the side wall by using a small-radius arc; optimizing a steel frame combination form, reasonably selecting gradual-change reserved deformation, particularly applying the deformation between the excavation interfaces of the first layer and the second layer according to the deformation of 25cm, and increasing the linear curvature of the deformation; the middle step adopts a 6.5m long anchor rod to replace a temporary inverted arch, and passive constraint is converted into active constraint; a rice-shaped I18 longitudinal beam is additionally arranged between the steel frames; and aiming at special geological conditions, the length and the height of the step are reasonably selected. The problems that a conventional construction method has great construction risk when being used for constructing the mountain tunnel with the geological condition, the construction risk is not controllable, the construction period is prolonged to a certain extent and the like are solved. The invention belongs to the field of tunnel construction.
Description
Technical Field
The invention relates to a large-deformation tunnel change control method, and belongs to the technical field of tunnel underground construction engineering.
Background
With the acceleration of infrastructure construction in China and the massive construction of tunnel engineering, large deformation caused by various special geology is inevitably dealt with. The landform and the geomorphic conditions of the mountain tunnel passing through the fault weak zone are generally zones where surface water is easy to collect, the excavation of the currently constructed Lixiang railway Zong Si tunnel reveals that the tunnel is carbon shale, the compression and shear strength is low, the tunnel is easy to soften when meeting water and has no self-stability, and the primary support is detached and replaced due to large deformation of surrounding rocks, so that the construction risk is increased to a great extent.
However, in the prior art, a construction method capable of controlling and changing construction of a large deformation tunnel is lacked, and because the geological condition of a tunnel passing through a mountain is very special, the number of construction methods available for reference is very small, and the construction of the mountain tunnel with the geological condition by adopting a conventional construction method has a great construction risk, the construction risk is also extremely uncontrollable, and the construction period is prolonged to a certain extent.
Disclosure of Invention
The invention aims to: the method is used for solving the problems that a conventional construction method has great construction risk when being used for constructing the mountain tunnel with the geological condition, the construction risk is not controllable, the construction period is prolonged to a certain extent and the like.
In order to solve the problems, the variable control excavation method for the large-deformation tunnel is supposed to be adopted,
① optimizing the section, adjusting the curvature of the structure, adopting the arch as a single-center circle, the side wall as a large-radius arc with the diameter of 725 plus 730cm, and the inverted arch and the side wall connected by a small-radius arc with the diameter of 290 plus 300 cm;
②, optimizing a steel frame combination form, reasonably selecting gradual change reserved deformation, especially applying deformation between the first layer excavation interface and the second layer excavation interface according to 25cm, increasing deformation linear curvature to 1.65-1.69 times of conventional curvature, ensuring that the weak stress positions of steel frame connecting plates are closely attached, and the steel frame has a smooth contour after being formed into a ring;
③, replacing a temporary inverted arch with a 6.5m long anchor rod in the middle step, and converting passive constraint into active constraint;
④ A M-shaped I18 longitudinal beam is additionally arranged between steel frames;
⑤ the length and height of the steps are chosen according to special geological conditions.
Furthermore, the optimized steel frame combination form meets the design contour requirement, the curvature linearity straight connection of each step is ensured, and particularly the connection of the excavation interfaces of the first layer and the second layer is smooth with the connection of the deformed form;
further, the 6.5m long anchor rod of the middle step lags behind 2 excavation cycles to complete, and the operation space of a drilling machine is ensured;
furthermore, the M-shaped I18 longitudinal beams between the steel frames and the primary support system are synchronously completed and are firmly welded with the front and rear steel frames;
further, the length and the height of the step are reasonably selected, and the step is dynamically adjusted by combining the actual water section and the actual water-free section;
the'm' -shaped I18 longitudinal beam comprises I-shaped steel, the I-shaped steel is I18I-shaped steel, steel arch frames in a tunnel are distributed at equal intervals along the length direction of the tunnel, two sections of I-shaped steel are obliquely arranged between every two adjacent steel arch frames, the distance between every two adjacent steel arch frames is 50cm, the length of each two adjacent steel arch frames is 71cm, two ends of the I-shaped steel are processed into 45-degree oblique angles which are parallel to each other, two ends of the I-shaped steel are welded to the side walls of the steel arch frames in an attaching mode, the distance between the lower end of the I-shaped steel and the arch springing of the steel arch frames is 50cm, the arch springing is the bottom of the steel arch frames, adjacent three steel arch frames are used as a group, and the three steel arch frames are.
