CN107060786A - A kind of Shield Construction Method Used method that groups of building are worn under karst region - Google Patents
A kind of Shield Construction Method Used method that groups of building are worn under karst region Download PDFInfo
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- CN107060786A CN107060786A CN201710464609.8A CN201710464609A CN107060786A CN 107060786 A CN107060786 A CN 107060786A CN 201710464609 A CN201710464609 A CN 201710464609A CN 107060786 A CN107060786 A CN 107060786A
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- 238000010276 construction Methods 0.000 title claims abstract description 87
- 238000000034 method Methods 0.000 title claims abstract description 67
- 238000007569 slipcasting Methods 0.000 claims abstract description 63
- 238000001514 detection method Methods 0.000 claims abstract description 28
- 238000012545 processing Methods 0.000 claims abstract description 24
- 238000012544 monitoring process Methods 0.000 claims abstract description 23
- 230000005641 tunneling Effects 0.000 claims abstract description 21
- 239000013049 sediment Substances 0.000 claims abstract description 15
- 230000002787 reinforcement Effects 0.000 claims abstract description 14
- 230000001360 synchronised effect Effects 0.000 claims abstract description 14
- 238000011835 investigation Methods 0.000 claims abstract description 4
- 239000000243 solution Substances 0.000 claims description 107
- 239000002002 slurry Substances 0.000 claims description 76
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 67
- 238000005553 drilling Methods 0.000 claims description 65
- 235000019353 potassium silicate Nutrition 0.000 claims description 61
- 230000009977 dual effect Effects 0.000 claims description 38
- 239000000203 mixture Substances 0.000 claims description 36
- 239000011083 cement mortar Substances 0.000 claims description 34
- 230000003014 reinforcing effect Effects 0.000 claims description 31
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 31
- 239000002689 soil Substances 0.000 claims description 22
- 230000006641 stabilisation Effects 0.000 claims description 17
- 238000011105 stabilization Methods 0.000 claims description 17
- 230000000694 effects Effects 0.000 claims description 15
- 239000011440 grout Substances 0.000 claims description 15
- 239000004568 cement Substances 0.000 claims description 13
- 239000000463 material Substances 0.000 claims description 12
- 238000002347 injection Methods 0.000 claims description 11
- 239000007924 injection Substances 0.000 claims description 11
- 238000000280 densification Methods 0.000 claims description 9
- 238000007596 consolidation process Methods 0.000 claims description 7
- 239000004115 Sodium Silicate Substances 0.000 claims description 6
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 6
- 238000011065 in-situ storage Methods 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 229910052738 indium Inorganic materials 0.000 claims description 4
- APFVFJFRJDLVQX-UHFFFAOYSA-N indium atom Chemical compound [In] APFVFJFRJDLVQX-UHFFFAOYSA-N 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 238000012360 testing method Methods 0.000 claims description 4
- 238000005056 compaction Methods 0.000 claims description 3
- 239000006260 foam Substances 0.000 claims description 3
- 239000004088 foaming agent Substances 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 210000004911 serous fluid Anatomy 0.000 claims description 3
- 239000000126 substance Substances 0.000 claims description 3
- 238000003672 processing method Methods 0.000 claims 2
- 238000005187 foaming Methods 0.000 claims 1
- 238000005259 measurement Methods 0.000 claims 1
- 229910052751 metal Inorganic materials 0.000 claims 1
- 239000002184 metal Substances 0.000 claims 1
- 238000005516 engineering process Methods 0.000 description 7
- 229920002472 Starch Polymers 0.000 description 6
- 235000019698 starch Nutrition 0.000 description 6
- 238000004062 sedimentation Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 238000002474 experimental method Methods 0.000 description 4
- 230000003204 osmotic effect Effects 0.000 description 4
- 238000007493 shaping process Methods 0.000 description 3
- 241000537371 Fraxinus caroliniana Species 0.000 description 2
- 235000010891 Ptelea trifoliata Nutrition 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 2
- 238000001125 extrusion Methods 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 238000007712 rapid solidification Methods 0.000 description 2
- 238000003892 spreading Methods 0.000 description 2
- 239000008107 starch Substances 0.000 description 2
- 238000005728 strengthening Methods 0.000 description 2
- -1 wherein Substances 0.000 description 2
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 241000894007 species Species 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of urban subway tunnel technical field of construction, particularly a kind of Shield Construction Method Used method that groups of building are worn under karst region.The main construction procedure of this kind of method has：(a) building safety on-site investigation and monitoring system are laid；(b) karst pre-detection and pretreatment；(c) shield sondage is entered, and determines construction parameter and sediment improvement technological parameter；(d) formal tunneling construction, and give sediment improvement, synchronous grouting and secondary reinforcement slip casting；(e) Karst and processing in shield tunneling process；(f) Karst and processing after tunnel wall；(g) row hole solution cavity after leading exploratory tunnel excavating is looked into and handled.This construction method in shield driving section by carrying out ground Karst and pretreatment, give sediment improvement, synchronous grouting, secondary reinforcement slip casting in shield tunneling process, and wear under shield driving building section and be aided with karst in Tunnel and the measure such as verify and handle and ensure to wear groups of building under In Karst Tunnel shield driving is smooth.
