CN117328892A - Tunnel portal landslide disease treatment method based on tunnel structure anti-slip - Google Patents
Tunnel portal landslide disease treatment method based on tunnel structure anti-slip Download PDFInfo
- Publication number
- CN117328892A CN117328892A CN202311269175.8A CN202311269175A CN117328892A CN 117328892 A CN117328892 A CN 117328892A CN 202311269175 A CN202311269175 A CN 202311269175A CN 117328892 A CN117328892 A CN 117328892A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- portal
- landslide
- concrete
- sliding
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000000034 method Methods 0.000 title claims abstract description 30
- 201000010099 disease Diseases 0.000 title claims abstract description 17
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 title claims abstract description 17
- 238000012544 monitoring process Methods 0.000 claims abstract description 66
- 238000010276 construction Methods 0.000 claims abstract description 35
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims abstract description 18
- 239000004575 stone Substances 0.000 claims abstract description 12
- 238000005259 measurement Methods 0.000 claims abstract description 9
- 230000002265 prevention Effects 0.000 claims abstract description 6
- 230000005641 tunneling Effects 0.000 claims abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 59
- 239000010959 steel Substances 0.000 claims description 59
- 239000004567 concrete Substances 0.000 claims description 39
- 239000011435 rock Substances 0.000 claims description 29
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 239000007921 spray Substances 0.000 claims description 7
- 230000008093 supporting effect Effects 0.000 claims description 7
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 241000270708 Testudinidae Species 0.000 claims description 6
- 230000005540 biological transmission Effects 0.000 claims description 6
- 239000011378 shotcrete Substances 0.000 claims description 6
- 238000004873 anchoring Methods 0.000 claims description 5
- 238000005096 rolling process Methods 0.000 claims description 5
- 239000011083 cement mortar Substances 0.000 claims description 3
- 239000004927 clay Substances 0.000 claims description 3
- 239000002985 plastic film Substances 0.000 claims description 3
- 229920006255 plastic film Polymers 0.000 claims description 3
- 238000005086 pumping Methods 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 238000009412 basement excavation Methods 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 11
- 238000013461 design Methods 0.000 description 6
- 238000004458 analytical method Methods 0.000 description 5
- 238000006073 displacement reaction Methods 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 238000011160 research Methods 0.000 description 4
- 230000009286 beneficial effect Effects 0.000 description 3
- 230000001976 improved effect Effects 0.000 description 3
- 238000011835 investigation Methods 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000013211 curve analysis Methods 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000005457 optimization Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 244000025254 Cannabis sativa Species 0.000 description 1
- 244000166124 Eucalyptus globulus Species 0.000 description 1
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 1
- 235000011613 Pinus brutia Nutrition 0.000 description 1
- 241000018646 Pinus brutia Species 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000001680 brushing effect Effects 0.000 description 1
- 230000003139 buffering effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 230000001939 inductive effect Effects 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 229910001220 stainless steel Inorganic materials 0.000 description 1
- 239000010935 stainless steel Substances 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
Classifications
-
- 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
- E02D17/20—Securing of slopes or inclines
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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
Abstract
The invention relates to the technical field of tunnel portal landslide disease treatment, in particular to a tunnel portal landslide disease treatment method based on tunnel structure sliding resistance; the method comprises the following steps: (1) construction control measures; (2) an anti-slip structure in the hole; (3) an opening anti-slip structure; (4) informationized monitoring measurement; the tunnel structure is made into an anti-slip member through construction measures, so that the slip body can be directly restrained, and the problems of large mountain excavation, land reclamation and bearing capacity reduction caused by tunnel construction of conventional structures such as anchor rods and anchor cables and the like caused by unloading are avoided; the falling stone chute and the energy dissipation baffle are arranged, so that the construction and safety requirements are met, and the shallow sliding and falling stone prevention and control requirements of the opening in the operation period are also ensured; information monitoring measurement is carried out, deformation information of the inside of the slope body and the earth surface is obtained, and safety early warning is provided for the safe tunneling of the tunnel and the state of the upward slope of the opening of the tunnel; and the safety construction inside and outside the tunnel is ensured by a comprehensive treatment method.
Description
Technical Field
The invention relates to the technical field of tunnel portal landslide disease control, in particular to a tunnel portal landslide disease control method based on tunnel structure sliding resistance.