Still including the splice bar, the splice bar is 25mm straight thread reinforcing bar, length 85cm, the slant is provided with two sections splice bars between two adjacent steel arches, the both ends of splice bar are fixed in respectively on two adjacent steel arches, use adjacent three steel arches to be a set of, three steel arch is through the four sections splice bar fixed connection that becomes X type distribution setting, the connected mode of steel arch and splice bar is single face welding, welded length is for with steel arch overlap joint length, the bottom welded fastening of steel arch has the steelframe connecting plate, the upside that lies in the steelframe connecting plate on the steel arch is fixed with lock foot anchor pipe, the I-steel sets up in the upside of lock foot anchor pipe, the splice bar sets up in the upside of I-steel.
② in the optimized steel frame combination form, the concrete butt joint steps of the steel frame connecting plates are as follows:
the method comprises the following steps: the deformation rule is collected on the construction site, the deformation of the primary support steel frame is determined, and then the pre-change value of the steel frame connecting member is determined;
step two: the method comprises the following steps of (1) carrying out bevel connection processing on a steel frame at the joint of a B unit steel frame and a C unit steel frame before construction, and specifically comprises the following steps: at the joint of the steel frame connecting plate and the steel frame body, cutting an oblique port of the steel frame body by taking the outer side of the steel frame body as an opening end, cutting the oblique port to the inner side of the steel frame body, and then re-welding the steel frame connecting plate and the end part of the cut steel frame body, so that the steel frame connecting plate at the end part of the steel frame body has a new oblique angle, and the B unit steel frame and the C unit steel frame are two sections of steel frames which are sequentially butted at the lower end of an A unit steel frame serving as a vault in a tunnel primary support steel frame;
step three: excavating the tunnel and carrying out primary support on the upper part of the tunnel which is excavated preferentially, namely installing an A unit steel frame and a B unit steel frame;
step four: continuing to excavate the tunnel, A unit steelframe and B unit steelframe take place to warp and are stable gradually, then, after tunnel middle part excavation was accomplished, at the lower extreme butt joint C unit steelframe of B unit steelframe can, at this moment, because A unit steelframe and B unit steelframe take place to warp and stable, when B unit steelframe and C unit steelframe butt joint, the circular arc that the two formed is mellow and smooth.
The concrete butt joint structure of the steel frame connecting plate comprises a B unit steel frame, the B unit steel frame is a unit steel frame butt-jointed with two ends of an A unit steel frame serving as a vault in a tunnel primary support steel frame, the B unit steel frame comprises an arc-shaped steel frame body and a steel frame connecting plate, an inclined opening is obliquely cut in the end portion of the steel frame body, the open end of the inclined opening is formed in the outer side of the steel frame body, the tail end of the inclined opening extends to the inner side of the steel frame body, the inner side and the outer side of the end portion of the steel frame body are made to have a length difference of 1.5-2.5cm through the inclined opening, and the steel frame connecting plate is welded and fixed with the.
Compared with the prior art, the invention has the following advantages:
1. the section curvature is adjusted, the steel frame combination form is optimized, the stress is more uniform and reasonable, the pressure resistance is enhanced, the deformation is reduced, and the safety risk is reduced;
2. selecting the gradually-changed reserved deformation amount to enable the connecting plates at nodes with larger deformation (particularly at the excavation interface of the first layer and the second layer) to be closely attached, so that the shearing resistance is improved, and the connection quality is ensured;
3. the middle step adopts the 6.5m long anchor rod to replace the temporary inverted arch, changes passive constraint into active constraint, removes the limitation of synchronous operation, increases the operation space, improves the construction progress, controls horizontal convergence deformation, has simple and clear design and definite stress of the whole anchor rod, is simple and convenient to operate, saves the construction time, and has very important practical significance for tunnel construction.
