CN106801365A - Existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure - Google Patents
Existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure Download PDFInfo
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- CN106801365A CN106801365A CN201710038755.4A CN201710038755A CN106801365A CN 106801365 A CN106801365 A CN 106801365A CN 201710038755 A CN201710038755 A CN 201710038755A CN 106801365 A CN106801365 A CN 106801365A
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- 238000000034 method Methods 0.000 title claims abstract description 35
- 238000007569 slipcasting Methods 0.000 claims abstract description 41
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 32
- 238000002347 injection Methods 0.000 claims abstract description 14
- 239000007924 injection Substances 0.000 claims abstract description 14
- 238000007789 sealing Methods 0.000 claims abstract description 8
- 239000002002 slurry Substances 0.000 claims description 21
- 239000004568 cement Substances 0.000 claims description 8
- QAOWNCQODCNURD-UHFFFAOYSA-L Sulfate Chemical compound [O-]S([O-])(=O)=O QAOWNCQODCNURD-UHFFFAOYSA-L 0.000 claims description 7
- XAGFODPZIPBFFR-UHFFFAOYSA-N aluminium Chemical compound [Al] XAGFODPZIPBFFR-UHFFFAOYSA-N 0.000 claims description 7
- 229910052782 aluminium Inorganic materials 0.000 claims description 7
- 239000004411 aluminium Substances 0.000 claims description 7
- 238000012544 monitoring process Methods 0.000 claims description 7
- 229910021653 sulphate ion Inorganic materials 0.000 claims description 7
- 238000003780 insertion Methods 0.000 claims description 6
- 230000037431 insertion Effects 0.000 claims description 6
- 230000015572 biosynthetic process Effects 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 5
- 238000006073 displacement reaction Methods 0.000 claims description 3
- 230000009191 jumping Effects 0.000 claims description 2
- 239000007787 solid Substances 0.000 claims description 2
- 238000007599 discharging Methods 0.000 claims 1
- 239000007788 liquid Substances 0.000 claims 1
- 238000010276 construction Methods 0.000 description 13
- 230000003014 reinforcing effect Effects 0.000 description 10
- 201000010099 disease Diseases 0.000 description 8
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 8
- 239000011435 rock Substances 0.000 description 8
- 238000005553 drilling Methods 0.000 description 7
- 238000004873 anchoring Methods 0.000 description 6
- 239000000758 substrate Substances 0.000 description 6
- 241000209094 Oryza Species 0.000 description 5
- 235000007164 Oryza sativa Nutrition 0.000 description 5
- 238000000151 deposition Methods 0.000 description 5
- 239000004570 mortar (masonry) Substances 0.000 description 5
- 235000009566 rice Nutrition 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 239000011800 void material Substances 0.000 description 4
- 239000011440 grout Substances 0.000 description 3
- 238000005259 measurement Methods 0.000 description 3
- 238000005096 rolling process Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 239000008267 milk Substances 0.000 description 2
- 210000004080 milk Anatomy 0.000 description 2
- 235000013336 milk Nutrition 0.000 description 2
- 238000003892 spreading Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- NINIDFKCEFEMDL-UHFFFAOYSA-N Sulfur Chemical compound [S] NINIDFKCEFEMDL-UHFFFAOYSA-N 0.000 description 1
- 239000005864 Sulphur Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- FAHBNUUHRFUEAI-UHFFFAOYSA-M hydroxidooxidoaluminium Chemical compound O[Al]=O FAHBNUUHRFUEAI-UHFFFAOYSA-M 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 150000003839 salts Chemical class 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 241000894007 species Species 0.000 description 1
- 229910001220 stainless steel Inorganic materials 0.000 description 1
- 239000010935 stainless steel Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 239000003643 water by type Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- 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
- E02D5/80—Ground anchors
- E02D5/808—Ground anchors anchored by using exclusively a bonding material
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2204/00—Characteristics of the track and its foundations
- E01B2204/08—Deep or vertical foundation
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/0023—Slurry
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Mining & Mineral Resources (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Architecture (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The present invention discloses a kind of existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure, including：Along longitudinally disposed one first side formed including bottom surface and by plane where two side walls and the section to be renovated of second side in tunnel；In first side and second side, equi-spaced apart applies some spilled water holes at two lining surfaces；In bottom surface, some bonding holes and some anchor holes are applied along the longitudinal direction interval of section to be renovated, often row bonds hole includes at least four bonding holes arranged along the horizontal direction of section to be renovated, and often arranging anchor hole includes being respectively arranged in two the four of track both sides anchor holes along the horizontal direction of section to be renovated；Successively to each bonding hole in slip casting is carried out with 0.01~0.03 MPa of grouting pressure；Successively to anchor pole and slip casting core pipe is inserted in each anchor hole to bottom hole, after carrying out injection hole sealing with 0.01~0.03 MPa of grouting pressure, backing plate and nut are installed to be anchored on the top of anchor pole.
