CN106968260A - The device and method come down for Strengthening Tunnel mountain body entrance - Google Patents
The device and method come down for Strengthening Tunnel mountain body entrance Download PDFInfo
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- CN106968260A CN106968260A CN201710216828.4A CN201710216828A CN106968260A CN 106968260 A CN106968260 A CN 106968260A CN 201710216828 A CN201710216828 A CN 201710216828A CN 106968260 A CN106968260 A CN 106968260A
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- 238000005728 strengthening Methods 0.000 title claims abstract description 48
- 238000000034 method Methods 0.000 title claims abstract description 27
- 239000011435 rock Substances 0.000 claims abstract description 41
- 229910000831 Steel Inorganic materials 0.000 claims description 29
- 239000010959 steel Substances 0.000 claims description 29
- 238000007569 slipcasting Methods 0.000 claims description 26
- 238000004873 anchoring Methods 0.000 claims description 20
- 238000007789 sealing Methods 0.000 claims description 17
- 238000009412 basement excavation Methods 0.000 claims description 10
- 238000009434 installation Methods 0.000 claims description 10
- 244000025254 Cannabis sativa Species 0.000 claims description 4
- 239000004567 concrete Substances 0.000 description 13
- 230000004224 protection Effects 0.000 description 13
- 239000002689 soil Substances 0.000 description 12
- 238000013461 design Methods 0.000 description 8
- 230000002787 reinforcement Effects 0.000 description 8
- 230000015572 biosynthetic process Effects 0.000 description 7
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- 239000010410 layer Substances 0.000 description 5
- 239000004568 cement Substances 0.000 description 4
- 238000010276 construction Methods 0.000 description 4
- 230000007123 defense Effects 0.000 description 4
- 239000004570 mortar (masonry) Substances 0.000 description 4
- 239000002002 slurry Substances 0.000 description 4
- 239000011083 cement mortar Substances 0.000 description 3
- 238000011161 development Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 238000007711 solidification Methods 0.000 description 3
- 230000008023 solidification Effects 0.000 description 3
- 239000002352 surface water Substances 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 239000011449 brick Substances 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 235000019994 cava Nutrition 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000010412 perfusion Effects 0.000 description 2
- 239000011241 protective layer Substances 0.000 description 2
- NFGXHKASABOEEW-UHFFFAOYSA-N 1-methylethyl 11-methoxy-3,7,11-trimethyl-2,4-dodecadienoate Chemical compound COC(C)(C)CCCC(C)CC=CC(C)=CC(=O)OC(C)C NFGXHKASABOEEW-UHFFFAOYSA-N 0.000 description 1
- 206010044565 Tremor Diseases 0.000 description 1
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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
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
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- General Engineering & Computer Science (AREA)
- Devices Affording Protection Of Roads Or Walls For Sound Insulation (AREA)
Abstract
The invention provides a kind of device and method come down for Strengthening Tunnel mountain body entrance.Wherein, the device includes：Lattice girder, multiple anchor cables, friction skidding device and multiple first Grouting Pipes；Wherein, lattice girder is arranged at the surface of massif and the position being placed in more than the landslide trailing edge crack of massif, and the first end of each anchor cable is embedded in rock mass, and the second end of each anchor cable is arranged in lattice girder and is connected with lattice girder；Friction skidding device is arranged at hole and is embedded under the road surface in tunnel；The outer wall of each first Grouting Pipe is provided with multiple first injected holes, and the rock mass between lattice girder and friction pile device is provided with multiple holes, each hole that each first Grouting Pipe is placed in correspondingly, and each first Grouting Pipe is used to inject mud into corresponding each hole.The device come down provided by the present invention for Strengthening Tunnel mountain body entrance improves the overall self-stable ability of massif, and the generation of secondary disaster, reduces potential safety hazard when can effectively prevent constructing tunnel.
Description
Technical field
The present invention relates to technical field of tunnel construction, it is used for Strengthening Tunnel mountain body entrance landslide in particular to one kind
Device and method.
Background technology
Since 20th century, with the development and the progress of technology of China's communications and transportation, highway, railway development are rapid, domestic
Traffic is extended in all direction, and highway, railway tunnel also gradually increase.
China is the country on mountain more than one, and mountain area is inevitably passed through in highway, railway construction, due to geology in all parts of the country
Situation is not quite similar, in part mountain area, and tunnel import and export localized ground rises and falls greatly, and surface water development, the earth's surface soil body is in shakiness
Determine state, when constructing open cut tunnel part, open cut tunnel top and the periphery soil body easily produce landslide, form geological disaster, bright constructing
Need to carry out consolidation process to its peripheral ground soil body before hole, to ensure that construction safety and the normal of tunnel are used.
The content of the invention
In consideration of it, the present invention proposes a kind of device and method come down for Strengthening Tunnel mountain body entrance, it is intended to solve
The problem of there is potential safety hazard caused by coming down is also easy to produce during constructing tunnel.
On one side, the present invention proposes a kind of device come down for Strengthening Tunnel mountain body entrance.The device includes：Lattice
Structure beam, multiple anchor cables, friction skidding device and multiple first Grouting Pipes；Wherein, lattice girder is arranged at the surface of massif and is placed in massif
Landslide trailing edge crack more than position, the first end of each anchor cable is embedded in rock mass, and the second end of each anchor cable is arranged in
Lattice girder and it is connected with lattice girder；Friction skidding device is arranged at hole and is embedded under the road surface in tunnel；Each first Grouting Pipe
Outer wall is provided with multiple first injected holes, and the rock mass between lattice girder and friction pile device is provided with multiple holes, each first note
In each hole that slurry pipe is placed in correspondingly, each first Grouting Pipe is used to inject mud into corresponding each hole.
Further, in the above-mentioned device come down for Strengthening Tunnel mountain body entrance, each anchor cable includes：Anchoring section and
Free segment；Wherein, anchoring section is embedded in rock mass, and the first end of free segment is connected with the first end of anchoring section, free segment
Second end is arranged in lattice girder and is connected with lattice girder.