Drawings
FIG. 1 is a cross-sectional optimization of the present invention;
FIG. 2 is a step assembly of the present invention;
FIG. 3 is a schematic view of a connection structure of a'm' type I18 longitudinal beam;
FIG. 4 is a diagram of the form of the optimized steel frame assembly of the present invention;
FIG. 5 is a schematic structural diagram of the unit B steel frame after the bevel opening is cut and B, C unit steel frames are directly butted before construction;
FIG. 6 is a schematic structural diagram of a B unit steel frame before bevel opening cutting;
fig. 7 is a schematic structural diagram of the B-unit steel frame after the bevel opening is cut.
Wherein, the reference numbers: 1-upper step, 2-middle step, 201-middle step (left), 202-middle step (right), 3-lower step, 301-lower step (left), 302-lower step (right), 4-inverted arch primary support;
6-full-ring primary support, 7-reserved deformation, 8-composite lining, 9-inner rail top, 10-inverted arch lining, 101-cable trough and ditch
11-A unit steel frame, 21-B unit steel frame, 211-steel frame body (B unit steel frame), 221-steel frame connecting plate (B unit steel frame), 231-bevel (B unit steel frame), 31-C unit steel frame, 41-D unit steel frame, 51-E unit steel frame, 61-F unit steel frame, 71-gradual reserved amount, 81-composite lining;
501-I-shaped steel, 502-steel arch, 503-connecting steel bars, 504-locking anchor pipes and 505-steel frame connecting plates.
Detailed Description
To make the objects, technical solutions and advantages of the present invention clearer, the present invention will be further described in detail with reference to the accompanying drawings, and it should be understood that the specific embodiments described herein are only for explaining the present invention and are not intended to limit the present invention.
Example (b):
referring to fig. 1 to 5, the embodiment provides a large deformation tunnel variable control excavation method, which includes the following steps:
① optimizing section, adjusting structure contour curvature, adopting arch part as single center circle, side wall as large radius arc (R726cm), connecting inverted arch and side wall with small radius arc (R295cm), having reasonable shape adapting stress flow and deformation, to make structure stress and surrounding rock stable in favorable condition, making its stress more reasonable, to satisfy design clearance requirement.
②, optimizing a steel frame combination form, reasonably selecting gradual change reserved deformation, especially applying deformation of 25cm between a first layer excavation interface and a second layer excavation interface, increasing deformation linear curvature to 1.657 times of conventional curvature, wherein the conventional curvature is 438, the curvature is 726, the weak stress part of a steel frame connecting plate is ensured to be closely attached, the steel frame is smooth in contour after ring formation, and deformation pressure is uniformly resisted, so that the stress state is more reasonable, the local stress is prevented from being uneven, the deformation is intensified and protruded outwards, the optimized steel frame combination form meets the design contour requirement, the curvature of each step is ensured to be linear and smooth, especially the connection between the first layer excavation interface and the second layer excavation interface is smooth in connection with the deformed form;
referring to the attached drawings 2 to 5, a concrete butt joint structure of steel frame connecting plates is constructed according to the attached drawing 1, firstly A, B unit steel frames are constructed, the structure is stable after the construction is completed, two ends of a B unit steel frame can be retracted to the butt joint part with the upper end of a C unit steel frame in the attached drawing 1, the structure comprises a B unit steel frame 21, the B unit steel frame 21 is a unit steel frame which is butted with two ends of an A unit steel frame 11 which is used as a vault in a tunnel primary support steel frame, the B unit steel frame 21 comprises an arc-shaped steel frame body 211 and a steel frame connecting plate 221, an inclined opening 231 (a pre-variable steel frame outer inclined opening) is obliquely cut at the end part of the steel frame body 211, the opening end of the inclined opening 231 is arranged at the outer side of the steel frame body 41, the tail end of the inclined opening 231 extends to the inner side of the steel frame body 41, the inner side and the outer side of the end part of the steel frame body 211 have a length difference of 1.5-2., the steel frame connecting plate 221 is welded and fixed to the end of the steel frame body 211 after the bevel opening 231 is cut.
