CN112983461B - Construction method for biasing tunnel portal in slope integrated - Google Patents
Construction method for biasing tunnel portal in slope integrated Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 68
- 239000002689 soil Substances 0.000 claims abstract description 46
- 238000009412 basement excavation Methods 0.000 claims abstract description 44
- 239000004575 stone Substances 0.000 claims abstract description 40
- 239000004927 clay Substances 0.000 claims abstract description 31
- 238000000034 method Methods 0.000 claims abstract description 25
- 239000004746 geotextile Substances 0.000 claims abstract description 24
- 239000002002 slurry Substances 0.000 claims abstract description 18
- 238000005507 spraying Methods 0.000 claims description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 8
- 239000010959 steel Substances 0.000 claims description 8
- 238000010009 beating Methods 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 230000005641 tunneling Effects 0.000 claims description 3
- 230000008595 infiltration Effects 0.000 claims description 2
- 238000001764 infiltration Methods 0.000 claims description 2
- 238000002955 isolation Methods 0.000 claims 1
- 238000012876 topography Methods 0.000 abstract description 7
- 230000003014 reinforcing effect Effects 0.000 abstract description 4
- 230000008569 process Effects 0.000 description 6
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 238000009413 insulation Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 239000002352 surface water Substances 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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/18—Making embankments, e.g. dikes, dams
-
- 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
- E21D11/14—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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
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Abstract
The invention discloses a construction method for biasing a tunnel portal in a slope integrated, which comprises the following steps: constructing anti-slide piles which are sequentially and alternately distributed along the extending direction of the tunnel between the potential sliding surface of the side slope and the tunnel excavation contour line; grouting in soil above the tunnel excavation contour line to form a grouting body, and backfilling soil and stones on one side of the tunnel with less biased earthing; geotextile laying, slurry covering and clay covering are carried out on the side slope and backfill soil stones so as to form a waterproof stable layer covering the side slope surface; and excavating and constructing the hole. The construction method for biasing the tunnel portal in the slope integrated carries out corresponding construction by utilizing the relevant topography of the slope integrated, so that the technical problems of high construction cost, no use of the relevant topography, complicated construction operation and low safety of construction and operation existing in the conventional small-span large-section tunnel biasing portal reinforcing method can be effectively solved.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method for biasing tunnel openings in a slope integrated.
Background
Along with the improvement of living standard, the travel quality demands of people are also continuously improved, so that the demands on route line types are also continuously increased, tunnel structures are arranged on both highway lines and railway lines, the number of the tunnel structures is also increased year by year, and tunnels with small spans and large sections are not uncommon. However, due to the limitations of geological conditions, routes and surrounding environments, the tunnel is increasingly biased, and the bias is mostly generated at the hole, and the hole of the slope integrated is mostly accompanied with slope treatment problems, so how to solve the problems is the key point for ensuring the construction and operation safety of the tunnel.
There are generally two methods for reinforcing the bias hole of the small-span large-section tunnel: one is to improve the strength or rigidity of the supporting structure, mostly apply the advance support in the entrance to a cave section, increase the supporting parameter of the primary support and increase the thickness of the secondary lining at the same time; the other method is to apply a retaining wall on one side of the bias or backfill soil, the method has high construction cost, does not use relevant terrains, is complex in construction operation, and has low construction and operation safety.
Disclosure of Invention
The invention provides a construction method for biasing a tunnel portal in a slope integrated, which aims to solve the technical problems of complicated construction operation and low construction and operation safety of the existing reinforcement method for the small-span large-section tunnel biasing portal.
The technical scheme adopted by the invention is as follows:
a construction method for biasing tunnel portal in slope integrated includes the following steps: constructing anti-slide piles which are sequentially and alternately distributed along the extending direction of the tunnel between the potential sliding surface of the side slope and the tunnel excavation contour line; grouting in soil above the tunnel excavation contour line to form a grouting body, and backfilling soil and stones on one side of the tunnel with less biased earthing; geotextile laying, slurry covering and clay covering are carried out on the side slope and backfill soil stones so as to form a waterproof stable layer covering the side slope surface; and excavating and constructing the hole.