Description
Technical field
The present invention relates to a kind of restorative procedure, more particularly to a kind of restorative procedure for Existing Railway Line substrate.
Background technology
During the freight volume and the speed of service of rail track are improved constantly, the road bed board positioned at Tunnel Base is long-term
In the presence of the factors such as the dynamic load repeatedly by the temperature difference, underground water and train, road bed board and some rich waters of tunnel bottom are soft
Easily there are the diseases such as road bed board cracking, the sedimentation of tunnel bottom in weak-strong test, in addition, when there is Rainfall Disaster, often there is tunnel
Level of ground water in road rises, and the hydraulic pressure of increase causes the situation of road bed board lifting, had a strong impact on the operation security of train.Cause
This, in this case it is necessary to be repaired to tunnel both wired substrate.
Currently for tunnel both wired substrate reclamation activities mainly have stifled thin underground water, grouting and reinforcing base plate fracture area,
The methods such as disease railway roadbed are overhauled, the method for the above treatment disease is served preferably in the different phase that railway roadbed disease develops
Effect, but these methods there is also certain deficiency, such as overhaul disease railway roadbed easily increase engineering input, influence existing
Railway operation；Single grouting and reinforcing can play a part of preferably to improve base plate, but tend not to control the dynamic of track plates completely
State is settled, and the opening and closing gap between road bed board and base plate is difficult control.
A kind of subgrade of metro reinforcing construction process is disclosed such as Chinese patent application 201210100652.3, it include with
Lower step：The first step：Drilling：Using small-sized rig, drill through the hole of Φ 20-60mm on railway roadbed, hole depth enter two linings or
Just prop up；Drilling can in two rows arrange that pitch-row is 1.0m-3.4m, and array pitch is 0.3m-3.0m；Second step：Under enter anchor pole：According to existing
Field actual borehole depth, grouting joint and hollow rock-bolt length are connected with coil of strip ruler measurement, and rock-bolt length should be than actual hole depth
Many 5cm, can be cut with angle grinder, then will be connected with grouting joint and hollow anchor pole is lowered into hole；3rd step：Machinery
Break adrift：The pretension body of rod, makes anchor head top be close to locking with bottom hole portion, then installs stop grouting plug, backing plate, nut, using normal after connection
Rule tensioning apparatus, implements prestressed stretch-draw, break adrift；4th step：Grouting：Grouting material is prepared, and is poured into slip casting machine；Open
Dynamic slip casting machine, is in the milk, after 0.2~1.5MPa pressure is reached, be in the milk into slurry amount it is little when, grouting can be terminated, remove note
Slurry joint, cleaning equipment.But, the invention still has the following disadvantages or not enough：(1), tunnel bottom underground water is drawn without open
Technique；(2), need to use and be connected with grouting joint and hollow anchor pole, improve construction cost.
And for example Chinese patent application 201310531472.5 discloses a kind of railway roadbed and tunnel bottom Disease Treatment construction method
And anchor, drainage channel is built using fast gel material in its gutter first in the middle of solid concrete roabed and ditch, by damaged water
Flowing water in ditch passes through channel drainage, it is ensured that in anhydrous in disease region；Then, road bed board and base plate opening and closing region every
5~10cm inserts stainless steel plate, and steel plate length is divided into 0.6m~1.2m, width is 0.1m, and thickness has 6mm~12mm；Then,
Bore bolthole in gutter between road bed board and both sides ditch respectively, and the road bed board between two boltholes interposition
Put and be drilled with again a bolthole so that three boltholes on the same line, anchor pole are inserted perpendicular to road bed board axial direction
Enter bolthole, three anchor poles are fixed together with road bed board by anchor, two anchor poles in the gutter of both sides are passed through
Anchor is fixed together, and the anchor pole in road bed board centre position is fixed together along road bed board axial direction；Finally, on side
Ditch internal drilling slip casting, using the broken region of the anti-current stall material reinforced base plate of solidifying high strength grouting, grouting pressure is no more than
0.2Mpa, blocks base plate and rupture section ditch water outlet, while reinforcing tunnel base concrete and country rock by slip casting.But, the invention
Still have the following disadvantages or not enough：(1), the flowing water in damaged ditch is only passed through channel drainage by it so that in disease region
In anhydrous, without by the potential safety hazard for carrying out drainage and step-down, still there is road bed board lifting inside tunnel surrounding；(2)、
Steel plate length between insertion road bed board and base plate opening and closing region is difficult to the strong bonded between road bed board and base plate；(3)、
Bored grouting is carried out at position in gutter, slurries are difficult to tamp in the gap between tunnel floor and country rock, easily formed
Subsurface flow passage；(4), first carry out single anchoring carries out the operation that slip casting is tamped again, easily causes tunnel bottom to deform.