The method for butting the reserved deformation units of the large-deformation tunnel steel frame by using the structure comprises the following steps:
the method comprises the following steps: the deformation rule is collected on the construction site, the deformation of the primary support steel frame is determined, and then the pre-change value of the steel frame connecting member is determined;
step two: the method specifically comprises the following steps of (1) carrying out bevel connection processing on a steel frame at the joint of the B unit steel frame 21 and the C unit steel frame 31 before construction: at the joint of the steel frame connecting plate 221 and the steel frame body 211, the steel frame body 211 is cut with the outer side of the steel frame body 211 as an open end to form a bevel 231 (the outer side of the steel frame body 211 is the side facing the wall, and the inner side is the side facing the passage), the bevel 231 is cut to the inner side of the steel frame body, then the cut steel frame body 211 part connected with the fish steel frame connecting plate 221 is cut from the steel frame connecting plate 221, and then the steel frame connecting plate 221 and the cut end of the steel frame body 211 are welded again, so that the steel frame connecting plate 221 at the end of the steel frame body 211 has a new bevel angle, the B unit steel frame 21 and the C unit 31 are two sections of steel frames which are butted in turn at the lower end of the a unit steel frame 11 serving as the vault in the tunnel support initial stage, and unit steel frames such as A, B, C are the conventional names in the field (the B unit steel frame 21 and the, if the two steel frame connecting plates 221 at the butt joint position are not processed in the second step, the arc formed by the two steel frame connecting plates is smooth and round, and meets the original processing design requirement of the steel frame);
step three: excavating the tunnel and carrying out primary support on the upper part of the tunnel which is excavated preferentially, namely installing an A unit steel frame 11 and a B unit steel frame 21;
step four: and (2) continuing excavating the tunnel, wherein the A unit steel frame 11 and the B unit steel frame 21 are deformed and gradually stabilized, and then after the middle part of the tunnel is excavated, the lower end of the B unit steel frame 21 is butted with the C unit steel frame 31, at the moment, because the A unit steel frame 11 and the B unit steel frame 21 are deformed and stabilized, and when the B unit steel frame 21 and the C unit steel frame 31 are butted, the circular arcs formed by the B unit steel frame 11 and the C unit steel frame 31 are smooth and round.
③, replacing the temporary inverted arch with a 6.5m long anchor rod in the middle step, finishing the 6.5m long anchor rod of the middle step after 2 excavation cycles, ensuring the operation space of the drilling machine, converting passive constraint into active constraint, removing the limitation of synchronous operation, increasing the operation space, promoting the construction progress and controlling horizontal convergence deformation;
④ A M-shaped I18 longitudinal beam is added between steel frames, the M-shaped I18 longitudinal beam between the steel frames and a primary support system are synchronously completed, and the longitudinal beam and the front and rear steel frames are firmly welded to restrain each other and bear force integrally;
referring to the attached drawing 1, a'm' -shaped I18 longitudinal beam comprises I-beams 501, the I-beams 501 are I18I-beams, steel arch frames 502 in a tunnel are distributed at equal intervals along the length direction of the tunnel, two sections of the I-beams 501 are obliquely arranged between every two adjacent steel arch frames 502, the distance between every two adjacent steel arch frames 502 is 50cm, the length of each two adjacent steel arch frames is 71cm, two ends of each I-beam 501 are machined to form 45-degree oblique angles which are parallel to each other, two ends of each I-beam 501 are welded to the side walls of the corresponding steel arch frame 502 in an attached mode, the distance between the lower end of each I-beam 501 and the arch foot of the corresponding steel arch frame 502 is 50cm, the arch feet are the bottoms of the corresponding steel arch frames, the three adjacent steel arch frames 502 are taken as a group, and the three steel arch frames.