Further, in the step of constructing anti-slide piles which are sequentially and alternately distributed along the extending direction of the tunnel between the potential sliding surface of the side slope and the tunnel excavation contour line, the anti-slide piles at least extend into a stable stratum below the potential sliding surface; the arrangement form and the spacing of the anti-slide piles are set according to the safety coefficient of the side slope, and if the safety coefficient of the side slope is large, the spacing between two adjacent anti-slide piles is reduced.
Further, after the step of constructing the anti-slide piles sequentially and alternately distributed along the extending direction of the tunnel between the potential sliding surface of the side slope and the tunnel excavation contour line is completed, the method further comprises the steps of: and constructing an edge drainage ditch arranged along the extending direction of the tunnel between the mountain and the slide-resistant pile.
Further, the step of grouting in the soil body above the tunnel excavation contour line to form a grouting body and backfilling the soil and stone on the side of the tunnel with less biased earthing, specifically comprising the following steps: grouting in a soil body above a tunnel excavation contour line to form a grouting body; arranging an advance pipe shed at the opening section of a tunnel to be excavated, and applying a protecting arch and a channel; the protecting arch and the channel are applied to the excavated soil and stone backfill to the side of the tunnel with less earth under the bias.
Further, when the step of grouting in the soil body above the tunnel excavation contour line to form a grouting body is performed, the grouting range and the grouting depth in the side slope are enlarged according to the stability and the biasing force of the side slope stratum, and when the stratum stability is poor and the biasing force is large.
Further, when the advanced pipe shed is arranged at the opening section of the tunnel to be excavated and the arch protection and the temporary tunnel are implemented, the tunnel opening is supported in advance by adopting a large pipe shed with the diameter larger than 100mm, the primary driving length of the large pipe shed is not smaller than 30m, the large pipe shed is a hot-rolled seamless steel pipe, the circumferential spacing of the steel pipe is 30 cm-50 cm, and the longitudinal external inserting angle is 1-2 degrees; when the greenhouse is constructed, the arch protection construction is carried out by matching with concrete, and meanwhile, the construction of the temporary road is carried out.
Further, when the step of backfilling the earth and stone excavated by the arch protection and the channel to the side of the tunnel with less earth under the bias is carried out, the earth and stone backfill should be backfilled in layers, and rammed by adopting a combination of manpower and machinery.
Further, the step of performing geotextile laying, slurry covering and clay covering on the side slope and backfill earth and stone to form a waterproof stable layer covering the side slope surface, specifically comprises the following steps: geotextiles are paved on the side slope surface and backfill soil stones; covering slurry on geotextile to form a concrete layer; backfilling the concrete layer with earth and stones again; and covering clay on the concrete layer and the backfill soil stone to form a clay layer.
Further, when the specific operation of the step of performing geotextile laying, slurry covering and clay covering on the side slope and backfill earth and stone to form a waterproof stable layer covering the side slope surface is performed, the method further comprises the steps of: when geotextiles are paved on the side slope surface and the backfill soil and stones, a central drainage ditch template is constructed on the backfill soil and stones at the same time; before backfilling the soil and stones on the concrete layer, building a central drainage ditch arranged along the extending direction of the tunnel by utilizing a central drainage ditch template; when clay is covered on the concrete layer and backfill earth, the height of the clay layer is equal to or higher than the height of the central drainage ditch.
Further, the step of 'tunnel portal excavation construction', specifically comprising the following steps: the excavation and tunneling are carried out by adopting a half CD method, and the method is concretely as follows: excavating an upper left step, supporting a permanent arch frame and a temporary arch frame, and arranging a small leading pipe in a beating mode to carry out net hanging, anchor spraying and supporting; excavating an upper right step, supporting a permanent arch, and arranging a small leading guide pipe in a beating mode to carry out net hanging, anchor spraying and supporting; excavating a left lower step, supporting a permanent arch frame, and carrying out net hanging, anchor spraying and supporting; excavating a right lower step, supporting a permanent arch frame, and carrying out net hanging, anchor spraying and supporting; and excavating a core soil inverted arch, supporting a permanent arch frame, and performing inverted arch closed construction.