Further, in the above-mentioned device come down for Strengthening Tunnel mountain body entrance, anchoring section includes：Second Grouting Pipe,
It is embedded in rock mass, the outer wall of the second Grouting Pipe is provided with multiple second injected holes；Many first steel strand wires, unprotect layer and
It is coated on the outer wall of the second Grouting Pipe；Stirrup ring and tensioner ring, are alternately disposed in the second Grouting Pipe, also, adjacent two
There is the first pre-determined distance between stirrup ring and tensioner ring；Free segment includes：3rd Grouting Pipe, is embedded in rock mass, also, the
The first end of three Grouting Pipes is connected with the second Grouting Pipe, the second end of the 3rd Grouting Pipe be arranged in lattice girder and with lattice girder phase
Connection, the outer wall of the 3rd Grouting Pipe is provided with multiple 3rd injected holes；Many second steel strand wires, matcoveredn and are coated on
The outer wall of three Grouting Pipes, each second steel strand wires are connected correspondingly with each first steel strand wires.
Further, in the above-mentioned device come down for Strengthening Tunnel mountain body entrance, each anchor cable also includes：It is oriented to
Cap, is arranged at the second end of anchoring section；Anchorage, is arranged at the second end of free segment；Wedge-shaped pad pier, is located in anchorage and lattice girder
Between.
Further, in the above-mentioned device come down for Strengthening Tunnel mountain body entrance, each anchor cable is with horizontal direction in folder
Angle is set.
Further, in the above-mentioned device come down for Strengthening Tunnel mountain body entrance, lattice girder is to be made up of multiple beam bodies
Latticed lattice girder, the second end of each anchor cable be arranged in the crosspoint of corresponding each beam body and with corresponding each beam body
It is connected.
Further, in the above-mentioned device come down for Strengthening Tunnel mountain body entrance, friction skidding device includes：Multiple pile bodies,
It may be contained within hole and there is the second pre-determined distance between same straight line, two adjacent pile bodies.
Further, in the above-mentioned device come down for Strengthening Tunnel mountain body entrance, the excavation contour line in close tunnel
There is the 3rd pre-determined distance between each pile body and excavation contour line.
The present invention sets friction skidding device in the leading edge of slide mass, and slopes can be prevented to continue to slide and crack increase, formed
The protection system of active force, improves the stability of slip mass.Hole top surface grouting makes the solidification of its soil body is hardened to form one,
And coordinate one of strong defence line of friction skidding device formation.Anchor cable carries out active reinforcing to slip mass, and anchor cable is anchored into rock mass,
Slip mass anti-slide performance is added, the overall self-stable ability of rock mass is improved, lattice girder carries out last active defense to domatic,
Landslide Stability is set to be further enhanced.The bracing means improves the overall self-stable ability of massif, can effectively prevent tunnel
The generation of secondary disaster when road is constructed, it is ensured that tunnel portal and the personal security in barrel work progress and operation, periphery village
Fall the safety of resident, caved in while avoiding the hole caused by rock-mass slippage, so as to change tunnel original design, it is unnecessary to increase
Cost the problem of.
On the other hand, the invention also provides a kind of method come down for Strengthening Tunnel mountain body entrance.This method includes
Following steps, setting steps set friction skidding device in the first position of measured in advance；Slip casting step, on the ground of measured in advance
Multiple first holes are drilled with table range of grouting, and place into each first hole the first Grouting Pipe, and the slip casting into each first hole；
Step is embedded, multiple second holes are drilled with the second place of measured in advance, multiple anchor cables are placed in each second hole correspondingly
It is interior, and the first end of each anchor cable is embedded in rock mass, and the slip casting into each second hole；Installation steps, lattice girder is set
In the surface of massif and the position that is placed in more than the landslide trailing edge crack of massif, the second end of each anchor cable is arranged in lattice girder
And be connected with lattice girder；Sealing off and covering anchorage step, sealing off and covering anchorage is carried out to the second end of each anchor cable.
Further, in the above-mentioned method come down for Strengthening Tunnel mountain body entrance, also include before setting steps：Repair slope
Step, calculates the slope ratio for building side slope, and slope ratio is more than or equal to 1:1.5.
Further, in the above-mentioned method come down for Strengthening Tunnel mountain body entrance, between installation steps and sealing off and covering anchorage step
Also include：Tensioning step, tensioning is carried out to each anchor cable and is locked.
Further, in the above-mentioned method come down for Strengthening Tunnel mountain body entrance, also include after sealing off and covering anchorage step：In lattice
Structure beam sets scope outer and along the circumferentially disposed intercepting ditch of massif；The green grass in the grid of lattice girder.
The present invention sets friction skidding device in the leading edge of slide mass, and slopes can be prevented to continue to slide and crack increase, formed
The protection system of active force, improves the stability of slip mass.Hole top surface grouting makes the solidification of its soil body is hardened to form one,
And coordinate one of strong defence line of friction skidding device formation.Anchor cable carries out active reinforcing to slip mass, and anchor cable is anchored into rock mass,
Slip mass anti-slide performance is added, the overall self-stable ability of rock mass is improved.Lattice girder carries out last active defense to domatic,
Landslide Stability is set to be further enhanced.The reinforcement means improves the overall self-stable ability of massif, can effectively prevent tunnel
The generation of secondary disaster when road is constructed, it is ensured that tunnel portal and the personal security in barrel work progress and operation, periphery village
Fall the safety of resident, caved in while avoiding the hole caused by rock-mass slippage, so as to change tunnel original design, it is unnecessary to increase
Cost the problem of.
