CN107725086B - A kind of reinforcement means of the non-structural longitudinal crack of lining cutting - Google Patents
A kind of reinforcement means of the non-structural longitudinal crack of lining cutting Download PDFInfo
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- CN107725086B CN107725086B CN201711324607.5A CN201711324607A CN107725086B CN 107725086 B CN107725086 B CN 107725086B CN 201711324607 A CN201711324607 A CN 201711324607A CN 107725086 B CN107725086 B CN 107725086B
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- Prior art keywords
- bolthole
- crackle
- anchor pole
- longitudinal crack
- lining cutting
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- 238000005520 cutting process Methods 0.000 title claims abstract description 25
- 230000002787 reinforcement Effects 0.000 title claims abstract description 16
- 208000037656 Respiratory Sounds Diseases 0.000 claims abstract description 41
- 238000001514 detection method Methods 0.000 claims abstract description 33
- 238000007569 slipcasting Methods 0.000 claims abstract description 21
- 239000011435 rock Substances 0.000 claims abstract description 20
- 238000012544 monitoring process Methods 0.000 claims abstract description 16
- 238000007596 consolidation process Methods 0.000 claims abstract description 10
- 238000010276 construction Methods 0.000 claims abstract description 10
- 238000007689 inspection Methods 0.000 claims abstract description 9
- 238000005553 drilling Methods 0.000 claims abstract description 8
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 8
- 238000005259 measurement Methods 0.000 claims abstract description 6
- 239000011083 cement mortar Substances 0.000 claims abstract description 5
- 238000007405 data analysis Methods 0.000 claims abstract description 4
- 238000007667 floating Methods 0.000 claims abstract description 4
- 238000007789 sealing Methods 0.000 claims abstract description 4
- 239000002002 slurry Substances 0.000 claims description 19
- 239000004568 cement Substances 0.000 claims description 18
- 238000000034 method Methods 0.000 claims description 10
- 238000011156 evaluation Methods 0.000 claims description 8
- 239000003795 chemical substances by application Substances 0.000 claims description 5
- 238000010586 diagram Methods 0.000 claims description 5
- 230000003447 ipsilateral effect Effects 0.000 claims description 5
- 239000012634 fragment Substances 0.000 claims description 4
- 239000011398 Portland cement Substances 0.000 claims description 3
- 230000002411 adverse Effects 0.000 claims description 3
- 239000003245 coal Substances 0.000 claims description 3
- 239000011247 coating layer Substances 0.000 claims description 3
- 238000013461 design Methods 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- QELJHCBNGDEXLD-UHFFFAOYSA-N nickel zinc Chemical compound [Ni].[Zn] QELJHCBNGDEXLD-UHFFFAOYSA-N 0.000 claims description 3
- 238000009659 non-destructive testing Methods 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 239000003755 preservative agent Substances 0.000 claims description 3
- 230000002335 preservative effect Effects 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 239000002344 surface layer Substances 0.000 claims description 3
- 102220588530 von Willebrand factor A domain-containing protein 5B1_R25N_mutation Human genes 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 2
- 235000013399 edible fruits Nutrition 0.000 claims 1
- 230000002708 enhancing effect Effects 0.000 abstract description 4
- 238000004140 cleaning Methods 0.000 abstract description 2
- 238000009826 distribution Methods 0.000 abstract description 2
- 230000009977 dual effect Effects 0.000 abstract description 2
- 230000002265 prevention Effects 0.000 abstract description 2
- 238000001914 filtration Methods 0.000 abstract 1
- 238000011161 development Methods 0.000 description 4
- 230000035515 penetration Effects 0.000 description 2
- 238000005070 sampling Methods 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 238000001035 drying Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000003822 epoxy resin Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000000977 initiatory effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 229920000647 polyepoxide Polymers 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01D—MEASURING NOT SPECIALLY ADAPTED FOR A SPECIFIC VARIABLE; ARRANGEMENTS FOR MEASURING TWO OR MORE VARIABLES NOT COVERED IN A SINGLE OTHER SUBCLASS; TARIFF METERING APPARATUS; MEASURING OR TESTING NOT OTHERWISE PROVIDED FOR
- G01D21/00—Measuring or testing not otherwise provided for
- G01D21/02—Measuring two or more variables by means not covered by a single other subclass
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Inorganic Chemistry (AREA)
- Chemical & Material Sciences (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Lining And Supports For Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
A kind of reinforcement means of the non-structural longitudinal crack of lining cutting has location parameter, detection supporting construction quality, data analysis, measurement and the pore-creating of determining secondary lining crackle section including step, washes bolthole, sealing, slip casting, quality inspection and monitoring measurement.Needle of the present invention effectively slows down or prevents the expansion of crackle, enhancing structure stability.The present invention carries out whole detection to the distribution of crackle, the longitudinal crack for filtering out unstructuredness is reinforced, it reinforces and uses country rock and the dual reinforcing of anchor pole, surrounding rock consolidation uses self-advancing type hollow grouting anchor, collection drilling, borehole cleaning and slip casting are integrated, guarantee to carry out least disturbance to cracks, concrete at the aperture of crackle bolthole rejects and carries out cement mortar floating, guarantee roof bolt plate uniform force, it is alternately distributed simultaneously in cracks anchor pole using the junction of the edges of two sheets of paper, obstruct the developing direction of crackle, effectively prevention and reinforcing crackle, the stress of enhancing structure, the concrete that liner structure is effectively ensured no longer falls off.