Description
Technical field
The present invention relates to Construction of City Tunnel technical field, more particularly to a kind of shield pick that groups of building are worn under karst region
Enter construction method.
Background technology
With the continuous improvement of China's economic level, a large amount of people in the countryside pour in city, while promoting urban development
Carry out heavy traffic burden to urban belt, urban track traffic fast and is not take up ground space and has obtained fast due to its aspect
Hail exhibition.In existing track construction technology, tunnel piercing is generally carried out using shield machine, and city is carried out in south China area
It is frequently necessary under karst region wear in groups of building, existing construction technology during city's track construction, generally by surface drilling to solution cavity
Grouting densification is carried out to improve soil strength.
When wearing building under shield tunnel, if there is no surface drilling execution conditions, it will be unable to continue with above-mentioned construction
Method is detected and handled to karst, simultaneously because the presence of building, stricter to earth's surface deformation requirements, city rail
The double challenge constructed Karst and processing and control building deformation in shield tunneling process is faced.
The content of the invention
It is an object of the invention to：Shield tunnel wears groups of building under karst region and subregion lacks ground drilling construction
Condition, while there is provided a kind of Shield Construction Method Used method that groups of building are worn under karst region when building deformation requires strict.Should
Method to the karst region with surface drilling construction working face by carrying out bore detecting and processing, to that can not carry out surface drilling
The region of construction is detected karst in shield driving region by the way of advance drilling, geological radar scanner uni Tunnel internal drilling and sent out
Situation is educated, and gives grouting and reinforcing to having verified solution cavity by encrypting advance drilling drilling and Tunnel internal drilling, while in construction
During strengthen ground and building deformation monitoring, timely feedback monitoring information simultaneously actively adjusts construction parameter, it is ensured that tunnel shield
Karst region groups of building are worn under structure driving is smooth.
In order to realize foregoing invention purpose, the invention provides following technical scheme：
A kind of Shield Construction Method Used method that groups of building are worn under karst region, comprises the following steps：
A, building safety on-site investigation and monitoring system are laid；
B, karst pre-detection and pretreatment；
C, shield sondage are entered, and determine construction parameter and sediment improvement technological parameter；
D, formal tunneling construction, and give sediment improvement, synchronous grouting and secondary reinforcement slip casting；
Karst and processing in e, shield tunneling process；
Karst and processing after f, tunnel wall；
Row hole solution cavity after g, leading exploratory tunnel excavating are looked into and handled.
In above-mentioned construction procedure, by measuring building using precision level and indium steel ruler to shield Xia Chuan areas building
Existing sedimentation and relative tilt, and its security status and remaining structure deformability are determined according to building type, it is follow-up rock
The safe foundation of offer is provided under molten consolidation process and tunneling shield.
Grouting and reinforcing processing is carried out on karst and necessarily ground surface environment produces influence on along using shield construction tunnel,
To ensure engineering safety, and surrounding environment is protected, it is necessary to be monitored in construction overall process, by laying sedimentation, inclining relatively
Oblique and Crack Monitoring system, the deformation that monitoring building is produced by construction in real time, and according to monitoring result, in work progress
Construction technology and construction parameter are actively improved, reduces the deformation of periphery earth's surface, building etc. to greatest extent.
In above-mentioned construction procedure b, karst pretreatment scope and karsts developing area must be distinguished before being pre-processed to karst region
Situation.The karst treatment scope must be according to building type, Karst Features and size, karst and building relative position relation
Karst is to effect on building in assessment shield tunneling process, and then determines karst treatment scope.
In above-mentioned construction procedure, the karsts developing area situation of verifying obtains core using surface vertical borehole with inclined drill
Sample distinguishes solution cavity size and filling situation.
Because the tunneling shield that building is present and can not carry out surface vertical borehole construction tunnels region, grind many from ore deposit
Function rapid drilling machine carries out oblique drilling hole detection solution cavity, and according to edpth of tunnel, house foundation position determines drilling plane position
And angle.
Karst pretreatment must can be concluded such as according to single solution cavity size and the corresponding reinforcement means of filling situation selection has been verified
Under：
(1) full-filling solution cavity：Layering compaction grouting is carried out to charges in solution cavity using mini-valve tube.
(2) partly fill and be not filled by solution cavity：Using the method for blast+chemical grouting.
(3) grouting sequence：Ecto-entad is carried out, and is first given solution cavity border dual slurry filling, is blocked after slurries leakage channel, then
Progressively inwardly with cement mortar to grouting densification in the middle part of solution cavity area；
(4) to prevent adjacent hole grout leaking reduction slip casting effect, slip casting must jump hole progress.