Brief description of the drawings
By reading the detailed description of hereafter preferred embodiment, various other advantages and benefit is common for this area
Technical staff will be clear understanding.Accompanying drawing is only used for showing the purpose of preferred embodiment, and is not considered as to the present invention
Limitation.And in whole accompanying drawing, identical part is denoted by the same reference numerals.In the accompanying drawings：
Fig. 1 is used for the vertical section schematic diagram for the device that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention；
Fig. 2 is used for the floor map for the device that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention；
Fig. 3 is used in the device that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention, the first Grouting Pipe
Arrange schematic diagram；
Fig. 4 is used in the device that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention, the first Grouting Pipe
Structural representation；
Fig. 5 is in the device provided in an embodiment of the present invention come down for Strengthening Tunnel mountain body entrance, the structure of anchor cable is shown
It is intended to；
Fig. 6 is used in the device that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention, the Section A-A of anchor cable
Schematic diagram；
Fig. 7 is used in the device that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention, the section B-B of anchor cable
Schematic diagram；
Fig. 8 is used in the device that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention, the structure of lattice girder
Schematic diagram；
Fig. 9 is used in the device that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention, the knot of friction skidding device
Structure schematic diagram；
Figure 10 is used for the flow chart for the method that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention；
Figure 11 is used for the another flow chart for the method that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention；
Figure 12 is used for the another flow chart for the method that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention；
Figure 13 is used for the another flow chart for the method that Strengthening Tunnel mountain body entrance comes down to be provided in an embodiment of the present invention.
Embodiment
The exemplary embodiment of the disclosure is more fully described below with reference to accompanying drawings.Although showing the disclosure in accompanying drawing
Exemplary embodiment, it being understood, however, that may be realized in various forms the disclosure without should be by embodiments set forth here
Limited.On the contrary, these embodiments are provided to facilitate a more thoroughly understanding of the present invention, and can be by the scope of the present disclosure
Complete conveys to those skilled in the art.It should be noted that in the case where not conflicting, embodiment in the present invention and
Feature in embodiment can be mutually combined.Describe the present invention in detail below with reference to the accompanying drawings and in conjunction with the embodiments.
Device embodiment：
Referring to Fig. 1 and Fig. 2, the device for being used for Strengthening Tunnel mountain body entrance landslide that the present embodiment is provided is shown in figure
Preferred structure.As illustrated, the device includes：Lattice girder 1, multiple anchor cables 2, friction skidding device 3 and multiple first Grouting Pipes 4.
Wherein, the build side slope 8 based on original place upper thread is carried out to mountain body entrance first, smooth-going is built respectively and from top to bottom,
Slope ratio should be set according to original place shape, but need to be more than or equal to 1:1.5.Each hole can connect into a hole line 6.Then root
The crack 5 produced according to the practically type situation at scene, portal position, geological conditions and landslide, which is studied and judged, determines whole landslip treatmant
Region, then the division of zone of protection position is carried out, determine friction skidding device guard plot 9, surface grouting guard plot 10 and lattice girder anchor
Totally three zone of protections of rope supporting guard plot 11.Lattice girder 1 and anchor cable 2, lattice are set in lattice girder cable bolting guard plot 11
Structure beam 1 is arranged at the surface of massif and is placed in the position in the landslide trailing edge crack more than 5 of massif, first end (Fig. 1 of each anchor cable 2
Shown right-hand member) it is embedded in rock mass, the second end (left end shown in Fig. 1) of each anchor cable 2 is arranged in lattice girder 1 and dative
Structure beam 1 is connected.When it is implemented, anchor cable 2 can be prestress anchorage cable, the vertical spacing of each anchor cable 2 can be 6.73m, horizontal
Can be 3m to spacing.Outside lattice girder cable bolting guard plot at 5 meters of position, along circumferentially disposed one week ladder of massif
Shape intercepting ditch 13, intercepting ditch can be built by laying bricks or stones using M7.5 mortar flag stones, and the depth of intercepting ditch 13 and bottom width are not less than 0.6m, bottom of trench,
Furrow bank mortar flag stone thickness is not less than 0.3m, and intercepting ditch 13 can dam the surface water of massif into intercepting ditch 13, Ran Houpai
Extremely arrive hole.Friction skidding device 3 is set in friction skidding device guard plot 9, and friction skidding device 3 is arranged at hole and is embedded at the road in tunnel
Under face.When it is implemented, friction skidding device 3, which can be embedded in below tunnel road surface absolute altitude, is no less than 10m.Referring to Fig. 3 and Fig. 4, earth's surface
Slip casting guard plot 10 is between friction skidding device guard plot 9 and lattice girder cable bolting guard plot 11, lattice girder 1 and friction pile device
Between rock mass be provided with multiple holes, the diameter in each hole can be that the spacing between 100mm, each hole can be 1.5*1.5m,
In quincuncial arrangement.The outer wall of each first Grouting Pipe 4 is provided with multiple first injected holes 41, also, each first Grouting Pipe 4 one
In the one each hole being accordingly placed in, each first Grouting Pipe 4 can inject mud into corresponding each hole.When it is implemented,
First Grouting Pipe 4 can use diameter 42mm steel floral tubes, and steel floral tube can be processed into by wall thickness 4mm hot rolled seamless steel tube, the spray of molten steel
Pipe front end can be processed tapered (right-hand member shown in Fig. 4).The aperture of each first injected hole 41 can be 10mm, each first slip casting
The spacing in hole 41 can be 15cm, in quincuncial arrangement.Slip casting depth in the range of tunnel contour can down on steel tube shed 12,
Other scope slip casting depth can reach Pavement Design absolute altitude above 2m.Slip casting can be using single liquid cement mortar, and grouting pressure can be with
For 0.5~1.0MPa, the cement mortar ratio of mud can be 1:1, cement grade is not less than 42.5 grades.
