CN113417662B - Tunnel excavation supporting method - Google Patents
Tunnel excavation supporting method Download PDFInfo
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- CN113417662B CN113417662B CN202110902172.8A CN202110902172A CN113417662B CN 113417662 B CN113417662 B CN 113417662B CN 202110902172 A CN202110902172 A CN 202110902172A CN 113417662 B CN113417662 B CN 113417662B
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 48
- 238000000034 method Methods 0.000 title claims abstract description 28
- 239000004567 concrete Substances 0.000 claims abstract description 57
- 238000010276 construction Methods 0.000 claims abstract description 52
- 239000004568 cement Substances 0.000 claims abstract description 19
- 239000011435 rock Substances 0.000 claims abstract description 14
- 239000012744 reinforcing agent Substances 0.000 claims abstract description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 10
- 239000003638 chemical reducing agent Substances 0.000 claims abstract description 7
- 239000004576 sand Substances 0.000 claims abstract description 7
- 239000011378 shotcrete Substances 0.000 claims abstract description 7
- 239000002689 soil Substances 0.000 claims abstract description 4
- 238000005507 spraying Methods 0.000 claims description 19
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 229920000858 Cyclodextrin Polymers 0.000 claims description 7
- GSEJCLTVZPLZKY-UHFFFAOYSA-N Triethanolamine Chemical compound OCCN(CCO)CCO GSEJCLTVZPLZKY-UHFFFAOYSA-N 0.000 claims description 7
- HFHDHCJBZVLPGP-UHFFFAOYSA-N schardinger α-dextrin Chemical compound O1C(C(C2O)O)C(CO)OC2OC(C(C2O)O)C(CO)OC2OC(C(C2O)O)C(CO)OC2OC(C(O)C2O)C(CO)OC2OC(C(C2O)O)C(CO)OC2OC2C(O)C(O)C1OC2CO HFHDHCJBZVLPGP-UHFFFAOYSA-N 0.000 claims description 7
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 claims description 6
- 229910021487 silica fume Inorganic materials 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 239000003623 enhancer Substances 0.000 claims 1
- 230000002787 reinforcement Effects 0.000 claims 1
- 238000012423 maintenance Methods 0.000 abstract description 2
- 230000000052 comparative effect Effects 0.000 description 4
- 239000004744 fabric Substances 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 238000007599 discharging Methods 0.000 description 2
- 239000010720 hydraulic oil Substances 0.000 description 2
- 238000002955 isolation Methods 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 239000002994 raw material Substances 0.000 description 2
- 230000001360 synchronised effect Effects 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000009432 framing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000013468 resource allocation Methods 0.000 description 1
- 238000005070 sampling Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000011144 upstream manufacturing Methods 0.000 description 1
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
-
- 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
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
-
- 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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a tunnel excavation supporting method, which comprises S1, upper step arc pilot tunnel advance support, excavation and primary support; s2, excavating the two sides of the lower step in a staggered mode, and constructing primary supports of side walls on the two sides; s3, excavating core soil; s4, primary support of an inverted arch; the concrete adopted for the primary support in the steps S1, S2 and S4 comprises the following components in parts by weight: 100-150 parts of cement, 300-450 parts of sand, 500-600 parts of stones, 2-2.5 parts of water reducing agent and 20-30 parts of reinforcing agent. The invention improves the strength and the concrete time of the concrete and improves the stability of excavation support through the improvement of the concrete components, and compared with the traditional tunnel excavation support method in the construction of V-type surrounding rocks, the invention has the advantages of shorter maintenance time of the concrete, shortened construction period, less consumption of sprayed concrete and reduced construction cost.
Description
Technical Field
The invention belongs to the technical field of supporting, and particularly relates to a tunnel excavation supporting method.
Background
The hydraulic tunnel is generally deeply buried and is a long tunnel, the geological condition is complex to pass through, after the tunnel is excavated, the stress of rock around the tunnel can be subjected to secondary redistribution, the stress concentration condition can occur at certain parts, and when the stress exceeds the bearing range of the rock, the large deformation damage can occur, so that the stability of surrounding rock is reduced. The problems are particularly obvious when the tunnel passes through geological regions such as soft rock and the like.
The tunnel with the large section of the deeply buried soft rock is generally excavated by a step method (generally comprising an upper section and a lower section, wherein the upper section is excavated after a certain length is excavated) or a subsection excavation method (generally comprising a left section, a right section, an upper section and a lower section, and subsection excavation is advanced), and the stability of a cavern is ensured by advanced supports (advanced ducts, pipe sheds and the like) or timely-applied strong supports (steel arch supports, mortar anchor rods, sprayed concrete and the like). Whether the bench method or the subsection excavation method is adopted, different construction stages and construction steps have different degrees of influence on the stability of the cavern.