Background
The current tunnel portal side elevation landslide treatment scheme is various in form, and is specifically as follows: landslide treatment in the article of the large-span tunnel portal landslide formation mechanism and treatment scheme research: and (3) unloading, anchor pulling anti-slide piles, anchor cable (rod) grid beams are adopted for treatment, intercepting ditches are arranged 3m outside the side slope excavation line, and in-hole monitoring is carried out. And (5) reinforcing the design treatment of the lining structure in the hole, and performing radial small-conduit grouting. Landslide treatment in the article of comparison research of landslide treatment measures at tunnel portal section of expressway: cut ditch + uninstallation + cutting barricade + slip casting + slide pile. Landslide treatment in the article of "analysis and treatment study for landslide stability at tunnel portal of expressway: pile plate wall and slurry rubble revetment. Landslide treatment in article of entrance (Daqing end) entrance to hole landslide treatment of Martin tunnel: temporary treatment scheme (back pressure backfill, slope waterproof cloth cover, steel pipe pile), drainage measure and anti-slide pile. Landslide treatment in the article of "landslide treatment for autumn forest tunnel portal": cut-off ditch + anti-slip retaining wall + eastern africa you monitor. Landslide treatment in the article of mountain tunnel portal ancient landslide body analysis and treatment design: surface drainage, surface grouting reinforcement, prestress anchor cable setting, square brushing unloading, reasonable-length open cut tunnel structure setting, back pressure backfilling, grass planting protection and surface settlement monitoring. Landslide treatment in the article of key technical research for shallow landslide treatment at mountain tunnel portal: surface drainage interception, anchor piles, connecting beams, improved excavation construction method, surface subsidence monitoring and in-hole monitoring. Landslide treatment in the article of "tunnel portal section landslide body treatment technical study": anchor cable frame beam and slide-resistant pile. Anchor pile, drainage ditch and grouting in land tunnel portal landslide cause and treatment scheme research. Landslide treatment in the article of "Wang Guchong Tunnel portal landslide stability analysis and treatment measures": intercepting and draining water, cutting and reducing load, setting open cut tunnel, and carrying out back pressure backfill treatment and landslide body ecological protection treatment.
In summary, the landslide at the tunnel portal is basically treated by adopting a drainage and retaining structure, and the anti-skid pile is one of the retaining structure methods which are frequently adopted, so that the effect is more remarkable. Water is an important cause for landslide, and the rainwater drainage on the ground surface is enhanced, so that the infiltration is reduced, the weakening of the physical and mechanical parameters of the soil body of the side elevation slope is slowed down, and the landslide probability is reduced. The tunnel lining supporting structure strengthens the design treatment, greatly controls the deformation of the section of the tunnel, reduces the collapse and roof fall accidents of the tunnel, and reduces the collapse and collapse of soil above the tunnel. However, the treatment measures mainly start from the thought of treating the roadbed slope, focus on the safety during construction, and do not focus on the safety of the whole life cycle and the treatment method based on the tunnel structure anti-slip.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide the tunnel portal landslide disease treatment method based on tunnel structure sliding resistance, which not only fully utilizes the beneficial effects of the mountain, reduces land sign and delay to the tunnel construction period, but also furthest reduces the adverse effects of the tunnel portal landslide by means of tunnel portal diversion structure and deep inclinometry monitoring, and is safe during construction, and safe in whole life cycle.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows: a tunnel portal landslide disease treatment method based on tunnel structure sliding resistance comprises the following steps:
(1) And (3) construction control measures:
1.1 Adding a foot locking steel pipe to the primary support to avoid sinking and further traction of the sliding body;
1.2 Adding a temporary support system;
1.3 Pumping concrete to fill and strengthen the cavity around the tunnel;
1.4 A water intercepting ditch is arranged at the rear edge of the mountain crack by 3-5 m, so that water flowing to the slope of the mountain is drained and drained, and the flowing water is reduced to wash the slope;
1.5 Aiming at cracks generated by mountain bodies, clay is adopted for temporary sealing, and plastic films are covered on the upper parts of the cracks to prevent rain from leaking out and aggravate the sliding down of the mountain bodies as a water-proof measure;
(2) The sliding structure in the hole:
2.1 A second lining and an initial support of the tunnel are additionally arranged to improve the bearing capacity of the tunnel; the lining of the tunnel II is reinforced with longitudinal connecting steel bars for improving the longitudinal tensile capacity of the tunnel;
2.2 Micro piles are adopted to treat the tunnel structural foundation, and the micro piles are effectively anchored with the lining structure so as to improve the vertical and horizontal bearing capacity of the tunnel;
2.3 Grouting is carried out on surrounding rocks of the potential anti-slip section of the tunnel, so that the lining structure can disperse and bear force transmission of the slip body, and the length of the anti-slip section is increased;
(3) The anti-slip structure of the opening:
3.1 Adopting a steel frame and spray concrete according to the outline shape of the tunnel, taking the steel frame and the spray concrete as a bottom template and a supporting structure, extending out of the tunnel for a certain length, and then constructing a secondary lining structure, wherein the treatment measure of the secondary lining structure is the same as that of the inner sliding prevention measure of the tunnel;
3.2 Backfilling concrete behind a template formed by a steel frame and sprayed concrete to form a tortoise back shape, carrying out arcing treatment on the edge of a chute to maintain smooth performance, pouring a chute concrete structure layer by layer, and arranging connecting steel bars meeting anchoring requirements at the interface to obtain a falling stone chute; the falling rock chute structure is provided with two different longitudinal falling rock sliding slopes, the falling rock sliding slopes are close to the bottom of the portal wall and are set according to the gradient of 1:0.75, and the top of the portal wall is set according to 1:5, setting gradients, and carrying out arcing treatment on interfaces with different gradients, wherein sliding gradients are transversely set according to a ratio of 1:20 in the falling-rock chute structure;
3.3 A double-row C20 concrete energy dissipation baffle plate is arranged at the position close to the wall of the tunnel portal and internally provided with a reinforcing steel bar net for preventing falling rocks from rolling to a falling surface;
(4) Informationized monitoring measurement: dynamically monitoring the exit slope of the tunnel to obtain deformation information of the interior of the slope body and the earth surface, and providing safety early warning for the safe tunneling of the tunnel and the state of the upward slope of the tunnel opening; and according to the monitoring result, verifying the reliability of the exploration and determination sliding surface, and verifying the bearing capacity of the lining structure, and timely correcting the anti-sliding measures or newly-added engineering measures of the tunnel portal and the tunnel body.