In the present embodiment, friction skidding device 3 is set in the leading edge of slide mass, slopes continuation sliding and crack 5 can be prevented to increase
Greatly, the protection system of active force is formed, the stability of slip mass is improved.Hole top surface grouting makes its soil body solidify hardened shape
Integrally, and coordinate friction skidding device 3 formation one of strong defence line.Anchor cable 2 carries out active reinforcing, anchor cable 2 to slip mass
Anchor into rock mass, add slip mass anti-slide performance, improve the overall self-stable ability of rock mass, lattice girder 1 is carried out most to domatic
Active defense afterwards, makes Landslide Stability be further enhanced.The bracing means improves the overall self-stable ability of massif, energy
The generation of effective secondary disaster when preventing constructing tunnel, it is ensured that tunnel portal and personal security in barrel work progress and
Operation, the safety of Surrounding Settlements resident, cave in, so as to change, tunnel is original to be set while avoiding the hole caused by rock-mass slippage
Meter, the problem of increasing unnecessary cost.
Referring to Fig. 5 to 7, the preferred structure for the anchor cable that the present embodiment is provided is shown in figure.As illustrated, each anchor cable 2
It may each comprise：Anchoring section 21 and free segment 22.Wherein, anchoring section 21 is embedded in rock mass, first end (Fig. 5 of free segment 22
Shown right-hand member) it is connected with the first end (left end shown in Fig. 5) of anchoring section 21, the second end of free segment 22 is (shown in Fig. 5
Left end) it is arranged in lattice girder 1 and is connected with lattice girder 1, this structure can make the stressed effect of anchor cable 2 more preferable.Specific implementation
When, the second end (right-hand member shown in Fig. 5) of anchoring section 21 can be fixed in rock mass using cement slurry.When making free segment 22
Three layers of anti-corrosion, i.e. brush butter, lead priming paint, overcoat diameter 20mm plastic tube can be set.The length of anchoring section 21 can be 8m, from
It can be 24 meters by the length of section 22.
Anchoring section 21 can include：Second Grouting Pipe 211, many first steel strand wires 212, stirrup ring 213 and tensioner ring
214.Wherein, anchor cable hole can be provided with rock mass, the second injected hole pipe can be placed in anchor cable hole, the second Grouting Pipe 211
Outer wall can be provided with multiple second injected holes.To ensure that anchor cable hole site is correct, 2 points of anchor cable first is calculated by slope ratio, then press
Anchor cable 2 and the angle α of horizontal direction (for Fig. 1), such as 20 ° of the angle of depression extends to ground intersection point, draws anchor on ground
Rope hole site, anchor cable bore dia can be 150mm, and the depth in anchor cable duct can be 32.5 meters.The many nothings of first steel strand wires 212
Protective layer and the outer wall for being coated on the second Grouting Pipe 211, when it is implemented, the first steel strand wires 212 can be a diameter of for 5
15.2mm low relaxation high strength steel strand.Stirrup ring 213 and tensioner ring 214 are alternately disposed in the second Grouting Pipe 211, and
And, there is the first pre-determined distance between two adjacent stirrup rings 213 and tensioner ring 214, anchoring section 21 is fixed into jujube core
Shape, the first pre-determined distance can be 1.5m.
It should be noted that the first pre-determined distance can be actually needed to determine according to, the present embodiment is not appointed to it
What is limited.
Free segment 22 can include：3rd Grouting Pipe 221 and the second steel strand wires of Duo Gen 222.Wherein, the 3rd Grouting Pipe 221
It is placed in anchor cable hole, also, the first end (right-hand member shown in Fig. 5) of the 3rd Grouting Pipe 221 is connected with the second Grouting Pipe 211,
The second end (left end shown in Fig. 5) of 3rd Grouting Pipe 221 is arranged in lattice girder 1 and is connected with lattice girder 1, the 3rd Grouting Pipe
221 outer wall is provided with multiple 3rd injected holes.It should be noted that the 3rd Grouting Pipe 221 and the second Grouting Pipe 211 should be one
Whole body.The many matcoveredns of second steel strand wires 222 and the outer wall for being coated on the 3rd Grouting Pipe 221, each second steel strand wires
222 are connected correspondingly with each first steel strand wires 212.It should be noted that each second steel strand wires 222 with it is corresponding each
First steel strand wires 212 should be same steel strand wires, only steel strand wires need to be peelled off into partial protection layer.
Blow off in anchor cable hole after aggregate chips, anchor cable 2 is penetrated in anchor cable hole, then be pressed into M30 cement mortar 14, and should add swollen
Swollen dose and early strength agent, once grouting pressure can be controlled between 0.6MPa~2.0MPa, and back-grouting pressure can be controlled
Between 2.5MPa~5.0MPa.The depth of anchor cable hole should be than the long 50cm of length of anchor cable 2, and then the operation of people can be avoided to cause to bore
Not enough, or dust in hole etc. anchors into length to hole depth without drying net impacts anchor cable 2, and is conducive to cement slurry the bottom of from
Portion toward top return into.
In above-described embodiment, each anchor cable 2 can also include：Guiding cap 23, anchorage 24 and wedge-shaped pad pier 25.Wherein,
Guiding cap 23 is arranged at the second end of anchoring section 21, plays a part of guiding to anchoring section 21, and anchorage 24 is arranged at free segment 22
The second end, wedge-shaped pad pier 25 is located between anchorage 24 and lattice girder 1.Second end of free segment 22 is arranged in lattice girder 1
And prestressed stretch-draw termination is reserved, carry out prestressed stretch-draw sealing off and covering anchorage formation branch again by installing anchorage 24 after wedge-shaped pad pier 25 of constructing
Watch box system.When it is implemented, wedge-shaped pad pier 25 can be armored concrete pad pier, wedge-shaped pad pier 25 be complete lattice girder 1 it
Afterwards it is cast-in-place in the above, play correction anchor cable 2, facilitate the effect of prestressed stretch-draw, the grade of concrete can be C30.