Description
Technical field
The present invention is reinforced suitable for tunnels and underground engineering liner structure longitudinal crack, and especially unstructuredness is longitudinally grown up and split
Line is reinforced.
Background technique
Tunnel concrete secondary lining is the important link in constructing tunnel, even if without external forces, it is secondary
After lining construction lags behind preliminary bracing, secondary lining shrinks, vibrates and is perfused operation in constraint, concrete temperature and drying
In the case where improper measures, the concrete surface of secondary lining can generate unstructuredness crackle, if crack initiation, expansion, deterioration
It is overall when being in three-dimensional state, it is possible to the peeling and chip off-falling of secondary lining are caused, the stable structure in tunnel is not only influenced, it can also be because
Crackle infiltration influences the operational safety in tunnel.Common Crack handling is slip casting and superficial closing to be carried out at crack, but commonly use
Slip casting or superficial closing measure only there is effect to country rock and surface, when such processing mode is applied to unstructuredness crackle
The complex procedures of use, grouting amount are difficult to control.
Summary of the invention
The object of the present invention is to provide a kind of reinforcement means of the non-structural longitudinal crack of lining cutting, to solve unstructuredness crackle
Complex procedures when being closed using slip casting and superficial, grouting amount are difficult to control technical problem.
To achieve the above object, the present invention adopts the following technical scheme:
A kind of reinforcement means of the non-structural longitudinal crack of lining cutting, construction procedure are as follows:
Step 1 determines the location parameter of secondary lining crackle section:
Lining cutting range internal fissure section is checked, confirms range, width and the depth of crackle section, draws the flat of crackle section
Face display diagram, establishes account；
Step 2 detects supporting construction quality:
The preliminary bracing quality of lining cutting range internal fissure section is detected, detection content includes applying for preliminary bracing steelframe
Working medium amount, detection mode use GPR detection；
The secondary lining quality of lining cutting range internal fissure section is detected, detection content includes secondary lining arch and side
The leakiness degree of wall behind whether there is cavity, and inverted arch bottom whether there is the empty tiny fragments of stone, coal, etc., and detection mode is examined using geological radar
It surveys；Detection content further includes the intensity and thickness of secondary lining, and detection mode is using rebound non-destructive testing；
The adverse geological condition of lining cutting range internal fissure section is detected, detection content include Hidden Karst Under poorly
Quality inspection is looked into, and detection mode uses geological radar；
Step 3, data analysis: whether the detection data according to obtained in step 2 determines crackle using exclusive method
For it is structural, whether penetrate through, whether there is or not faulting of slab ends；Whether observation crackle continues to develop；To it is therein it is non-structural, non-through, without faulting of slab ends,
The longitudinal crack for not continuing development carries out reinforcing preparation；
Step 4 measures simultaneously pore-creating:
The pore depth of bolthole from the surface of secondary lining by preliminary bracing until preliminary bracing behind country rock in,
Bolthole junction of the edges of two sheets of paper at left and right sides of longitudinal crack is staggeredly in that blossom type is arranged, and the shortest distance of each bolthole and longitudinal crack is equal
Identical, the distance of the ipsilateral two adjacent boltholes of longitudinal crack is also all the same；The position for opening bolthole is carried out using total station