The steel arch truss structure is characterized by further comprising connecting steel bars 503, the connecting steel bars 503 are straight thread steel bars with the length of 25mm and are 85cm, two sections of the connecting steel bars 503 are obliquely arranged between every two adjacent steel arch trusses 502, two ends of the connecting steel bars 503 are respectively fixed on the two adjacent steel arch trusses 502, the three adjacent steel arch trusses 502 are taken as a group, the three steel arch trusses 502 are fixedly connected through four sections of the connecting steel bars 503 which are distributed in an X shape, the connecting mode of the steel arch trusses 502 and the connecting steel bars 503 is single-side welding, the welding length is the length overlapped with the steel arch trusses 502, a steel frame connecting plate 505 is fixedly welded at the bottom of each steel arch 502, a locking anchor pipe 504 is fixedly arranged on the upper side of the connecting plate 505 on each steel arch 502, the steel frame 501 is arranged on the upper side of the locking anchor pipe.
⑤ the length and height of the step are chosen reasonably according to special geological conditions, and the step is closed into a ring as early as possible and should be dynamically adjusted by combining the actual water section and the water-free section.
Claims (6)
1. A large deformation tunnel variable control excavation method is characterized by comprising the following specific steps:
① optimizing the section, adjusting the curvature of the structure, adopting the arch as a single-center circle, the side wall as a large-radius arc with the diameter of 725 plus 730cm, and the inverted arch and the side wall connected by a small-radius arc with the diameter of 290 plus 300 cm;
②, optimizing a steel frame combination form, reasonably selecting gradual change reserved deformation, performing excavation on the first layer and the second layer according to deformation of 25cm, increasing deformation linear curvature to 1.65-1.69 times of conventional curvature, ensuring that the stress weak part of the steel frame connecting plate is closely attached, and the steel frame has a smooth contour after being formed into a ring;
the specific butt joint steps of the steel frame connecting plates are as follows:
the method comprises the following steps: the deformation rule is collected on the construction site, the deformation of the primary support steel frame is determined, and then the pre-change value of the steel frame connecting member is determined;
step two: the method comprises the following steps of (1) carrying out bevel connection processing on a steel frame at the joint of a B unit steel frame and a C unit steel frame before construction, and specifically comprises the following steps: at the joint of the steel frame connecting plate and the steel frame body, cutting an oblique port of the steel frame body by taking the outer side of the steel frame body as an opening end, cutting the oblique port to the inner side of the steel frame body, and then re-welding the steel frame connecting plate and the end part of the cut steel frame body, so that the steel frame connecting plate at the end part of the steel frame body has a new oblique angle, and the B unit steel frame and the C unit steel frame are two sections of steel frames which are sequentially butted at the lower end of an A unit steel frame serving as a vault in a tunnel primary support steel frame;
step three: excavating the tunnel and carrying out primary support on the upper part of the tunnel which is excavated preferentially, namely installing an A unit steel frame and a B unit steel frame;
step four: continuously excavating the tunnel, wherein the A unit steel frame and the B unit steel frame are deformed and gradually stabilized, and then after the middle part of the tunnel is excavated, the lower end of the B unit steel frame is butted with the C unit steel frame;
③, replacing a temporary inverted arch with a 6.5m long anchor rod in the middle step, and converting passive constraint into active constraint;
④ A M-shaped I18 longitudinal beam is additionally arranged between steel frames;
⑤ the length and height of the steps are chosen according to special geological conditions.
2. The large deformation tunnel controlled-change excavation method of claim 1, wherein the method comprises the following steps: the 6.5m long anchor rod of the middle step lags behind 2 excavation cycles to complete, and the operation space of the drilling machine is ensured.
3. The large deformation tunnel controlled-change excavation method of claim 1, wherein the method comprises the following steps: the cross-shaped I18 longitudinal beams between the steel frames and the primary support system are synchronously completed and are firmly welded with the front and rear steel frames.
