CN101566063B - Method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield - Google Patents
Method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield Download PDFInfo
- Publication number
- CN101566063B CN101566063B CN2009100524608A CN200910052460A CN101566063B CN 101566063 B CN101566063 B CN 101566063B CN 2009100524608 A CN2009100524608 A CN 2009100524608A CN 200910052460 A CN200910052460 A CN 200910052460A CN 101566063 B CN101566063 B CN 101566063B
- Authority
- CN
- China
- Prior art keywords
- soil body
- solid
- tunnel
- inlet
- reinforcing
- 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.)
- Expired - Fee Related
Links
Images
Abstract
The invention relates to a method in the technical field of construction engineering, in particular to a method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield, which comprises the following steps of: employing a Robertson method to explore the soil body surrounding the tunnel at the inlet and outlet cave mouths of subways, confirming a bearable largest live load and thedistribution situation through applying an engineering analogue method, drilling holes on the field, selecting horizontal rotary-spray grouting materials according to the physical-mechanical paramete rs of a reinforcing body; carrying out partial experimental spraying construction in the soil body to be reinforced on the field as well as selecting the reinforcing bodies meeting the piling strengthconstruction requirements in the soil body and the piling diameters of a construction site. The method in the technical field of construction engineering comprehensively considers each factor and con firms the range of the reinforcing bodies needed for reinforcing the inlet and outlet cave mouths of subways through high-pressure horizontal rotary-spray grouting by the comprehensive method combinedby analyzing and judging. The method in the technical field of construction engineering is simple, reliable, economic and practical, can be suitable for confirming the reinforcing ranges of various s oil bodies, and provides an important technical guarantee for successfully finishing the reinforcing engineering on the inlet and outlet cave mouths of subways.
Description
Technical field
The present invention relates to a kind of method of construction engineering technical field, specifically is the method for reinforcing soil body for inlet and outlet cave mouths of tunnel shield.
Background technology
In the city underground construction, in order to guarantee the safety in shield structure turnover hole, the inlet and outlet cave soil body must have good independence and density, and the hole soil body does not cave in when making shield structure turnover hole, and underground water does not pour in the foundation ditch by the hole.Can not when steady, just must take measures to improve the physical and mechanical parameter on stratum when the inlet and outlet cave place soil body, improve the self-stable ability on stratum reinforcing near the soil body in the portal certain limit.Adopting more method at present is strengthening vertical method or the freezing method that vertical churning and deep-mixed pile combine.Very uneconomical from ground to the deep under ground strengthening vertical, and the high artesian problem is also more difficult; And freezing method is reversible as freeze thawing owing to the birth defect of self, and the volume expansion of the freezing middle soil body has bigger influence etc. to the surrounding soil and the existing underground space, has bigger risk.
Horizontal jet grouting is the ground stabilization new technology that develops the middle and later periods eighties 20th century, has obtained at present using widely in the underground construction of China.The high-pressure horizontal rotary spray technique can form the pre-lining cutting of arch to prevent surface subsidence at the tunnel outline, simultaneously because the horizontal jet grouting stake has the reinfocing effect of beam effect and soil body improvement, the frame system together support that upper pressure is made of cement pile body shed and country rock, the independence and the density of the tunnel inlet and outlet cave soil body have been improved, the soil body does not cave in when making shield structure turnover hole, prevent that underground water from pouring in foundation ditch by the hole, guaranteed the safety of construction.This horizontal rotary jet strengthening technology and the vertical rotary jet strengthening technology of subway inlet and outlet cave are in the past compared with the freezing method technology has that reinforcing scope is little, cost is low, the advantage of high efficiency.For design, the construction of reinforcing for shield structure inlet and outlet cave provides theoretical direction and foundation, guarantee stabilization works safety, high-quality and efficient finishing, need to determine required soil stabilization scope in advance by the effect of certain technological means research high-pressure horizontal rotary jet strengthening.
Through existing technical literature retrieval is found, " the pre-consolidation effect numerical simulation of subway sectional tunnel horizontal jet grouting " that Wu Bo etc. delivered at " Southwest Jiaotong University's journal " in 2004, this article is at certain subway running tunnel, by the three dimensional elastoplastic finite metaprogram, comparative analysis has been carried out in the distortion that tunnel excavation causes when having or not horizontal rotary jet strengthening, when having provided rotary churning pile, vault and face of land maximum settlement reduce about 50%, the conclusion that hole week plastic zone scope is dwindled greatly.But this article does not solve problem how to determine horizontal rotary jet strengthening body scope, and related horizontal rotary jet strengthening body scope is to configure in advance, provides some quantitative conclusions by correlation analysis on this basis then.