Referring to Fig. 8, the preferred structure for the lattice girder that the present embodiment is provided is shown in figure.As illustrated, lattice girder 1 can be with
For the latticed lattice girder 1 being made up of multiple beam bodies 15, the second end of each anchor cable 2 is arranged in the friendship of corresponding each beam body 15
The middle position of crunode and it is connected with corresponding each beam body 15.When it is implemented, lattice girder 1 can be armored concrete lattice
Structure beam 1, cross dimensions can be 300mm*600mm, and the spacing of each beam body 15 can be 3m*6.73m, reinforced concrete protective layer
35mm should be not less than, concrete grade can be C30.Second end extension elongation of anchor cable 2 meets prestressed stretch-draw length.Each beam
The concrete surface in the crosspoint of body 15 needs to carry out dabbing.
Referring to Fig. 9, the preferred structure for the friction skidding device that the present embodiment is provided is shown in figure.As illustrated, friction skidding device 3
Multiple pile bodies 31 can be included.Each pile body 31 can be arranged at hole and be located along the same line, two adjacent pile bodies 31
Between there is the second pre-determined distance, such as the pile center of two adjacent pile bodies 31 is smaller than being equal to 5m, and each pile body 31 is embedded in
Tunnel road surface absolute altitude depth below can be more than or equal to 10m.The stake holes of pile body 31 can use the driving of artificial pneumatic pick rock drilling
Mode is excavated, and soil layer carries out segmental concrete panelling construction until pore-forming, stake holes immediately when often saving excavation 1m, rock stratum 1.5m
The unconsolidated rock to bottom hole is cleared up before checking and accepting, and carries out steel reinforcement cage processing and installation, concrete perfusion.Each pile body 31
Arrangement shape can be designed as rectangle.Have the between each pile body 31 and excavation contour line 7 of the excavation contour line 7 in tunnel
Three pre-determined distances, such as distance close to tunnel excavation profile can be less than or equal to 1m.
It should be noted that the second pre-determined distance and the 3rd pre-determined distance can be determined according to actual needs, this reality
Apply example and do not do any restriction to it.
In the present embodiment, each pile body 31 sets rectangular and on same plane line, can make the mechanics of each pile body 31
Better performances, overall repellence is strong.The stake holes of pile body 31 can reduce the vibration to the massif that comes down using hand excavation's mode, keep away
Exempt from occur security incident in work progress.
To sum up, the present embodiment sets friction skidding device in the leading edge of slide mass, and slopes can be prevented to continue to slide and crack increasing
Greatly, the protection system of active force is formed, the stability of slip mass is improved.Hole top surface grouting makes its soil body solidify hardened shape
Integrally, and coordinate friction skidding device formation one of strong defence line.Anchor cable carries out active reinforcing to slip mass, and anchor cable is anchored into
In rock mass, slip mass anti-slide performance is added, the overall self-stable ability of rock mass is improved, lattice girder carries out last master to domatic
Dynamic protection, makes Landslide Stability be further enhanced.The bracing means improves the overall self-stable ability of massif, can be effective
The generation of secondary disaster when preventing constructing tunnel, it is ensured that tunnel portal and personal security in barrel work progress and operation,
The safety of Surrounding Settlements resident, caves in while avoiding the hole caused by rock-mass slippage, so as to change tunnel original design, increases
The problem of unnecessary cost.
Embodiment of the method：
Referring to Figure 10, Figure 10 is used for the flow chart for the method that Strengthening Tunnel mountain body entrance comes down for what the present embodiment was provided.
As illustrated, this method comprises the following steps：
Setting steps S1010, friction skidding device is set in the first position of measured in advance.
Specifically, first, the crack 5 produced according to the practically type situation at scene, portal position, geological conditions and landslide
Study and judge and determine whole landslip treatmant region, then carry out the division of zone of protection position, determine friction skidding device guard plot 9, earth's surface
Slip casting guard plot 10 and lattice girder cable bolting guard plot 11 totally three zone of protections.First oriented in advance surveying setting-out
Position, i.e. friction skidding device guard plot 9, set friction skidding device 3, and operation order is that (soil layer often saves excavation 1m, rock stratum to manually digging hole
1.5m is segmented timely casting concrete retaining wall), pore-forming (clearing up the unconsolidated rock of bottom hole), steel reinforcement cage, perfusion are installed mixed
Solidifying soil.
Slip casting step S1020, is drilled with multiple first holes in the range of the surface grouting of measured in advance, and into each first hole
Place the first Grouting Pipe, and the slip casting into each first hole.
Specifically, in the surface grouting guard plot 10 of measured in advance, surface grouting is carried out, operation order is surveying setting-out
Orient slip casting depth and position the position for laying out the first Grouting Pipe 4, the first Grouting Pipe 4 of processing, be drilled with multiple first holes, peace
Put the first Grouting Pipe 4, using professional grouting equipment slip casting.
Step S1030 is embedded, multiple second holes are drilled with the second place of measured in advance, by multiple anchor cables correspondingly
It is placed in each second hole, and the first end of each anchor cable is embedded in rock mass, and the slip casting into each second hole.
Specifically, the second place determined in advance surveying setting-out, i.e. lattice girder cable bolting guard plot 11, are embedded anchor
Rope 2.Operation order be surveying setting-out orient lay out each point position anchor cable 2 (deviations are not more than 20mm, degree of skewness for position
No more than 5mm), processing anchor cable 2, be drilled with multiple second holes (diameter 150mm), blow off aggregate chips in hole, placement anchor cable 2, mud jacking.
Installation steps S1040, is arranged at the surface of massif by lattice girder and is placed in more than the landslide trailing edge crack of massif
Position, is arranged in lattice girder by the second end of each anchor cable and is connected with lattice girder.
Specifically, lattice girder 1 is installed in lattice girder cable bolting guard plot 11, operation order is oriented for surveying setting-out
The free segment 22 of anchor cable 2 (is passed through framework of steel reinforcement crosspoint and placed in the middle, the extension elongation of anchor cable 2 is met by lattice size, assembling reinforcement
Prestressed stretch-draw length), installation form, casting concrete, concrete curing.
