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 PDF

Info

Publication number
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
Authority
CN
China
Prior art keywords
karst
grouting
building
shield
slip casting
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
CN201710464609.8A
Other languages
Chinese (zh)
Inventor
陈仁朋
孙和美
刘德
钟志全
刘源
柳传
詹杰
穆岩松
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Hunan University
China Construction Tunnel Construction Co Ltd
Original Assignee
Hunan University
China Construction Tunnel Construction Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Hunan University, China Construction Tunnel Construction Co Ltd filed Critical Hunan University
Priority to CN201710464609.8A priority Critical patent/CN107060786A/en
Publication of CN107060786A publication Critical patent/CN107060786A/en
Pending legal-status Critical Current

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/0607Making 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

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

A kind of Shield Construction Method Used method that groups of building are worn under karst region
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.
CN201710464609.8A 2017-06-19 2017-06-19 A kind of Shield Construction Method Used method that groups of building are worn under karst region Pending CN107060786A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201710464609.8A CN107060786A (en) 2017-06-19 2017-06-19 A kind of Shield Construction Method Used method that groups of building are worn under karst region

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201710464609.8A CN107060786A (en) 2017-06-19 2017-06-19 A kind of Shield Construction Method Used method that groups of building are worn under karst region

Publications (1)

Publication Number Publication Date
CN107060786A true CN107060786A (en) 2017-08-18

Family

ID=59594954

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201710464609.8A Pending CN107060786A (en) 2017-06-19 2017-06-19 A kind of Shield Construction Method Used method that groups of building are worn under karst region

Country Status (1)

Country Link
CN (1) CN107060786A (en)

Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108222954A (en) * 2017-12-14 2018-06-29 上海隧道工程有限公司 The construction method of shield crossing sand material back filled region
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
CN108643937A (en) * 2018-04-27 2018-10-12 中铁十二局集团有限公司 The prevention restoration methods of residential area are worn under hydraulic tunnel
CN108868789A (en) * 2018-07-05 2018-11-23 成都天佑智隧科技有限公司 A kind of stratum active support and change method suitable for shield construction tunnel
CN108999181A (en) * 2018-08-15 2018-12-14 广州地铁设计研究院有限公司 Molten, soil cave injecting treatment construction method and its application
CN109736830A (en) * 2019-01-10 2019-05-10 中铁建南方建设投资有限公司 The implementation method of lateral sealing in a kind of TBM tunnel construction
CN110130936A (en) * 2019-06-06 2019-08-16 中铁十一局集团城市轨道工程有限公司 It dashes forward in a kind of shield tunneling process and meets the construction method of untreated solution cavity or crack
CN111502750A (en) * 2020-06-09 2020-08-07 中铁四局集团有限公司 Method for processing karst tunnel bottom large-scale karst cave
CN111608688A (en) * 2020-05-27 2020-09-01 中铁建大桥工程局集团第二工程有限公司 Method for reinforcing ground of shield underpass building
CN111878084A (en) * 2020-07-15 2020-11-03 中铁十八局集团有限公司 Rapid treatment method for controlling surface subsidence by using large-diameter shield construction in case of meeting stratum funnel

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000147137A (en) * 1998-11-05 2000-05-26 Kyushu Electric Power Co Inc Underground radar apparatus of underground excavator
CN105840235A (en) * 2016-05-09 2016-08-10 湖南大学 Exploration and draining method for pressure-bearing karstic water in tunneling process
CN106372297A (en) * 2016-08-29 2017-02-01 上海交通大学 Method for determining safe vertical distance between shield and karst cave in sand karst stratum

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000147137A (en) * 1998-11-05 2000-05-26 Kyushu Electric Power Co Inc Underground radar apparatus of underground excavator
CN105840235A (en) * 2016-05-09 2016-08-10 湖南大学 Exploration and draining method for pressure-bearing karstic water in tunneling process
CN106372297A (en) * 2016-08-29 2017-02-01 上海交通大学 Method for determining safe vertical distance between shield and karst cave in sand karst stratum

Non-Patent Citations (3)

* Cited by examiner, † Cited by third party
Title
ZHANGXUE9899: "溶洞处理技术交底1", 《豆丁网》 *
毛贤等: "盾构机超前钻探与溶洞处理", 《铁道建筑技术》 *
王余良: "岩溶区双模式盾构下穿建筑群的施工风险控制", 《建筑机械化》 *