Further, in the step 2.1), the concrete used for the second lining of the tunnel is C20, and the thickness of the second lining of the tunnel is 80-350 mm.
Further, the micro pile positioned under the tunnel structure foundation in the step 2.2) is vertically downward, the micro pile positioned on the left side of the tunnel structure foundation is inclined leftwards, the micro pile positioned on the right side of the tunnel structure foundation is inclined rightwards, the micro piles inclined leftwards are parallel, and the micro piles inclined rightwards and leftwards are parallel; the distance between the micro piles is 3-6 times of the diameter of the micro piles.
Further, the micro pile positioned at the left side of the tunnel structure foundation in the step 2.2) is inclined leftwards, so that the micro pile and the tunnel structure foundation form an angle of 100-120 degrees; the micro pile positioned on the right side of the tunnel structure foundation is inclined rightwards, so that an angle of 100-120 degrees is formed between the micro pile and the tunnel structure foundation; and the inclination angle of the micro pile inclined leftwards is the same as that of the micro pile inclined rightwards.
Further, in the step 2.2), a No. 16 steel wire mesh is additionally arranged on the tunnel structure foundation, and the holes of the No. 16 steel wire mesh are 20X20mm.
Further, grouting is carried out on surrounding rock of the potential anti-slip section of the tunnel in the step 2.3), the grouting pipe is a steel pipe with phi 108x6, M30 cement mortar is internally injected, and the fine stone concrete strength is not lower than C25.
Further, in the step 3.1), a steel frame and spray concrete are adopted to form a bottom template and a supporting structure according to the outline shape of the tunnel, the bottom template and the supporting structure extend out of the tunnel by 25-35 cm, then a secondary lining structure is constructed, and the treatment measure of the secondary lining structure is the same as the anti-slip measure in the tunnel; the concrete used for the second lining is C30 reinforced concrete, and the thickness of the second lining is 550-650 mm.
Further, in the step 3.2), connecting steel bars meeting the anchoring requirement are arranged at the interface, the connecting steel bars are phi 8 steel wire meshes, and the holes of the phi 8 steel wire meshes are 20X20mm.
Further, in the step 3.3), a double-row C20 concrete energy dissipation baffle is arranged at the position close to the wall of the tunnel portal at the top of the tunnel portal, the thickness of the energy dissipation baffle is 10cm, a phi 6 steel bar net is arranged in the energy dissipation baffle, holes of the phi 6 steel bar net are 25X25mm, and falling rocks are prevented from rolling to a falling surface.
Further, in the step 3.3), an end face reinforcing integral reinforcing mesh is arranged at the position, close to the tunnel portal, of the double-row C20 concrete energy dissipation baffle, the end face reinforcing integral reinforcing mesh is phi 8 steel wire meshes, and the holes of the phi 8 steel wire meshes are 25X25mm.
According to the tunnel portal landslide disease treatment method based on the tunnel structure anti-slip, construction control measures are set first, and smooth construction of the anti-slip structure is guaranteed; the grouting reinforcement is carried out to reinforce the mountain body, the vertical and longitudinal bearing capacity of the primary support and the secondary lining is improved, the vertical force and the horizontal force of the micro steel pipe pile connecting lining force transmission lining are set, an intra-tunnel sliding system is formed, the grouting reinforcement enables surrounding rocks to disperse the sliding force of the tunnel opening sliding body, more lining participates in bearing, and the vertical force and the horizontal force are transmitted to the surrounding rocks at the bottom of the tunnel through the micro steel pipe pile; the back of the tortoises is formed by backfilling concrete, so that the tunnel portal is stressed, the mountain sliding body of the tunnel portal and the residual sliding force transmitted through lining of the tunnel portal are borne, the longitudinal displacement of the mountain is prevented, the sliding guiding effect can be generated on the shallow local sliding body and mountain falling rocks which pass over the top of the tunnel, and the influence on the operation period is avoided; the informatization monitoring measurement is carried out, the reliability of the exploration and determination sliding surface can be verified according to the monitoring result, the bearing capacity of the lining structure is verified, and the anti-slip measures of the opening and the body or the newly added engineering measures are corrected in time.
Compared with the prior art, the tunnel portal landslide disease treatment method based on tunnel structure sliding resistance has the following beneficial effects:
1. the tunnel structure is made into an anti-slip member through construction measures, so that the slip body can be directly restrained, the situation that the mountain is greatly dug due to unloading, the land is removed, and the bearing capacity of conventional structures such as anchor rods and anchor cables is reduced due to tunnel construction is avoided;
2. the falling stone chute and the energy dissipation baffle are arranged, so that the construction and safety requirements are met, the shallow sliding and falling stone prevention and control requirements of the opening in the operation period are also ensured, and a treatment scheme with obvious effect is provided for construction and operation;
3. information monitoring measurement is carried out, deformation information of the inside of the slope body and the earth surface is obtained, and safety early warning is provided for the safe tunneling of the tunnel and the state of the upward slope of the opening of the tunnel;
4. by the comprehensive treatment method, the safe construction inside and outside the tunnel is ensured, and the information monitoring means is timely fed back to the design and construction unit optimization scheme, so that the safe, economic and civilized construction is achieved.
