CN107725086A - 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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- CN107725086A CN107725086A CN201711324607.5A CN201711324607A CN107725086A CN 107725086 A CN107725086 A CN 107725086A CN 201711324607 A CN201711324607 A CN 201711324607A CN 107725086 A CN107725086 A CN 107725086A
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- bolthole
- anchor pole
- crackle
- longitudinal crack
- lining cutting
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- 238000005520 cutting process Methods 0.000 title claims abstract description 26
- 230000002787 reinforcement Effects 0.000 title claims abstract description 16
- 208000037656 Respiratory Sounds Diseases 0.000 claims abstract description 42
- 238000001514 detection method Methods 0.000 claims abstract description 34
- 238000007569 slipcasting Methods 0.000 claims abstract description 22
- 239000011435 rock Substances 0.000 claims abstract description 20
- 238000012544 monitoring process Methods 0.000 claims abstract description 15
- 238000010276 construction Methods 0.000 claims abstract description 12
- 238000007596 consolidation process Methods 0.000 claims abstract description 10
- 238000007689 inspection Methods 0.000 claims abstract description 10
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 10
- 238000007667 floating Methods 0.000 claims abstract description 7
- 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
- 238000007789 sealing Methods 0.000 claims abstract description 4
- 239000004568 cement Substances 0.000 claims description 18
- 239000002002 slurry Substances 0.000 claims description 18
- 238000000034 method Methods 0.000 claims description 9
- 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
- 239000003245 coal Substances 0.000 claims description 4
- 238000011161 development Methods 0.000 claims description 4
- 239000012634 fragment Substances 0.000 claims description 4
- 239000004575 stone Substances 0.000 claims description 4
- 239000011398 Portland cement Substances 0.000 claims description 3
- 230000002411 adverse Effects 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
- 230000000149 penetrating effect Effects 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
- 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
- 230000002708 enhancing effect Effects 0.000 abstract description 4
- 238000004140 cleaning Methods 0.000 abstract description 3
- 238000009826 distribution Methods 0.000 abstract description 2
- 238000005553 drilling 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
- 230000035515 penetration Effects 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 238000005070 sampling Methods 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 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
- 238000005516 engineering process Methods 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
- 229920000647 polyepoxide Polymers 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
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- 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, including step have the location parameter for determining secondary lining crackle section, detection supporting construction quality, data analysis, measurement and pore-creating, wash the steps such as bolthole, sealing, slip casting, quality inspection and monitoring measurement.Pin of the present invention effectively slows down or prevents the expansion of crackle, enhancing structure stability.Distribution of the present invention to crackle carries out whole detection, the longitudinal crack for filtering out unstructuredness is reinforced, reinforcing 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, ensure to carry out cracks minimum disturbance, it is floating that concrete at the aperture of crackle bolthole rejects water-filling cement mortar of going forward side by side, ensure 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 comes off.
Description
Technical field
The present invention is applied to tunnels and underground engineering liner structure longitudinal crack and reinforced, and especially unstructuredness is longitudinally grown up and split
Line is reinforced.
Background technology
Tunnel concrete secondary lining is the important step in constructing tunnel, secondary in the presence of no external force
After lining construction lags behind preliminary bracing, secondary lining shrinks, vibrates and irrigated operation in constraint, concrete temperature and drying
In the case of improper measures, the concrete surface of secondary lining can produce unstructuredness crackle, if crack initiation, expansion, deterioration
It is overall when be in three-dimensional state, it is possible to peeling and the chip off-falling of secondary lining are caused, not only the Stability Analysis of Structures in influence tunnel, can also be because
Crackle infiltration influences the safe for operation of tunnel.Conventional Crack handling is that slip casting and superficial closing are carried out at crack, but conventional
Slip casting or superficial closing measure only effect be present to country rock and surface, when such a processing mode is applied into unstructuredness crackle
The complex procedures of use, grouting amount are difficult to control.