Treat the certain portions soil body and reinforce constantly, need to determine the geology layering and the soil nature parameter of place soil.1992, (Estimating coefficient of consolidation from piezocone tets, Canadian Geotechnical Journal, 29 (4), 551-557 such as Robertson; Canada state science commission " the Canadian geotechnical engineering journal " sponsored, " measuring the fixed proterties and the correlation computations formula of soil layer with the static sounding of pore water pressure type ") determine the fixed proterties and the correlation computations formula (hereinafter to be referred as the Robertson method) of clay distribution and soil layer by the regularity of distribution of application pore water pressure.
Summary of the invention
The present invention is directed to the deficiencies in the prior art and defective, propose a kind of method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield.This method can provide a kind of economy at concrete engineering, reasonable, the feasible solid scope that adds is determined method.
The present invention is achieved by the following technical solutions, may further comprise the steps:
(1) adopt the Robertson method that the soil body around the tunnel at subway inlet and outlet cave place is comprised explorations such as clay distribution, soil body mechanics index of physics.
(2) by application project class ratio method, when determining horizontal jet grouting construction and the construction of shield structure inlet and outlet cave, maximum live load sizes such as construction equipment load that the face of land, tunnel portal top can be born and face of land material preloading, and distribution situation.
(3) on-the-spot boring is taken out pre-reinforcement depth place, the hole soil body as test soil, carries out horizontal jet grouting injecting paste material proportioning test relatively, selects the horizontal jet grouting injecting paste material according to the physical and mechanical parameter that adds solid.
(4) treat to carry out in the soil mass consolidation part test sprayed construction at the scene, take out with the method for boring and coring and add solid, carry out laboratory test, what selector was combined in pile intensity construction requirement in the soil body adds the solid and the diameter of the pile of construction site.
The present invention adopts the soil body of step (1)-(4) selection on the basis of the above and adds the solid parameter, can carry out dimensional Finite Element and checking, obtains safety judgement and economy and judges.
The described dimensional Finite Element of carrying out may further comprise the steps:
(1) the modeling scope of finite element: horizontal direction should be greater than (2D+2H+W) rice, and vertical direction should be greater than (D+2H) rice, and wherein, D is the top buried depth of subway tunnel, and H is the height in tunnel, and W is the width in tunnel, and model bottom surface distance at the bottom of the tunnel is not less than 2H.
(2) calculate in fringe conditions be set as follows: without any the constraint, all the other all apply horizontal side to displacement constraint in the tunnel portal diameter range for four sides; The bottom surface applies the vertical displacement constraint; Upper surface is the scope of freedom, without any constraint.
(3) soil body all adopts More's enclosed pasture homalographic circle model of considering elastic-plastic strain with the constitutive relation that adds solid.
(4) adopt different-thickness (comprise tunnel portal seals add solid and Dong Quan adds solid) to adding solid, different length (the hole circle adds solid), multi-form (semicircle and full circle) carries out the tentative calculation of some operating modes.
It is the equivalence arch shell of H that the form of hole circle rotary jet strengthening body is reduced to the thickness that step (4) determines.
Whether the equivalent plastic strain district that adopts the soil body or add solid connects with the soil body or adds the synthetic determination the method whether distortion of solid meets the demands, and both must satisfy under a certain operating mode, think that just this operating mode is safe.Wherein, the maximum displacement value of the face of land soil body is no more than 30mm, and the maximum displacement value that adds solid is no more than 20mm.
To each operating mode that satisfies security requirement that filters out, adopt Strength Reduction of FEM to obtain its safety factor, need satisfy the requirement of 1.5-2.0, by the screening once more of safety factor, can obtain a most economical solid scope operating mode that adds.
That determines thus adds the solid operating mode and can satisfy security requirement, can satisfy again that economy requires add solid scope operating mode be exactly actual engineering required add solid in advance.
The present invention has taken all factors into consideration each parameter of soil stabilization scope and has influenced each factor of existing subway reinforcing soil body for inlet and outlet cave mouths effect, by the integrated approach that combines of laboratory test, field trial, FEM (finite element) calculation, result of finite element analysis and judgement determined high-pressure horizontal rotary jet strengthening subway inlet and outlet cave required add the solid scope.The present invention is simple and reliable, and is economical and practical, and applicable to determining of the reinforcing scope of the various soil bodys, finishing smoothly for subway inlet and outlet cave stabilization works provides an important techniques to guarantee.