When being pre-processed to solution cavity, grouting sequence must follow the principle of ecto-entad, i.e., first solution cavity border is given
Dual slurry is filled, and is blocked after slurries leakage channel, then the grouting densification in the middle part of solution cavity area is progressively inwardly carried out with cement mortar；Simultaneously
It is larger to soil disturbance because bored grouting grout spreading range is larger, and the grout cures time is longer, enters when by drilling sequences
Row whitewashing easily causes adjacent hole grout leaking and influences consolidation effect when reinforcing, therefore must be to jump hole grouting and reinforcing.
During karst pretreatment is reinforced, grouting and reinforcing area periphery can be closed with dual slurry, prevent slurries from missing, and inside is using pure
Cement mortar is filled；The dual slurry slurry material is cement mortar and water glass solution, and wherein grouting composition includes cement and water, water ash
Than for 0.5:1~1:1, water glass solution includes waterglass and water, and water glass solution concentration is 30~40 ° of Be ＇, cement mortar and water
Glass solution, which is matched somebody with somebody, is combined into 4:1~6:1；Neat slurry composition includes cement and water, and the ratio of mud is 0.5:1~1:1, specific match ratio
It should be determined according to field test.
During karst pretreatment is reinforced, for stabilization zone periphery, to make slurries rapid solidification and effectively preventing slurries from missing, note
Slurry should be with relatively small pressure, many number of times, relatively large control, 0.4~0.7MPa of grouting pressure, slip casting number of times 3~4 times；For adding
Gu in the middle part of area, grouting pressure is 0~0.7MPa, grouting pressure is stepped up by 0, reaches final grouting pressure and continue slip casting 10min
More than, mud jacking 3 times, 30~50L/min of injection speed；Each slip casting intermittent time takes 30min for stabilization zone periphery, for adding
Gu taking 6~10h in the middle part of area, it is intended to repeatedly fill extrusion soil using interval slip casting, obtains soil strength and improve to the limit
And effectively reduce soil body osmotic coefficient.
In above-mentioned construction procedure, after karst has been pre-processed, slip casting effect must be tested, the method for inspection is drilled drawing-core
Method combines random mark in situ and passes through experiment, and amount detection is the 1% of slip casting hole number, and each solution cavity amount detection is no less than 1
Detection drilling.The grouting and reinforcing area soil body should meet drilling core sample 28d unconfined compressive strengths value >=0.5MPa；Reinforcing body infiltration system
Number is not more than 1 × 10-5cm/s；Experiment is passed through for random mark in situ, standard penetration is hit not less than 10.
It should be entered to determine construction parameter according to sondage before karst region shield formally driving, the construction parameter includes always pushing away
Power, fltting speed, cutter head torque, support pressure and synchronous grouting parameter.Wherein：Gross thrust is 1300~1600t, fltting speed
For 5~10mm/min, cutter head torque is 3.0~3.5MNm, and support pressure is 1.2~1.4Bar, and synchronous grouting rate is
300%, synchronous grouting pressure is between 2.0~4.0Bar.It should in real time be settled, become according to building in the formal tunneling process of shield
Soil mass property in front of shape Monitoring Data and shield machine and adjust construction parameter.
In above-mentioned construction procedure, to prevent cutterhead sediment improvement spout from blocking, while being lubricated and dropping to knife disc tool
Temperature, should use foaming agent to carry out sediment improvement, wherein, foam dope concentration is 3~5%, and frothing percentage is 10~20 times, injection rate
For 5~10%.The sediment improvement technological parameter must be adjusted according to real-time working condition.
In above-mentioned construction procedure, simultaneous grouting slurry selects dual slurry, and the dual slurry slurry material is cement mortar and waterglass
Solution, wherein, grouting composition is cement and water, and the ratio of mud is 1:1；The water glass solution composition is waterglass and water, water
Glass concentration is 30~40 ° of Be ＇, and its nominal mix proportion is waterglass：Water=1:1~1:2；The cement mortar and water glass solution
Nominal mix proportion is 4:1~6:1；Grout coordinate ratio should it is existing with proportioning on the basis of carries out live trial and determines, and dug according to scene
Enter condition to be adjusted and optimized.
In above-mentioned construction procedure, shield machine should be longitudinally arranged geological radar survey line scanning section of jurisdiction by rear in shaping tunnel
Empty situation after wall, and secondary dual slurry reinforcement slip casting is organized immediately to there is loose, empty, loose abnormal position, reach
Soil mass consolidation and the purpose for reinforcing filling cavity.
Secondary reinforcement grouting serous fluid is dual slurry, and the dual slurry starches material for cement mortar and water glass solution, wherein, cement
It is cement and water to starch composition, and the ratio of mud is 1:1；The water glass solution composition be waterglass and water, concentration of sodium silicate be 30~
40 ° of Be ＇, its nominal mix proportion is waterglass：Water=1:1~1:2；Cement mortar and the water glass solution nominal mix proportion is 4:
1~6:1.
In above-mentioned construction procedure, met the tendency of surface drilling detection location can not be implemented with the advance drilling facility spy of shield machine front end
Karsts developing area situation in bright tunnel piercing direction, is aided with tunnel internal drilling with geological radar scanning and verifies molded tunnel duct piece
Solution cavity after wall, and give grouting and reinforcing processing to having verified solution cavity by encrypting drilling.Wherein karst treatment scope palpus basis is built
Build species type, Karst Features and size, karst and building relative position relation and assess in shield tunneling process karst to building
Build thing influence and obtain.