The content of the invention
It is an object of the invention 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 that：
A kind of reinforcement means of the non-structural longitudinal crack of lining cutting, construction procedure are as follows：
Step 1, determine the location parameter of secondary lining crackle section：
Lining cutting scope internal fissure section is checked, confirms scope, width and the depth of crackle section, draws the plane exhibition of crackle section
Diagram, establish account；
Step 2, detect supporting construction quality：
The preliminary bracing quality of lining cutting scope 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 scope internal fissure section is detected, detection content includes secondary lining arch and abutment wall is carried on the back
Rear leakiness degree, with the presence or absence of cavity, inverted arch bottom it whether there is the empty tiny fragments of stone, coal, etc., detection mode uses GPR detection；Inspection
Surveying content also includes the intensity and thickness of secondary lining, and detection mode uses resilience Non-Destructive Testing；
The adverse geological condition of lining cutting scope internal fissure section is detected, detection content includes the poorly quality inspection of Hidden Karst Under
Look into, detection mode uses geological radar；
Step 3, data analysis：Whether the detection data according to being obtained in step 2 use exclusive method to determine crackle for knot
Structure, whether penetrate, whether there is faulting of slab ends；By observing whether crackle continues to develop；To it is therein it is non-structural, non-penetrating, without faulting of slab ends,
The longitudinal crack not continued in development carries out reinforcing preparation；
Step 4, measure simultaneously pore-creating：
The pore depth of bolthole from the surface of secondary lining by preliminary bracing until preliminary bracing behind country rock in, anchor pole
Hole junction of the edges of two sheets of paper at left and right sides of longitudinal crack is staggeredly set in blossom type, and the beeline of each bolthole and longitudinal crack is homogeneous
Together, the distance of two adjacent boltholes of longitudinal crack homonymy also all same；Determined using total powerstation the position for opening bolthole
Position, anchor pole use self-advancing type hollow grouting anchor, anchor pole are connected with rig, and is directly used on the precalculated position of bolthole
Anchor pole pore-creating；
Step 5, wash bolthole：
By bolthole and rig disengaging, a blower fan connection anchor pole then will be played, it is directly interior to anchor pole to be blown into bolthole using high-pressure blast
Hole is disposably purged；
Step 6, sealing：The aperture of longitudinal crack and bolthole is closed using Anchor Agent, to two in the range of the aperture of bolthole
The Surface layer's concrete of secondary lining cutting is cut, and the part cut is floating using cement mortar；Concrete surface peace after floating simultaneously
The intimate surface contact of the backing plate and nut of anchor pole, backing plate and concrete is filled, anchor pole is then connected into slip casting machine；
Step 7, slip casting：
Surrounding rock consolidation：It is 0.6 to prepare the ratio of mud：1~1：1 cement single slurry filling bolthole, is 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 steam vent on anchor pole is opened, discharges cement grout unnecessary in anchor pole；
Anchor pole is closed：Change slurry and use the ratio of mud as 0.45：1~0.3：1 cement single slurry filling closing anchor pole, cement is using general
Logical portland cement, label is not less than 42.5R, when slurries flow out from steam vent, completes 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 is observed；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 beeline of each bolthole and longitudinal crack is 500mm；The two neighboring anchor pole of homonymy
The distance in hole is not more than 3000mm.
In the step 4, the hole position 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 backing plate；
Backing plate and the exposed termination 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, and anti-pulling of anchor bar is inspected by random samples using drawing meter, often located
The sampling observation rate of longitudinal crack is not less than 5%, and no less than 3.
Monitoring position in the step 9 is longitudinally set together in crackle section every 10m, and per pass monitoring point is arranged in
Vault, the haunch of both sides, the arch springing of both sides and bottom plate are at totally five；Wherein settlement observation is carried out using embedded observation station position in tunnel
Observation, stablizing datum mark in tunnel is chosen, field observation is carried out using total powerstation.
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 preserved, and periodically each profile data is carried out
Arrange, and draw each Section Settlement observation data variation trend curve and crack growth observational record table；Observed by the cycle,
Carry out periodical evaluation to settlement observation data variation trend curve and crack growth situation, evaluation structure security, and according to commenting
Valency result adjusts observing frequency and treatment measures.