Description of drawings
Fig. 1 is three-dimensional finite element mesh figure;
Fig. 2 adds solid scope schematic diagram for what the present invention determined.
The specific embodiment
Below in conjunction with accompanying drawing embodiments of the invention are elaborated: present embodiment has provided detailed embodiment and process being to implement under the prerequisite with the technical solution of the present invention, but protection scope of the present invention is not limited to following embodiment.
Embodiment:
The interval shield structure of a Shanghai subway at one end well enters the hole, and the position, hole of advancing of shield tunnel is a soft foundation, and the ground subsidence when preventing shield need be carried out ground stabilization and handle, and determines to add the scope of solid.Adding solid design object intensity is 1.0MPa, and curing compound adopts the silicates accelerating admixture water glass of normal portland cement and non-environmental-pollution.
Concrete implementation step is as follows:
(1) through geological prospecting in detail, banketed and formed by miscellaneous fill, plain fill, mud matter in this part soil top.This part soil structure is loose, natural moisture content is high, and compressibilty is big, and shear strength is low, and physical state is soft moulding to stream more moulds, so engineering property is relatively poor, and 7m is a silt clay to 15m, and severe is 17.1kN/m
3, water content is 48.5%, and modulus of deformation is 2.23MPa, and cohesive strength is 20kPa, and angle of internal friction is 20 degree.Be 4. layer soil of area, Shanghai the, horizontal jet grouting is mainly implemented in this soil layer.
During (2) according to practice of construction, the construction equipment on the face of land and preloading situation determine that face of land live load is taken as uniform year 10kN/m
3
(3) hole and arrive the horizontal jet grouting construction depth of 15m to 7m in the scene, takes out silt clay, does the injecting paste material proportioning test.Mixing the water/binder ratio of determining to reach target strength with institute's soil sampling and cement paste, water glass solution in test room is 1: 1, and cement consumption is 243.7kg/m
3It is not only uneconomical that excessive water glass contains consumption, and the increase that can cause the compacted soil water content causes reducing of compressive strength in each in length of time, by the ratio of relatively determining cement and water glass be 4: 1 o'clock comparatively suitable.The volume to weight ratio undisturbed soil that adds solid slightly reduces, and is 16.7kg/m
3, therefore can not produce imposed load to the unguyed part in bottom because of the increase of the load that adds solid itself.The modulus of deformation that adds solid is 150MPa, and poisson's ratio is 0.3, and the cohesion that adds solid is 500kPa, and angle of internal friction is 35 degree.
(4) jet test was tried after 14 days in the scene, and boring is taken out and to be added the solid core, after test room's maintenance to 28 day, did unconfined compression strength test, recorded to add solid core intensity and reach more than the 1.0MPa, satisfied pre-provisioning request.On-the-spot record two by cone penetration test to spray the rotary churning pile diameter again be 1.2m.
(5) newly-built subway advances hole tunnel top buried depth 8.3m, tunnel diameter 6.7m, and three-dimensional finite element model length is taken as 90m, wide 50m, high 40m, the FEM (finite element) calculation grid is as shown in Figure 1.Fringe conditions is set as follows in the calculating: without any the constraint, all the other all apply horizontal side to displacement constraint in the tunnel portal diameter range for four sides; The bottom surface applies the vertical displacement constraint; Upper surface is the scope of freedom, without any constraint.The constitutive relation of soft soil layer adopts More's enclosed pasture homalographic circle model of considering elastic-plastic strain.
1) safety is judged
After various working carried out some tentative calculations, the operating mode that satisfies security requirement had following two kinds:
Operating mode one: the hole is sealed and reinforced body thickness is 1m, and it is 6m (semicircle) that the hole circle is reinforced body length, and thickness is 1.2m (two-layer churning), adds the solid scope as shown in Figure 2.
Under this operating mode, face of land maximum displacement is 6.0mm, satisfies less than 30mm maximum displacement requirement; It is 9.7mm that the hole circle adds the solid maximum displacement, and it is 14.8mm that the maximum displacement that adds solid is sealed at the hole, all satisfies less than 20mm maximum displacement requirement.
The soil body is all non-through with the equivalent plastic strain district that adds solid.