Karst treatment uses advance drilling utensil and tunnel internal drilling to tunnel piercing direction and in shield tunneling process
Shaping tunnel perimeter has verified solution cavity and has given grouting and reinforcing processing.Grouting strengthening method can be summarized as follows：
(1) to ensure building safety, karst must be handled to having verified, no matter solution cavity size uses dual slurry with filling situation
Reinforced；
(2) grouting sequence：Ecto-entad is carried out, and is first given solution cavity border dual slurry filling, is blocked after slurries leakage channel, then
Progressively inwardly to grouting densification in the middle part of solution cavity area；
(3) to prevent adjacent hole grout leaking influence slip casting effect, slip casting must jump hole progress.
Advance drilling and tunnel internal drilling grouting and reinforcing slurries are that for dual slurry, dual slurry slurry material is cement mortar and waterglass
Solution, wherein the cement mortar ratio of mud are 0.5:1~1:1, water glass solution composition includes waterglass and water, water glass solution concentration
For 30~40 ° of Be ＇, cement mortar and water glass solution are with being combined into 4:1~6:1.
For the peripheral slip casting in karst stabilization zone, with relatively small pressure, many number of times, relatively large control, grouting pressure 0.4~
0.7MPa, slip casting 3~4 times, each slip casting intermittent time can use 30min；For stabilization zone middle part, grouting pressure desirable 0~
0.4MPa, reaches final grouting pressure and continues more than slip casting 10min, mud jacking 4~5 times, 20~30L/min of injection speed, note every time
The slurry intermittent time takes 30min.
Building section is worn in the case where surface drilling detection can not be implemented, by increasing geology in leading hole tunnel respective range
Radar survey line is simultaneously aided with the mode of tunnel internal drilling and verifies the non-construction section geological condition in another tunnel.If verifying another tunnel
Respective regions have solution cavity, then drilling can be encrypted at side tunnel duct piece of having constructed and carries out injecting treatment.
In above-mentioned construction procedure, to being worn under opposite side tunnel during karst progress grouting and reinforcing processing in construction zone, slurry
Liquid uses dual slurry, and dual slurry starches material for cement mortar and water glass solution, wherein, grouting composition is cement and water, the ratio of mud
For 1:1；Water glass solution composition is waterglass and water, and concentration of sodium silicate is 30~40 ° of Be ＇, and its nominal mix proportion is waterglass：
Water=1:1~1:2；Cement mortar and the water glass solution nominal mix proportion is 4:1~6:1.
To being worn under opposite side tunnel during karst progress grouting and reinforcing processing in construction zone, for karst stabilization zone periphery
Slip casting, with relatively small pressure, many number of times, relatively large control, 0.4~0.7MPa of grouting pressure, slip casting 3~4 times, between each slip casting
Have a rest time desirable 30min；For in the middle part of stabilization zone, grouting pressure can use 0~0.4MPa, reach final grouting pressure and continue slip casting
More than 10min, mud jacking 4~5 times, 20~30L/min of injection speed, each slip casting intermittent time takes 30min.
Brief description of the drawings
Fig. 1 is to wear the Shield Construction Method Used method flow diagrams of groups of building under karst region of the present invention.
Fig. 2 is that ground inclined hole detects solution cavity schematic diagram.
Fig. 3 is advance drilling detection solution cavity diagrammatic cross-section in tunnel.
Fig. 4 is geological radar and bore detecting solution cavity schematic diagram in tunnel.
Fig. 5 is that leading exploratory tunnel excavating looks into Hou Hangdong solution cavity schematic diagrames.
Marked in figure：1-building, 2-earth's surface, the detection of 3-ground inclined hole, 4-solution cavity, 5-proposed tunnel, 6-advance drilling
Detection, 7-it is completed tunnel, 8-shield machine, 9-Tunnel internal drilling detection, 10-geologic radar detection, 11-leading hole
Row hole solution cavity after internal drilling detection.
Embodiment
The present invention is described in further detail with reference to test example and embodiment.But this should not be understood
Following embodiment is only limitted to for the scope of above-mentioned theme of the invention, it is all that this is belonged to based on the technology that present invention is realized
The scope of invention.
Embodiment
The present embodiment is used for the Shield Construction Method Used occasion that groups of building are worn under karst region.
As shown in figure 1, wear the Shield Construction Method Used method of groups of building under karst region, comprise the following steps：
A, building safety on-site investigation and monitoring system are laid；
B, karst pre-detection and pretreatment；
C, shield sondage are entered, and determine construction parameter and sediment improvement technological parameter；
D, formal tunneling construction, and give sediment improvement, synchronous grouting and secondary reinforcement slip casting；
Karst and processing in e, shield tunneling process；
Karst and processing after f, tunnel wall；
Row hole solution cavity after g, leading exploratory tunnel excavating are looked into and handled.