Positioning, anchor pole use self-advancing type hollow grouting anchor, anchor pole are connected with drilling machine, and directly makes on the predetermined position of bolthole
With anchor pole pore-creating；
Step 5 washes bolthole:
By bolthole and drilling machine disengaging, it then will play blower and connect an anchor pole, it is directly interior right to be blown into bolthole using high-pressure blast
Bolthole is disposably purged；
Step 6, sealing: the aperture of longitudinal crack and bolthole is closed using Anchor Agent, within the scope of the aperture of bolthole
The Surface layer's concrete of secondary lining cut, the part cut is smoothed out using cement mortar；Concrete table after floating simultaneously
The backing plate and nut of anchor pole are installed in face, then anchor pole is connected slip casting machine by the intimate surface contact of backing plate and concrete；
Step 7, slip casting:
Surrounding rock consolidation: it prepares the cement single slurry that the ratio of mud is 0.6:1~1:1 and fills bolthole, using anchor rock mud filling machine
Consolidation grouting is carried out to country rock by the slurry outlet on anchor pole, slip casting stops slip casting after reaching design requirement；Then in cement list liquid
Before slurry initial set, the gas vent on anchor pole is opened, cement grout extra in anchor pole is discharged；
Anchor pole closing: it changes slurry and uses the ratio of mud for the cement single slurry of 0.45:1~0.3:1 filling closing anchor pole, cement is adopted
With ordinary portland cement, label is not less than 42.5R, when slurries are flowed out from gas vent, completes slip casting；
Step 8, quality inspection: after bolt grouting is completed 7 days, using body of cement in sound wave physical prospecting instrument test bolthole
Density；
Step 9, monitoring measurement:
The content of monitoring includes tunnel arch top settlement and headroom change observation；Tunnel inverted arch and filling position settlement observation；
Tunnel arch wall, inverted arch and crack growth observation；Percolating water condition survey.
In the step 4, the shortest distance of each bolthole and longitudinal crack is 500mm；Ipsilateral two neighboring anchor pole
The distance in hole is not more than 3000mm.
In the step 4, the hole location deviation of bolthole is not more than 5cm, and hole depth deviation is not more than 5cm, bore angle deviation
No more than 3%.
In the step 4, the model R25N of self-advancing type hollow grouting anchor, the length of every anchor pole is 3.5m；
The backing plate uses spherical cushion plate；
Backing plate and the exposed end of anchor pole carry out preservative treatment using Zinc-Nickel coating layer；
The withdrawal resistance of self-advancing type hollow grouting anchor is not less than 50KN, is inspected by random samples using drawing meter to anti-pulling of anchor bar,
The sampling observation rate of every place's longitudinal crack is not less than 5%, and no less than 3.
Longitudinally every one of 10m setting in crackle section, per pass monitoring point is arranged in for monitoring position in the step 9
Vault, the haunch of two sides, the arch springing of two sides and bottom plate are at totally five；Wherein settlement observation is carried out using observation point is buried in tunnel
Stablizing datum mark in tunnel is chosen in observation, carries out field observation using total station.
In the step 9, the observation time limit is 3 months, and observing frequency is 1 time a day.
The structure in the step 9, observe every time, monitored is recorded and is saved, and is periodically carried out to each profile data
It arranges, and draws each Section Settlement observation data variation trend curve and crack growth observational record table；It is observed by the period,
Periodical evaluation carried out to settlement observation data variation trend curve and crack growth situation, evaluation structure safety, and according to commenting
Valence result adjusts observing frequency and treatment measures.