CN102003187A discloses a construction method for excavation and support of a deep-buried soft rock large tunnel bottom, which includes the following steps: a. sequentially arranging an upper half-section mortar anchor rod, an upper half-section steel arch frame and a concrete spray layer in the excavated upper half-section cavity; b. pre-stressed anchor rods are respectively arranged at the arch shoulder, the waist and the arch foot of the upper half-section cavern; c. implementing foundation anchor bar piles at arch foot parts on two sides of the upper half-section cavern; d. adopting a left-right framing mode to carry out bottom-falling excavation on the lower half-section cavity to form an annular supporting whole; e. and repeating the steps in sequence until the whole tunnel is communicated. Before the bottom excavation of the large soft rock tunnel, the upper half section and the lower half section of the tunnel chamber are respectively reinforced in advance in a targeted manner by adopting the foundation anchor rod piles and the prestressed anchor rods, then the bottom excavation of the lower half section tunnel chamber is carried out in a left-right amplitude division manner, the vertical legs of the steel arch frame of the upper half section are timely led in, and the full-section supporting arch frame is closed to form an annular supporting whole body, so that the adverse deformation and the collapse damage of the surrounding rock of the tunnel in the bottom excavation process are effectively limited, and the integral stability and safety of the surrounding rock of the tunnel are ensured.
The diversion tunnel is an important underground engineering building, and the rationality of tunnel excavation supporting construction is directly related to the safety of tunnel construction, so that a tunnel excavation supporting method with good stability, short construction period and reasonable cost is needed to be provided.
Disclosure of Invention
In order to solve the technical problems, the invention provides a tunnel excavation supporting method, which has the advantages that excavation and lining construction are synchronously carried out, the time interval between excavation and lining construction is shortened, the time of occupying the construction period of lining construction is reduced, the safety of a permanent structure of a tunnel can be constructed as early as possible, and the construction period of the tunnel can be shortened.
In order to achieve the purpose, the invention adopts the following technical scheme:
a tunnel excavation supporting method is used for synchronous construction of excavation and lining, and comprises the following steps:
s1, performing advanced support, excavation and primary support on an upper step arc pilot tunnel;
s2, excavating and constructing primary supports of side walls on two sides in a staggered mode on two sides of a lower step: excavating an upper step and a lower step at a distance of 15m;
s3, excavating core soil;
s4, primary support of an inverted arch;
s5, inverted arch pouring: constructing an inverted arch following an excavation surface, controlling the construction to be more than 40m, and performing full-width one-time construction on the inverted arch by adopting a hydraulic inverted arch trestle;
the inverted arch concrete pouring has three layers: c30 lining concrete with the thickness of 500mm, backfilling C20 concrete, leveling and road surface concrete; when the inverted arch construction is carried out, a layer of color strip cloth is paved on the surface of the C30 lining concrete after the pouring of the concrete is finished, and C20 concrete is continuously poured on the color strip cloth for isolation; pouring the pavement concrete after the tunnel construction is finished;
the inverted arch lining concrete wall foot template adopts an arc-shaped steel mould, is supported on a hydraulic inverted arch trestle by a hydraulic oil cylinder, is convenient to install and disassemble, is formed by pouring lining concrete at one time, a construction joint is arranged above a side wall by 20cm, and a rubber stop belt is arranged between two pouring sections according to design requirements;
the concrete pouring adopts direct discharging and warehousing, and adopts a bar vibrator and a flat vibrator to vibrate and compact;
after the strength is 7 days, moving the hydraulic inverted arch trestle to perform the next section of construction;
s6, laying a waterproof layer, and pouring a secondary lining for the whole section of the lining trolley for one time: after the inverted arch is constructed, manually laying a waterproof plate and binding reinforcing steel bars by using an operation platform, then carrying out secondary lining by using a lining trolley, and carrying out one-step integral pouring construction on the arch wall;
wherein the preliminary bracing sequence in the steps S1, S2 and S4 is as follows: primarily spraying concrete, arranging anchor rods, erecting steel arch frames, hanging reinforcing mesh and spraying concrete again; the concrete comprises the following components in parts by weight: 100-150 parts of cement, 300-450 parts of sand, 500-600 parts of stones, 2-2.5 parts of water reducing agent and 20-30 parts of reinforcing agent.