The invention relates to a tunnel portal landslide disease treatment method based on tunnel structure anti-slip, which has the technical key points that: 1. grouting surrounding rock, improving the vertical and longitudinal bearing capacity of a tunnel structure, arranging micro piles to be connected with a lining structure, forming a dispersed, bearing and force transmission sliding-resistant system, and forming an effective sliding-resistant section; 2. the tunnel portal adopts a steel frame concrete spraying forming template, backfill concrete forming tortoise back structure, and an energy dissipation plate for blocking horizontal displacement, thus forming a structure capable of collecting and preventing sliding, buffering and guiding sliding.
Drawings
FIG. 1 is a schematic view of the structure of the in-tunnel sliding structure of the present invention;
FIG. 2 is a schematic view of the structure of the present invention for a tunnel portal anti-skid structure;
FIG. 3 is a schematic construction diagram of the present invention for a tunnel portal slip resistant construction;
FIG. 4 is a second construction schematic of the present invention tunnel portal anti-skid construction;
FIG. 5 is a photograph showing the arrangement of a water intercepting ditch at the rear edge 3-5 m of a mountain crack in example 1 of the present invention;
FIG. 6 is a schematic diagram of the arrangement of the inclinometry holes for monitoring the mountain deep inclinometry in embodiment 1 of the present invention;
FIG. 7 is a schematic diagram of a surface deformation monitoring baseline mesh configuration in accordance with embodiment 1 of the present invention;
FIG. 8 is a second schematic view of the arrangement of the ground deformation monitoring reference net in embodiment 1 of the present invention;
FIG. 9 is a schematic view of the wall and dome settlement monitoring in example 1 of the present invention; the five monitoring points are respectively: DQ1, DQ2, DQ3, GD1, GD2;
FIG. 10 is a schematic plan view of a deformation monitoring point arrangement of a lining structure of a tunnel in the present invention;
FIG. 11 is a second schematic plan view of a deformation monitoring point arrangement of a lining structure of a hole in the invention;
FIG. 12 is a schematic diagram showing a cross section of a deformation monitoring point arrangement of a lining structure in a tunnel according to the present invention;
FIG. 13 is a second schematic cross-sectional view of a deformation monitoring point arrangement for a lining structure of a tunnel in the present invention;
FIG. 14 is a graph showing the analysis of the deep inclinometry curve of example 1 of the present invention;
FIG. 15 is a graph II of the analysis of the deep inclinometry curve of example 1 of the present invention;
FIG. 16 is a third graph of the deep survey curve analysis in example 1 of the present invention.
Description of the embodiments
The following examples will assist those skilled in the art in a more complete understanding of the invention, but are not intended to limit the invention in any way.
Example 1 (Experimental site: ba Ma Zhi all And one of the tunnels on the highway section)
A tunnel portal landslide disease treatment method based on tunnel structure sliding resistance comprises the following steps:
(1) And (3) construction control measures:
1.1 Adding a foot locking steel pipe to the primary support to avoid sinking and further traction of the sliding body;
1.2 Adding a temporary support system;
1.3 Pumping concrete to fill and strengthen the cavity around the tunnel;
1.4 A water intercepting ditch is arranged at the rear edge of the mountain crack by 3-5 m, so that water flowing to the slope of the mountain is drained and drained, and the flowing water is reduced to wash the slope; as shown in particular in fig. 5;
1.5 Aiming at cracks generated by mountain bodies, clay is adopted for temporary sealing, and plastic films are covered on the upper parts of the cracks to prevent rain from leaking out and aggravate the sliding down of the mountain bodies as a water-proof measure;
(2) The sliding structure in the hole: as particularly shown in fig. 1;
2.1 A second lining and an initial support of the tunnel are additionally arranged to improve the bearing capacity of the tunnel; the lining of the tunnel II is reinforced with longitudinal connecting steel bars for improving the longitudinal tensile capacity of the tunnel; the concrete used for the second lining of the tunnel is C20, and the thickness of the second lining of the tunnel is 80-350 mm;
2.2 Micro piles are adopted to treat the tunnel structural foundation, and the micro piles are effectively anchored with the lining structure so as to improve the vertical and horizontal bearing capacity of the tunnel; the micro piles positioned right below the tunnel structure foundation are vertically downwards arranged (the right below the tunnel structure foundation is a position inside a tunnel wall, the left side and the right side are positions outside the tunnel wall, the position where the tunnel wall is positioned is a boundary line), the micro piles positioned on the left side of the tunnel structure foundation are inclined leftwards, the micro piles positioned on the right side of the tunnel structure foundation are inclined rightwards, a plurality of micro piles inclined leftwards are parallel to each other, and a plurality of micro piles inclined rightwards and leftwards are parallel to each other; the distance between the micro piles is 3-6 times of the diameter of the micro piles;