Compared with prior art the invention has the characteristics that and the utility model has the advantages that
The present invention proposes that a kind of reinforcement means, this reinforcement means can effectively subtract for the producing cause of unstructuredness crackle
Expansion that is slow or preventing crackle, enhancing structure stability.The present invention carries out whole detection to the distribution of crackle first, filters out non-
Structural longitudinal crack is reinforced, and is reinforced and is used country rock and the dual reinforcing of anchor pole, and surrounding rock consolidation guarantees the entirety of crackle section
Stress, crackle reinforcement and strengthening crackle bearing capacity.Surrounding rock consolidation uses self-advancing type hollow grouting anchor, collection drilling, borehole cleaning and note
Slurry is integrated, and guarantees to carry out cracks least disturbance, the concrete at the aperture of crackle bolthole rejects and carries out cement
Mortar smoothes out, and guarantees roof bolt plate uniform force, while being alternately distributed using the junction of the edges of two sheets of paper in cracks anchor pole, obstructs the development of crackle
Direction, effectively prevention and reinforcing crackle, the stress of enhancing structure, the concrete that liner structure is effectively ensured no longer fall off.
Detailed description of the invention
The present invention will be further described in detail with reference to the accompanying drawing.
The continuous longitudinal crack section schematic cross-sectional view in tunnel somewhere Fig. 1 of the invention.
The arrangement schematic diagram of Fig. 2 cracks self-advancing type hollow grouting anchor.
The end of Fig. 3 self-advancing type hollow grouting anchor handles figure.
The diagrammatic cross-section of Fig. 4 cracks.
The arrangement schematic diagram of wherein one of monitoring point of monitoring measurement in the hole of the present invention Fig. 5.
Appended drawing reference: 1- longitudinal crack, 2- preliminary bracing, 3- secondary lining, 4- country rock, 5- anchor pole, 6- anchoring
Agent, 7- backing plate, 8- nut, 9- bolthole, 10- vault, 11- haunch, 12- arch springing and bottom plate.
Specific embodiment
Embodiment is referring to shown in Fig. 1-5, a kind of reinforcement means of the non-structural longitudinal crack of lining cutting, and construction procedure is as follows:
Step 1 determines the location parameter of secondary lining crackle section:
Lining cutting range internal fissure section is checked, confirms range, width and the depth of crackle section, draws the flat of crackle section
Face display diagram, establishes account.
Step 2 detects supporting construction quality:
The preliminary bracing quality of lining cutting range internal fissure section is detected, detection content includes applying for preliminary bracing steelframe
Working medium amount, detection mode use GPR detection；
The secondary lining quality of lining cutting range internal fissure section is detected, detection content includes secondary lining arch and side
The leakiness degree of wall behind whether there is cavity, and inverted arch bottom whether there is the empty tiny fragments of stone, coal, etc., and detection mode is examined using geological radar
It surveys, is verified as necessary by the methods of coring, broken inspection；Detection content further includes the intensity and thickness of secondary lining, detection
Mode is using rebound non-destructive testing；
The adverse geological condition of lining cutting range internal fissure section is detected, detection content include Hidden Karst Under poorly
Quality inspection is looked into, and detection mode uses geological radar, and abnormal location is verified using boring and coring.
Step 3, data analysis: whether the detection data according to obtained in step 2 determines crackle using exclusive method
For it is structural, whether penetrate through, whether there is or not faulting of slab ends；Whether observation crackle continues to develop；To it is therein it is non-structural, non-through, without faulting of slab ends,
The longitudinal crack for not continuing development carries out reinforcing preparation.
It is illustrated so that longitudinal crack 1 is located on abutment wall as an example below, which longitudinally splits along tunnel direction of travel
The crack penetration of line is located in entire preliminary bracing 2 and secondary lining 3.
Step 4 measures simultaneously pore-creating:
From the surface of secondary lining 3 until in the country rock 4 of 2 behind of preliminary bracing, bolthole 9 exists the pore depth of bolthole
1 left and right sides junction of the edges of two sheets of paper of longitudinal crack is staggeredly in blossom type setting, and the shortest distance a of each bolthole 9 and longitudinal crack is all the same,
The distance b of the ipsilateral two adjacent boltholes 9 of longitudinal crack 1 is also all the same；Determined using total station the position for opening bolthole 9
Position, anchor pole 5 use self-advancing type hollow grouting anchor, anchor pole 5 are connected with drilling machine, and on the predetermined position of bolthole 9 directly
First check whether body of rod mesoporous is unimpeded using anchor pole pore-creating, before pore-creating, if there is foreign matters from being blocked, clears up in time.
Step 5 washes bolthole:
By bolthole and drilling machine disengaging, it then will play blower and connect an anchor pole, it is directly interior right to be blown into bolthole using high-pressure blast
Bolthole is disposably purged.