Preferably, the reinforcing agent consists of silica fume, triethanolamine, 782 type cement accelerator and cyclodextrin; further preferably, the mass ratio of the silica fume, the triethanolamine, the 782-type cement accelerator and the cyclodextrin is 3-5:1-2:1:0.5 to 1; most preferably 4:1.5:1:1.
preferably, the thickness of the primary sprayed concrete is 5-8cm.
Preferably, the thickness of the re-sprayed concrete is 18-22cm.
Preferably, the small lead pipe in the advance support is a phi 42 small lead pipe, and L =5.0m, the distance is 0.3m, and the row distance is 3m.
Preferably, the anchor rod is a phi 25-7 hollow grouting anchor rod, L =4.5m, arranged in a quincunx shape, and the row spacing is 1.0m.
Preferably, the steel arch is an I20a steel arch, the row spacing is 0.5m, and the C25 connecting rib @100mm.
Preferably, the reinforcing mesh is a phi 8 reinforcing mesh sheet, and @200 × 200mm.
The invention also provides application of the tunnel excavation supporting method in V-type surrounding rock construction.
The invention has the beneficial effects that:
(1) The tunnel excavation supporting method improves the strength and the concrete time of the concrete through the improvement of the concrete components, improves the stability of the excavation supporting, and shortens the curing time of the concrete.
(2) The invention has the advantages that the excavation and lining construction are synchronously carried out, the time interval between the excavation and lining construction is shortened, the time of the construction period occupied by the lining construction is reduced, namely, the permanent structure of the tunnel is constructed as soon as possible, the safety is ensured, and the construction period of the tunnel can be shortened.
Detailed Description
The embodiments of the present invention are described below with reference to specific embodiments, and other advantages and effects of the present invention will be easily understood by those skilled in the art from the disclosure of the present specification. The invention is capable of other and different embodiments and of being practiced or of being carried out in various ways, and its several details are capable of modification in various respects, all without departing from the spirit and scope of the present invention.
The sources of the raw materials used in the present invention are not limited, and the raw materials used in the present invention are all those commonly available in the art unless otherwise specified.
A branch tunnel from the high State to the Hejiang of Hejiang province in Maoming City (called a high crane water delivery trunk for short) is used as a project of a Guangdong water resource allocation engineering test section in the Bay of the North of the Anhua city, and is positioned at the 5km north side of the segment where the high crane water delivery trunk passes through the Hejiang province in Hejiang province, and a branch tunnel port is positioned in the mountain depression of the right Lingjiang river of 6km of the upstream of the Hejiang gate dam. The Hejiang branch tunnel is mainly used as a stepping, slag discharging and feeding channel of main tunnel shield equipment, and is also used as a standby channel for processing a fault fracture zone of the main tunnel. The branch tunnel inlet elevation is 36.0m, the main tunnel elevation at the intersection of the branch tunnel and the branch tunnel is-5.0 m, the branch tunnel inclined length is about 677.94m, the longitudinal slope is about 6.54%, the net section size is 8.0m multiplied by 8.0m (width multiplied by height), and the building grade is 4. The pile number HZ0+097.00-HZ0+469.00, the length 472m and the V-type surrounding rock are divided into 5 sections, the construction method is respectively adopted for subsection construction, and the deformation of 80-120mm is reserved for each section of excavation.
Embodiment 1 a tunnel excavation supporting method, including the steps of:
s1, performing advanced support, excavation and primary support on an upper step arc pilot tunnel;
s2, excavating the two sides of the lower step in a staggered mode, and constructing primary supports of side walls on the two sides; excavating an upper step and a lower step, wherein the distance between the upper step and the lower step is 15m;
s3, excavating core soil;
s4, primary support of an inverted arch;
s5, inverted arch pouring: the construction of an inverted arch following the excavation surface is controlled to be more than 40m, and the construction of the inverted arch adopts a hydraulic inverted arch trestle to carry out full-width one-time construction;
the inverted arch concrete pouring has three layers: c30 lining concrete with the thickness of 500mm, backfilling C20 plain concrete, leveling and paving pavement concrete; when the inverted arch construction is carried out, a layer of color strip cloth is paved on the surface of the C30 lining concrete after the pouring of the concrete is finished, and C20 concrete is continuously poured on the color strip cloth for isolation; pouring the pavement concrete after the tunnel construction is finished;
the inverted arch lining concrete wall foot template adopts an arc-shaped steel mould, is supported on a hydraulic inverted arch trestle by a hydraulic oil cylinder, is convenient to install and disassemble, is formed by pouring lining concrete at one time, a construction joint is arranged above a side wall by 20cm, and a rubber stop belt is arranged between two pouring sections according to design requirements;