Compared with prior art the invention has the characteristics that and beneficial effect：
The present invention proposes a kind of reinforcement means for the producing cause of unstructuredness crackle, this reinforcement means can effectively slow down or
Prevent the expansion of crackle, enhancing structure stability.Distribution of the present invention first to crackle carries out whole detection, filters out non-structural
Property longitudinal crack reinforced, reinforcing use country rock and the dual reinforcing of anchor pole, the overall stress of surrounding rock consolidation guarantee crackle section,
Crackle reinforcement and strengthening crackle bearing capacity.Surrounding rock consolidation uses self-advancing type hollow grouting anchor, and collection drilling, borehole cleaning and slip casting are one
Body, ensure to carry out cracks minimum disturbance, the concrete at the aperture of crackle bolthole is rejected water-filling cement mortar of going forward side by side and smeared
It is flat, ensure roof bolt plate uniform force, while be alternately distributed in cracks anchor pole using the junction of the edges of two sheets of paper, the developing direction of crackle is obstructed,
Effectively prevention and reinforcing crackle, the stress of enhancing structure, the concrete that liner structure is effectively ensured no longer comes off.
Brief description of the drawings
The present invention will be further described in detail below in conjunction with the accompanying drawings.
The continuous longitudinal crack section schematic cross-sectional view in tunnel somewhere of Fig. 1 present invention.
The arrangement schematic diagram of Fig. 2 cracks self-advancing type hollow grouting anchors.
The termination processing figure of Fig. 3 self-advancing type hollow grouting anchors.
The diagrammatic cross-section of Fig. 4 cracks.
The arrangement schematic diagram of wherein one monitoring point of monitoring measurement in Fig. 5 holes of the present invention.
Reference：1- longitudinal cracks, 2- preliminary bracings, 3- secondary linings, 4- country rocks, 5- anchor poles, 6- anchorings
Agent, 7- backing plates, 8- nuts, 9- boltholes, 10- vaults, 11- haunches, 12- arch springings and bottom plate.
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, determine the location parameter of secondary lining crackle section：
Lining cutting scope internal fissure section is checked, confirms scope, width and the depth of crackle section, draws the plane exhibition of crackle section
Diagram, establish account.
Step 2, detect supporting construction quality：
The preliminary bracing quality of lining cutting scope 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 scope internal fissure section is detected, detection content includes secondary lining arch and abutment wall is carried on the back
Rear leakiness degree, with the presence or absence of cavity, inverted arch bottom it whether there is the empty tiny fragments of stone, coal, etc., detection mode uses GPR detection, must
Verified when wanting by the methods of coring, broken inspection；Detection content also includes the intensity and thickness of secondary lining, and detection mode is adopted
With resilience Non-Destructive Testing；
The adverse geological condition of lining cutting scope internal fissure section is detected, detection content includes the poorly quality inspection of Hidden Karst Under
Look into, detection mode uses geological radar, and abnormal location is verified using boring and coring.
Step 3, data analysis：Whether detection data according to being obtained in step 2 determine crackle using exclusive method
For it is structural, whether penetrate, whether there is faulting of slab ends；By observing whether crackle continues to develop；To non-structural, non-penetrating, nothing therein
Faulting of slab ends, the longitudinal crack not continued in development carry out reinforcing preparation.
Illustrated below so that longitudinal crack 1 is located on abutment wall as an example, the longitudinal crack longitudinally splits along tunnel direct of travel
The crack penetration of line is located in whole preliminary bracing 2 and secondary lining 3.
Step 4, measure simultaneously pore-creating：
The pore depth of bolthole is from the surface of secondary lining 3 until in the country rock 4 of the behind of preliminary bracing 2, and bolthole 9 is in longitudinal direction
The left and right sides junction of the edges of two sheets of paper of crackle 1 is staggeredly set in blossom type, the beeline a all sames of each bolthole 9 and longitudinal crack, longitudinal direction
The distance b of two adjacent boltholes 9 of the homonymy of crackle 1 also all sames；The position for opening bolthole 9 is positioned using total powerstation,
Anchor pole 5 uses self-advancing type hollow grouting anchor, and anchor pole 5 is connected with rig, and is directly used on the precalculated position of bolthole 9
Anchor pole pore-creating, first check whether body of rod mesopore is unimpeded before pore-creating, if there is foreign matters from being blocked, cleaning in time.
