CN105971637A - Application of WSS construction method in shield end reinforcement of water-rich sand layer - Google Patents
Application of WSS construction method in shield end reinforcement of water-rich sand layer Download PDFInfo
- Publication number
- CN105971637A CN105971637A CN201510108087.9A CN201510108087A CN105971637A CN 105971637 A CN105971637 A CN 105971637A CN 201510108087 A CN201510108087 A CN 201510108087A CN 105971637 A CN105971637 A CN 105971637A
- Authority
- CN
- China
- Prior art keywords
- wss
- liquid
- solution
- grouting
- application
- 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
Links
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides an application of a WSS construction method in shield tool changing reinforcement of a water-rich sand layer. A WSS construction method grouting technology is characterized in that an underground drill rig is used for deep- hole grouting and reinforcement and solution-type grout composed of a solution A and a solution B is used firstly for back grouting and soil body drainage, so that soil body impermeability can be enhanced; and after completion of the back grouting construction of a whole reinforcement body with application of the solution-type grout composed of the solution A and the solution B, turbid-type grout composed of the solution A and a solution C is used for forward grouting and soil body solidification, so that physical natures of the original soil body can be changed and compressive strength of the soil body is increased. Finally, a soft soil layer (which is mainly composed of sandy soil, gravelly clayey soil and sand layers) becomes a soil body with the high impermeability, the high compressive strength and high stability. Hence, concrete grouting inspection and tool replacement become more convenient.
Description
Technical field
The present invention relates to shield technique, particularly relate to the application in water-rich sand layer shield end is reinforced of a kind of WSS engineering method.
Background technology
Traditional shield end reinforcement means has mixing pile method, rotary churning pile method, stirring+rotary churning pile method, SMW stake method, sleeve valve barrel grouting method, artificial digging pile method etc., more conventional reinforcement means to have mixing pile method, rotary churning pile method, stirring+rotary churning pile method.For water-rich sand layer, it is most commonly used that rotary churning pile method.
In Dragon Well tea station, No. 7 line 7301-1 target shield intervals of the Shenzhen Metro construction that my company undertakes the construction of, original design scheme is reinforced for using single double pipe rotary churning pile ￠ 600@450, reinforcing scope and embedded depth are as depicted in figs. 1 and 2, shield transversely strengthening scope is 3m outside tunnel, vertical reinforcing scope is 2m at the bottom of top, tunnel 3m and tunnel, and a length of 9m(of longitudinal reinforcement is along direction, tunnel).Reinforcing master stratum is plain fill, silt clay, medium coarse sand, dauk and completely weathered granite.
The shortcoming of prior art is mainly reflected in following four aspect:
1. high-pressure rotary jet grouting pile belongs to traditional construction technique, is widely used in muck soil, silt, clay stratum, but poor for rich groundwater area, sand content district's adaptability higher.Western termination, Dragon Well tea station stability of groundwater level is 4～8m, rich in medium coarse sand and chiltern cohesive soil in stratum, and also containing a small amount of sand in silty clay, therefore analyzes and judges to use high-pressure rotary jet grouting pile to reinforce in this stratum, will not reach preferable effect.
2. program construction period, during needing a large amount of muck removal (mud laden water mud), vehicle transport, dilute quarrel trickles down road surface, pollutes road environment.
3. in terms of No. 7 line shield starting situations of current Shenzhen Metro, using high-pressure rotary jet grouting pile reinforcing to there will be a large amount of retention of excessive fluid and gush mud, risk is higher.
4. cost is higher, and it is more difficult that the perpendicularity deviation of stake machine controls, and waterproof between piles controls poor, is not suitable with for upper-soft lower-hard ground.
Summary of the invention
It is an object of the invention to provide a kind of WSS engineering method (ungauged regions two fluid grouting improvement soil body engineering method) application in water-rich sand layer shield end is reinforced.WSS engineering method grouting process is applicable to the compound stratum of complexity, it is possible to fill closely knit by the stratum of different situations, changes the physical property of original soil body, increases the density of the soil body, improves its comprcssive strength and anti-permeability performance.
