CN201460904U - Ultra-long horizontal freezing consolidation structure for shield entry - Google Patents
Ultra-long horizontal freezing consolidation structure for shield entry Download PDFInfo
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- CN201460904U CN201460904U CN2009200773998U CN200920077399U CN201460904U CN 201460904 U CN201460904 U CN 201460904U CN 2009200773998 U CN2009200773998 U CN 2009200773998U CN 200920077399 U CN200920077399 U CN 200920077399U CN 201460904 U CN201460904 U CN 201460904U
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The utility model relates to an ultra-long horizontal freezing consolidation structure for shield entry, which comprises an inner-ring freezing consolidation body and an outer-ring freezing consolidation body, and is characterized in that the inner-ring freezing consolidation body 1 and the outer-ring freezing consolidation body 2 are of freezing plates at the entrance, the thickness of the freezing plate is 1.8m, the diameter thereof is 8m, and the buried layer is 10m; 58 horizontal freezing holes and 9 temperature measuring holes are arranged on the inner-ring freezing consolidation body and the outer-ring freezing consolidation body, wherein 33 freezing holes with the buried depth of 10 m are arranged on the outer-ring freezing consolidation body, and three rings of freezing holes (the number is 25) with the buried depth of 1.8m are arranged on the inner-ring freezing consolidation body; the buried depth of the temperature-measuring holes on the outer-ring freezing consolidation body is 10m, and the buried depth of the temperature-measuring holes on the inner-ring freezing consolidation body is 1.8m; and freezing pipes are inserted in the freezing holes. Compared with the conventional shield entry and tunneling freezing consolidation structure with the buried depth of less than 6m from the ground wall, the utility model breaks the routine, the buried depth is lengthened to 10m, the shield tail can enter the outer-ring freezing consolidation body after the shield is close to the ground wall, and the grouting is carried out at the time so as to greatly increase the sealing performance of tunnel rings and ensure the safety of shield entry.
Description
Technical field
The utility model relates to a kind of shield position and reinforces the freezing reinforcing of especially a kind of level.
Background technology
Shanghai rail transit No. 10 line running tunnel engineering is advanced in the same way by two the earth pressure balanced Mitsubishi of full section cutting type shield machines.The about 990.0m of uplink total length, meter 825 rings; The about 998.4m of downlink total length, meter 832 rings.Concrete section of jurisdiction width is 1.2m.
The shield position is located on the Jiangkou District major trunk roads Siping Road, and traffic is heavy, and vehicle is numerous.Entering west side, zone, hole is the high-rise commercial building of a reinforced concrete structure, the normal use.Advance in the process of hole traffic above-ground and do not seal, cause unconditional precipitation.
Advancing the important pipeline in zone, hole has this project such as 1500mm upper hose, 1000mm soil pipe, 800mm rainwater pipe, 700mm gas pipe, 300mm gas pipe at place, shield hole, and the tunnel cross-section major part is a layer sandy silt.Though finished the high-pressure rotary-spray ground stabilization, in this kind sandy soil, carry out cement system and reinforce and be difficult to reinforce evenly, the cement-soil phenomenon of " uniting " easily takes place, form penetrating passage.In practical operation, detect through getting core, add solid intensity and reach designing requirement, find to still have quicksand flowing water phenomenon after can opening inspecting hole, shield is produced considerable influence.Simultaneously this enters the hole and is positioned at major trunk roads Siping Road central authorities, and it is normally current to advance hole a large amount of vehicles of construction period.Advancing the hole circumferential distribution has a large amount of important pipelines, in case dangerous situation takes place, will cause huge social influence.
For guaranteeing that the shield structure advances the safety of hole and peripheral traffic, pipeline smoothly, need carry out the unconventional freezing reinforcing of the 10m level of burying to the shield position.
Summary of the invention
The utility model is will solve the shield position to carry out the unconventional technical problem of the freezing reinforcing of 10m level of burying, and provides a kind of shield overlength level freezing reinforcing structure.
For achieving the above object, the technical solution of the utility model is: the freezing reinforcing structure of a kind of shield overlength level, comprise the freezing solid that adds of inside and outside circle, and be characterized in: the freezing solid that adds of inside and outside circle is that the place, hole freezes the thick 1.8m of plate, diameter 8m, underground layer 10m; Have 58 horizontal frozen holes and nine thermometer holes on it, wherein, the outer ring is freezing to add the freezing hole that to have 33 embedded depths on the solid be 10m, inner ring is freezing to be added and has 25 freezing holes that embedded depth is 1.8m of three circles on the solid, the freezing thermometer hole that adds on the solid in outer ring enters soil layer 10m, the freezing enterprising underground layer 1.8m of solid that adds of inner ring; Be inserted with freezing pipe in the freezing hole.