Therefore it provides a kind of method that can fully repair tunnel both wired substrate turns into urgent problem in the industry.
The content of the invention
It is an object of the invention to provide a kind of short construction period and the method that can effectively repair tunnel both wired substrate, its
By the way of the space between spilled water hole draining pressure release, slip casting filling base plate and country rock and anchor bolt grouting reinforce road bed board,
Deformation to tunnel both wired substrate is repaired, it is ensured that the safety of driving.
To achieve these goals, the invention provides a kind of existing railway line Tunnel Base sluicing anchor bolt grouting reparation side
Method, it includes：(1) a section to be renovated, is set to along every 10~30 meters of the longitudinal direction in tunnel, each section to be renovated is included by treating
Renovate top surface, the road bed board place bottom surface that is formed of plane by section renovate that plane where the vault of section formed and
The first side and second side formed by plane where the side wall of section to be renovated two；(2), in the of each section to be renovated
One side and second side, equi-spaced apart applies some spilled water holes at two lining surfaces；(3), in the bottom of each section to be renovated
Face, applies at least four rows and bonds hole along the longitudinal direction interval of section to be renovated, and often row bonds hole and includes along section to be renovated
At least four bonding holes of horizontal direction arrangement, each depth-set for bonding hole is 6~7 meters；(4), in each area to be renovated
Section bottom surface, along section renovate longitudinal direction interval apply at least three row's anchor holes, often arrange anchor hole include edge wait to renovate
The horizontal direction of section is respectively arranged in two the four of track both sides anchor holes, and the depth-set of each anchor hole is 6~7
Rice；(5) after, bonding the water in hole to insertion water-bag type stop grouting plug discharge in each bonding hole successively, water-bag type stop grouting plug is carried
To 1.5~2 meters of depth, water filling pressurising carries out sealing of hole, and slip casting is carried out with 0.01~0.03 MPa of grouting pressure；And (6),
Successively to anchor pole and slip casting core pipe is inserted in each anchor hole to bottom hole, slip casting is carried out with 0.01~0.03 MPa of grouting pressure
After sealing of hole, backing plate and nut are installed to be anchored on the top of anchor pole.
Selectively, in step (5) and step (6), when grouting pressure is 0~0.01 MPa, injection speed is 15
~20 liters/min；When grouting pressure is 0.01~0.02 MPa, injection speed is 10~15 liters/min；When grouting pressure is 0.02
At~0.03 MPa, injection speed is 5~10 liters/min；When grouting pressure is 0.03 MPa, injection speed is 0 liter/min.
Selectively, in step (5) and step (6), the slurry material of slip casting is carried out for sulphate aluminium cement single slurry,
The ratio of mud of sulphate aluminium cement single slurry is (0.6~0.8)：1.
Selectively, in step (5) and step (6), grouting process is set as jumping hole slip casting and jumps pitch-row from gradually increasing
Greatly.
Preferably, in step (5), each grouting amount bonded in hole is
Q=π × r2 × H × n × α × (1+ β),
Wherein, Q is the grouting amount (cubic meter) in single bonding hole, and r is grout spreading range (rice), and H adds for loose media
Gu height (rice), n is formation void rate, α is formation void pack completeness, and β is slurries loss late.
Selectively, some spilled water holes can include at least ten spilled water holes.The method also includes that monitoring at least ten is let out
The effluent quality in water hole, when the effluent quality of at least ten spilled water holes occurs turbid phenomenon, stops being in operation in step (5)
In bonding hole grouting operation.
Selectively, the distance between anchor hole and adjacent orbit are set as 0.3~0.5 meter.
Selectively, bond hole and the diameter of anchor hole is set as 75~85 millimeters.