The invention has the following beneficial effects:
according to the construction method for biasing the tunnel portal in the slope integrated, the anti-slide pile is arranged, so that the stability of the slope is facilitated, and the safety problem of tunnel construction and operation caused by sliding of the slope is prevented; grouting is carried out in a certain range of a stratum above the tunnel, and earth and stone backfilling is carried out on one side of the tunnel, which is less in earth covered by the bias voltage, so that the influence of the bias voltage on the tunnel is reduced, and the stability of the tunnel in the process of excavation and operation is improved; geotextile is paved above the tunnel to cover slurry and clay to form a waterproof stable layer, so that stability of the tunnel under normal conditions and rainfall conditions is facilitated; the construction method for biasing the tunnel portal in the slope integrated carries out corresponding construction by utilizing the relevant topography of the slope integrated, so that the technical problems of high construction cost, no use of the relevant topography, complicated construction operation and low safety of construction and operation existing in the conventional small-span large-section tunnel biasing portal reinforcing method can be effectively solved.
In addition to the objects, features and advantages described above, the present invention has other objects, features and advantages. The present invention will be described in further detail with reference to the drawings.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention. In the drawings:
FIG. 1 is a schematic cross-sectional view of a structure constructed by the construction method of biasing tunnel openings in a slope assembly according to a preferred embodiment of the present invention.
Description of the drawings
10. An anti-slide pile; 20. grouting; 30. side drainage ditches; 40. geotextile; 50. a concrete layer; 60. a clay layer; 70. a central drain; 80. backfilling the earth layer.
Detailed Description
Embodiments of the invention are described in detail below with reference to the attached drawing figures, but the invention can be practiced in a number of different ways, as defined and covered below.
Referring to fig. 1, a preferred embodiment of the present invention provides a construction method for biasing a tunnel portal in a slope integrated, comprising the steps of:
constructing anti-slide piles 10 which are sequentially and alternately distributed along the extending direction of the tunnel between the potential sliding surface of the side slope and the tunnel excavation contour line;
grouting in soil above the tunnel excavation contour line to form a grouting body 20, and backfilling soil and stone on the side of the tunnel with less biased earthing;
geotextile 40 laying, slurry covering and clay covering are carried out on the side slope and backfill earth so as to form a waterproof stable layer covering the surface of the side slope;
and excavating and constructing the hole.
When the construction method is adopted to construct a biased tunnel portal in a slope assembly, firstly, anti-slide piles 10 which are sequentially and alternately distributed along the extending direction of the tunnel are constructed between the potential sliding surface of the side slope and the tunnel excavation outline, and the anti-slide piles 10 are distributed to reduce the sliding force on the tunnel and prevent the sliding damage in the tunnel excavation or operation process; then grouting in soil above the tunnel excavation contour line to form a grouting body 20, and backfilling soil and stone on one side of the tunnel with less bias earthing, wherein the grouting body 20 and the soil and stone are in a matched action for reducing the influence of the bias voltage on the tunnel and improving the stability in the tunnel excavation and operation process; then, geotextile 40 is paved, slurry is covered and clay is covered on the side slope and backfill earth to form a waterproof stable layer covering the surface of the side slope, the geotextile 40 is used for preventing the surface water seepage from damaging the tunnel, the slurry is covered for keeping the stability of the integral structure of the side slope, the clay is covered to play a role of waterproof, in addition, greening treatment can be carried out on the clay layer, and the geotextile 40 is paved, the slurry is covered and the clay is covered to form the waterproof stable layer with good structure stability and waterproof performance, so that the stability of the integral structure of the side slope is enhanced; and finally, carrying out hole excavation construction.