Freezing pipe in freezing 33 freezing holes that add on the solid in outer ring is the 20# low-carbon (LC) seamless steel pipe of φ 89 * 8mm; Freezing pipe in freezing 25 freezing holes that add on the solid of inner ring is the 20# low-carbon (LC) seamless steel pipe of φ 108 * 8mm.
Slanting of freezing hole rate: β≤1%. The freezing largest hole spacing that adds the freezing hole on the solid is 1.1m in the outer ring, and the freezing largest hole spacing that adds the freezing hole on the solid of inner ring is 1.2m.
The beneficial effects of the utility model are:
The utility model and the conventional shield structure turnover freezing reinforcing in hole are buried from the ground wall and are no more than 6m and compare, this engineering is broken the normal procedure, embedded depth added grow to 10m, can guarantee the shield structure closely wall backing tail enter the outer ring and add solid, slip casting this moment, can increase the sealing of hole circle greatly, guarantee into hole safety.
Description of drawings
Fig. 1 is a structure sectional view of the present utility model;
Fig. 2 is the left view of Fig. 1.
The specific embodiment
As Fig. 1, shown in 2, the freezing reinforcing structure of shield overlength level of the present utility model comprises the freezing solid 1,2 that adds of inside and outside circle.
The freezing solid 1,2 that adds of inside and outside circle freezes the thick 1.8m of plate, diameter 8m, underground layer 10m for the place, hole; Have 58 horizontal frozen holes and nine thermometer holes on it, wherein, the outer ring is freezing to add the freezing hole that to have 33 embedded depths on the solid 1 be 10m, inner ring is freezing to be added and has 25 freezing holes that embedded depth is 1.8m of three circles on the solid 2, the freezing thermometer hole that adds on the solid 2 in outer ring enters soil layer 10m, the freezing enterprising underground layer 1.8m of solid that adds of inner ring; Be inserted with freezing pipe 3,4 in the freezing hole.
Freezing pipe 3 in freezing 33 freezing holes that add on the solid 1 in outer ring is the 20# low-carbon (LC) seamless steel pipe of φ 89 * 8mm; Freezing pipe 4 in freezing 25 freezing holes that add on the solid 2 of inner ring is the 20# low-carbon (LC) seamless steel pipe of φ 108 * 8mm.
(1) determining of frozen soil wall thickness h:
If the frozen soil wall average temperature is-10 ℃, frozen soil compressive strength σ
Press=3.6MPa, tensile strength sigma
Draw=1.8MPa, shear strength τ
Cut=1.6MPa.The hole takes tabular freezing method to reinforce.The consolidation by freezing body plays and resists water and soil pressure, prevents that soil layer slump and muddy water from pouring in the effect of active well when the shield broken wall.This advances hole consolidation by freezing body, schematic diagram such as Fig. 1 of its load that bears, computation model and layout of freezing pipes, shown in 2:
(1) calculate water and soil pressure:
The center buried depth at hole is 13.249m, and when the diameter that punches was 6.7m, the root edge degree of depth of the mouth that punches was 16.599m.
Then calculating water and soil pressure by the heavy-fluid formula is:
P＝0.013H＝0.216MPa
(2) add solid surely for whole plate bears water and soil pressure, use the Japanese theory of computation to calculate the thickness that adds solid:
The data and the result of the Japanese theory of computation of table 1 utilization
| Frozen soil average temperature ℃ | Frozen soil flexural tensile strength σ | The water and soil pressure P | Add solid excavation interior diameter D | Factor beta | Safety factor k | Calculate and reinforce body thickness h |
| -10 | 1.8Mpa | 0.216MPa | 6.7m | 1.2 | 2.0 | 1.80 |
(3) utilization China building structure Static Calculation theoretical formula checks:
The suffered maximum stress in bend design formulas in plectane center is
Theoretical calculated data of table 2 utilization China building structure Static Calculation and result
(4) shear checking computations and reinforce body thickness
Add the solid shear stress along the cell wall periphery checking computations that punch mouthful
Table 3 shear stress checking computations data and result
According to above result of calculation and in conjunction with me company's similar engineering frozen construction experience and designing institute's design principles, frozen soil wall thickness h shield frost wall thickness is got 1.8m, and the outer ring safeguards that freezing curtain thickness gets 1.6m.
(2) main frozen construction parameter determines
1) positive phase brine temp-25～-30 ℃.