Selectively, the diameter of water-bag type stop grouting plug is set as 65~75 millimeters.
Selectively, the diameter of anchor pole is set as 30~35 millimeters, and the diameter of slip casting core pipe is set as 15~25 millimeters.
Preferably, anchor pole is made up of PSB930 finish rolling deformed bars.
Selectively, also include in step (5)：Track displacement is monitored to ensure track during slip casting
Lifting elevation is less than 8 millimeters.
The beneficial effects of the invention are as follows：(1) spilled water hole, is applied first, so as to ensure that being smoothed out for draining pressure release, is
Follow-up mortar depositing construction provides necessary precondition；(2), carry out slip casting to bonding hole, can effectively by road bed board and country rock it
Between space or empty quarrel filling consolidated compacting, do not re-form water stream channel, it is to avoid road bed board lifting again；(3), anchor hole is entered
Row anchor bolt grouting, further can couple as an entirety road bed board with country rock, suppress the harm that road bed board deforms；
(4), using ultralow pressure micrometeor slip casting, effectively reduce slip casting process influences for the elevation of road bed board, it is ensured that the peace of driving
Quan Xing；(5), the plane where road bed board carries out slip casting and anchoring, more efficiently ensures the slurries between road bed board and country rock
Filling effect and anchoring effect.
Brief description of the drawings
Fig. 1 is the flow chart of existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure of the invention.
Fig. 2 is the distribution schematic diagram of bonding hole of the invention and anchor hole.
Specific embodiment
Existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure of the invention is specifically described referring next to accompanying drawing
(XMZ methods).
First, Fig. 1-2 is refer to, in step sl, every 20 meters are set to a section Q to be renovated along the longitudinal direction in tunnel, often
Individual section Q to be renovated include by section renovate vault place plane formed top surface (not shown), by section to be renovated
Bottom surface (non-label) that plane where road bed board is formed and formed by section renovate two side wall W1 and W2 place plane
First side 100 and second side 200.
Then, in step s 2, in the first side 100 and second side 200 of each section to be renovated, surface is served as a contrast two
Place's equi-spaced apart applies ten spilled water hole A, and the setting of spilled water hole A can not only ensure that being smoothed out for draining pressure release, after being
Continuous mortar depositing construction provides necessary precondition, when the effluent quality generation for during slip casting, finding spilled water hole A is muddy existing
As when, then stop grouting operation immediately.
Then, in step S3,25 a diameter of 80 millimeters viscous is applied using down-the-hole drill in the bottom surface of section Q to be renovated
Knot hole B, reinforcing bar is cut when reinforcing bar is run into using geological drilling rig.25 longitudinal directions for being placed along section Q to be renovated of bonding hole B
Direction interval applies five rows and bonds hole, and often row bonds hole includes the five bonding holes arranged along the horizontal direction of section to be renovated,
Each depth for bonding hole B is 6.5 meters.
In step s 4,16 equally a diameter of 80 millimeters are applied using down-the-hole drill in the bottom surface of section Q to be renovated
Anchor hole C, reinforcing bar is cut when reinforcing bar is run into using geological drilling rig.16 anchor hole C's is placed along the vertical of section Q to be renovated
Four row's anchor holes are applied to direction interval, often arranging anchor hole includes four anchor holes, respectively positioned at track T1 and a left side of track T2
At 0.4 meter of right both sides, the depth of each anchor hole C is similarly 6.5 meters.
Applied after finishing hole B and anchor hole C is bonded, in step s 5, successively to insertion diameter 70 in each bonding hole B
The water-bag type stop grouting plug of millimeter, after bonding the water discharge in the B of hole, then water-bag type stop grouting plug is carried to 1.5~2 meters of depth,
Water filling pressurising carries out sealing of hole, lifting situation occurs in order to prevent road bed board during slip casting, with 0.01 MPa, 0.02 MPa and 0.03 million
The different small grouting pressure of handkerchief three carries out slip casting.Thus, can effectively by tunnel by carrying out slip casting in hole is bonded
Space or empty quarrel filling consolidated compacting between road base plate and country rock, do not re-form water stream channel, it is to avoid the lifting again of tunnel bottom.