Cited By (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108222954A (en) * 2017-12-14 2018-06-29 上海隧道工程有限公司 The construction method of shield crossing sand material back filled region
CN108222954B (en) * 2017-12-14 2020-05-05 上海隧道工程有限公司 Construction method for shield to penetrate through sandstone material backfill area
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
CN108303729A (en) * 2018-02-27 2018-07-20 中南大学 Shield tunnel influence area Karst method under building
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
CN108643937B (en) * 2018-04-27 2020-01-31 中铁十二局集团有限公司 Prevention and recovery method for hydraulic tunnel lower-crossing residential area
CN108643937A (en) * 2018-04-27 2018-10-12 中铁十二局集团有限公司 The prevention restoration methods of residential area are worn under hydraulic tunnel
CN108868789A (en) * 2018-07-05 2018-11-23 成都天佑智隧科技有限公司 A kind of stratum active support and change method suitable for shield construction tunnel
CN108999181A (en) * 2018-08-15 2018-12-14 广州地铁设计研究院有限公司 Molten, soil cave injecting treatment construction method and its application
CN109736830A (en) * 2019-01-10 2019-05-10 中铁建南方建设投资有限公司 The implementation method of lateral sealing in a kind of TBM tunnel construction
CN110130936A (en) * 2019-06-06 2019-08-16 中铁十一局集团城市轨道工程有限公司 It dashes forward in a kind of shield tunneling process and meets the construction method of untreated solution cavity or crack
CN111608688A (en) * 2020-05-27 2020-09-01 中铁建大桥工程局集团第二工程有限公司 Method for reinforcing ground of shield underpass building
CN111502750A (en) * 2020-06-09 2020-08-07 中铁四局集团有限公司 Method for processing karst tunnel bottom large-scale karst cave
CN111878084A (en) * 2020-07-15 2020-11-03 中铁十八局集团有限公司 Rapid treatment method for controlling surface subsidence by using large-diameter shield construction in case of meeting stratum funnel

Similar Documents

Publication Publication Date Title
CN107060786A (en) A kind of Shield Construction Method Used method that groups of building are worn under karst region
CN104265307B (en) Non-uniform-hardness stratum earth pressure balance shield tunnel underpassing railway existing line construction method
CN101457853B (en) Non-digging tube-pulling construction method
Cheng et al. Lubrication performance of pipejacking in soft alluvial deposits
CN103334770B (en) One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method
CN103485336A (en) Drilling pile drilling construction method of bead-type karst area
CN104500077B (en) A kind of shallow-depth-excavation tunnel passes through cottage area construction method
CN205172598U (en) Pipe curtain spouts a supporting construction soon
CN106285715B (en) Closely the construction method of first branch bored tunnel is worn in side to balancing earth-pressure shielding machine
CN103835729A (en) Ground pre-grouting strengthening technology for deep long-distance roadway surrounding rock
CN103938617A (en) Super-deep underground continuous wall and construction method thereof
CN105065037A (en) Double-layer arch center support construction method for highway soft rock tunnel
Li et al. Using grouting of shield tunneling to reduce settlements of overlying tunnels: case study in Shenzhen metro construction
Tsuji et al. Post-grouting experiences for reducing groundwater inflow at 500 m depth of the Mizunami underground research laboratory, Japan
CN103711492B (en) A kind of jacking-type cable sleeve channel construction method
CN107587512A (en) The construction method of foundation pit enclosure structure under a kind of karst and/or cranny development stratum
CN109296371A (en) MJS method and horizontal freezing joint reinforcement pressure-bearing rich water arenaceous stratum overlap the system and its construction method that section is worn under station
CN104453915B (en) Big cross section vertical shaft pre-pouring grout reinforces Rapid Excavation method
CN108915736A (en) The water damage control method of digging laneway under the strong weak cementing water-bearing layer of rich water
CN203822311U (en) Advanced detection and pre-reinforcing structure for shield tunnel crossing existing station construction
CN207080242U (en) Shield tunnel termination bamboo reinforcement grouted anchor bar cup type lateral stiffening feature
CN205296194U (en) Rich irrigated land layer undercut tunnel interlock pipe curtain
CN106522981A (en) Support method for tunnel passing through goaf
CN104315251B (en) Artificial pipe jacking construction method under soil stone combination geological conditions
KR101437882B1 (en) Tunnel excavating method having various cross sectional shapes

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
RJ01 Rejection of invention patent application after publication

Application publication date: 20170818

RJ01 Rejection of invention patent application after publication