the concrete pouring adopts direct unloading and warehousing, and adopts a bar vibrator and a flat vibrator for vibration compaction;
after the strength of 7 days, moving the hydraulic inverted arch trestle to carry out the next section of construction;
s6, laying a waterproof layer, and pouring a secondary lining for the full section of the lining trolley at one time:
after the inverted arch is constructed, a waterproof plate is manually laid by using an operation platform, reinforcing steel bars are bound, secondary lining is carried out by using a lining trolley, and the arch wall is integrally cast once;
c30 concrete is adopted, and the thickness is 50cm;
specifically, the preliminary bracing sequence in steps S1, S2, and S4 is:
(1) A phi 42 leading small conduit is drilled, L =5.0m, the distance is 0.3m, the row distance is 3m, and the phi 42 leading small conduit is arranged in the range of 60 degrees at two sides of the tunnel central line;
(2) Primarily spraying concrete with the thickness of 5cm;
(3) Drilling a phi 25-7 hollow grouting anchor rod, wherein L =4.5m, the hollow grouting anchor rod is arranged in a quincunx manner, and the interval row spacing is 1.0m;
(4) Erecting an I20a steel arch frame, wherein the row spacing is 0.5m, and the C25 connecting rib @100mm;
(5) Paving and hanging phi 8 steel bar meshes, and @200 x 200mm;
(6) Spraying concrete again, wherein the thickness is 18cm;
the concrete adopted in the primary spraying and the secondary spraying comprises the following components in parts by weight: 120 parts of cement, 350 parts of sand, 580 parts of stones, 2.2 parts of water reducing agent and 25 parts of reinforcing agent, wherein the water-cement ratio is 0.5;
the reinforcing agent is prepared from the following components in percentage by mass of 4:1.5:1:1, triethanolamine, 782 type cement accelerator and cyclodextrin.
Example 2 a method of supporting a tunnel by excavation,
the difference between the embodiment and the embodiment 1 is that in the primary support, the concrete is sprayed for the first time, and the thickness is 7cm; re-spraying concrete with the thickness of 18cm;
the concrete adopted in the primary spraying and the secondary spraying comprises the following components in parts by weight: 150 parts of cement, 450 parts of sand, 500 parts of stones, 2 parts of water reducing agent and 30 parts of reinforcing agent, wherein the water-cement ratio is 0.5;
the reinforcing agent is prepared from the following components in percentage by mass: 1:1:0.5 of silica fume, triethanolamine, 782-type cement accelerator and cyclodextrin.
Embodiment 3 tunnel excavation supporting method
The difference between the embodiment and the embodiment 1 is that in the primary support, the concrete is sprayed for the first time, and the thickness is 8cm; spraying concrete again, wherein the thickness is 22cm;
the concrete adopted in the primary spraying and the secondary spraying comprises the following components in parts by weight: 100 parts of cement, 300 parts of sand, 600 parts of stones, 2.5 parts of water reducing agent and 20 parts of reinforcer, wherein the water-cement ratio is 0.5;
the reinforcing agent is prepared from the following components in percentage by mass of 3: 2:1:0.5 of silica fume, triethanolamine, 782 type cement accelerator and cyclodextrin.
Comparative example 1
The difference between the embodiment and the embodiment 1 is that in the primary support, the concrete is sprayed for the first time, and the thickness is 10cm; re-spraying concrete with the thickness of 25cm;
wherein, the conventional C20 concrete is adopted in the primary spraying and the secondary spraying.
Comparative example 2
The difference between the embodiment and the embodiment 1 is that the concrete adopted in the primary spraying and the secondary spraying during the primary supporting comprises the following components in parts by weight: 100 parts of cement, 300 parts of sand, 600 parts of stones, 2.5 parts of water reducing agent and 40 parts of reinforcer, wherein the water-cement ratio is 0.5;
the reinforcing agent is prepared from the following components in percentage by mass: 1:2:3, triethanolamine, 782 type cement accelerator and cyclodextrin.
After each construction section is completed, the design requirements are met through sampling detection of construction site supervision personnel. The completion progress indexes of the excavation supporting method of each tunnel are shown in table 1.
TABLE 1
| Group of | Progress indicator m/month |
| Example 1 | 60 |
| Example 2 | 66 |
| Example 3 | 64 |
| Comparative example 1 | 75 |
| Comparative example 2 | 70 |
From the above table, the tunnel excavation supporting method of the invention improves the strength and the concrete time of the concrete by improving the components of the concrete, improves the excavation supporting stability, and shortens the maintenance time of the concrete. Compared with a tunnel excavation supporting method in the traditional V-type surrounding rock construction, the method has the advantages that the concrete curing time is shorter, the construction period is shortened, the using amount of sprayed concrete is less, and the construction cost is reduced.