In above-mentioned construction procedure, by utilizing precision level and indium steel to building in shield Xia Chuan areas construction zone
Chi measures the existing sedimentation of building and relative tilt, and determines its security status and remaining structure deformation energy according to building type
Power, is to wear there is provided safe foundation under follow-up karst consolidation process and tunneling shield.
By laying sedimentation, relative tilt and Crack Monitoring system, the deformation that monitoring building is produced by construction in real time,
And according to monitoring result, construction technology and construction parameter are actively improved in work progress, can reduce to greatest extent periphery earth's surface,
The deformation of building etc..
In above-mentioned construction procedure, by the way that in the range of karst treatment, core is obtained using surface vertical borehole and inclined drill
Sample distinguishes solution cavity size and filling situation, and foundation is provided for follow-up karst treatment.
Karst treatment scope must be according to building type, Karst Features and size, karst and building relative position relation
Effect on building is obtained to assess karst in shield tunneling process.
As shown in Fig. 2 when without surface vertical borehole working face, usable ore deposit grinds Multifunctional rapid drilling machine and carries out oblique bore
Hole is detected and handles solution cavity, and drilling plane position and angle are determined according to edpth of tunnel, house foundation position.
In above-mentioned construction procedure, according to solution cavity size and filling situation, karst treatment method can be summarized as follows：
(1) full-filling solution cavity：Layering compaction grouting is carried out to charges in solution cavity using mini-valve tube.
(2) partly fill and be not filled by solution cavity：Using the method for blast+chemical grouting.
(3) grouting sequence：Ecto-entad is carried out, and is first given solution cavity border dual slurry filling, is blocked after slurries leakage channel, then
Progressively inwardly with cement mortar to grouting densification in the middle part of solution cavity area；
(4) to prevent adjacent hole grout leaking reduction slip casting effect, slip casting must jump hole progress.
To make the slurries progressively squeeze pack soil body, so as to improve soil strength to greatest extent, soil body osmotic coefficient is reduced, is
Follow-up Shield Construction Method Used provides safeguard, and when carrying out pretreatment grouting and reinforcing to solution cavity, grouting sequence is using ecto-entad
Principle, first gives solution cavity border dual slurry filling, blocks after slurries leakage channel, then progressively inwardly carry out solution cavity with cement mortar
Grouting densification in the middle part of area；Simultaneously because bored grouting grout spreading range is larger, it is larger to soil disturbance, and during grout cures
Between it is longer, when carrying out easily causing adjacent hole grout leaking when whitewashing is reinforced and influenceing consolidation effect by drilling sequences, therefore must be to jump hole
Grouting and reinforcing.
During karst pretreatment is reinforced, grouting and reinforcing area periphery can be closed with dual slurry, prevent slurries from missing, and inside is using pure
Cement mortar is filled；The dual slurry slurry material is cement mortar and water glass solution, and wherein grouting composition includes cement and water, water ash
Than for 0.5:1~1:1, water glass solution includes waterglass and water, and water glass solution concentration is 30~40 ° of Be ＇, cement mortar and water
Glass solution, which is matched somebody with somebody, is combined into 4:1~6:1；Neat slurry composition includes cement and water, and the ratio of mud is 0.5:1~1:1, specific match ratio
It should be determined according to field test.
During karst pretreatment is reinforced, for stabilization zone periphery, to make slurries rapid solidification and effectively preventing slurries from missing, note
Slurry should be with relatively small pressure, many number of times, relatively large control, 0.4~0.7MPa of grouting pressure, slip casting number of times 3~4 times；For adding
Gu in the middle part of area, grouting pressure is 0~0.7MPa, grouting pressure is stepped up by 0, reaches final grouting pressure and continue slip casting 10min
More than, mud jacking 3 times, 30~50L/min of injection speed；Each slip casting intermittent time takes 30min for stabilization zone periphery, for adding
Gu taking 6~10h in the middle part of area, it is intended to repeatedly fill extrusion soil using interval slip casting, obtains soil strength and improve to the limit
And effectively reduce soil body osmotic coefficient.
In above-mentioned construction procedure, after karst has been pre-processed, slip casting effect must be tested, the method for inspection is drilled drawing-core
Method combines random mark in situ and passes through experiment, and amount detection is the 1% of slip casting hole number, and each solution cavity amount detection is no less than 1
Detection drilling.The grouting and reinforcing area soil body should meet drilling core sample 28d unconfined compressive strengths value >=0.5MPa；Reinforcing body infiltration system
Number is not more than 1 × 10-5cm/s；Experiment is passed through for random mark in situ, standard penetration is hit not less than 10.
It should be entered to determine construction parameter according to sondage before karst region shield formally driving, the construction parameter includes always pushing away
Power, fltting speed, cutter head torque, support pressure and synchronous grouting parameter.Wherein：Gross thrust is 1300~1600t, fltting speed
For 5~10mm/min, cutter head torque is 3.0~3.5MNm, and support pressure is 1.2~1.4Bar, and synchronous grouting rate is
300%, synchronous grouting pressure is between 2.0~4.0Bar.It should in real time be settled, become according to building in the formal tunneling process of shield
Soil mass property in front of shape Monitoring Data and shield machine and adjust construction parameter.