WSS engineering method grouting process uses underground drill rig to carry out deep hole grouting reinforcing, first carries out soil body draining with the solution-type serosity retrusive slip casting being made up of A liquid, B liquid, improves the impermeability of the soil body；After whole reinforcing body uses the solution-type serosity retrusive mortar depositing construction being made up of A liquid, B liquid to complete, soil solidifying is carried out again with the suspended type serosity protrusive slip casting being made up of A liquid, C liquid, change former physical properties of soil and improve the comprcssive strength of the soil body, the soil body that the soil layer (predominantly chiltern, gravelly clay and layer of sand) finally making weakness becomes impervious height, comprcssive strength is high and stability is high, in order to the inspection that opens a position, replacing cutter.
Preferably, described A liquid is waterglass, and described B liquid is phosphoric acid, and described C liquid is cement mortar.
Preferably, in terms of reinforcing mode: described underground drill rig first uses chemical grout to carry out protrusive slip casting, rear employing dual slurry carries out retrusive grouting and reinforcing.
Preferably, in terms of reinforcing body scope: described reinforcing body scope is subsurface 6m extremely middle light weathered granite, the long 5m in tunnel piercing direction, wide 9m.
Preferably, in terms of slip casting arrangement of boring holes: arrange 6 row's injected hole, altogether 66 holes, position, surrounding solid matter cloth hole, spacing 0.85 m～0.9m, core arrangement of boring holes spacing 1m in principle, quincuncial arrangement along described tunnel piercing direction.
Preferably, in terms of reinforcement depth: in described 6 row's injected holes, the 1st, 2,3 row's injected holes are positioned at above shield machine, the degree of depth is that 10.5m～16.0m(is along shield machine profile variations)；4th row's injected hole is positioned at cutter head of shield machine front about 1m, and the degree of depth is 14.0m；5th row's injected hole is positioned at cutter head of shield machine front about 2m, and the degree of depth is 14.0m；6th row's injected hole is positioned at cutter head of shield machine front about 3m, and the degree of depth is 16.0m.
Compared with prior art, the present invention has obvious beneficial effect, is mainly reflected in following four aspect:
1. the present invention program construction technology has ground adaptability widely, has its special soil solidifying effect especially for rich water containing the stratum that layer of sand and rich water sand content are bigger.
2., according to the grouting process of the present invention application in Herba Tubocapsici Anomali interval tool changing point strengthening construction, its effect is fairly obvious, water-rich sand layer can effectively carry out soil solidifying, it is also possible to outside subsoil water is got lodged in stabilization zone.
3. embodiment of the present invention material therefor and cost of labor maintain an equal level with former scheme, but without abolishing road surface, without muck removal, decrease the quarrel outer freight volume of soil, alleviate ground environment and pollute.
4. embodiment of the present invention is compared with other reinforcement means, have that volume is little, the time is short, some ground area few, reinforcement depth is big, reinforcing scope is little, the advantage such as strengthening quality is good, remarkable in economical benefits, and plant equipment is simple, need not use import equipment, easily operate.
Accompanying drawing explanation
Fig. 1 is that in prior art, arrival termination reinforces floor map；
Fig. 2 is that in prior art, arrival termination reinforces vertical scope schematic diagram；
Fig. 3 is that in the present invention, shield starting termination reinforces floor map；
Fig. 4 is that in the present invention, shield starting termination reinforces vertical scope schematic diagram.
Description of reference numerals
In Fig. 1: 100-shield stratum consolidation district；101-building enclosure；Ring beam is watered after 102-；103-rotary churning pile；
In Fig. 2: 200-stratum consolidation scope；201-shield stratum consolidation district；Ring beam is watered after 202-；203-foundation pit enclosure structure；
In Fig. 3: 300-deep hole grouting reinforcing scope；301-Dragon Well tea station building enclosure；302-Dragon Well tea station structure side wall；West side, 303-Dragon Well tea station headwall；
In Fig. 4: 400-rotary churning pile reinforcing scope；401-arrival stratum consolidation district；402-Dragon Well tea station structure top board；West side, 403-Dragon Well tea station headwall；Plate in 404-Dragon Well tea station structure；405-Dragon Well tea station structure base plate；406-station building enclosure
Detailed description of the invention
Be more fully understood that the essence of the present invention for convenience of those of ordinary skill in the art, below in conjunction with specific embodiments and the drawings, the present invention is further described.