Step 6, sealing: the aperture of longitudinal crack and bolthole is all made of the closing of Anchor Agent 6, and Anchor Agent is epoxy resin.
The Surface layer's concrete of secondary lining 3 within the scope of the aperture of bolthole is cut, the part cut is smoothed out using cement mortar；Together
When after floating concrete surface installation anchor pole backing plate 7 and nut 8, the intimate surface contact of backing plate and concrete, then
Anchor pole is connected into slip casting machine.
Step 7, slip casting:
Surrounding rock consolidation: surrounding rock consolidation is the integral reinforcing of crackle section, and the width longitudinally extended to non-crackle section is not less than
1.5m；It prepares the cement single slurry that the ratio of mud is 0.6:1~1:1 and fills bolthole, passed through on anchor pole using anchor rock mud filling machine
Slurry outlet carries out consolidation grouting to country rock, and slip casting stops slip casting after reaching design requirement；Then it before cement single slurry initial set, beats
The gas vent on anchor pole is opened, cement grout extra in anchor pole is discharged.
Anchor pole closing: it changes slurry and uses the ratio of mud for the cement single slurry of 0.45:1~0.3:1 filling closing anchor pole, cement is adopted
With ordinary portland cement, label is not less than 42.5R, when slurries are flowed out from gas vent, completes slip casting.
Quality inspection: step 8 after bolt grouting is completed 7 days, is tested in bolthole and bolthole using sound wave physical prospecting instrument
The density of body of cement, closely knit sex ratio should be greater than 85%.
Step 9, monitoring measurement:
The content of monitoring includes tunnel arch top settlement and headroom change observation；Tunnel inverted arch and filling position settlement observation；
Non-fragment orbit settlement monitoring；Tunnel arch wall, inverted arch and crack growth observation；Percolating water condition survey.
Position is monitored in crackle section longitudinally every one of 10m setting, per pass monitoring point is arranged in the arch of vault 10, two sides
Waist 11, the arch springing of two sides and bottom plate 12 are at totally five；Wherein settlement observation is observed using observation point is buried in tunnel, is chosen
Stablizing datum mark in tunnel carries out field observation using total station, and wherein vault is that built-in fitting is avoided to influence traffic safety, uses
Expansion bolt pastes reflecting marking.Observing the time limit is 3 months, and observing frequency is 1 time a day.In the step 9, observation, prison every time
The result of survey is recorded and is saved, and is periodically arranged to each profile data, and draws each Section Settlement observation data
Change trend curve and crack growth observational record table；It is observed by the period, to settlement observation data variation trend curve and is split
Line development carries out periodical evaluation, evaluation structure safety, and adjusts observing frequency and treatment measures according to evaluation result.It compiles
Special construction plan processed determines that barrel face excavates mileage, supporting parameter, earth's surface duct penetration position and quantity, and draws
Detail drawing.
In the present embodiment step 4, the shortest distance a of each bolthole and longitudinal crack is 500mm；Every side anchor rod aperture
The distance b of two neighboring bolthole is 3000mm.The hole location deviation of bolthole is not more than 5cm, and hole depth deviation is not more than 5cm,
Bore angle deviation is not more than 3%.
In the present embodiment, the model R25N of self-advancing type hollow grouting anchor, the length of every anchor pole is 3.5m；The pad
Plate uses spherical cushion plate；Backing plate and the exposed end of anchor pole carry out preservative treatment using Zinc-Nickel coating layer；The hollow slip casting anchor of self-advancing type
The withdrawal resistance of bar is not less than 50KN, is inspected by random samples using drawing meter to anti-pulling of anchor bar, the sampling observation rate of every place's longitudinal crack is not small
In 5%, and no less than 3.