Operating mode two: the hole is sealed and reinforced body thickness is 1m, and it is 6m (full circle) that the hole circle is reinforced body length, and thickness is 1.2m (two-layer churning).
Under this operating mode, face of land maximum displacement is 4.6mm, satisfies less than 30mm maximum displacement requirement; It is 7.4mm that the hole circle adds the solid maximum displacement, and it is 4.2mm that the maximum displacement that adds solid is sealed at the hole, all satisfies less than 20mm maximum displacement requirement.
The soil body is all non-through with the equivalent plastic strain district that adds solid.
2) economy is judged
Under certain operating mode, with the soil body and add the cohesion of solid and the angle of internal friction value simultaneously divided by a reduction coefficient, obtain one group of new value, then as new data parameter input, carry out tentative calculation again, when calculating when not restraining (whether the equivalent plastic strain district that adopts the soil body or add solid connects with the soil body or add the synthetic determination the method whether distortion of solid meets the demands), corresponding reduction coefficient is exactly the safety factor of this operating mode.
The safety factor that can try to achieve operating mode one with the method is 1.7, satisfies the economy requirement of 1.5-2.0; The safety factor of operating mode one is 2.1 discontented sufficient economy requirements, so the operating mode one determined solid scope that adds is that the determined the best that satisfies safety, economic requirement of the inventive method adds the solid scope.
Usually the strengthening vertical scope that adopts divides the shield structure to appear and two kinds of situations of shield, and in conjunction with the interval shield structure hole in the example, required strengthening vertical body volume is 484m during the shield situation
3Required strengthening vertical body volume was 968m when the shield structure was appeared situation
3The determined solid volume that adds of this method is 214m
3, compare with strengthening vertical, utilize the determined horizontal rotary jet strengthening scope of the inventive method to reinforce and have remarkable economy.Reinforcing to the shield mouth can make the volume of reinforcing body save more than 55%, can make the volume of reinforcing body save more than 75% to the reinforcing that goes out the hole.
Claims (5)
1. the method for a reinforcing soil body for inlet and outlet cave mouths of tunnel shield is characterized in that, may further comprise the steps:
(1) adopt the Robertson method that the soil body around the tunnel at subway inlet and outlet cave place is comprised clay distribution, the exploration of soil body mechanics index of physics;
(2) by application project class ratio method, when determining horizontal jet grouting construction and the construction of shield structure inlet and outlet cave, construction equipment load that the face of land, tunnel portal top can be born and the maximum live load size of face of land material preloading, and distribution situation;
(3) on-the-spot boring is taken out pre-reinforcement depth place, the hole soil body as test soil, carries out horizontal jet grouting injecting paste material proportioning test relatively, selects the horizontal jet grouting injecting paste material according to the physical and mechanical parameter that adds solid;
(4) treat to carry out in the soil mass consolidation part test sprayed construction at the scene, take out with the method for boring and coring and add solid, carry out laboratory test, what selector was combined in pile intensity construction requirement in the soil body adds the solid and the diameter of the pile of construction site;
The soil body that step (1)-(4) are selected and add the solid parameter carries out dimensional Finite Element and checking, obtains safety judgement and economy and judges;
The described dimensional Finite Element of carrying out may further comprise the steps:
(1) the modeling scope of finite element: horizontal direction should be greater than (2D+2H+W) rice, and vertical direction should be greater than (D+2H) rice, and wherein, D is the top buried depth of subway tunnel, and H is the height in tunnel, and W is the width in tunnel, and model bottom surface distance at the bottom of the tunnel is not less than 2H;
(2) calculate in fringe conditions be set as follows: without any the constraint, all the other all apply horizontal side to displacement constraint in the tunnel portal diameter range for four sides;
(3) soil body all adopts More's enclosed pasture homalographic circle model of considering elastic-plastic strain with the constitutive relation that adds solid;
(4) adopt and to comprise that tunnel portal seals and add solid and Dong Quan and add the length that solid all thickness, Dong Quan add solid that the form of semicircle and full circle is carried out the tentative calculation of some operating modes adding solid.
2. the method for reinforcing soil body for inlet and outlet cave mouths of tunnel shield according to claim 1 is characterized in that, described fringe conditions, and the bottom surface applies the vertical displacement constraint; Upper surface is the scope of freedom.