4. The large deformation tunnel controlled-change excavation method of claim 1, wherein the method comprises the following steps: the'm' -shaped I18 longitudinal beam comprises I-shaped steel (501), wherein the I-shaped steel (501) is I18I-shaped steel, steel arch frames (502) in a tunnel are distributed at equal intervals along the length direction of the tunnel, two sections of the I-shaped steel (501) are obliquely arranged between every two adjacent steel arch frames (502), the distance between every two adjacent steel arch frames (502) is 50cm, the length of every two adjacent steel arch frames is 71cm, two ends of the I-shaped steel (501) are processed into 45-degree oblique angles which are parallel to each other, two ends of the I-shaped steel (501) are welded on the side wall of each steel arch frame (502) in an attaching mode, the distance between the lower end of the I-shaped steel (501) and the arch foot of each steel arch frame (502) is 50cm, the arch foot is the bottom of each steel arch frame, the three adjacent steel arch frames (502) are taken as a group, and the three steel arch frames (502) are fixedly.
5. The large deformation tunnel controlled-change excavation method of claim 4, wherein the method comprises the following steps: the steel arch truss structure further comprises connecting steel bars (503), the connecting steel bars (503) are straight thread steel bars with the length of 25mm and the length of 85cm, two sections of the connecting steel bars (503) are obliquely arranged between two adjacent steel arch trusses (502), two ends of each connecting steel bar (503) are respectively fixed on the two adjacent steel arch trusses (502), three adjacent steel arches (502) are taken as a group, the three steel arches (502) are fixedly connected through four sections of connecting steel bars (503) which are distributed in an X shape, the connecting mode of the steel arches (502) and the connecting steel bars (503) is single-side welding, the welding length is the overlapping length with the steel arches (502), a steel frame connecting plate (505) is fixedly welded at the bottom of the steel arches (502), a locking anchor pipe (504) is fixed on the upper side of the steel frame connecting plate (505) on the steel arches (502), the I-shaped steel (501) is arranged on the upper side of the lock pin anchor pipe (504), and the connecting steel bar (503) is arranged on the upper side of the I-shaped steel (501).
6. The large deformation tunnel controlled-change excavation method of claim 1, wherein the method comprises the following steps: the specific butt joint structure of the steel frame connecting plates comprises a B unit steel frame (21), wherein the B unit steel frame (21) is a unit steel frame which is in butt joint with two ends of an A unit steel frame (11) serving as a vault in a tunnel primary support steel frame, the B unit steel frame (21) comprises an arc-shaped steel frame body (211) and a steel frame connecting plate (221), an inclined opening (231) is obliquely cut at the end part of the steel frame body (211), the open end of the inclined opening (231) is arranged on the outer side of the steel frame body (41), the tail end of the inclined opening (231) extends to the inner side of the steel frame body (41), the inner side and the outer side of the end part of the steel frame body (211) are enabled to have a length difference of 1.5-2.5cm through the opening of the inclined opening (231), and the steel frame connecting plate (221) is welded and fixed with the end part of.
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|---|---|---|---|---|
| DE3743202A1 (en) * | 1987-12-19 | 1989-06-29 | Kordes & Partner Beratende Ing | Control of pipe advances by means of asymmetrical longitudinal prestressing |
| KR100323151B1 (en) * | 1999-12-31 | 2002-02-06 | 조영동 | Tunnel blasting method with large empty holes and pre-splitting of circular cut |
| CN103244146A (en) * | 2013-05-14 | 2013-08-14 | 中铁二十一局集团第四工程有限公司 | Construction method for steel frame connection in tunnel anchor-plate retaining |
| CN104405399B (en) * | 2014-09-18 | 2017-05-31 | 中铁建大桥工程局集团第二工程有限公司 | One kind passes through drift sand stratum tunnel excavation support body engineering method |
| CN106761769B (en) * | 2016-11-23 | 2019-01-29 | 长安大学 | A kind of construction technology of big cross section large-deformation tunnel in soft rock |
| CN107725058B (en) * | 2017-09-05 | 2019-03-29 | 长安大学 | The large deformation control method of chlorite schist stratum list hole Three-Lane Highway Tunnel |
| CN107725071B (en) * | 2017-09-05 | 2019-04-05 | 长安大学 | The large deformation control method of chlorite quartz-schist stratum longspan tunnel |
| CN207377571U (en) * | 2017-11-10 | 2018-05-18 | 中铁二十四局集团安徽工程有限公司 | Extension type cross preliminary bracing structure |
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2018
- 2018-06-11 CN CN201810595766.7A patent/CN108756899B/en active Active
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