In the construction method for biasing the tunnel portal in the slope integrated, the anti-slide pile 10 is arranged, so that the stability of the slope is facilitated, and the safety problem of tunnel construction and operation caused by sliding of the slope is prevented; grouting is carried out in a certain range of a stratum above the tunnel, and earth and stone backfilling is carried out on one side of the tunnel, which is less in earth covered by the bias voltage, so that the influence of the bias voltage on the tunnel is reduced, and the stability of the tunnel in the process of excavation and operation is improved; geotextile is paved above the tunnel to cover slurry and clay to form a waterproof stable layer, so that stability of the tunnel under normal conditions and rainfall conditions is facilitated; the construction method for biasing the tunnel portal in the slope integrated carries out corresponding construction by utilizing the relevant topography of the slope integrated, so that the technical problems of high construction cost, no use of the relevant topography, complicated construction operation and low safety of construction and operation existing in the conventional small-span large-section tunnel biasing portal reinforcing method can be effectively solved.
Alternatively, as shown in fig. 1, in the step of constructing the anti-slide piles 10 sequentially and alternately arranged along the extending direction of the tunnel between the potential sliding surface of the side slope and the tunnel excavation contour line,
the slide resistant pile 10 extends into at least the stable formation below the potential sliding surface;
the arrangement form and the spacing of the anti-slide piles 10 are set according to the slope safety coefficient, and if the slope safety coefficient is large, the spacing between two adjacent anti-slide piles 10 is reduced.
Specifically, when the slide-resistant pile 10 is arranged, the position of the slide-resistant pile 10 is generally arranged at about 3 m-5 m horizontal distance from the tunnel excavation contour line, but must be arranged between the potential sliding surface and the tunnel excavation contour line; the specific length of the anti-slide pile 10 is specifically set according to the stratum condition, but the anti-slide pile 10 is required to be set to extend into at least a stable stratum below a potential sliding surface; the arrangement form and the spacing of the anti-slide piles 10 are set according to the safety coefficient of the side slope, the pile diameter of the anti-slide piles 10 can be generally set to be 1.5 m-3 m, the pile spacing can be generally about 4 m-6 m, if the safety coefficient of the side slope is large, the spacing between two adjacent anti-slide piles 10 can be properly reduced, but the anti-slide piles must be arranged between a potential sliding surface and a tunnel excavation contour line, otherwise, the anti-slide piles 10 cannot achieve the preset effect.
Specifically, the concrete steps of excavation and pouring of the slide-resistant pile 10 are as follows: firstly, digging a hole at a set position, and discharging dregs in the hole; then, concrete guard walls are cast, and hole bottoms are cleaned; then placing a reinforcement cage in the hole; and finally, concrete is poured again, and curing is carried out. The construction steps of the slide resistant pile 10 are simple and easy to implement.
Optionally, after the step of constructing the anti-slide piles 10 sequentially and alternately arranged along the extending direction of the tunnel between the potential sliding surface of the side slope and the excavation contour line of the tunnel, the method further comprises the steps of:
an edge drainage ditch 30 arranged along the extending direction of the tunnel is constructed between the mountain and the slide resistance pile 10. Specifically, the cross-sectional shape of the side drain 30 is preferably trapezoidal with the large open end of the trapezoid facing upward, and the trapezoidal drain is more stable in structure and requires a low frequency of enclosure than other cross-sectional shape drains. The cross-sectional area of the side drain 30 is specifically set according to the local rainfall and topography. The side drainage ditch 30 is located at the junction of the mountain and the slide-resistant pile 10, and the side drainage ditch 30 has the function of converging and guiding water flow, so that the water flow is prevented from accumulating at the slide-resistant pile 10, and the slide-resistant pile 10 is further adversely affected.