the micro pile positioned at the left side of the tunnel structure foundation is inclined leftwards, so that the micro pile and the tunnel structure foundation form an angle of 100-120 degrees; the micro pile positioned on the right side of the tunnel structure foundation is inclined rightwards, so that an angle of 100-120 degrees is formed between the micro pile and the tunnel structure foundation; and the inclination angle of the micro pile inclined leftwards is the same as that of the micro pile inclined rightwards;
a No. 16 steel wire mesh is additionally arranged on a tunnel structural foundation, and the holes of the No. 16 steel wire mesh are 20X20mm;
2.3 Grouting is carried out on surrounding rocks of the potential anti-slip section of the tunnel, so that the lining structure can disperse and bear force transmission of the slip body, and the length of the anti-slip section is increased; the grouting pipe is a steel flowtube with phi 108x6, M30 cement mortar is internally injected, and the fine stone concrete strength is not lower than C25;
(3) The anti-slip structure of the opening: as particularly shown in fig. 2-4;
3.1 Adopting a steel frame and spray concrete according to the outline shape of the tunnel, taking the steel frame and the spray concrete as a bottom template and a supporting structure, extending out of the tunnel by 25-35 cm, and then constructing a secondary lining structure, wherein the treatment measure of the secondary lining structure is the same as the inner sliding measure of the tunnel; the concrete used by the second lining is C30 reinforced concrete, and the thickness of the second lining is 550-650 mm;
3.2 Backfilling concrete behind a template formed by a steel frame and sprayed concrete to form a tortoise back shape, carrying out arcing treatment on the edge of a chute to maintain smooth performance, pouring a chute concrete structure layer by layer, and arranging connecting steel bars meeting anchoring requirements at the interface, wherein the connecting steel bars are phi 8 steel wire meshes, and the holes of the phi 8 steel wire meshes are 20X20mm to obtain a falling stone chute; the falling rock chute structure is provided with two different longitudinal falling rock sliding slopes, the falling rock sliding slopes are close to the bottom of the portal wall and are set according to the gradient of 1:0.75, and the top of the portal wall is set according to 1:5, setting gradients, and carrying out arcing treatment on interfaces with different gradients, wherein sliding gradients are transversely set according to a ratio of 1:20 in the falling-rock chute structure;
3.3 A double-row C20 concrete energy dissipation baffle is arranged at the position close to the wall of the tunnel portal, the thickness of the energy dissipation baffle is 10cm, phi 6 reinforcing steel bar meshes are arranged in the energy dissipation baffle, the holes of the phi 6 reinforcing steel bar meshes are 25X25mm, and falling rocks are prevented from rolling to a falling surface; arranging an end face reinforced integral reinforcing steel bar net at the position of the double-row C20 concrete energy dissipation baffle close to the tunnel portal, wherein the end face reinforced integral reinforcing steel bar net is a phi 8 steel wire net sheet, and the holes of the phi 8 steel wire net sheet are 25X25mm;
(4) Informationized monitoring measurement: dynamically monitoring the exit slope of the tunnel to obtain deformation information of the interior of the slope body and the earth surface, and providing safety early warning for the safe tunneling of the tunnel and the state of the upward slope of the tunnel opening; according to the monitoring result, verifying the reliability of the exploration and determination sliding surface, and verifying the bearing capacity of the lining structure, and timely correcting the anti-sliding measure of the tunnel portal and the tunnel body or adding engineering measures;
the tasks monitored include:
a) Monitoring deformation or activity characteristics of the landslide and related elements;
b) Researching geological environment, type and characteristics of landslide, analyzing the formation mechanism, activity mode and main factors and influencing factors for inducing deformation damage or activity of landslide, and evaluating the stability of landslide;
c) Researching and mastering rules of landslide activities and development trends thereof, providing data for investigation, design and construction, and checking prevention and treatment engineering effects;
d) Researching and formulating landslide deformation damage criteria, and forecasting possible occurrence time of disasters according to relevant regulations in time;
1. mountain deep layer inclinometry monitoring:
the deep inclinations are drilled by using geology, the numbers ZK 1-ZK 10 are 10, and the number of the deep inclinations is the same as that of the geology; the three-dimensional steel is divided into 3 sections, wherein the main section is 2-2', and ZK 1-ZK 5 are shown in FIG. 6; the elevation of the hole bottom of each inclinometer hole is about 10m lower than the bottom of the tunnel, and the total depth of the inclinometer holes is 466.5m;
the deep displacement monitoring is carried out by selecting a sliding inclinometer as an instrument, pre-connecting the inclinometer pipes before installing, tightly connecting the joints of the adjacent two pipes, strictly aligning the guide grooves during connection, avoiding deflection, and making an alignment mark at the pipe joint; when the electric hand drill is installed, the reinforcing screw is screwed well, so that the direction of the guide groove is strictly unchanged, and the measuring head can slide smoothly in the guide groove; the observation adopts a recording mode from bottom to top, and the drawing measuring head has even force.