Sealing off and covering anchorage step S1050, sealing off and covering anchorage is carried out to the second end of each anchor cable.
Specifically, operation order is the crosspoint concrete surface dabbing of lattice girder 1, the wedge-shaped reinforcing bar of pad pier 25 of colligation, each
Anchorage 24 is installed, C30 concrete, concrete curing is poured in second end of anchor cable 2.
In the present embodiment, friction skidding device 3 is set in the leading edge of slide mass, slopes continuation sliding and crack 5 can be prevented to increase
Greatly, the protection system of active force is formed, the stability of slip mass is improved.Hole top surface grouting makes its soil body solidify hardened shape
Integrally, and coordinate friction skidding device 3 formation one of strong defence line.Anchor cable 2 carries out active reinforcing, anchor cable 2 to slip mass
Anchor into rock mass, add slip mass anti-slide performance, improve the overall self-stable ability of rock mass.Lattice girder 1 is carried out most to domatic
Active defense afterwards, makes Landslide Stability be further enhanced.The reinforcement means improves the overall self-stable ability of massif, energy
The generation of effective secondary disaster when preventing constructing tunnel, it is ensured that tunnel portal and personal security in barrel work progress and
Operation, the safety of Surrounding Settlements resident, cave in, so as to change, tunnel is original to be set while avoiding the hole caused by rock-mass slippage
Meter, the problem of increasing unnecessary cost.
Referring to Figure 11, Figure 11 is used for the another flow for the method that Strengthening Tunnel mountain body entrance comes down for what the present embodiment was provided
Figure.As illustrated, this method comprises the following steps：
Slope step S1110 is repaiied, the slope ratio for building side slope is calculated, slope ratio is more than or equal to 1:1.5.
Specifically, the slope ratio for building side slope 8 is relatively calculated according to the original place type of landslide massif, slope ratio is more than or equal to 1:
1.5.Built from top to bottom step by step using digging machine, the unnecessary cubic metre of earth and stone can repeatedly be dug using digging machine and be transported to existing hole.
Setting steps S1120, friction skidding device is set in the first position of measured in advance.
Slip casting step S1130, is drilled with multiple first holes in the range of the surface grouting of measured in advance, and into each first hole
Place the first Grouting Pipe, and the slip casting into each first hole.
Step S1140 is embedded, multiple second holes are drilled with the second place of measured in advance, by multiple anchor cables correspondingly
It is placed in each second hole, and the first end of each anchor cable is embedded in rock mass, and the slip casting into each second hole.
Installation steps S1150, is arranged at the surface of massif by lattice girder and is placed in the landslide trailing edge crack more than 5 of massif
Position, is arranged in lattice girder 1 by the second end of each anchor cable and is connected with lattice girder 1.
Sealing off and covering anchorage step S1160, sealing off and covering anchorage is carried out to the second end of each anchor cable.
In the present embodiment, surface is only carried out to whole massif repaiies slope, reduces the disturbance to massif and the destruction of environment.
Referring to Figure 12, Figure 12 is used for the another flow for the method that Strengthening Tunnel mountain body entrance comes down for what the present embodiment was provided
Figure.As illustrated, this method comprises the following steps：
Slope step S1210 is repaiied, the slope ratio for building side slope is calculated, slope ratio is more than or equal to 1:1.5.
Setting steps S1220, friction skidding device is set in the first position of measured in advance.
Slip casting step S1230, is drilled with multiple first holes in the range of the surface grouting of measured in advance, and into each first hole
Place the first Grouting Pipe, and the slip casting into each first hole.
Step S1240 is embedded, multiple second holes are drilled with the second place of measured in advance, by multiple anchor cables correspondingly
It is placed in each second hole, and the first end of each anchor cable is embedded in rock mass, and the slip casting into each second hole.
Installation steps S1250, is arranged at the surface of massif by lattice girder and is placed in more than the landslide trailing edge crack of massif
Position, is arranged in lattice girder by the second end of each anchor cable and is connected with lattice girder.
Tensioning step S1260, tensioning is carried out to each anchor cable and is locked.
Specifically, after the cement slurry of rope anchoring section 21 be more than 20MPa and reach design strength 80% after carry out tensioning, just
20% design tensile load should be taken before formula tensioning, to its prestretching 1-2 times, makes its each location contacts close, steel strand wires are put down completely
Directly；Appropriate to the occasion level Four in two times is carried out during formal tensioning, first and second grade of first time tensioning, third and fourth level of second of tensioning, two-stage
The time interval of tensioning is no less than 15 minutes, first single, rear entirety, and the time interval of tensioning twice is no less than 3 days, every grade of tensioning
Pulling force by design it is prestressed 1/4 be incremented by, after ultra stretching 10% (dead load 10 minutes, unchanged) lock.After locking, such as 48
Loss of prestress is found in hour, the anchor cable 2 that there should be loss to prestressing force carries out prestressing force compensation tensioning.After the completion of tensioning,
The reserved tensioning section of excision.
Sealing off and covering anchorage step S1270, sealing off and covering anchorage is carried out to the second end of each anchor cable.
In the present embodiment, tensioning is carried out to each anchor cable 2, it is ensured that anchor cable 2 is further improved to the anti-slide performance of slip mass
The overall self-stable ability of rock mass.
Referring to Figure 13, Figure 13 is used for the another flow for the method that Strengthening Tunnel mountain body entrance comes down for what the present embodiment was provided
Figure.As illustrated, this method comprises the following steps：
Slope step S1310 is repaiied, the slope ratio for building side slope is calculated, slope ratio is more than or equal to 1:1.5.
Setting steps S1320, friction skidding device is set in the first position of measured in advance.
Slip casting step S1330, is drilled with multiple first holes in the range of the surface grouting of measured in advance, and into each first hole
Place the first Grouting Pipe, and the slip casting into each first hole.