Optionally, the step of grouting in the soil body above the tunnel excavation contour line to form a grouting body 20 and backfilling the soil and stone on the side of the tunnel with less biased earthing comprises the following steps:
grouting in soil above the tunnel excavation outline to form a grouting body 20;
arranging an advance pipe shed at the opening section of a tunnel to be excavated, and applying a protecting arch and a channel;
the protecting arch and the channel are applied to the excavated soil and stone backfill to the side of the tunnel with less earth under the bias.
In this alternative, as shown in fig. 1, when the step of grouting in the soil body above the tunnel excavation contour line to form the grouting body 20 is performed, the grouting range and the grouting depth in the side slope are enlarged according to the stability and the biasing force of the side slope stratum, and when the stratum stability is poor and the biasing force is large. In a specific embodiment of this alternative, the concrete steps of forming the grouting body 20 are: firstly, positioning a side slope, then drilling holes at the positioning positions of the holes, cleaning the holes after drilling, then putting a flower pipe and a filler into the holes, and finally grouting in an open loop. The formation step of the grouting body 20 is simple and easy to implement. The grouting body 20 is arranged, so that stability of a side slope soil body can be improved, influence of bias voltage on a tunnel is reduced, and stability in the tunnel excavation and operation process is improved.
In the alternative, as shown in fig. 1, the steps of arranging a forepoling shed at the opening section of the tunnel to be excavated and applying a protecting arch and a channel are performed,
adopting a large pipe shed with the diameter of more than 100mm to carry out advanced support on a tunnel portal, wherein the primary driving length of the large pipe shed is not less than 30m, the large pipe shed is a hot-rolled seamless steel pipe, the circumferential spacing of the steel pipes is 30 cm-50 cm, and the longitudinal external insertion angle is 1-2 degrees;
when the greenhouse is constructed, the arch protection construction is carried out by matching with concrete, and meanwhile, the construction of the temporary road is carried out.
Specifically, the leading greenhouse is arranged at the tunnel portal section, so that the self-bearing capacity of surrounding rock can be improved through grouting, the elastic resistance of the rock mass to the structure can be improved, and the stress condition of the structure can be improved; in concrete construction, a phi 108mm large pipe shed is adopted for advanced support, the pipe shed is driven into the pipe shed for one time to be no less than 30m in length, the long pipe shed adopts hot-rolled seamless steel pipes with the outer diameter of 108mm and the wall thickness of 6mm, the circumferential spacing of the steel pipes is 30 cm-50 cm, and the longitudinal external insertion angle is 1-2 degrees. When the greenhouse is constructed, the C30 concrete is matched for arch protection construction, meanwhile, as the construction has the requirement of a temporary channel, and the concrete and the slurry are solidified for a long time, the temporary channel is constructed at the same time in the arch protection construction stage, so that the construction time is saved, and the construction efficiency is improved. Grouting the pipe shed according to the soil design in a limited range around the consolidation pipe shed, wherein the slurry diffusion radius is not smaller than 0.5m, and the grouting adopts sectional grouting; grouting parameters: water to ash ratio = 0.5:1, grouting pressure: and the construction of the tunnel portal pipe shed adopts total station positioning, the setting angle and the joint quality are strictly controlled, the one-time construction is completed, and the construction quality and the construction efficiency are improved.
In this alternative, as shown in fig. 1, when the step of "backfilling the excavated earth and stone of the arch protection and the channel to the side of the tunnel with less earth under the bias" is performed, the earth and stone backfill should be backfilled in layers, and tamping is performed by adopting a combination of manual and mechanical operations.
Optionally, as shown in fig. 1, the step of laying geotextile 40 on the side slope and backfill earth and stone, covering slurry, covering clay to form a waterproof stable layer covering the side slope surface, specifically comprises the following steps:
geotextile 40 is paved on the side slope surface and backfill soil and stones, and the geotextile 40 is used for preventing subsurface infiltration from damaging a tunnel;
covering the geotextile 40 with slurry to form a concrete layer 50, wherein the concrete layer 50 is used for maintaining the stability of the whole structure of the slope;
backfilling the concrete layer 50 with a backfill of stone that helps to further reduce the effect of bias on the tunnel;
clay is covered on the concrete layer 50 and backfill earth to form a clay layer 60, the clay layer 60 plays a role of water insulation, and greening treatment can be performed on the clay layer.