Meanwhile, the excavation and lining synchronous construction of the invention shortens the interval time of excavation and lining construction, reduces the time of construction period occupation of lining construction, namely, the construction of the permanent structure of the tunnel as early as possible ensures the safety, and also shortens the construction period of the tunnel.
The present invention has been further described with reference to specific embodiments, which are only exemplary and do not limit the scope of the present invention. It will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the spirit and scope of the invention, and that such changes and substitutions are intended to be within the scope of the invention.
Claims (6)
1. A tunnel excavation supporting method is characterized by comprising the following steps of:
s1, performing advanced support, excavation and primary support on an upper step arc pilot tunnel;
s2, excavating the two sides of the lower step in a staggered mode, and constructing primary supports of side walls on the two sides;
s3, excavating core soil;
s4, primary support of an inverted arch;
s5, inverted arch pouring: constructing an inverted arch following an excavation surface, controlling the construction to be more than 40m, and performing full-width one-time construction on the inverted arch by adopting a hydraulic inverted arch trestle;
s6, laying a waterproof layer, and pouring a secondary lining for the whole section of the lining trolley for one time: after the inverted arch is constructed, manually laying a waterproof plate and binding reinforcing steel bars by using an operation platform, then carrying out secondary lining by using a lining trolley, and carrying out one-step integral pouring construction on the arch wall;
wherein the preliminary bracing sequence in the steps S1, S2 and S4 is as follows: primarily spraying concrete, arranging anchor rods, erecting steel arch frames, hanging reinforcing mesh and spraying concrete again; the concrete comprises the following components in parts by weight: 120 parts of cement, 350 parts of sand, 580 parts of stones, 2.2 parts of water reducing agent and 25 parts of reinforcing agent, wherein the water-cement ratio is 0.5;
the enhancer is prepared from the following components in percentage by mass: 1.5:1:1, silica fume, triethanolamine, 782 type cement accelerator and cyclodextrin;
the thickness of the primary sprayed concrete is 5cm; the thickness of the re-sprayed concrete is 18cm.
2. The tunnel excavation supporting method of claim 1, wherein the small advanced pipes in the advance support are phi 42 small advanced pipes, L =5.0m, the distance is 0.3m, and the row distance is 3m.
3. The method for excavating and supporting a tunnel according to claim 1, wherein the anchor rods are phi 25 x 7 hollow grouting anchor rods, L =4.5m, arranged in a quincunx manner, and spaced at a pitch of 1.0m.
4. The tunnel excavation supporting method of claim 1, wherein the steel arch is an I20a steel arch, and the row spacing is 0.5m, and the row spacing is 100mm at a C25 connecting rib.
5. The tunnel excavation support method of claim 1, wherein the mesh reinforcement is a Φ 8 mesh @200 x 200mm.
6. Use of the tunnel excavation support method of any one of claims 1 to 5 in class V surrounding rock construction.
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| JPH08246795A (en) * | 1993-12-03 | 1996-09-24 | Maeda Corp | Tunnel constructing method |
| CN101555116A (en) * | 2009-05-26 | 2009-10-14 | 平顶山市天石商品混凝土有限公司 | Method for preparing high-strength concrete |
| CN101864963B (en) * | 2010-05-26 | 2013-04-10 | 中铁二十三局集团第三工程有限公司 | Large-section loess tunnel construction method |
| CN104250071A (en) * | 2013-06-25 | 2014-12-31 | 辽宁集佳节能墙体装备有限公司 | Chemical foamed concrete and preparation method thereof |
| CN103979875B (en) * | 2014-05-19 | 2016-08-24 | 山东隆和节能科技有限公司 | A kind of high-strength self thermal insulation foam concrete block |
| CN106703834A (en) * | 2016-12-23 | 2017-05-24 | 中建八局第二建设有限公司 | Secondary lining integral formworking construction method for tunnel with super-large cross section |
| CN107382277A (en) * | 2017-08-16 | 2017-11-24 | 江西省建筑材料工业科学研究设计院 | A kind of superfine composite modified agstone of concrete microdilatancy |
| CN110924953A (en) * | 2019-12-06 | 2020-03-27 | 中铁十八局集团建筑安装工程有限公司 | Tunnel hole body excavation construction process |
| CN113149522A (en) * | 2021-01-27 | 2021-07-23 | 淮安盖特建材科技有限公司 | Preparation method of high-strength high-performance concrete |
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2021
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