Step S1340 is embedded, multiple second holes are drilled with the second place of measured in advance, by multiple anchor cables correspondingly
It is placed in each second hole, and the first end of each anchor cable is embedded in rock mass, and the slip casting into each second hole.
Installation steps S1350, is arranged at the surface of massif by lattice girder and is placed in more than the landslide trailing edge crack of massif
Position, is arranged in lattice girder by the second end of each anchor cable and is connected with lattice girder 1.
Tensioning step S1360, tensioning is carried out to each anchor cable and is locked.
Sealing off and covering anchorage step S1370, sealing off and covering anchorage is carried out to the second end of each anchor cable 2.
Step S1380, is set outside scope and along the circumferentially disposed intercepting ditch 13 of massif in lattice girder.
Specifically, outside lattice girder cable bolting guard plot at 5 meters of position, along circumferentially disposed one week ladder of massif
Shape intercepting ditch 13, intercepting ditch can be built by laying bricks or stones using M7.5 mortar flag stones, and the depth of intercepting ditch 13 and bottom width are not less than 0.6m, bottom of trench,
Furrow bank mortar flag stone thickness is not less than 0.3m.
Step S1390, the green grass in the grid of lattice girder.
In the present embodiment, intercepting ditch 13 can dam the surface water of massif into intercepting ditch 13, then drain into hole；
The green grass in the grid of lattice girder 1, further protects environment.
In the present embodiment, friction skidding device is set in the leading edge of slide mass, slopes can be prevented to continue to slide and crack increase,
The protection system of active force is formed, the stability of slip mass is improved.Hole top surface grouting makes the solidification of its soil body is hardened to be formed
One, and coordinate one of strong defence line of friction skidding device formation.Anchor cable carries out active reinforcing to slip mass, and anchor cable anchors into rock
In vivo, slip mass anti-slide performance is added, the overall self-stable ability of rock mass is improved.Lattice girder carries out last active to domatic
Protection, makes Landslide Stability be further enhanced.The reinforcement means improves the overall self-stable ability of massif, can effectively prevent
Only during constructing tunnel secondary disaster generation, it is ensured that tunnel portal and the personal security in barrel work progress and operation, week
The safety of side village resident, caves in while avoiding the hole caused by rock-mass slippage, so as to change tunnel original design, increase is not
The problem of necessary cost.
It should be noted that the bracing means of the present invention is identical with reinforcement means principle, related part can be with cross-referenced.
Obviously, those skilled in the art can carry out the essence of various changes and modification without departing from the present invention to the present invention
God and scope.So, if these modifications and variations of the present invention belong to the scope of the claims in the present invention and its equivalent technologies
Within, then the present invention is also intended to comprising including these changes and modification.
Claims (12)
1. a kind of device come down for Strengthening Tunnel mountain body entrance, it is characterised in that including：Lattice girder (1), multiple anchor cables
(2), friction skidding device (3) and multiple first Grouting Pipes (4)；Wherein,
The lattice girder (1) is arranged at the surface of the massif and the position being placed in more than the landslide trailing edge crack (5) of the massif
Put, the first end of each anchor cable (2) is embedded in rock mass, the second end of each anchor cable (2) is arranged in the lattice
Beam (1) and it is connected with the lattice girder (1)；
The friction skidding device (3) is arranged at the hole and is embedded under the road surface in the tunnel；
The outer wall of each first Grouting Pipe (4) is provided with multiple first injected holes (41), and the lattice girder (1) resists with described
The rock mass between sliding pile device is provided with multiple holes, and it is each described that each first Grouting Pipe (4) is placed in correspondingly
In hole, each first Grouting Pipe (4) is used to inject mud into corresponding each hole.
2. the device according to claim 1 come down for Strengthening Tunnel mountain body entrance, it is characterised in that each anchor
Rope (2) includes：Anchoring section (21) and free segment (22)；Wherein,
The anchoring section (21) is embedded in the rock mass, and the of the first end of the free segment (22) and the anchoring section (21)
One end is connected, and the second end of the free segment (22) is arranged in the lattice girder (1) and is connected with the lattice girder (1).
3. the device according to claim 2 come down for Strengthening Tunnel mountain body entrance, it is characterised in that the anchoring section
(21) include：
Second Grouting Pipe (211), is embedded in the rock mass, and the outer wall of second Grouting Pipe (211) is provided with multiple second
Injected hole；
Many first steel strand wires (212), unprotect layer and the outer wall for being coated on second Grouting Pipe (211)；
Stirrup ring (213) and tensioner ring (214), are alternately disposed in second Grouting Pipe (211), also, adjacent two
There is the first pre-determined distance between the stirrup ring (213) and the tensioner ring (214)；
The free segment (22) includes：
3rd Grouting Pipe (221), is embedded in the rock mass, also, the first end of the 3rd Grouting Pipe (221) and described the
Two Grouting Pipes (211) are connected, the second end of the 3rd Grouting Pipe (221) be arranged in the lattice girder (1) and with the lattice
Structure beam (1) is connected, and the outer wall of the 3rd Grouting Pipe (221) is provided with multiple 3rd injected holes；
Many second steel strand wires (222), matcoveredn and the outer wall for being coated on the 3rd Grouting Pipe (221), each described
Two steel strand wires (222) are connected correspondingly with each first steel strand wires (212).
4. the device according to claim 2 come down for Strengthening Tunnel mountain body entrance, it is characterised in that each anchor
Rope (2) also includes：
Guiding cap (23), is arranged at the second end of the anchoring section (21)；
Anchorage (24), is arranged at the second end of the free segment (22)；
Wedge-shaped pad pier (25), is located between the anchorage (24) and the lattice girder (1).
5. the device according to any one of claim 1 to 4 come down for Strengthening Tunnel mountain body entrance, its feature exists
In,
Each anchor cable (2) is set with horizontal direction in angle.