Finally, in step s 6, make to 32 millimeters of PSB930 finish rolling deformed bars of insertion diameter in each anchor hole C successively
It is anchor pole, the slip casting core pipe of 20 millimeters of diameter is inserted into afterwards to bottom hole, equally with 0.01 MPa, 0.02 MPa and 0.03 MPa
After three different small grouting pressures carry out injection hole sealing, backing plate and supporting double nut are installed on the top of anchor pole, meet
Anchor is reinforced after intensity tight, if anchor pole should carry out cutting reparation when stretching out long, headroom of driving a vehicle must not be influenceed.Thus, by anchoring
The operation of slip casting couples as an entirety tunnel floor with country rock, suppresses the deformation of tunnel bottom.
As a kind of alternative implementation method, in step S5 and step S6, when grouting pressure is 0~0.01 MPa
When, injection speed is controlled to 15~20 liters/min；When grouting pressure rises to 0.01~0.02 MPa, injection speed is controlled to
10~15 liters/min；When grouting pressure rises to 0.02~0.03 MPa, injection speed is controlled to 5~10 liters/min；And when note
Slurry pressure then stops slip casting when rising to 0.03 MPa, grout leaking occurs overflows the phenomenon of slurry so as to efficiently avoid, while also keeping away
The potential safety hazard that road bed board occurs uplift deformation is exempted from.
In the non-limiting embodiment, it is irrigated using sulphate aluminium cement single slurry in slip casting, sulphur aluminic acid
The ratio of mud of salt cement single slurry is 0.6~0.8：1, so as to the diffusion of slurries is controlled in limited scope.
Used as another alternative implementation method, it is Q=π × r2 × H × n × α × (1+ to bond the grouting amount in hole
β), wherein, Q is the grouting amount (cubic meter) in single bonding hole, and r is grout spreading range (rice), and H is that loose media reinforces height
(rice), n is formation void rate, and α is formation void pack completeness, and β is slurries loss late, according to the property of tunnel surrounding, slurries
Species, may be selected different coefficients, in the present invention, r values 1.5, H values 0.2, α values 60~80%, β values 10%.
In the non-limiting embodiment, there is lifting to prevent road bed board, in whole slip casting and anchoring procedure,
Track displacement is monitored, it is ensured that the lifting elevation of track is less than 8 millimeters, prevents security incident.
Application of the construction method of the invention in engineering is introduced below in conjunction with example.
Required according to Specific construction, can selected using down-the-hole drill as main construction equipment, it is both wired in order to adapt to
Reparation, there is provided 15 down-the-hole drills, for drilling provides place facilitate.
Surveying setting-out.Survey crew is demarcated at abutment wall and road bed board using the hole position that fine measuring instrument will be designed.
Point position repetition measurement, rig is in place.The point position that survey crew will demarcate carries out repetition measurement, and rig is marched into the arena after debugging.
Apply spilled water hole.Performed at the side wall of tunnel two, per plate two, lining performs six holes.
Apply bonding hole and anchor hole.80 millimeters of diameter, the bonding hole of 6.5 meters of depth and anchoring are drilled with using down-the-hole drill
Hole.Reinforcing bar is cut using geological drilling rig when reinforcing bar is run into.
In this way, hole position is constructed one by one, circulation is completed until all design hole position constructions.
Perfusion bonds hole.First insertion diameter 70mm water-bag types stop grouting plug discharges water in hole, then filler block is carried to depth
1.5~2m, water filling pressurising carries out sealing of hole, starts to irrigate sulphate aluminium cement single slurry with 0.01 MPa of pressure, until pressure
0.03 MPa is reached, then stops slip casting.
To 32 millimeters of PSB930 finish rolling deformed bars of diameter are inserted in anchor hole, the slip casting of 20 millimeters of diameter is inserted into afterwards
Core pipe starts to irrigate sulphate aluminium cement single slurry to bottom hole with 0.01 MPa of pressure, until pressure reaches 0.03 MPa, stops
Only after slip casting, backing plate and supporting double nut are installed on the top of anchor pole, anchor are reinforced tightly after meeting intensity, if anchor pole stretches out long
Cutting reparation should be carried out, to avoid influence driving headroom.
During slip casting is carried out, using infrared ray gradienter, Sopwith staff, the equipment such as mobile monitor foot stool is entered to slip casting region
Row whole process supervision, provides Monitoring Data in time, instructs mortar depositing construction.
Railway monitoring：Before mortar depositing construction, elevation identical level at is set every 5 meters at the side wall of slip casting region two
Datum mark.A monitoring point is set every 5 meters in both sides track midline, each monitoring is measured using infrared ray gradienter and Sopwith staff
Put the discrepancy in elevation and accurate recording with horizontal reference point.