2) slanting of freezing hole rate β≤1%.
3) shield is reinforced the maximum whole pitch of holes L in freezing hole outer ring
Max=l
Max+ 2 β H=1.1m.
Inner ring largest hole spacing is 1.2m.
4) shield is reinforced frozen soil average speed of development v=28mm/d.
5) shield is reinforced frozen soil wall and is handed over circle time T=L
Max/ 2v=22 days.
6) to reinforce the time that frozen soil wall reaches design strength be 35 days to shield.
7) condensation temperature+35 ℃.
Selected according to above parameter, when circle was handed at freezing hole maximum spacing place, frozen soil wall and cell wall were glued fully.
(3) freezing hole construction
1. freezing pipe, temperature tube and feed pipe specification
Freezing pipe is selected φ 89 * 8mm20 for use
#The mild steel seamless steel pipe adopts screwed connection to add welding; Temperature tube adopts φ 50 * 3mm seamless steel pipe (inner ring pvc pipe).
2. the lectotype selection of drilling
The horizontal frozen hole construction selects for use MD-60A type rig to construct, and freezing pipe connects the employing screw thread and adds welding manner.The light deviational survey is used in boring, and the whole hole of freezing hole deflection is controlled in 1%.
Select 1 in BW-250/50 type slush pump for use, power of motor 14.5KW.
3. horizontal frozen hole construction method:
The horizontal frozen hole working procedure is: locating holes and orifice tube installation → opening arrangement installation → boring → measurement → blind hole bottom → bulge test.
Claims (2)
1. the freezing reinforcing structure of shield overlength level comprises the freezing solid (1,2) that adds of inside and outside circle, and it is characterized in that: the freezing solid (1,2) that adds of described inside and outside circle is located thick 1.8m for the hole, and diameter 8m freezes plate, underground layer 10m; Have 58 horizontal frozen holes and nine thermometer holes on it, wherein, the outer ring is freezing to add the freezing hole that to have 33 embedded depths on the solid (1) be 10m, inner ring is freezing to be added and has 25 freezing holes that embedded depth is 1.8m of three circles on the solid (2), the freezing thermometer hole that adds on the solid (1) in outer ring enters soil layer 10m, the freezing enterprising underground layer 1.8m of solid (2) that adds of inner ring; Be inserted with freezing pipe (3,4) in the freezing hole.
2. the freezing reinforcing structure of shield overlength level according to claim 1, it is characterized in that: the freezing pipe (3) in freezing 33 freezing holes that add on the solid (1) in described outer ring is the 20# low-carbon (LC) seamless steel pipe of φ 89 * 8mm; Freezing pipe (4) in freezing 25 freezing holes that add on the solid (2) of described inner ring is the 20# low-carbon (LC) seamless steel pipe of φ 108 * 8mm.3. the freezing reinforcing structure of shield overlength level according to claim 1 is characterized in that: described slanting of freezing hole rate: β≤1%. The freezing largest hole spacing that adds the freezing hole on the solid (1) is 1.1m in the outer ring, is 1.2m in the freezing largest hole spacing that adds the freezing hole on the solid (2) of inner ring.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200773998U CN201460904U (en) | 2009-06-29 | 2009-06-29 | Ultra-long horizontal freezing consolidation structure for shield entry |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200773998U CN201460904U (en) | 2009-06-29 | 2009-06-29 | Ultra-long horizontal freezing consolidation structure for shield entry |
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| Publication Number | Publication Date |
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| CN201460904U true CN201460904U (en) | 2010-05-12 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2009200773998U Expired - Lifetime CN201460904U (en) | 2009-06-29 | 2009-06-29 | Ultra-long horizontal freezing consolidation structure for shield entry |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102409691A (en) * | 2011-09-08 | 2012-04-11 | 同济大学 | Freezing process water stopping device of pre-buried freezing pipe at opening of wall body of underground continuous wall |
| CN102425423A (en) * | 2011-12-31 | 2012-04-25 | 上海市机械施工有限公司 | Constructing method for shield entering into hole while passing through pipeline |