A kind of WSS engineering method (ungauged regions two fluid grouting improvement soil body engineering method) application in water-rich sand layer shield end is reinforced is provided.
WSS engineering method grouting process uses underground drill rig to carry out deep hole grouting reinforcing, first carries out soil body draining with the solution-type serosity retrusive slip casting being made up of A liquid, B liquid；After whole reinforcing body uses the solution-type serosity retrusive mortar depositing construction being made up of A liquid, B liquid to complete, then carry out soil solidifying with the suspended type serosity protrusive slip casting being made up of A liquid, C liquid.
Described A liquid is waterglass, and described B liquid is phosphoric acid, and described C liquid is cement mortar.
Described underground drill rig first uses chemical grout to carry out protrusive slip casting, and rear employing dual slurry carries out retrusive grouting and reinforcing.
Described reinforcing body scope is subsurface 6m extremely middle light weathered granite, the long 5m in tunnel piercing direction, wide 9m.
6 row's injected hole, altogether 66 holes, position, surrounding solid matter cloth hole, spacing 0.85 m～0.9m, core arrangement of boring holes spacing 1m in principle, quincuncial arrangement is arranged along described tunnel piercing direction.
In described 6 row's injected holes, the 1st, 2,3 row's injected holes are positioned at above shield machine, and the degree of depth is that 10.5m～16.0m(is along shield machine profile variations)；4th row's injected hole is positioned at cutter head of shield machine front about 1m, and the degree of depth is 14.0m；5th row's injected hole is positioned at cutter head of shield machine front about 2m, and the degree of depth is 14.0m；6th row's injected hole is positioned at cutter head of shield machine front about 3m, and the degree of depth is 16.0m.
It is emphasized that, above-described embodiment is exemplary, being not considered as limiting the invention, above-described embodiment can be changed in the case of without departing from the principle of the present invention and objective, revises, replace and modification by those of ordinary skill in the art within the scope of the invention.
Claims (6)
1. the WSS engineering method application in water-rich sand layer shield end is reinforced, it is characterised in that WSS engineering method grouting process uses underground drill rig to carry out deep hole grouting reinforcing, first carries out soil body draining with the solution-type serosity retrusive slip casting being made up of A liquid, B liquid；After whole reinforcing body uses the solution-type serosity retrusive mortar depositing construction being made up of A liquid, B liquid to complete, then carry out soil solidifying with the suspended type serosity protrusive slip casting being made up of A liquid, C liquid.
The WSS engineering method the most according to claim 1 application in water-rich sand layer shield end is reinforced, it is characterised in that described A liquid is waterglass, and described B liquid is phosphoric acid, and described C liquid is cement mortar.
The WSS engineering method the most according to claim 1 and 2 application in water-rich sand layer shield end is reinforced, it is characterised in that described underground drill rig first uses chemical grout to carry out protrusive slip casting, rear employing dual slurry carries out retrusive grouting and reinforcing.
The WSS engineering method the most according to claim 3 application in water-rich sand layer shield end is reinforced, it is characterised in that described reinforcing body scope is subsurface 6m extremely middle light weathered granite, the long 5m in tunnel piercing direction, wide 9m.
The WSS engineering method the most according to claim 4 application in water-rich sand layer shield end is reinforced, it is characterized in that, 6 row's injected holes are arranged along described tunnel piercing direction, amount to 66 holes, position, surrounding solid matter cloth hole, spacing 0.85 m～0.9m, core arrangement of boring holes spacing 1m in principle, quincuncial arrangement.