Grouting monitoring：During mortar depositing construction, before each bonding hole starts slip casting, mobile monitor foot stool is placed on note
At slurry and mobile monitor foot stool centre distance bond hole be not more than 50 centimetres.Infrared ray gradienter is placed at abutment wall, will
Scale 30 (graduated scale is put upside down) place of mobile monitor foot stool is directed at the infrared ray of infrared ray gradienter, takes overall process uninterruptedly to supervise
The mode of control is monitored.
Although having described the preferred embodiment of the present invention in detail herein, it is to be understood that the invention is not limited in this
In describe in detail and the concrete structure that shows and step, without departing from the spirit and scope of the present invention can be by this area
Technical staff realize other modifications and variant.
Claims (10)
1. a kind of existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure, it is characterised in that including：
(1) a section to be renovated is set to along every 10~30 meters of the longitudinal direction in tunnel, each described section to be renovated is included by described
The bottom that the top surface of plane formation, the plane where the road bed board of the section to be renovated where the vault of section to be renovated are formed
Face and the first side and second side that are formed by plane where the side wall of section to be renovated two；
(2) in the first side and second side of each section to be renovated, equi-spaced apart applies some at two lining surfaces
Spilled water hole；
(3) in the bottom surface of each section to be renovated, at least four rows are applied along the longitudinal direction interval of the section to be renovated
Hole is bonded, often row bonds hole includes at least four bonding holes arranged along the horizontal direction of the section to be renovated, each bonding
The depth-set in hole is 6~7 meters；
(4) in the bottom surface of each section to be renovated, at least three rows are applied along the longitudinal direction interval of the section to be renovated
Anchor hole, often arranging anchor hole includes being respectively arranged in two the four of track both sides anchors along the horizontal direction of the section to be renovated
Solid hole, the depth-set of each anchor hole is 6~7 meters；
(5) after discharging the water in the bonding hole to insertion water-bag type stop grouting plug in each bonding hole successively, by the water-bag type
Stop grouting plug is carried to 1.5~2 meters of depth, and water filling pressurising carries out sealing of hole, and slip casting is carried out with 0.01~0.03 MPa of grouting pressure；
And
(6) successively to anchor pole and slip casting core pipe is inserted in each anchor hole to bottom hole, with 0.01~0.03 MPa of grouting pressure
After carrying out injection hole sealing, backing plate and nut are installed to be anchored on the top of the anchor pole.
2. existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure as claimed in claim 1, it is characterised in that in step
Suddenly in (5) and step (6), when grouting pressure is 0~0.01 MPa, injection speed is 15~20 liters/min；When grouting pressure is
At 0.01~0.02 MPa, injection speed is 10~15 liters/min；When grouting pressure is 0.02~0.03 MPa, injection speed
It is 5~10 liters/min；When grouting pressure is 0.03 MPa, injection speed is 0 liter/min.
3. existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure as claimed in claim 2, it is characterised in that in step
Suddenly in (5) and step (6), the slurry material of slip casting is carried out for sulphate aluminium cement single slurry, the sulphate aluminium cement list liquid
The ratio of mud of slurry is 0.6~0.8：1.
4. existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure as claimed in claim 3, it is characterised in that in step
Suddenly in (5) and step (6), grouting process is set as jumping hole slip casting and jumps pitch-row from gradually increasing.
5. existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure as claimed in claim 3, it is characterised in that also wrap
The effluent quality for monitoring some spilled water holes is included, when the effluent quality of some spilled water holes occurs turbid phenomenon, is stopped
The grouting operation in the bonding hole in step (5) in operation.
6. existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure as claimed in claim 3, it is characterised in that described
The distance between anchor hole and adjacent orbit are set as 0.3~0.5 meter.
7. existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure as claimed in claim 3, it is characterised in that described
The diameter for bonding hole and the anchor hole is set as 75~85 millimeters.
8. existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure as claimed in claim 7, it is characterised in that described
The diameter of water-bag type stop grouting plug is set as 65~75 millimeters.
9. existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure as claimed in claim 7, it is characterised in that described
The diameter of anchor pole is set as 30~35 millimeters, and the diameter of the slip casting core pipe is set as 15~25 millimeters.
10. the existing railway line Tunnel Base sluicing anchor bolt grouting restorative procedure as described in claim 1~9 is any, its feature
It is also to include in step (5)：Track displacement is monitored to ensure the lifting elevation of the track during slip casting
Less than 8 millimeters.
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