3. the method for reinforcing soil body for inlet and outlet cave mouths of tunnel shield according to claim 1, it is characterized in that, described safety is judged, be meant: whether the equivalent plastic strain district that adopts the soil body or add solid connects with the soil body or adds the synthetic determination the method whether distortion of solid meets the demands, both must satisfy under a certain operating mode, think that just this operating mode is safe.
4. the method for reinforcing soil body for inlet and outlet cave mouths of tunnel shield according to claim 3 is characterized in that, described safety, and the maximum displacement value that is the face of land soil body is smaller or equal to 30mm, and the maximum displacement value that adds solid is smaller or equal to 20mm.
5. the method for reinforcing soil body for inlet and outlet cave mouths of tunnel shield according to claim 1, it is characterized in that, described economy is judged, be meant: to each operating mode that satisfies security requirement that filters out, adopt Strength Reduction of FEM to obtain its safety factor, satisfy the requirement of 1.5-2.0,, obtain the most economical solid operating mode that adds by the screening of safety factor.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100524608A CN101566063B (en) | 2009-06-04 | 2009-06-04 | Method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100524608A CN101566063B (en) | 2009-06-04 | 2009-06-04 | Method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101566063A CN101566063A (en) | 2009-10-28 |
| CN101566063B true CN101566063B (en) | 2011-02-09 |
Family
ID=41282404
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009100524608A Expired - Fee Related CN101566063B (en) | 2009-06-04 | 2009-06-04 | Method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101566063B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102425425A (en) * | 2011-12-26 | 2012-04-25 | 中铁四局集团有限公司 | Working face reinforcing structure in shield machine cabin as well as construction method and equipment thereof |
Families Citing this family (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102094650B (en) * | 2009-12-14 | 2014-03-26 | 上海市基础工程集团有限公司 | Construction method for shield entry under complicated working conditions |
| CN102168565B (en) * | 2011-03-21 | 2013-01-23 | 广东水电二局股份有限公司 | Soil reinforcing method for realizing normal-pressure cabin opening of shield machine |
| CN102817378B (en) * | 2011-06-09 | 2014-06-25 | 同济大学 | Construction method of extra-large diameter shield tunnel penetrating through urban overhead pile foundations in close range |
| CN102635362B (en) * | 2011-11-02 | 2014-05-07 | 中铁隧道集团有限公司 | Secondary reception constructing method for shield arrival |
| CN102704947B (en) * | 2012-05-31 | 2014-04-30 | 中南大学 | Method for designing thickness of underwater tunnel subsurface excavated construction grouting reinforcement ring |
| CN102797468B (en) * | 2012-08-22 | 2015-04-22 | 中铁第四勘察设计院集团有限公司 | Minimum over-burden originating method for shield tunnel |
| CN103835281B (en) * | 2013-12-11 | 2015-08-05 | 江苏省水利工程科技咨询有限公司 | A kind of method that Scheme of Strengthening of shield crossing soft foundation dyke is determined fast |
| CN104120677B (en) * | 2014-07-04 | 2016-01-06 | 河海大学 | Consider the side slope ot the embankment two-dimensional Security method for analyzing stability of shield crossing impact |
| CN108643933A (en) * | 2018-04-27 | 2018-10-12 | 中铁十二局集团有限公司 | Shield receives portal reinforcement means |
| CN108798679A (en) * | 2018-06-11 | 2018-11-13 | 中铁二局第工程有限公司 | Steel tube shed goes out cavity construction method in shallow embedding single-track railway tunnel hole |
| CN109611103B (en) * | 2019-01-30 | 2024-01-30 | 中铁十一局集团城市轨道工程有限公司 | Method for reinforcing shield section suspended boulder group |
| CN110886614B (en) * | 2019-10-22 | 2020-12-22 | 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 |
| CN111946357B (en) * | 2020-09-14 | 2022-03-25 | 武汉市市政建设集团有限公司 | Mine method tunnel simulation construction method considering red clay unloading influence |
| CN114251121B (en) * | 2020-09-21 | 2024-04-02 | 中国电建集团华东勘测设计研究院有限公司 | Analysis method for overall safety coefficient of large underground cavern group |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002242581A (en) * | 2001-02-15 | 2002-08-28 | Nagatomo Shigeki | Tunnel excavating method |
| EP1355039A1 (en) * | 2002-04-20 | 2003-10-22 | Hochtief Aktiengesellschaft | Method of constructing an extended free chamber between two tunnel segments |