The WSS engineering method the most according to claim 5 application in water-rich sand layer shield end is reinforced, it is characterised in that in described 6 row's injected holes, the 1st, 2,3 row's injected holes are positioned at above shield machine, and the degree of depth is 10.5m～16.0m, and the degree of depth is along shield machine profile variations；4th row's injected hole is positioned at cutter head of shield machine front about 1m, and the degree of depth is 14.0m；5th row's injected hole is positioned at cutter head of shield machine front about 2m, and the degree of depth is 14.0m；6th row's injected hole is positioned at cutter head of shield machine front about 3m, and the degree of depth is 16.0m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510108087.9A CN105971637A (en) | 2015-03-12 | 2015-03-12 | Application of WSS construction method in shield end reinforcement of water-rich sand layer |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510108087.9A CN105971637A (en) | 2015-03-12 | 2015-03-12 | Application of WSS construction method in shield end reinforcement of water-rich sand layer |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN105971637A true CN105971637A (en) | 2016-09-28 |
Family
ID=56988154
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510108087.9A Pending CN105971637A (en) | 2015-03-12 | 2015-03-12 | Application of WSS construction method in shield end reinforcement of water-rich sand layer |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105971637A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109339799A (en) * | 2018-10-26 | 2019-02-15 | 中铁二十二局集团轨道工程有限公司 | A kind of rich water sand-pebble layer Shallow Section shield-tunneling construction technique |
| CN110185453A (en) * | 2019-06-04 | 2019-08-30 | 中建八局轨道交通建设有限公司 | A kind of construction method of shield section end horizontal reinforcing |
| CN110886614A (en) * | 2019-10-22 | 2020-03-17 | 中交第二航务工程局有限公司 | Construction method for treating upper soft and lower hard stratum by using triple-pipe rotary jet grouting pile |
| CN113153367A (en) * | 2021-04-13 | 2021-07-23 | 西南交通大学 | Quicksand stratum reinforcing method with different water inflow amounts |
| CN113236306A (en) * | 2021-06-17 | 2021-08-10 | 北京市政建设集团有限责任公司 | Subway station end reinforcing structure for water-rich sand layer shield construction |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002167746A (en) * | 2000-11-29 | 2002-06-11 | Kfc Ltd | Ground reinforcing construction method and hole wall holding casing pipe used therefor |
| CN103089301A (en) * | 2011-11-01 | 2013-05-08 | 北京市政建设集团有限责任公司 | Grouting reinforcement construction process capable of realizing draining and plugging combined effect for underground water in vertical shaft |
| CN103132536A (en) * | 2013-03-18 | 2013-06-05 | 中国水利水电第七工程局成都水电建设工程有限公司 | Drainage technology of geologic chemistry before grouting |
| CN103266614A (en) * | 2013-05-15 | 2013-08-28 | 北京市政建设集团有限责任公司 | Sublevel retreating type two-fluid composite grouting construction method for deep foundation pit of sandy gravel stratum |
| CN103388338A (en) * | 2013-07-24 | 2013-11-13 | 中铁十六局集团有限公司 | Novel rapid water stopping and soil mass improving method |
| CN103953365A (en) * | 2014-05-20 | 2014-07-30 | 中铁四局集团有限公司 | Tunnel single-liquid and double-liquid alternate grouting reinforcement process and device |
| CN104775412A (en) * | 2015-03-25 | 2015-07-15 | 广州建恒机电设备安装有限公司 | Stratum reinforcement PSC construction method |
| CN105221157A (en) * | 2015-09-22 | 2016-01-06 | 中铁一局集团有限公司 | WSS grouting and reinforcing assist gas pressure cutter replacing method in shield tunnel |
-
2015
- 2015-03-12 CN CN201510108087.9A patent/CN105971637A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002167746A (en) * | 2000-11-29 | 2002-06-11 | Kfc Ltd | Ground reinforcing construction method and hole wall holding casing pipe used therefor |
| CN103089301A (en) * | 2011-11-01 | 2013-05-08 | 北京市政建设集团有限责任公司 | Grouting reinforcement construction process capable of realizing draining and plugging combined effect for underground water in vertical shaft |
| CN103132536A (en) * | 2013-03-18 | 2013-06-05 | 中国水利水电第七工程局成都水电建设工程有限公司 | Drainage technology of geologic chemistry before grouting |
| CN103266614A (en) * | 2013-05-15 | 2013-08-28 | 北京市政建设集团有限责任公司 | Sublevel retreating type two-fluid composite grouting construction method for deep foundation pit of sandy gravel stratum |
| CN103388338A (en) * | 2013-07-24 | 2013-11-13 | 中铁十六局集团有限公司 | Novel rapid water stopping and soil mass improving method |