Step 5, wash bolthole：
By bolthole and rig disengaging, a blower fan connection anchor pole then will be played, it is directly interior to anchor pole to be blown into bolthole using high-pressure blast
Hole is disposably purged.
Step 6, sealing：The aperture of longitudinal crack and bolthole is closed using Anchor Agent 6, and Anchor Agent is epoxy resin.
The Surface layer's concrete of secondary lining 3 in the range of the aperture of bolthole is cut, the part cut is floating using cement mortar；Together
When concrete surface installation anchor pole after floating 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, is not less than 1.5m to the width of non-crackle section Longitudinal extending；Match somebody with somebody
The ratio of mud processed is 0.6：1~1：1 cement single slurry filling bolthole, passes through the slurry outlet pair on anchor pole using anchor rock mud filling machine
Country rock carries out consolidation grouting, and slip casting stops slip casting after reaching design requirement；Then before cement single slurry initial set, open on anchor pole
Steam vent, discharge unnecessary cement grout in anchor pole.
Anchor pole is closed：Change slurry and use the ratio of mud as 0.45：1~0.3：1 cement single slurry filling closing anchor pole, cement are adopted
With Portland cement, label is not less than 42.5R, when slurries flow out from steam vent, completes slip casting.
Step 8, quality inspection：After bolt grouting is completed 7 days, tested using sound wave physical prospecting instrument in bolthole and bolthole
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 is observed；Tunnel inverted arch and filling position settlement observation；Without the tiny fragments of stone, coal, etc.
Track settlement monitoring；Tunnel arch wall, inverted arch and crack growth observation；Percolating water condition survey.
Monitor position longitudinally to set together every 10m in crackle section, per pass monitoring point is arranged in vault 10, the arch of both sides
Waist 11, the arch springing of both sides and bottom plate 12 are at totally five；Wherein settlement observation is observed using embedded observation station position in tunnel, is chosen
Stablizing datum mark in tunnel, field observation is carried out using total powerstation, wherein vault uses to avoid built-in fitting from influenceing traffic safety
Expansion bolt pastes reflecting marking.It is 3 months to observe the time limit, and observing frequency is 1 time a day.In the step 9, observe every time, prison
The structure of survey is recorded and preserved, and periodically each profile data is arranged, and draws each Section Settlement observation data
Change trend curve and crack growth observational record table；Observed by the cycle, to settlement observation data variation trend curve and split
Line development carries out periodical evaluation, evaluation structure security, and adjusts observing frequency and treatment measures according to evaluation result.Compile
Special construction plan processed, determine that barrel face excavates mileage, supporting parameter, earth's surface duct penetration position and quantity, and draw
Detail drawing.
In the present embodiment step 4, the beeline a of each bolthole and longitudinal crack is 500mm；Per side anchor rod aperture
The distance b of two neighboring bolthole is 3000mm.The hole position 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 backing plate；Backing plate and the exposed termination 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, and anti-pulling of anchor bar is inspected by random samples using drawing meter, and the sampling observation rate for often locating 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, it is characterised in that construction procedure is as follows：
Step 1, determine the location parameter of secondary lining crackle section：
Lining cutting scope internal fissure section is checked, confirms scope, width and the depth of crackle section, draws the plane exhibition of crackle section
Diagram, establish account；
Step 2, detect supporting construction quality：
The preliminary bracing quality of lining cutting scope 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 scope internal fissure section is detected, detection content includes secondary lining arch and abutment wall is carried on the back
Rear leakiness degree, with the presence or absence of cavity, inverted arch bottom it whether there is the empty tiny fragments of stone, coal, etc., detection mode uses GPR detection；Inspection
Surveying content also includes the intensity and thickness of secondary lining, and detection mode uses resilience Non-Destructive Testing；
The adverse geological condition of lining cutting scope internal fissure section is detected, detection content includes the poorly quality inspection of Hidden Karst Under
Look into, detection mode uses geological radar；
Step 3, data analysis：Whether the detection data according to being obtained in step 2 use exclusive method to determine crackle for knot