To prevent cutterhead sediment improvement spout from blocking, while being lubricated and cooling to knife disc tool, foaming agent should be used
Sediment improvement is carried out, wherein, foam dope concentration is 3~5%, and frothing percentage is 10~20 times, and injection rate is 5~10%.The slag
Native improved process parameter must be adjusted according to real-time working condition.
In above-mentioned construction procedure, simultaneous grouting slurry selects dual slurry, and the dual slurry slurry material is cement mortar and waterglass
Solution, wherein, the cement mortar ratio of mud is 1:1；The water glass solution composition be waterglass and water, concentration of sodium silicate be 30~
40 ° of Be ＇, its nominal mix proportion is waterglass：Water=1:1~1:2；Cement mortar and the water glass solution nominal mix proportion is 4:
1~6:1；Grout coordinate ratio should it is existing with proportioning on the basis of carries out live trial determination, and adjusted according to live driving condition
And optimization.
In above-mentioned construction procedure, shield machine should be longitudinally arranged survey line in shaping tunnel, be scanned using geological radar by rear
Empty situation after the wall of section of jurisdiction, and secondary dual slurry reinforcement slip casting is organized immediately to there is loose, empty, loose abnormal position,
Reach soil mass consolidation and reinforce the purpose in filling cavity.
Secondary reinforcement grouting serous fluid is dual slurry, and the dual slurry starches material for cement mortar and water glass solution, wherein, cement
It is cement and water to starch composition, and the ratio of mud is 1:1；The water glass solution composition be waterglass and water, concentration of sodium silicate be 30~
40 ° of Be ＇, its nominal mix proportion is waterglass：Water=1:1~1:2；Cement mortar and the water glass solution nominal mix proportion is 4:
1~6:1.
As shown in Figure 3, Figure 4, building section karst is worn under and is verified can not implement surface drilling detection location with super
Geological radar scanning is aided with the mode of tunnel internal drilling and verified in front of tunnel and periphery karsts developing area in preceding brill, molded Tunnel
Situation.The advance drilling shuts down installation section of jurisdiction gap in shield and verifies tunnel using the advance drilling utensil being arranged in front of shield machine
Karsts developing area situation in front of road, wherein, advance drilling rig, which can be set with tunnel axis horizontal bore and with tunnel axis, has one
Clamp angular bit hole；The geological radar scanning is aided with tunnel drilling i.e. in molded Tunnel by launching and receiving electromagnetism
Ripple verifies after the wall of section of jurisdiction karsts developing area situation and further confirms that tunnel perimeter karsts developing area situation by tunnel internal drilling.
In above-mentioned construction procedure, under wear building section karst treatment i.e. with advance drilling utensil and tunnel internal drilling to tunnel
Tunneling direction and molded tunnel perimeter have verified karst and have given grouting and reinforcing processing.Wherein, advance drilling utensil can be used for tunnel
Front karst treatment, tunnel internal drilling can be handled karst after the wall of section of jurisdiction.Grouting strengthening method can be summarized as follows：
(1) to ensure building safety, no matter solution cavity size is reinforced with filling situation using dual slurry；
(2) grouting sequence：Ecto-entad is carried out, and is first given solution cavity border dual slurry filling, is blocked after slurries leakage channel, then
Progressively inwardly to grouting densification in the middle part of solution cavity area；
(3) to prevent adjacent hole grout leaking influence slip casting effect, slip casting must jump hole progress.
Under wear building section Karst grouting reinforce slurries be dual slurry, dual slurry slurry material be cement mortar and water glass solution,
Wherein grouting composition includes cement and water, and the ratio of mud is 0.5:1~1:1, water glass solution composition includes waterglass and water, water
Glass solution concentration is 30~40 ° of Be ＇, and cement mortar and water glass solution, which are matched somebody with somebody, is combined into 4:1~6:1；Neat slurry composition includes water
Mud and water, the ratio of mud are 0.5:1~1:1.
Under wear building section, for the peripheral slip casting in karst stabilization zone, with relatively small pressure, many number of times, relatively large control, note
0.4~0.7MPa of pressure is starched, slip casting 3~4 times, each slip casting intermittent time can use 30min；For stabilization zone middle part, slip casting pressure
Power can use 0~0.4MPa, reaches final grouting pressure and continues more than slip casting 10min, mud jacking 4~5 times, 20~30L/ of injection speed
Min, each slip casting intermittent time takes 30min.
As shown in figure 5, building section is worn in the case where surface drilling detection can not be implemented, by the corresponding model of leading hole tunnel
Increase geological radar survey line is enclosed, the non-construction section geological condition in another tunnel is scanned and is handled.If verifying another tunnel
Under wear region and have solution cavity, then injecting treatment can be carried out to solution cavity from side tunnel encryption drilling of having constructed, wherein, tunnel internal drilling
By section of jurisdiction reserve injected hole realize, and can any angle set.