Claims (7)
1. a kind of reinforcement means of the non-structural longitudinal crack of lining cutting, which is characterized in that construction procedure is as follows:
Step 1 determines the location parameter of secondary lining crackle section:
Lining cutting range internal fissure section is checked, confirms range, width and the depth of crackle section, draws the plane exhibition of crackle section
Diagram establishes account；
Step 2 detects supporting construction quality:
The preliminary bracing quality of lining cutting range internal fissure section is detected, detection content includes the construction matter of preliminary bracing steelframe
Amount, detection mode use GPR detection；
The secondary lining quality of lining cutting range internal fissure section is detected, detection content includes secondary lining arch and abutment wall back
Rear leakiness degree, with the presence or absence of cavity, inverted arch bottom whether there is the empty tiny fragments of stone, coal, etc., and detection mode uses GPR detection；Inspection
The intensity and thickness that content further includes secondary lining are surveyed, detection mode is using rebound non-destructive testing；
The adverse geological condition of lining cutting range internal fissure section is detected, detection content includes the poorly quality inspection of Hidden Karst Under
It looks into, detection mode uses geological radar；
Step 3, data analysis: whether the detection data according to obtained in step 2 uses exclusive method to determine crackle for knot
Structure, whether penetrate through, whether there is or not faulting of slab ends；Whether observation crackle continues to develop；To it is therein it is non-structural, non-through, without faulting of slab ends, not after
The longitudinal crack (1) of supervention exhibition carries out reinforcing preparation；
Step 4 measures simultaneously pore-creating:
The pore depth of bolthole (9) is from the surface of secondary lining (3) by preliminary bracing (2) until preliminary bracing behind is enclosed
In rock (4), bolthole (9) junction of the edges of two sheets of paper at left and right sides of longitudinal crack (1) is staggeredly in blossom type setting, each bolthole (9) and vertical
The shortest distance to crackle (1) is all the same, and the distance of the ipsilateral two adjacent boltholes (9) of longitudinal crack (1) is also all the same；It opens
The position of bolthole is positioned using total station, and anchor pole (5) uses self-advancing type hollow grouting anchor, by anchor pole and drilling machine phase
Even, and on the predetermined position of bolthole anchor pole pore-creating is directly used；
Step 5 washes bolthole:
Bolthole and drilling machine are detached from, blower then will be played and connect anchor pole, and be blown into bolthole directly using high-pressure blast to anchor pole
Hole is disposably purged；
Step 6, sealing: the aperture of longitudinal crack and bolthole is closed using Anchor Agent (6), within the scope of the aperture of bolthole
The Surface layer's concrete of secondary lining cut, the part cut is smoothed out using cement mortar；Concrete table after floating simultaneously
The backing plate and nut of anchor pole are installed in face, then anchor pole is connected slip casting machine by the intimate surface contact of backing plate and concrete；
Step 7, slip casting:
Surrounding rock consolidation: it prepares the cement single slurry that the ratio of mud is 0.6:1~1:1 and fills bolthole, passed through using anchor rock mud filling machine
Slurry outlet on anchor pole carries out consolidation grouting to country rock, and slip casting stops slip casting after reaching design requirement；Then at the beginning of cement single slurry
Before solidifying, the gas vent on anchor pole is opened, cement grout extra in anchor pole is discharged；
Anchor pole closing: it changes slurry and uses the ratio of mud for the cement single slurry of 0.45:1~0.3:1 filling closing anchor pole, cement is using general
Logical portland cement, label are not less than 42.5R, when slurries are flowed out from gas vent, complete slip casting；
Step 8, quality inspection: bolt grouting complete 7 days after, using sound wave physical prospecting instrument test bolthole in body of cement it is closely knit
Property；
Step 9, monitoring measurement:
The content of monitoring includes tunnel arch top settlement and headroom change observation；Tunnel inverted arch and filling position settlement observation；Tunnel
Arch wall, inverted arch and crack growth observation；Percolating water condition survey.
2. the reinforcement means of the non-structural longitudinal crack of lining cutting according to claim 1, it is characterised in that: the step 4
In, the shortest distance of each bolthole (9) and longitudinal crack (1) is 500mm；The distance of ipsilateral two neighboring bolthole (9)
No more than 3000mm.
3. the reinforcement means of the non-structural longitudinal crack of lining cutting according to claim 1 or 2, it is characterised in that: the step
In four, the hole location deviation of bolthole (9) is not more than 5cm, and hole depth deviation is not more than 5cm, and bore angle deviation is not more than 3%.
4. the reinforcement means of the non-structural longitudinal crack of lining cutting according to claim 1, it is characterised in that: the step 4
In, the model R25N of self-advancing type hollow grouting anchor, the length of every anchor pole (5) is 3.5m；
The backing plate (7) uses spherical cushion plate；
Backing plate (7) and the exposed end of anchor pole (5) carry out preservative treatment using Zinc-Nickel coating layer.