2. Surface deformation monitoring
The method for monitoring the surface deformation adopts a semi-automatic monitoring method of a monitoring robot, an instrument adopts an Leica TM50 monitoring robot, and the automatic monitoring software is Geomos6.5; when monitoring is needed, the monitoring robot is installed on a fixed monitoring pier, and after the wireless connection between the monitoring software and the monitoring robot is successful, the robot is controlled at a PC end, so that automatic monitoring is realized;
the working foundation point is arranged at the cement roadside of the right front half slope of the tunnel outlet, the monitoring pier foundation adopts a concrete cast-in-situ mode, and the top is provided with a stainless steel forced centering disc; the number of datum points is 3, fixed prisms are adopted for automatic calibration, the prisms are reinforced by concrete, and a monitoring datum network layout is shown in fig. 7;
slope vegetation is dense, 90% is eucalyptus forest, 10% is pine, and the whole condition of looking through is very bad. The earth surface displacement monitoring points are distributed in three vertical sections, the monitoring points are approximately located on the vertical sections of earlier investigation, and most of the monitoring points are located in the range of 3m around the deep inclinometer hole; 13 monitoring points are distributed in total, the numbers J01-J13 are shown in the detailed view of FIG. 8;
3. and (3) monitoring settlement of the retaining wall and the vault: the five monitoring points are respectively: DQ1, DQ2, DQ3, GD1, GD2; see in particular fig. 9;
4. and (3) monitoring deformation of the lining structure in the hole:
the secondary lining and primary support settlement monitoring is to adopt a non-contact measurement-total station and reflection sheet combined form for distribution control. The high-configuration total station can better overcome the interference of severe environmental factors in a hole and can ensure the reliability of data; 7 sections are arranged in the left hole, wherein 4 sections are added with arch waist observation points; the right hole is provided with 8 sections, wherein 4 sections are added with arch waist observation points; if the surface deformation is abnormal, considering encryption monitoring points according to field requirements; as particularly shown in fig. 10-13; FIG. 10 is a schematic representation of a tunnel lining structure deformation monitoring point arrangement plane (monitoring points are not encrypted); FIG. 11 is a schematic plan view of a deformation monitoring point arrangement (monitoring point encryption) of a lining structure in a hole; FIG. 12 is a schematic cross-sectional view of a deformation monitoring point arrangement for a lining structure of a hole (the monitoring points are not encrypted); FIG. 13 is a schematic cross-sectional view of a deformation monitoring point arrangement (monitoring point encryption) of a lining structure in a hole;
the obtained deep inclinometry curve analysis chart is shown in fig. 14-16, potential landslide is confirmed, the reliability of the slide surface is confirmed by checking investigation according to the monitoring result, the bearing capacity of the lining structure is checked, and anti-skid measures of the tunnel portal and the tunnel body or new engineering measures are corrected in time.
According to the tunnel portal landslide disease treatment method based on the tunnel structure anti-slip, construction control measures are set first, and smooth construction of the anti-slip structure is guaranteed; the grouting reinforcement is carried out to reinforce the mountain body, the vertical and longitudinal bearing capacity of the primary support and the secondary lining is improved, the vertical force and the horizontal force of the micro steel pipe pile connecting lining force transmission lining are set, an intra-tunnel sliding system is formed, the grouting reinforcement enables surrounding rocks to disperse the sliding force of the tunnel opening sliding body, more lining participates in bearing, and the vertical force and the horizontal force are transmitted to the surrounding rocks at the bottom of the tunnel through the micro steel pipe pile; the back of the tortoises is formed by backfilling concrete, so that the tunnel portal is stressed, the mountain sliding body of the tunnel portal and the residual sliding force transmitted through lining of the tunnel portal are borne, the longitudinal displacement of the mountain is prevented, the sliding guiding effect can be generated on the shallow local sliding body and mountain falling rocks which pass over the top of the tunnel, and the influence on the operation period is avoided; the informatization monitoring measurement is carried out, the reliability of the exploration and determination sliding surface can be verified according to the monitoring result, the bearing capacity of the lining structure is verified, and the anti-skid measures of the tunnel portal and the tunnel body or the newly added engineering measures are corrected in time; compared with the prior art, the method has the following beneficial effects: 1. the tunnel structure is made into an anti-slip member through construction measures, so that the slip body can be directly restrained, the situation that the mountain is greatly dug due to unloading, the land is removed, and the bearing capacity of conventional structures such as anchor rods and anchor cables is reduced due to tunnel construction is avoided; 2. the falling stone chute and the energy dissipation baffle are arranged, so that the construction and safety requirements are met, the shallow sliding and falling stone prevention and control requirements of the opening in the operation period are also ensured, and a treatment scheme with obvious effect is provided for construction and operation; 3. information monitoring measurement is carried out, deformation information of the inside of the slope body and the earth surface is obtained, and safety early warning is provided for the safe tunneling of the tunnel and the state of the upward slope of the opening of the tunnel; 4. by the comprehensive treatment method, the safe construction inside and outside the tunnel is ensured, and the information monitoring means is timely fed back to the design and construction unit optimization scheme, so that the safe, economic and civilized construction is achieved.