| CN103016012A (en) * | 2012-12-28 | 2013-04-03 | 中煤第五建设有限公司 | Freezing reinforcement method for controlling multidirectional risk in shield tunneling machine going in or out of tunnel |
| CN103527214A (en) * | 2013-11-04 | 2014-01-22 | 南京林业大学 | Horizontal freezing and pipe shed combined subway shield tunnel reinforcing tip and method |
| CN104405400A (en) * | 2014-10-08 | 2015-03-11 | 海南大学 | Method for arranging cup-shaped horizontal freezing holes in end of large-diameter shield tunnel |
| CN104653189A (en) * | 2013-11-25 | 2015-05-27 | 天津城建隧道股份有限公司 | Whole-covering type horizontal freezing method end soil reinforcement shield tunnel-entering construction method |
| CN104695964A (en) * | 2013-12-04 | 2015-06-10 | 宏润建设集团股份有限公司 | Subway shield tunnel freeze entering method |
| CN106401618A (en) * | 2016-09-30 | 2017-02-15 | 北京城建集团有限责任公司 | Basin-shaped freezing water-stop system for water-enriched sandy gravel stratum deep-buried metro station |
| CN108071400A (en) * | 2016-11-10 | 2018-05-25 | 上海宝冶集团有限公司 | Horizontal freezing consolidation combines shield driving construction method with steel jacket box |
| CN110030007A (en) * | 2019-05-06 | 2019-07-19 | 济南城建集团有限公司 | Shield horizontal freezing receives construction method |
| CN112502715A (en) * | 2020-11-08 | 2021-03-16 | 上海市隧道工程轨道交通设计研究院 | Temporary plugging and reinforcing method for end of shield tunnel |
-
2009
- 2009-06-29 CN CN2009200773998U patent/CN201460904U/en not_active Expired - Lifetime
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102409691A (en) * | 2011-09-08 | 2012-04-11 | 同济大学 | Freezing process water stopping device of pre-buried freezing pipe at opening of wall body of underground continuous wall |
| CN102425423A (en) * | 2011-12-31 | 2012-04-25 | 上海市机械施工有限公司 | Constructing method for shield entering into hole while passing through pipeline |
| CN102425423B (en) * | 2011-12-31 | 2014-08-06 | 上海市机械施工集团有限公司 | Constructing method for shield entering into hole while passing through pipeline |
| CN103016012A (en) * | 2012-12-28 | 2013-04-03 | 中煤第五建设有限公司 | Freezing reinforcement method for controlling multidirectional risk in shield tunneling machine going in or out of tunnel |
| CN103527214A (en) * | 2013-11-04 | 2014-01-22 | 南京林业大学 | Horizontal freezing and pipe shed combined subway shield tunnel reinforcing tip and method |
| CN103527214B (en) * | 2013-11-04 | 2015-11-11 | 南京林业大学 | A kind of horizontal frozen and pipe canopy joint reinforcement metro shield export & import termination and method |
| CN104653189A (en) * | 2013-11-25 | 2015-05-27 | 天津城建隧道股份有限公司 | Whole-covering type horizontal freezing method end soil reinforcement shield tunnel-entering construction method |
| CN104695964A (en) * | 2013-12-04 | 2015-06-10 | 宏润建设集团股份有限公司 | Subway shield tunnel freeze entering method |
| CN104695964B (en) * | 2013-12-04 | 2017-01-18 | 宏润建设集团股份有限公司 | Subway shield tunnel freeze entering method |
| CN104405400A (en) * | 2014-10-08 | 2015-03-11 | 海南大学 | Method for arranging cup-shaped horizontal freezing holes in end of large-diameter shield tunnel |
| CN106401618A (en) * | 2016-09-30 | 2017-02-15 | 北京城建集团有限责任公司 | Basin-shaped freezing water-stop system for water-enriched sandy gravel stratum deep-buried metro station |
| CN108071400A (en) * | 2016-11-10 | 2018-05-25 | 上海宝冶集团有限公司 | Horizontal freezing consolidation combines shield driving construction method with steel jacket box |
| CN110030007A (en) * | 2019-05-06 | 2019-07-19 | 济南城建集团有限公司 | Shield horizontal freezing receives construction method |
| CN112502715A (en) * | 2020-11-08 | 2021-03-16 | 上海市隧道工程轨道交通设计研究院 | Temporary plugging and reinforcing method for end of shield tunnel |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee |
Owner name: SHANGHAI FOUNDATION ENGINEERING GROUP CO., LTD. Free format text: FORMER NAME: FOUNDATION ENGINEERING CO. OF SHANGHAI CITY |
|
| CP01 | Change in the name or title of a patent holder |
Address after: 200433 Yangpu District, Shanghai Star Road, No. 231 Patentee after: Shanghai Foundation Engineering Group Co., Ltd. Address before: 200433 Yangpu District, Shanghai Star Road, No. 231 Patentee before: Foundation Engineering Co. of Shanghai City |
|
| CX01 | Expiry of patent term |
Granted publication date: 20100512 |
|
| CX01 | Expiry of patent term |