In this alternative, geotechnical cloth 40, backfill layer 80, concrete layer 50, clay layer 60 and the like cooperate to form a waterproof stable layer with stable structure and good waterproof performance, thereby enhancing the stability of the overall structure of the slope.
Optionally, as shown in fig. 1, when the specific operation of the step of laying geotextile 40 on the side slope and backfill earth and stone, slurry covering, clay covering to form a waterproof stabilizing layer covering the side slope surface is performed, the steps further include:
when geotextile 40 is paved on the side slope surface and the backfill soil and stone, building a central drainage ditch template on the backfill soil and stone;
constructing a central drainage ditch 70 arranged along the extending direction of the tunnel by using a central drainage ditch template before backfilling the soil and stones on the concrete layer 50 again;
when the concrete layer 50 and the backfill earth are covered with clay, the height of the clay layer 60 is made equal to or higher than the height of the center drain 70.
Specifically, the size of the central drainage ditch 70 is determined according to the local meteorological conditions, and the cross section of the central drainage ditch 70 is rectangular, so that the central drainage ditch has the advantages of small excavation surface and controllable depth; the central drain 70 is disposed at the center of two tunnels, or at the lowest position of one tunnel, and the central drain 70 is disposed at such a position that water on both sides or on one side of the tunnel is converged at this point, thereby preventing the tunnel from being damaged and reducing the risk of slope slippage.
Optionally, the step of 'tunnel portal excavation construction', specifically comprising the following steps:
the excavation and tunneling are carried out by adopting a half CD method, and the method is concretely as follows:
excavating an upper left step, supporting a permanent arch frame and a temporary arch frame, and arranging a small leading pipe in a beating mode to carry out net hanging, anchor spraying and supporting;
excavating an upper right step, supporting a permanent arch, and arranging a small leading guide pipe in a beating mode to carry out net hanging, anchor spraying and supporting;
excavating a left lower step, supporting a permanent arch frame, and carrying out net hanging, anchor spraying and supporting;
excavating a right lower step, supporting a permanent arch frame, and carrying out net hanging, anchor spraying and supporting;
and excavating a core soil inverted arch, supporting a permanent arch frame, and performing inverted arch closed construction.
Specifically, this construction step of entrance to a cave excavation is favorable to the stability of slope integrated in the excavation process, prevents to appear tunnel unstable or collapse phenomenon, and whole work progress easy operation, constructor's working strength is low, and the efficiency of construction is high. When the method is used for actual excavation, the distance of each step is 5-10 m, so that other procedures such as stone slag transportation, roof support and the like can be conveniently and timely carried out.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. The construction method for biasing the tunnel portal in the slope integrated is characterized by comprising the following steps of:
constructing anti-slide piles (10) which are sequentially and alternately distributed along the extending direction of the tunnel between the potential sliding surface of the side slope and the tunnel excavation contour line; the slide-resistant pile (10) at least stretches into the stable stratum below the potential sliding surface; the arrangement form and the spacing of the anti-slide piles (10) are set according to the safety coefficient of the side slope, and if the safety coefficient of the side slope is larger, the spacing between two adjacent anti-slide piles (10) is reduced;
grouting in soil above a tunnel excavation contour line to form a grouting body (20), and backfilling soil and stone on one side of the tunnel, which is subjected to bias and soil covering, in a less manner;
geotextile (40) paving, slurry covering and clay covering are carried out on the side slope and backfill earth so as to form a waterproof stable layer covering the surface of the side slope; the method specifically comprises the following steps: geotextile (40) is paved on the side slope surface and the backfill soil and stone, and a central drainage ditch template is built on the backfill soil and stone, wherein the geotextile (40) is used for preventing subsurface infiltration from damaging a tunnel; covering slurry on the geotextile (40) to form a concrete layer (50), wherein the concrete layer (50) is used for keeping the stability of the whole structure of the slope; constructing a central drainage ditch (70) arranged along the extending direction of the tunnel by using the central drainage ditch template; backfilling the concrete layer (50) with a backfill of stone that facilitates further reducing the effect of the bias on the tunnel; covering clay on the concrete layer (50) and backfill earth to form a clay layer (60), enabling the height of the clay layer (60) to be equal to or higher than that of the central drainage ditch (70), enabling the clay layer (60) to play a role in water isolation, and carrying out greening treatment on the clay layer;
and excavating and constructing the hole.