In above-mentioned construction procedure, to being worn under opposite side tunnel during karst progress grouting and reinforcing processing in construction zone, slurry
Liquid uses dual slurry, and dual slurry starches material for cement mortar and water glass solution, wherein, grouting composition is cement and water, the ratio of mud
For 1:1；Water glass solution composition is waterglass and water, and concentration of sodium silicate is 30~40 ° of Be ＇, and its nominal mix proportion is waterglass：
Water=1:1~1:2；Cement mortar and the water glass solution nominal mix proportion is 4:1~6:1.
To being worn under opposite side tunnel during karst progress grouting and reinforcing processing in construction zone, for karst stabilization zone periphery
Slip casting, with relatively small pressure, many number of times, relatively large control, 0.4~0.7MPa of grouting pressure, slip casting 3~4 times, between each slip casting
Have a rest time desirable 30min；For in the middle part of stabilization zone, grouting pressure can use 0~0.4MPa, reach final grouting pressure and continue slip casting
More than 10min, mud jacking 4~5 times, 20~30L/min of injection speed, each slip casting intermittent time takes 30min.
The present embodiment assesses karst region building safety present situation and default sedimentation, relative tilt and Crack Monitoring by inquiry
System, distinguishes that construction is constructed to effect on building rule, and by feedback monitoring information guiding；Simultaneously in Shield Construction Method Used
Before, pre-detection is given to karst region, grouting and reinforcing processing is differently carried out to having verified solution cavity, and without surface drilling bar
With advance drilling, geological radar scanning and karsts developing area situation below molded tunnel internal drilling technology detection building under part,
Verified and row hole tunnel after handling so as to beat tunnel perimeter solution cavity encryption drilling progress grouting and reinforcing, and drilling is set from leading hole
Road periphery solution cavity；Soil strength can be improved by giving grouting and reinforcing to having verified solution cavity, reduce soil body osmotic coefficient, it is ensured that shield is dug
Enter under construction smoothly and wear karst region groups of building.
Claims (10)
1. a kind of Shield Construction Method Used method that groups of building are worn under karst region, it is characterised in that comprise the following steps：
A, investigation building safety present situation, lay monitoring system；
B, karst pre-detection and pretreatment；
C, shield sondage are entered, and determine construction parameter and sediment improvement technological parameter；
D, formal tunneling construction, and give sediment improvement, synchronous grouting and secondary reinforcement slip casting；
Karst and processing in e, shield tunneling process；
Karst and processing after f, tunnel wall；
Row hole solution cavity after g, leading exploratory tunnel excavating are looked into and handled.
2. the Shield Construction Method Used method of groups of building is worn under karst region according to claim 1, it is characterised in that in step
In a, using precision level, indium steel ruler carries out settlement observation and inclination measurement to building, and is obtained according to building type
Its security status and remaining structure deformability；The monitoring system includes Building's Subsidence Survey, relative tilt monitoring and split
Seam monitoring, realizes that settlement monitoring and relative tilt are monitored by close spirit level and indium steel ruler, complete by metal bar and slide measure
Into Crack Monitoring；Strengthen monitoring in whole work progress and feedback monitoring information is with guiding construction.
3. the Shield Construction Method Used method of groups of building is worn under karst region according to claim 1, it is characterised in that in step
In b, the karst pre-detection is visited in the location with bore detecting working face by way of vertical drilling or inclined drill
Bright karst treatment scope and karsts developing area situation；The karsts developing area situation includes karst size and filling situation；The karst
Process range assesses shield driving according to building type, Karst Features and size, karst and building relative position relation
Process of Karst determines karst treatment scope to effect on building；
The karst pretreatment is that basis has verified single solution cavity size and filling situation selects corresponding reinforcement means, the solution cavity
For full-filling solution cavity, partly fill or be not filled by solution cavity；The reinforcement means of solution cavity is grouting and reinforcing processing method, specific as follows：
For full-filling solution cavity：Layering compaction grouting is carried out to charges in solution cavity using mini-valve tube；
For partly filling and being not filled by solution cavity：Using the method for blast+chemical grouting；
Grouting sequence is as follows：Ecto-entad is carried out, and is first given solution cavity border dual slurry filling, is blocked after slurries leakage channel,
Again progressively inwardly with cement mortar to grouting densification in the middle part of solution cavity area；
Wherein, to prevent adjacent hole grout leaking reduction slip casting effect, slip casting must jump hole progress；
After karst has been pre-processed, slip casting effect is tested, the method for inspection is that the random mark in situ of drilled drawing-core method combination passes through examination
Test, amount detection is the 1% of slip casting hole number, and each solution cavity amount detection detects drilling no less than 1.