| CN103953365A (en) * | 2014-05-20 | 2014-07-30 | 中铁四局集团有限公司 | Tunnel single-liquid and double-liquid alternate grouting reinforcement process and device |
| CN104775412A (en) * | 2015-03-25 | 2015-07-15 | 广州建恒机电设备安装有限公司 | Stratum reinforcement PSC construction method |
| CN105221157A (en) * | 2015-09-22 | 2016-01-06 | 中铁一局集团有限公司 | WSS grouting and reinforcing assist gas pressure cutter replacing method in shield tunnel |
Non-Patent Citations (1)
| Title |
|---|
| 刘帅: "浅埋暗挖隧道穿越饱水砾砂层渗流-应力耦合分析及其注浆支护研究", 《中国优秀硕士学位论文全文数据库（电子期刊）》 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109339799A (en) * | 2018-10-26 | 2019-02-15 | 中铁二十二局集团轨道工程有限公司 | A kind of rich water sand-pebble layer Shallow Section shield-tunneling construction technique |
| CN110185453A (en) * | 2019-06-04 | 2019-08-30 | 中建八局轨道交通建设有限公司 | A kind of construction method of shield section end horizontal reinforcing |
| CN110886614A (en) * | 2019-10-22 | 2020-03-17 | 中交第二航务工程局有限公司 | Construction method for treating upper soft and lower hard stratum by using triple-pipe rotary jet grouting pile |
| CN113153367A (en) * | 2021-04-13 | 2021-07-23 | 西南交通大学 | Quicksand stratum reinforcing method with different water inflow amounts |
| CN113236306A (en) * | 2021-06-17 | 2021-08-10 | 北京市政建设集团有限责任公司 | Subway station end reinforcing structure for water-rich sand layer shield construction |
| CN113236306B (en) * | 2021-06-17 | 2022-04-22 | 北京市政建设集团有限责任公司 | Subway station end reinforcing structure for water-rich sand layer shield construction |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103590425B (en) | A kind of Peaty soft soil stratum subway station construction technology | |
| CN102146679B (en) | Construction method for complex geological section earth pressure balance shield passing middle air shaft | |
| CN105696427B (en) | The construction method and its road structure of a kind of consolidation process newly built railway karst foundation | |
| CN105672348A (en) | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region | |
| CN102296630A (en) | Construction method of long-screw high-pressure mix jetting cement diaphragm wall | |
| CN105971637A (en) | Application of WSS construction method in shield end reinforcement of water-rich sand layer | |
| CN206308569U (en) | It is a kind of to reinforce the road structure for punishing the solution cavity that underlies | |
| CN205260041U (en) | Method of freezing supporting construction is spouted soon to level | |
| CN101205721A (en) | Method for surrounding water by combination of steel cofferdam and heavy-pressure rotary-spraying pile in deep-water low-pile cap construction | |
| CN203361143U (en) | Combination structure of high-pressure jet grouting pile and prestressed pipe pile | |
| CN104831705A (en) | Ultra-deep hole grouting method during underground excavation of tunnel | |
| CN106193082A (en) | Stake raft construction technology in a kind of Shallow-buried soft plastomer Karst Tunnel | |
| CN110952528A (en) | Construction method of cement-soil underground continuous wall under complex geological conditions | |
| CN105464074A (en) | Manual hole digging pile high polymer grouting protection structure and construction method thereof | |
| CN105971638A (en) | Application of WSS construction method in shield tool changing reinforcement of water-rich sand layer | |
| CN105064335A (en) | Ultrahigh pressure rotary jet grouting method suitable for sandy cobble stratum shield end well reinforcement | |
| CN109440757A (en) | A kind of foundation reinforcement method for karst region | |
| CN108867673A (en) | A kind of underwater prevention method in the foundation pit based on the curtain that draws water | |
| CN104790982A (en) | Enclosed mud for underground excavation tunnel ultra-deep hole grouting | |
| CN104141300A (en) | Foundation pile hole drilling construction process | |
| CN204252164U (en) | A kind of Submersed type active well | |
| CN105040705A (en) | Ground foundation treatment construction technology under multi-karst-cave geological conditions | |
| CN102425179B (en) | Reinforced soil infiltration ditch structure supported by miniature steel pipe cast-in-place pile | |
| CN104563100A (en) | Cement mixing pile later embedding press-grouting pile support structure and construction method | |
| CN103556641A (en) | Grooving assisting method for in-pit underground diaphragm wall of existing basement |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| WD01 | Invention patent application deemed withdrawn after publication | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20160928 |