Structure, whether penetrate, whether there is faulting of slab ends；By observing whether crackle continues to develop；To it is therein it is non-structural, non-penetrating, without faulting of slab ends,
Do not continue the longitudinal crack in development（1）Carry out reinforcing preparation；
Step 4, measure simultaneously pore-creating：
Bolthole（9）Pore depth from secondary lining（3）Surface pass through preliminary bracing（2）Until preliminary bracing behind is enclosed
Rock（4）It is interior, bolthole（9）In longitudinal crack（1）The left and right sides junction of the edges of two sheets of paper is staggeredly set in blossom type, each bolthole（9）With indulging
To crackle（1）Beeline all same, longitudinal crack（1）Two adjacent boltholes of homonymy（9）Distance also all same；Open
The position of bolthole is positioned using total powerstation, anchor pole（5）Using self-advancing type hollow grouting anchor, by anchor pole and rig phase
Even, and anchor pole pore-creating is directly used on the precalculated position of bolthole；
Step 5, wash bolthole：
By bolthole and rig disengaging, a blower fan connection anchor pole then will be played, it is directly interior to anchor pole to be blown into bolthole using high-pressure blast
Hole is disposably purged；
Step 6, sealing：The aperture of longitudinal crack and bolthole uses Anchor Agent（6）Closing, in the range of the aperture of bolthole
The Surface layer's concrete of secondary lining cut, the part cut is floating using cement mortar；Concrete table after floating simultaneously
The intimate surface contact of the backing plate and nut of anchor pole, backing plate and concrete is installed in face, and anchor pole then is connected into slip casting machine；
Step 7, slip casting：
Surrounding rock consolidation：It is 0.6 to prepare the ratio of mud：1~1：1 cement single slurry filling bolthole, is 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 steam vent on anchor pole is opened, discharges cement grout unnecessary in anchor pole；
Anchor pole is closed：Change slurry and use the ratio of mud as 0.45：1~0.3：1 cement single slurry filling closing anchor pole, cement is using general
Logical portland cement, label is not less than 42.5R, when slurries flow out from steam vent, completes 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 is observed；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, each bolthole（9）With longitudinal crack（1）Beeline be 500mm；The two neighboring bolthole of homonymy（9）Distance
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, bolthole（9）Hole position deviation be not more than 5cm, 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, every anchor pole（5）Length be 3.5m；
The backing plate（7）Using spherical backing plate；
Backing plate（7）And anchor pole（5）Exposed termination carries 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 set together, per pass monitoring point is arranged in vault（10）, both sides haunch
（11）, both sides arch springing and bottom plate（12）At totally five；Wherein settlement observation is observed using embedded observation station position in tunnel, is selected
Stablizing datum mark in tunnel is taken, field observation is carried out using total powerstation.
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, the structure observe every time, monitored is recorded and preserved, and periodically each profile data is arranged, and is drawn each disconnected
Face settlement observation data variation trend curve and crack growth observational record table；Observed by the cycle, settlement observation data are become
Change trend curve and crack growth situation carries out periodical evaluation, evaluation structure security, and observation frequency is adjusted according to evaluation result
Rate 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 |
Applications Claiming Priority (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 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107725086A true CN107725086A (en) | 2018-02-23 |
| CN107725086B 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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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN110080802A (en) * | 2019-04-03 | 2019-08-02 | 核工业井巷建设集团有限公司 | A kind of quick reinforcement construction method in 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 |
| CN114033433A (en) * | 2021-11-16 | 2022-02-11 | 中铁十二局集团有限公司 | Plateau high-geostress tunnel secondary lining crack monitoring construction method |
| 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 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN110080802A (en) * | 2019-04-03 | 2019-08-02 | 核工业井巷建设集团有限公司 | A kind of quick reinforcement construction method in 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 |
| CN114033433A (en) * | 2021-11-16 | 2022-02-11 | 中铁十二局集团有限公司 | Plateau high-geostress tunnel secondary lining crack monitoring construction method |
| 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 |
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