4. the Shield Construction Method Used method of groups of building is worn under karst region according to claim 1, it is characterised in that in step
In c, enter to determine construction parameter according to shield sondage；The construction parameter includes gross thrust：1300~1600t, fltting speed：5
~10mm/min, cutter head torque：3.0~3.5MNm, support pressure：1.2~1.4Bar, synchronous grouting rate is 300%, synchronous
Grouting pressure：2.0~4.0Bar；
Enter to determine the technological parameter of foaming agent sediment improvement by shield sondage, wherein, foam dope concentration is 3~5%, foaming
Rate is 10~20 times, and injection rate is 5~10%.
5. the Shield Construction Method Used method of groups of building is worn under karst region according to claim 1, it is characterised in that in step
In d, secondary grouting is constructed i.e. after shield machine gives section of jurisdiction wall after for the secondary reinforcement slip casting, is reached soil mass consolidation and is added
Gu fill the purpose in cavity；
The synchronous grouting and secondary reinforcement grouting serous fluid are cement+waterglass dual slurry, wherein, the cement mortar ratio of mud is 1:
1, water glass solution composition is waterglass and water, and concentration of sodium silicate is 30~40 ° of Be ＇, and its nominal mix proportion is waterglass：Water=
1:1~1:2；Cement mortar and the water glass solution nominal mix proportion is 4:1~6:1；Grout coordinate ratio should be existing with proportioning basis
It is upper to carry out live trial determination, and adjusted and optimized according to live driving condition.
6. the Shield Construction Method Used method of groups of building is worn under karst region according to claim 1, it is characterised in that in step
In e, Karst and processing can not implement surface drilling detection location in the shield tunneling process, before shield machine
End advance drilling facility verifies karsts developing area situation in tunnel piercing direction, and solution cavity is given at grouting and reinforcing by encrypting drilling
Reason.
7. the Shield Construction Method Used method of groups of building is worn under karst region according to claim 1, it is characterised in that in step
In f, Karst and processing are to molded by way of geological radar scanning is aided with tunnel internal drilling after the tunnel wall
The soil body carries out Karst after tunnel duct piece wall, and carries out grouting and reinforcing processing to having verified solution cavity encryption drilling, wherein drilling
And slip casting is reserved aperture by section of jurisdiction and carried out.
8. the Shield Construction Method Used method of groups of building is worn under karst region according to claim 1, it is characterised in that in step
In g, after the leading exploratory tunnel excavating is looked into and handled row hole solution cavity i.e. can not implement surface drilling detection location pass through in leading hole tunnel
Road respective range verifies the non-construction section geological condition in another tunnel by way of geological radar scanning is aided with tunnel internal drilling
And give grouting and reinforcing processing.
9. wearing the Shield Construction Method Used method of groups of building under karst region according to claim 6,7 or 8 are any, its feature exists
In the method for the grouting and reinforcing processing method is as follows：
(1) to ensure building safety, solution cavity must be handled to having verified, no matter its size is entered with filling situation using dual slurry
Row grouting and reinforcing；
(2) grouting sequence：Ecto-entad is carried out, and is first given solution cavity border dual slurry filling, is blocked after slurries leakage channel, then
Progressively inwardly to grouting densification in the middle part of solution cavity area；
(3) to prevent adjacent hole grout leaking influence slip casting effect, slip casting must jump hole progress.
10. the Shield Construction Method Used method of groups of building is worn under karst region according to claim 9, it is characterised in that described
The slurry material that grouting and reinforcing processing is used includes dual slurry and neat slurry；The dual slurry slurry material is that cement mortar and waterglass are molten
Liquid, wherein the cement mortar ratio of mud are 0.5:1~1:1, water glass solution composition includes waterglass and water, and water glass solution concentration is
30~40 ° of Be ＇, cement mortar and water glass solution match ratio are 4:1~6:1；The neat slurry composition ratio of mud is 0.5:1~1:1；
Wherein, for the peripheral slip casting in stabilization zone, 0.4~0.7MPa of grouting pressure, slip casting 3~4 times, each slip casting intermittent time can
Take 30min；For in the middle part of stabilization zone, in general shield driving section, grouting pressure is 0~0.7MPa, reach final grouting pressure and after
Continuous more than slip casting 10min, mud jacking 3 times, 30~50L/min of injection speed, each slip casting intermittent time takes 6~10h, wears and build under
Build thing section grouting pressure and take 0~0.4MPa, reach final grouting pressure and continue more than slip casting 10min, mud jacking 4~5 times, injection speed
20~30L/min, each slip casting intermittent time takes 30min；
Stabilization zone periphery slip casting uses dual slurry；Use neat slurry in the middle part of general shield driving section, stabilization zone, under wear building
Dual slurry is used in the middle part of section, stabilization zone.
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| CN108303729A (en) * | 2018-02-27 | 2018-07-20 | 中南大学 | Shield tunnel influence area Karst method under building |
| CN108397201A (en) * | 2018-01-31 | 2018-08-14 | 中铁二十二局集团第工程有限公司 | The safe construction method of rock tunnel(ling) machine |
| CN108564268A (en) * | 2018-04-09 | 2018-09-21 | 中铁十二局集团第二工程有限公司 | Building risk management method is worn under water conservancy tunnel |
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Application publication date: 20170818 |
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