The foregoing descriptions of specific exemplary embodiments of the present invention are presented for purposes of illustration and description. It is not intended to limit the invention to the precise form disclosed, and obviously many modifications and variations are possible in light of the above teaching. The exemplary embodiments were chosen and described in order to explain the specific principles of the invention and its practical application to thereby enable one skilled in the art to make and utilize the invention in various exemplary embodiments and with various modifications as are suited to the particular use contemplated. It is intended that the scope of the invention be defined by the claims and their equivalents.
Claims (10)
1. The tunnel portal landslide disease treatment method based on tunnel structure sliding resistance is characterized by comprising the following steps of:
(1) And (3) construction control measures:
1.1 Adding a foot locking steel pipe to the primary support to avoid sinking and further traction of the sliding body;
1.2 Adding a temporary support system;
1.3 Pumping concrete to fill and strengthen the cavity around the tunnel;
1.4 A water intercepting ditch is arranged at the rear edge of the mountain crack by 3-5 m, so that water flowing to the slope of the mountain is drained and drained, and the flowing water is reduced to wash the slope;
1.5 Aiming at cracks generated by mountain bodies, clay is adopted for temporary sealing, and plastic films are covered on the upper parts of the cracks to prevent rain from leaking out and aggravate the sliding down of the mountain bodies as a water-proof measure;
(2) The sliding structure in the hole:
2.1 A second lining and an initial support of the tunnel are additionally arranged to improve the bearing capacity of the tunnel; the lining of the tunnel II is reinforced with longitudinal connecting steel bars for improving the longitudinal tensile capacity of the tunnel;
2.2 Micro piles are adopted to treat the tunnel structural foundation, and the micro piles are effectively anchored with the lining structure so as to improve the vertical and horizontal bearing capacity of the tunnel;
2.3 Grouting is carried out on surrounding rocks of the potential anti-slip section of the tunnel, so that the lining structure can disperse and bear force transmission of the slip body, and the length of the anti-slip section is increased;
(3) The anti-slip structure of the opening:
3.1 Adopting a steel frame and spray concrete according to the outline shape of the tunnel, taking the steel frame and the spray concrete as a bottom template and a supporting structure, extending out of the tunnel for a certain length, and then constructing a secondary lining structure, wherein the treatment measure of the secondary lining structure is the same as that of the inner sliding prevention measure of the tunnel;
3.2 Backfilling concrete behind a template formed by a steel frame and sprayed concrete to form a tortoise back shape, carrying out arcing treatment on the edge of a chute to maintain smooth performance, pouring a chute concrete structure layer by layer, and arranging connecting steel bars meeting anchoring requirements at the interface to obtain a falling stone chute; the falling rock chute structure is provided with two different longitudinal falling rock sliding slopes, the falling rock sliding slopes are close to the bottom of the portal wall and are set according to the gradient of 1:0.75, and the top of the portal wall is set according to 1:5, setting gradients, and carrying out arcing treatment on interfaces with different gradients, wherein sliding gradients are transversely set according to a ratio of 1:20 in the falling-rock chute structure;
3.3 A double-row C20 concrete energy dissipation baffle plate is arranged at the position close to the wall of the tunnel portal and internally provided with a reinforcing steel bar net for preventing falling rocks from rolling to a falling surface;
(4) Informationized monitoring measurement: dynamically monitoring the exit slope of the tunnel to obtain deformation information of the interior of the slope body and the earth surface, and providing safety early warning for the safe tunneling of the tunnel and the state of the upward slope of the tunnel opening; and according to the monitoring result, verifying the reliability of the exploration and determination sliding surface, and verifying the bearing capacity of the lining structure, and timely correcting the anti-sliding measures or newly-added engineering measures of the tunnel portal and the tunnel body.
2. The tunnel portal landslide control method based on tunnel structure sliding resistance according to claim 1, wherein the concrete used in the tunnel secondary lining in the step 2.1) is C20, and the thickness of the tunnel secondary lining is 80-350 mm.
3. The tunnel portal landslide control method based on tunnel structure sliding resistance according to claim 1, wherein the micro piles located right below the tunnel structure foundation in step 2.2) are vertically downward, the micro piles located left of the tunnel structure foundation are inclined leftwards, the micro piles located right of the tunnel structure foundation are inclined rightwards, the micro piles inclined leftwards are parallel to each other, and the micro piles inclined rightwards and leftwards are parallel to each other; the distance between the micro piles is 3-6 times of the diameter of the micro piles.
4. The tunnel portal landslide control method based on tunnel structure sliding resistance according to claim 3, wherein the micro pile positioned at the left side of the tunnel structure foundation in the step 2.2) is inclined leftwards, so that the micro pile and the tunnel structure foundation form an angle of 100-120 degrees; the micro pile positioned on the right side of the tunnel structure foundation is inclined rightwards, so that an angle of 100-120 degrees is formed between the micro pile and the tunnel structure foundation; and the inclination angle of the micro pile inclined leftwards is the same as that of the micro pile inclined rightwards.
5. The tunnel portal landslide control method based on tunnel structure sliding resistance according to claim 1, wherein in the step 2.2), a number 16 steel wire mesh is additionally arranged on a tunnel structure foundation, and holes of the number 16 steel wire mesh are 20X20mm.