5. the reinforcement means of the non-structural longitudinal crack of lining cutting according to claim 1, it is characterised in that: in the step 9
Monitoring position in crackle section longitudinally every 10m setting together, per pass monitoring point is arranged in the haunch of vault (10), two sides
(11), the arch springing and bottom plate (12) of two sides are at totally five；Wherein settlement observation is observed using observation point is buried in tunnel, is selected
Stablizing datum mark in tunnel is taken, field observation is carried out using total station.
6. the reinforcement means of the non-structural longitudinal crack of lining cutting according to claim 1 or 5, it is characterised in that: the step
In nine, the observation time limit is 3 months, and observing frequency is 1 time a day.
7. the reinforcement means of the non-structural longitudinal crack of lining cutting according to claim 6, it is characterised in that: the step 9
In, position is monitored in crackle section longitudinally every one of 10m setting, and per pass monitoring point is arranged in the haunch of vault (10), two sides
(11), the arch springing and bottom plate (12) of two sides are at totally five；Observing the time limit is 3 months, and observing frequency is 1 time a day；
Each result observed, monitored is recorded and saved, periodically the data of each measuring frequency section are arranged, and draws
Make each measuring frequency section settlement observation data variation trend curve and crack growth observational record table；It is observed by the period, to heavy
Drop observation data variation trend curve and crack growth situation carry out periodical evaluation, evaluation structure safety, and are tied according to evaluation
Fruit adjusts observing frequency and treatment measures.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711324607.5A CN107725086B (en) | 2017-12-13 | 2017-12-13 | A kind of reinforcement means of the non-structural longitudinal crack of lining cutting |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711324607.5A CN107725086B (en) | 2017-12-13 | 2017-12-13 | A kind of reinforcement means of the non-structural longitudinal crack of lining cutting |
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| Publication Number | Publication Date |
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| CN107725086A CN107725086A (en) | 2018-02-23 |
| CN107725086B true CN107725086B (en) | 2019-11-12 |
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| CN201711324607.5A Expired - Fee Related CN107725086B (en) | 2017-12-13 | 2017-12-13 | A kind of reinforcement means of the non-structural longitudinal crack of lining cutting |
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| CN109441505A (en) * | 2018-08-15 | 2019-03-08 | 福建陆海工程勘察设计有限公司 | Based on clad steel plate or steel band highway tunnel lining thickness deficiency quick reinforcement method |
| CN110080802B (en) * | 2019-04-03 | 2021-08-27 | 核工业井巷建设集团有限公司 | Rapid danger-removing reinforcement construction method for tunnel |
| CN110924997A (en) * | 2019-12-09 | 2020-03-27 | 中铁十六局集团有限公司 | Tunnel secondary lining crack trimming and reinforcing method |
| CN111255488A (en) * | 2020-03-18 | 2020-06-09 | 福建工程学院 | High-strength corrugated plate structure and method for tunnel reinforcement |
| CN112663646A (en) * | 2020-12-18 | 2021-04-16 | 南京康泰建筑灌浆科技有限公司 | Stable in-situ reinforcing method for grouting control |
| CN114033432A (en) * | 2021-11-16 | 2022-02-11 | 中铁十二局集团有限公司 | Two-lining crack renovation construction method for plateau high-ground stress tunnel |
| CN114033433B (en) * | 2021-11-16 | 2023-07-25 | 中铁十二局集团有限公司 | Plateau high-ground stress tunnel secondary lining crack monitoring construction method |
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| JP2006225906A (en) * | 2005-02-16 | 2006-08-31 | Public Works Research Institute | Method for reinforcing tunnel lining concrete |
| CN101603429A (en) * | 2009-07-09 | 2009-12-16 | 西安理工大学 | Anti-seepage structure of composite lining deformation joints of ground fissure stratum tunnel and construction method thereof |
| CN101737063A (en) * | 2009-11-16 | 2010-06-16 | 西安理工大学 | Ground fissure tunnel asphalt concrete composite lining and supporting method thereof |
| CN105201530A (en) * | 2015-10-28 | 2015-12-30 | 北京工业大学 | Repairing and strengthening method for large cracks on rock tunnel lining |
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