6. the device according to claim 5 come down for Strengthening Tunnel mountain body entrance, it is characterised in that
The lattice girder (1) is the latticed lattice girder (1) being made up of multiple beam bodies (15), the second end of each anchor cable (2)
It is arranged in the crosspoint of corresponding each beam body (15) and is connected with corresponding each beam body (15).
7. the device according to claim 1 come down for Strengthening Tunnel mountain body entrance, it is characterised in that the antiskid dress
Putting (3) includes：
Multiple pile bodies (31), may be contained within the hole and have between same straight line, two adjacent pile bodies (31)
There is the second pre-determined distance.
8. the device according to claim 7 come down for Strengthening Tunnel mountain body entrance, it is characterised in that
With the between each pile body (31) and the excavation contour line (7) of the excavation contour line (7) in the tunnel
Three pre-determined distances.
9. a kind of method come down for Strengthening Tunnel mountain body entrance, it is characterised in that comprise the following steps：
Setting steps, friction skidding device is set in the first position of measured in advance；
Slip casting step, is drilled with multiple first holes, and place into each first hole in the range of the surface grouting of measured in advance
First Grouting Pipe, and the slip casting into each first hole；
Step is embedded, multiple second holes are drilled with the second place of measured in advance, multiple anchor cables are placed in each institute correspondingly
State in the second hole, and the first end of each anchor cable is embedded in rock mass, and the slip casting into each second hole；
Installation steps, the surface of massif and the position being placed in more than the landslide trailing edge crack of the massif are arranged at by lattice girder,
Second end of each anchor cable is arranged in the lattice girder and is connected with the lattice girder；
Sealing off and covering anchorage step, sealing off and covering anchorage is carried out to the second end of each anchor cable.
10. it is used for the method that Strengthening Tunnel mountain body entrance comes down according to claim, it is characterised in that the setting step
Also include before rapid：
Slope step is repaiied, the slope ratio for building side slope is calculated, the slope ratio is more than or equal to 1:1.5.
11. it is used for the method that Strengthening Tunnel mountain body entrance comes down according to claim, it is characterised in that the installation step
Also include between rapid and described sealing off and covering anchorage step：
Tensioning step, carries out tensioning to each anchor cable and locks.
12. it is used for the method that Strengthening Tunnel mountain body entrance comes down according to claim, it is characterised in that the sealing off and covering anchorage step
Also include after rapid：
Set in the lattice girder outside scope and along the circumferentially disposed intercepting ditch of the massif；
The green grass in the grid of the lattice girder.
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| CN107387126A (en) * | 2017-09-08 | 2017-11-24 | 中交公局第三工程有限公司 | Colluvial clay tunneltron booth structure and colluvial clay method for tunnel construction |
| CN109610481A (en) * | 2018-11-28 | 2019-04-12 | 湘潭大学 | A kind of supporting improvement construction method for tunnel portal concordant strong-weathered rock matter high gradient slope |
| CN109826212A (en) * | 2019-03-01 | 2019-05-31 | 大连交通大学 | A kind of composite construction and construction method for repairing highfill embankment landslide |
| CN110307005A (en) * | 2019-07-09 | 2019-10-08 | 福建工程学院 | Device and method for Strengthening Tunnel mountain body entrance landslide |
| CN110512623A (en) * | 2019-08-23 | 2019-11-29 | 郑州安源工程技术有限公司 | Face slope surface rock anchorage setting method |
| CN110847197A (en) * | 2019-11-23 | 2020-02-28 | 中铁二十局集团有限公司 | Comprehensive treatment method for loess tunnel entrance section crossing landslide body |
| CN111101965A (en) * | 2019-12-24 | 2020-05-05 | 清华大学 | Tunnel non-excavation ecological construction method |
| CN112030998A (en) * | 2020-08-28 | 2020-12-04 | 中铁四局集团有限公司 | Method for constructing anchor cable in landslide body with cracks |
| CN112030999A (en) * | 2020-08-28 | 2020-12-04 | 中铁四局集团有限公司 | Method for constructing anti-slide pile in creep deformation landslide body |
| CN112392487A (en) * | 2020-12-09 | 2021-02-23 | 中国葛洲坝集团第一工程有限公司 | Hole digging construction method for saturated water-bearing sand soil layer under highly permeable rock mass |
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| CN109826212A (en) * | 2019-03-01 | 2019-05-31 | 大连交通大学 | A kind of composite construction and construction method for repairing highfill embankment landslide |
| CN110307005A (en) * | 2019-07-09 | 2019-10-08 | 福建工程学院 | Device and method for Strengthening Tunnel mountain body entrance landslide |
| CN110307005B (en) * | 2019-07-09 | 2021-08-17 | 福建工程学院 | Device and method for reinforcing landslide at tunnel portal |
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| CN110512623B (en) * | 2019-08-23 | 2021-04-16 | 郑州安源工程技术有限公司 | Setting method for anchorage of slope rock mass |
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| CN110847197A (en) * | 2019-11-23 | 2020-02-28 | 中铁二十局集团有限公司 | Comprehensive treatment method for loess tunnel entrance section crossing landslide body |
| CN111101965A (en) * | 2019-12-24 | 2020-05-05 | 清华大学 | Tunnel non-excavation ecological construction method |
| CN112030999A (en) * | 2020-08-28 | 2020-12-04 | 中铁四局集团有限公司 | Method for constructing anti-slide pile in creep deformation landslide body |
| CN112030998A (en) * | 2020-08-28 | 2020-12-04 | 中铁四局集团有限公司 | Method for constructing anchor cable in landslide body with cracks |
| CN112392487A (en) * | 2020-12-09 | 2021-02-23 | 中国葛洲坝集团第一工程有限公司 | Hole digging construction method for saturated water-bearing sand soil layer under highly permeable rock mass |
| CN115710916A (en) * | 2022-11-10 | 2023-02-24 | 中铁二院工程集团有限责任公司 | Loose stratum tunnel portal slope protection structure and design method |
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Application publication date: 20170721 |