2. Construction method for biasing tunnel portal in a slope integrated according to claim 1, characterized in that after the completion of the step of constructing anti-slide piles (10) arranged at intervals in sequence along the direction of tunnel extension between the potential sliding surface of the side slope and the tunnel excavation contour line, the steps of:
and an edge drainage ditch (30) which is arranged along the extending direction of the tunnel is constructed between the mountain and the slide-resistant pile (10).
3. Construction method for biasing tunnel portal in a slope integrated according to claim 1, characterized in that the steps of grouting in the soil body above the tunnel excavation contour to form a grouting body (20) and backfilling the side of the tunnel with less biased earth, comprise the following steps:
grouting in soil above the tunnel excavation contour line to form a grouting body (20);
arranging an advance pipe shed at the opening section of a tunnel to be excavated, and applying a protecting arch and a channel;
the protecting arch and the channel are applied to the excavated soil and stone backfill to the side of the tunnel with less earth under the bias.
4. A construction method for biasing a tunnel portal in a slope assembly according to claim 3, wherein the step of "grouting in the soil above the tunnel excavation contour to form a grouting body (20)",
according to the stability of the stratum of the side slope and the setting of the biasing force, when the stability of the stratum is poor and the biasing force is large, the grouting range and the grouting depth in the side slope are enlarged.
5. A construction method for biasing tunnel portal in a slope assembly according to claim 3, wherein the step of "when installing a forepoling shed at the portal section of the tunnel to be excavated and applying a protection arch and a temporary tunnel",
adopting a large pipe shed with the diameter of more than 100mm to carry out advanced support on a tunnel portal, wherein the primary driving length of the large pipe shed is not less than 30m, the large pipe shed is a hot-rolled seamless steel pipe, the circumferential spacing of the steel pipes is 30 cm-50 cm, and the longitudinal external insertion angle is 1-2 degrees;
when the greenhouse is constructed, the arch protection construction is carried out by matching with concrete, and meanwhile, the construction of the temporary road is carried out.
6. A construction method for biasing tunnel portal in a slope assembly according to claim 3, wherein the step of backfilling the excavated earth and stones of the arch and the passageway to the side of the tunnel where the biased earth is less is performed,
the soil and stone backfill should be backfilled layer by layer, and tamped by adopting manual and mechanical combination.
7. The construction method for biasing tunnel portal in slope integrated according to claim 1, wherein the step of "portal excavation construction" specifically comprises the steps of:
the excavation and tunneling are carried out by adopting a half CD method, and the method is concretely as follows:
excavating an upper left step, supporting a permanent arch frame and a temporary arch frame, and arranging a small leading pipe in a beating mode to carry out net hanging, anchor spraying and supporting;
excavating an upper right step, supporting a permanent arch, and arranging a small leading guide pipe in a beating mode to carry out net hanging, anchor spraying and supporting;
excavating a left lower step, supporting a permanent arch frame, and carrying out net hanging, anchor spraying and supporting;
excavating a right lower step, supporting a permanent arch frame, and carrying out net hanging, anchor spraying and supporting;
and excavating a core soil inverted arch, supporting a permanent arch frame, and performing inverted arch closed construction.
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