| CN1807839A (en) * | 2005-12-27 | 2006-07-26 | 上海市隧道工程轨道交通设计研究院 | Waterproof method for entrance of shield tunnel |
| CN101353965A (en) * | 2008-09-05 | 2009-01-28 | 上海隧道工程股份有限公司 | Shield hole-drilling apparatus and hole-drilling construction method thereof |
-
2009
- 2009-06-04 CN CN2009100524608A patent/CN101566063B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002242581A (en) * | 2001-02-15 | 2002-08-28 | Nagatomo Shigeki | Tunnel excavating method |
| EP1355039A1 (en) * | 2002-04-20 | 2003-10-22 | Hochtief Aktiengesellschaft | Method of constructing an extended free chamber between two tunnel segments |
| CN1807839A (en) * | 2005-12-27 | 2006-07-26 | 上海市隧道工程轨道交通设计研究院 | Waterproof method for entrance of shield tunnel |
| CN101353965A (en) * | 2008-09-05 | 2009-01-28 | 上海隧道工程股份有限公司 | Shield hole-drilling apparatus and hole-drilling construction method thereof |
Non-Patent Citations (2)
| Title |
|---|
| 张庆贺等.《隧道建设盾构进出洞施工技术研究》.《地下空间》.1994,第14卷(第2期),110-119. * |
| 杨永浩.《大直径涵洞施工中盾构进出洞口的土体加固试验研究》.《建筑施工》.1992,(第2期),12-15. * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102425425A (en) * | 2011-12-26 | 2012-04-25 | 中铁四局集团有限公司 | Working face reinforcing structure in shield machine cabin as well as construction method and equipment thereof |
| CN102425425B (en) * | 2011-12-26 | 2014-07-23 | 中铁四局集团有限公司 | Working face reinforcing structure in shield machine cabin as well as construction method and equipment thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101566063A (en) | 2009-10-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101566063B (en) | Method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield | |
| Duan et al. | In situ observation of failure mechanisms controlled by rock masses with weak interlayer zones in large underground cavern excavations under high geostress | |
| CN106437726B (en) | Shallow-depth-excavation tunnel crosses ground fissure crushed zone construction method | |
| Zhang et al. | Displacement characteristics of an urban tunnel in silty soil by the shallow tunnelling method | |
| CN209924998U (en) | Shallow earthing shield tunnel is worn road reinforcement protection architecture down | |
| CN102535477A (en) | Safety construction method for cutting off anchor cables of support of excavating foundation pit | |
| CN111119128B (en) | Danger-removing, reinforcing and seepage-proofing method for natural rock-fill dam of barrier lake | |
| CN102071689B (en) | Optimized construction method of static pressure pile close to existing tunnel | |
| CN102162246A (en) | Vibration-less compaction method of collapsible loess foundation | |
| CN102425155B (en) | Method for reinforcing overlying shallow rockmass in mined-out area | |
| CN102182866B (en) | Backfilling process for large ultra-deep circulating water pipe | |
| Guo et al. | Comprehensive treatment methods of floor heave disasters in mining areas of China | |
| CN206362675U (en) | The live original state spline structure of seepage deformation test | |
| CN106049413B (en) | A kind of composite power drain consolidation system and construction method applied to deep layer foundation in saturated soft soil | |
| CN103866788B (en) | A kind of method of pillar abutment scarp slope barricadeization transformation | |
| CN105484270A (en) | Reinforcement protection construction method of high steep old rubble retaining wall adjacent to deep foundation pit | |
| CN209324377U (en) | Ledge method tunneling subway station arch springing ruggedized construction | |
| He et al. | Study on stability of tunnel surrounding rock and precipitation disaster mitigation in flowing sand body | |
| CN108193574B (en) | Structure for filling anti-seismic roadbed by utilizing uneven layering of sand filling roadbed | |
| CN205013010U (en) | Pass through pyroclastic flow stratum face sealing wall for tunnel construction | |
| CN205224009U (en) | A blasting drainage system for handle liquefaction ground | |
| CN219951579U (en) | Loess traping hole treatment structure under road | |
| Jiang et al. | Research on design method of composite arch-cover excavation for super shallow-buried long-span metro station | |
| Li et al. | Numerical Investigation of Deformation Influence of Existing Viaduct Piles under MJS Construction Method. | |
| CN205189892U (en) | Reinforced concrete structure of meticulous blasting of overlap tunnel micro earthquake control |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20110209 Termination date: 20130604 |