6. The tunnel portal landslide disease control method based on tunnel structure sliding resistance according to claim 1, wherein grouting is carried out on surrounding rocks of a potential sliding resistance section of a tunnel in the step 2.3), a grouting pipe is a steel pipe with phi 108x6, M30 cement mortar is injected into the grouting pipe, and the fine stone concrete strength is not lower than C25.
7. The tunnel portal landslide disease treatment method based on the tunnel structure anti-slip is characterized in that in the step 3.1), steel frames and sprayed concrete are adopted to form a tunnel profile, the steel frames and the sprayed concrete serve as a bottom template and a supporting structure, the steel frames and the sprayed concrete extend out of the tunnel by 25-35 cm, then a secondary lining structure is constructed, and the treatment measure of the secondary lining structure is the same as the anti-slip measure of the tunnel; the concrete used for the second lining is C30 reinforced concrete, and the thickness of the second lining is 550-650 mm.
8. The tunnel portal landslide control method based on tunnel structure sliding resistance according to claim 1, wherein in the step 3.2), connecting steel bars meeting anchoring requirements are arranged at the interface, the connecting steel bars are phi 8 steel wire meshes, and the holes of the phi 8 steel wire meshes are 20X20mm.
9. The tunnel portal landslide disease control method based on tunnel structure sliding resistance according to claim 1, wherein in the step 3.3), a double-row C20 concrete energy dissipation baffle is arranged at the position close to the tunnel portal wall, the thickness of the energy dissipation baffle is 10cm, a phi 6 steel bar net is arranged in the energy dissipation baffle, holes of the phi 6 steel bar net are 25X25mm, and falling rocks are prevented from rolling to a falling surface.
10. The tunnel portal landslide control method based on tunnel structure sliding resistance according to claim 1, wherein in the step 3.3), an end face reinforcing integral reinforcing mesh is arranged at a position, close to a tunnel portal, of a double-row C20 concrete energy dissipation baffle, the end face reinforcing integral reinforcing mesh is phi 8 steel wire meshes, and holes of the phi 8 steel wire meshes are 25X25mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311269175.8A CN117328892A (en) | 2023-09-28 | 2023-09-28 | Tunnel portal landslide disease treatment method based on tunnel structure anti-slip |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311269175.8A CN117328892A (en) | 2023-09-28 | 2023-09-28 | Tunnel portal landslide disease treatment method based on tunnel structure anti-slip |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN117328892A true CN117328892A (en) | 2024-01-02 |
Family
ID=89276602
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202311269175.8A Pending CN117328892A (en) | 2023-09-28 | 2023-09-28 | Tunnel portal landslide disease treatment method based on tunnel structure anti-slip |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117328892A (en) |
-
2023
- 2023-09-28 CN CN202311269175.8A patent/CN117328892A/en active Pending
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103883328B (en) | The dark construction method of half lid half of high steep V-type coombe biased segment is worn under separate tunnel | |
| CN111706362A (en) | Karst cave treatment method for tunnel construction | |
| CN108843333A (en) | Collapsible Loess District tunneling double-arched tunnel passes through the construction method of existing railway | |
| CN112281877B (en) | Cutting high slope construction method | |
| CN111101540B (en) | Construction method for passing existing electric power tunnel on open cut tunnel | |
| CN111139840B (en) | Ecological restoration method for tableland slope of fixed ditch in gully region of loess plateau of longdong | |
| CN108625879A (en) | Mountain Tunnels half-open and half-hidden structure and its construction method | |
| CN106812150A (en) | A kind of mountain area steep slope region Road Bridge Pile Foundation construction method | |
| CN111322087A (en) | Construction method for soft soil highway tunnel entrance semi-open semi-hidden tunnel in mountainous area | |
| CN100513705C (en) | Underground beam-pile frame construction for reinforcing side slope | |
| CN106761771A (en) | A kind of construction method for crossing native shallow tunnel on rock under the location of mountain valley | |
| CN1190566C (en) | Method and structure for preventing and protecting near structure settlement by tunnel and isolation piling wall method | |
| CN216514911U (en) | High fill roadbed structure | |
| CN106436725B (en) | With the construction method of the cutting stereoscopic protective structure of high polymer grouting reinforcement waterproof | |
| CN115012957A (en) | Safe and efficient tunneling construction process for large-section extra-long tunnel under complex condition | |
| CN117328892A (en) | Tunnel portal landslide disease treatment method based on tunnel structure anti-slip | |
| CN116537221A (en) | Highway tunnel portal section collapse sliding body slope protection reinforcing structure and construction method | |
| CN114278313A (en) | Supporting system based on interval different excavation construction method conversion and construction method | |
| CN113550336A (en) | Loose formation region railway deep cutting adjacent to existing building and construction method | |
| CN109811612A (en) | Coombe processing is faced forever in conjunction with sidewalk structure and its construction method | |
| CN106400643A (en) | High polymer grouting reinforcement and water prevention three-dimensional protective structure for cutting | |
| CN113322983B (en) | Technology for treating sliding bedding sand shale side slope | |
| CN218911469U (en) | Supporting and retaining system for landslide and falling rocks of broken rock mass highway | |
| CN217480236U (en) | Pile-plate type retaining wall suitable for high slope | |
| CN216920384U (en) | Highway tunnel entrance to a cave section landslide body side slope protection additional strengthening that collapses |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |