CN103541739A - Shallow-buried long-span small-clear-distance loess tunnel supporting system - Google Patents
Shallow-buried long-span small-clear-distance loess tunnel supporting system Download PDFInfo
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- CN103541739A CN103541739A CN201310418360.9A CN201310418360A CN103541739A CN 103541739 A CN103541739 A CN 103541739A CN 201310418360 A CN201310418360 A CN 201310418360A CN 103541739 A CN103541739 A CN 103541739A
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Abstract
The invention provides a shallow-buried long-span small-clear-distance loess tunnel supporting system which aims to solve the problem that the application of an existing long-span small-clear-distance loess tunnel supporting system is not specific. According to the shallow-buried long-span small-clear-distance loess tunnel supporting system, grating arches are adopted by both holes, and enlarging arch feet and feet-lock bolts on the position of a connector of a steel frame are arranged. Compared with similar tunnel structures, the novel tunnel supporting structure has the advantages of being simpler in structure, more suitable for being used in similar tunnels, and capable of reducing construction difficulty and improving construction efficiency.
Description
Technical field
The present invention relates to a kind of support system of tunnel, relate in particular to the little clear distance loess tunnel of a kind of Shallow-buried Large-span support system.
Background technology
In loess tunnel construction process, have sedimentation large and be difficult to control, collapsibility of loess is strong, the large and supporting of pressure from surrounding rock easily produces the problems such as crack in work progress.For the tunnel that passes through Loess Layer, not yet there is comparatively ripe supporting method at present, and it is more rare for building of little clear distance loess tunnel, tunnel clear distance is little, in the digging process of two holes, tunnel disturbance is obvious, in in advance between hole Yu Houhang hole, the stability requirement of folder earth pillar is higher, it is large that country rock is affected by excavation, larger to the internal force of tunnel support and deformation effect.Conventionally in rock matter tunnel, the design comparison of small-clear-distance tunnel is many, the intensity of middle folder rock can effectively be utilized, but small-clear-distance tunnel is less in weak surrounding rock, at built small-clear-distance tunnel, conventionally adopt the higher profile steel frame of early strength to retrain surrouding rock deformation, but loess has settlement by soaking, porosity is large, after disturbance, the loose bearing capacity of the soil body reduces, middle folder earth pillar be difficult to provide bearing capacity, supporting effect is indefinite, the application of anchor pole in loess tunnel simultaneously is also still not clear, conventionally for rock matter tunnel, can anchor pole or level be set in little clear distance side stable to add persistent erection folder earth pillar to drawing anchor pole, for anchor pole in loess, whether enough can provide enough bearing capacities, especially for small-clear-distance tunnel, in the little clear distance soil body, the action effect of anchor pole not yet has research, for this type of greatly across little clear distance loess tunnel, how to adopt effective support system to guarantee that it is a difficult problem that tunnel safety is built fast.
Summary of the invention
The present invention is in order to solve the difficult problem in above-mentioned background technology, provide a kind of in V level loess country rock greatly across small-clear-distance tunnel support system.
The present invention includes:
The little clear distance loess tunnel of Shallow-buried Large-span support system, it comprises two tunnel support systems that structure is identical, each tunnel support system respectively supporting in left and right two tunnels that are separated by; Each tunnel support system is a tubular structure, it is characterized in that: tunnel support system all adopts grid steel frame+sprayed mortar structure, and expansion arch springing is set and adopts lock foot anchoring stock.
Two described edpth of tunnels are in 50m left and right, and the sectional area in two tunnels is respectively 100-120m
2, the clear distance 5-10m of being separated by.
The bow member that described grid steel frame+sprayed mortar structure has formed support system outer ring props up sheath; The skin that described bow member props up sheath is a circle grid steel frame, and the inner ring of grid steel frame is equipped with reinforced mesh, between grid steel and reinforced mesh, and in grid steel frame, by sprayed mortar, fills.
Outer the placing that bow member props up sheath is provided with expansion arch springing, and the quantity that expands arch springing is 6-8.
Expand arch springing and be at the arch springing place excavation face 40-60cm that outwards backbreaks, and sprayed mortar forms and expands arch springing.
Compared with prior art, the present invention has and comprises following advantage:
First, in this invention, support system and the most important feature of common support system are the creationary whole employing grid steel frames of tunnel two-wire, not only meet supporting intensity and deformation requirements, sedimentation also can be controlled within the specific limits, adopt grid steel frame can save in a large number tunneling cost simultaneously, convenient and quick construction, can effectively guarantee construction speed.
Secondly, the research of anchor pole in tunnel is found, in loess tunnel, the adhesion stress of anchor pole and loess country rock is poor, the common pressurized of tunnel vault anchor pole, for abutment wall anchor pole, because section is larger, and in small-clear-distance tunnel, press from both sides earth pillar in work progress through repeatedly disturbance, coffer mechanics conversion is frequent, the disturbance of pressing from both sides earth pillar in rear row is wide open when digging is larger, its integer support effect is poor, especially the anchor pole in folder earth pillar, therefore take not arrange abutment wall anchor pole, only in grid steel frame joint, lock foot anchoring stock is set, when having guaranteed each pilot drive, steelframe is stable, can shorten the time of each construction and excavation supporting step, obtained good effect.
Again, expansion arch springing is set, the sedimentation of loess tunnel be take arch bulk settling as main, expansion arch springing is set to be controlled arch distortion, in conjunction with lock foot anchoring stock, reduce the bulk settling of arch, tunnel as far as possible, for small-clear-distance tunnel, arch springing expands can reduce arch sedimentation, and then displacement and the distortion of in controlling, pressing from both sides earth pillar, in enhancing, press from both sides the stability of earth pillar, not only guaranteed the uniformity of hole force-bearing of surrounding rock mass in advance, reduced the wide open impact of digging it of rear row, also can dig for rear row is wide open and create a comparatively good country rock environment.
In sum, when going wide open digging behind tunnel, hole adopts the rigidity of grid steel frame supporting and stability can meet tunnel safety fast to construct in advance, in rear row hole when construction, adopts the grid steel frame can accelerating construction progress, cancel abutment wall anchor pole simultaneously and expansion arch springing and lock foot anchoring stock are set, can not only accelerate the section sealing time, reduce the impact of centering folder earth pillar as far as possible, can effectively control arch, tunnel bulk settling, and then had better assurance for the stability of tunnel integral body simultaneously.The present invention has larger engineering using value and learning value, and the design and construction in the tunnel of later similar country rock situation is had to great popularization and reference value.
Accompanying drawing explanation
Fig. 1 is schematic diagram of the present invention;
Fig. 2 is the structural representation of individual tunnel support system;
Fig. 3 is grid steel frame and lock foot anchoring stock schematic diagram.
Fig. 4 is the Tunnel Surrounding Rock Pressure distribution map described in the embodiment of the present invention;
Fig. 5 is stress diagram outside the tunnel steel arch frame described in the embodiment of the present invention;
Fig. 6 is stress diagram inside the tunnel steel arch frame described in the embodiment of the present invention;
Fig. 7 is the tunnel bolt shaft power distribution map described in the embodiment of the present invention;
1, waterproofing course, 2, form concrete layer, 3, bow member props up sheath, 3-1, grid steel frame, 3-2, reinforced mesh, 4, expand arch springing, 5, lock foot anchoring stock.
The specific embodiment
As shown in Figure 1, the present invention, greatly across little clear distance loess tunnel support system, comprises that two identical middle standoff distances of structure are the tunnel support system of 5-10 rice.Shown in Fig. 2 is the schematic diagram of the tunnel support system of one of them.Referring to Fig. 2, each tunnel support system is a tubular structure, and the form concrete layer 4 that it mainly props up sheath 3 and inner ring by the bow member of outer ring forms.Bow member props up between sheath 3 form concrete layers 4 and is separated with waterproofing course 1.Waterproofing course 1 is combined by nonwoven and splash guard.Shown in Figure 3, described bow member props up sheath 3, and its skin is a circle grid steel frame 3-1, the inner ring of grid steel frame 3-1 is equipped with reinforced mesh 3-2, between grid steel frame 3-1 and reinforced mesh 3-2, and in grid steel frame 3-1, by sprayed mortar, fill.That is, bow member props up the structure of sheath 3 and is: grid steel frame+sprayed mortar.Bow member props up sheath 3 outer place to be provided with expand arch springing 4, prop up with bow member that sheath 3 is fixed to be integrated, the quantity that expands arch springing 4 is 6-8.The construction that expands arch springing 4 is at arch springing place, backbreak 40-60cm sprayed mortar.Abutment wall anchor pole is not set in tunnel excavation process, at expansion arch springing 4, is provided with lock foot anchoring stock 5 with grid steel frame 3-1 joint, its quantity is identical with expansion arch springing 4, and lock foot anchoring stock 5 is filled cartridge bags and carried out anchoring.
Provided a preferred embodiment of the present invention below.
Mileage K36+650～K37+260 in tunnel described in the present embodiment, total length 610m, is the little clear distance loess tunnel of Shallow-buried Large-span.Single wide open about 17.3m of span that digs, excavated section reaches 173.8m2, and buried depth is many in 20m left and right, maximum buried depth 55m, the minimum depth deficiency 1m.Xia Chuan scenic spot, tunnel and a village.Tunnel is positioned at Mangshan Loess hills area, and hypsography is very large.Ground level is 157.6～206.3m approximately, the about 55.5m of Tunnel body covering layer maximum ga(u)ge, minimum covering layer deficiency 1m.Tunnel exploration depth bounds internal upper part is in Quaternary system, to upgrade system loess-like silt, Loessial silty clay, and its mesexine is non-gravity wet collapse loess, the slight settlement by soaking of tool, and engineering properties is poor, and its lower each layer is closely knit, hard plastic shape, and engineering properties is good; Bottom is Quaternary system mid Pleistocene series stratum, and engineering properties is all better; In tunnel exploration depth bounds, be slightly close～closely knit shape loess-like silt of Quaternary system upper Pleistocene series, pores'growth, loosely organized, intensity a little less than, engineering properties is poor, Grades of Surrounding Rock is decided to be V class.Choose test section supporting parameter:
1) preliminary bracing: adopt grid steel frame, shotcrete with mesh, steelframe is 0.5m only.
2) advance support: adopt the φ 50 individual layer ductules of wall thickness 8mm, apply at the every 2 Pin bow members of 110 ° of scopes of vault, length is 400cm.
The on-the-spot test project of contrast test section is arranged in tunnel, and the content of measuring test includes following several aspects.In tunnel: vault sedimentation and the horizontal convergence of (1) grid section ZK37+174, ZK37+169 and shaped steel section ZK37+134, ZK37+129; (2) country rock-preliminary bracing contact, the steel grating stress of ZK37+170 grid section; (3) ZK37+130 sectional shape monitoring project comprises country rock-preliminary bracing contact, steelframe stress; (4) ZK36+950 section monitoring bolt shaft power.
1, provide test section vault sedimentation described in the present embodiment;
The measurement time remaining of section ZK37+174, ZK37+169 one month, until two linings apply; The measurement time remaining of section ZK37+134, the distortion of ZK37+129 Section Settlement approximately two months, until two linings apply, obtains table 1.
Table 1 contrast test section vault and arch springing sedimentation test achievement gather
In conjunction with site operation, walk order and admeasurement interpretation of result:
(1) grid supporting and shaped steel supporting vault are close with arch springing sedimentation, illustrate that steelframe bulk settling is obvious, Loess Layer settlement Control is more difficult, should strengthen arch springing settlement Control, before grid supporting section sealing, vault sedimentation accounts for 91.5%-92.2% of total settlement, average out to 91.9%, after sealing, vault sedimentation accounts for 7.8%-8.5% of total settlement, average out to 8.1%; Before shaped steel supporting section sealing, vault sedimentation accounts for 92.7%-93.6% of total settlement, average out to 93.2%, and after sealing, vault sedimentation accounts for 6.4%-7.3% of total settlement, average out to 6.9%;
(2) two kinds of supporting construction sedimentations advance gradually and increase with excavation, finally convergence, and the middle great-jump-forward growth trend not occurring as benching tunnelling method construction, shows that the three-dimensional effect impact of each stage procedure is relatively more flat large.Grid and shaped steel test section just prop up sedimentation value contrast, and grid section and the sedimentation of shaped steel section vault are all larger, and the sedimentation of grid section is slightly less than shaped steel section, and to compare effect better with profile steel frame.
Conventionally for loess tunnel, owing to being out of shape large sedimentation, be difficult to control, designing normally used is the relatively large steel supporting of rigidity, in rock matter tunnel, grid arranges often, for small-clear-distance tunnel, being designed with suggestion adopts shaped steel arch that intensity is large as preliminary bracing to the poor tunnel of stress, for the good tunnel of stress performance, adopt flexible grillage as preliminary bracing, contrast tunnel subsidence result, in the two holes of loess small-clear-distance tunnel, adopt grid supporting can meet construction requirement simultaneously, sedimentation is also controlled within the specific limits, obtained very good supporting effect.
2, provide test section pressure from surrounding rock rule described in the present embodiment;
This is provided with two sections, and ZK37+170, ZK37+130, monitor grid test section and shaped steel test section country rock-preliminary bracing contact, and monitoring aggregate-value is in Table 2 and table 3, and wherein in table, numerical value is monitoring end value.
Table 2 steel grating section ZK37+170 section just prop up-pressure from surrounding rock measuring value (KPa)
Table 3 shaped steel section ZK37+130 section just prop up-pressure from surrounding rock measuring value (KPa)
With reference to Fig. 4, provided the surrouding rock stress schematic diagram in the preferred embodiment of the present invention;
Wherein unit is MPa, and red line (a) is grid test section test data, and blue line (b) is shaped steel test section test data.
In Fig. 4, data analysis is known:
From distribution form, country rock-preliminary bracing contact of shaped steel and grid steel frame test section distributes all inhomogeneous.From value, country rock-preliminary bracing contact of profile steel frame test section is slightly larger than country rock-preliminary bracing contact of grid steel frame test section, contrast known grid steel frame supporting force-bearing of surrounding rock mass more reasonable, supporting effect is better, for shaped steel supporting, can retrain tunnel early deformation, the wide open disturbance meeting of digging centering folder earth pillar of rear row affects the stress in hole in advance, and adopt flexible grid supporting country rock-preliminary bracing contact more reasonable, reduce rear row hole to the impact in hole in advance as far as possible.
3, provide test section support internal force rule described in the present embodiment.
With reference to Fig. 5 and Fig. 6, provided respectively the preliminary bracing stress schematic diagram in the preferred embodiment of the present invention, Fig. 5 is lateral stress in steelframe, Fig. 6 is the outer lateral stress of steelframe;
Wherein, unit: MPa, "+" is that pulling force, "-" they are pressure.In Fig. 5 and Fig. 6, data analysis is known:
(1) grid and shaped steel test section steelframe stress distribution are all inhomogeneous, and arch stress is generally greater than abutment wall and inverted arch stress.But what both contrasted grid steel frame is subject to force rate profile steel frame little and distribute more evenly, illustrates that grid steel frame is stressed more favourable.
(2) outside grid steel frame test section steelframe, maximum compressive is-75.01MPa, and inner side maximum value is-100.29MPa that the maximum tensile stress in interior outside is 5.82MPa.Outside profile steel frame test section steelframe, maximum compressive is-93.14MPa, and inner side maximum value is-100.5MPa that the maximum tensile stress in interior outside is 7.05MPa.
(3) grid steel frame test section is in work progress, and steelframe is except measuring point of abutment wall is for less tensile stress, and all the other are all compressive stress.Profile steel frame test section is in work progress, and tensile stress a bit appears in the outer edge of a wing of the vault of shaped steel, and all the other are compressive stress entirely.Both relatively, grid is comparatively similar to profile steel frame test section steel arch frame stress.Therefore from economically and construction, adopt grillage can not only have very high economic benefit, shaped steel arch weight is large simultaneously, the more convenient construction of grid by contrast.
4, provide test section bolt support internal force rule described in the present embodiment.
Table 4 bolt shaft power value
| Position | Measuring point 1 (kN) | Measuring point 2 (kN) | Measuring point 3 (kN) | Measuring point 4 (kN) |
| M1 | -14.36 | -16.57 | -9.32 | -3.68 |
| M2 | 3.26 | 5.36 | 2.46 | 1.05 |
| M3 | 4.59 | 5.46 | 2.76 | 1.12 |
| M4 | 9.87 | 6.67 | 5.91 | 2.17 |
| M5 | 10.94 | 9.16 | 5.32 | 2.58 |
Note: anchor pole 2 and 4 is middle folder earth pillar side anchor bar, in table numerical value on the occasion of being tension, otherwise negative value is pressurized.
With reference to Fig. 7, provided the bolt shaft power schematic diagram in the preferred embodiment of the present invention;
Wherein, unit: MPa, "+" is that pulling force, "-" they are pressure.
From Fig. 7, analyzed:
(1) bolt shaft power value is all below 17kN, and much smaller than bolt shaft power design load 50kN, rockbolt stress is all less.The greatest axis power of every anchor pole mostly appears at first and second measuring points, and anchor pole and loess anchoring effect are not remarkable.
(2) the basic pressurized of arch bolt shaft power, the basic tension of abutment wall bolt shaft power, but value is all less, especially folder earth pillar side anchor bar in, rockbolt stress is lower than outside, and two wide open excessive and anchor bolt constructions of centering folder earth pillar disturbance that dig have extended the section sealing time, all unfavorable to the construction in tunnel and settlement Control, therefore the present invention does not arrange abutment wall anchor pole, lock foot anchoring stock is only set.
From upper example, first, the creationary whole employing grid steel frames of double track tunnel, the stress performance outline of grid steel frame is better than profile steel frame, grid steel frame belongs to flexible support, for loess bulk settling compared with large, allow tunnel to have certain distortion in excavation country rock perturbation process, enough intensity is also provided in Hou Hangdong digging process, guaranteed the safe construction in tunnel, adopt light grid steel frame can save in a large number tunneling cost simultaneously, and convenient and quick construction, especially to there being the construction in rear row hole, the sealing of accelerating section is crucial, can effectively guarantee construction speed, prevent that serious bias voltage from appearring in tunnel and Double hole, and then cause tunnel lining discontinuity.
Secondly, in loess tunnel, the adhesion stress of anchor pole and loess country rock is poor, tunnel vault anchor pole is pressured state, for abutment wall anchor pole, because section is larger, and in small-clear-distance tunnel, press from both sides earth pillar in work progress through repeatedly disturbance, coffer mechanics conversion is frequent, when going especially afterwards wide open digging, distortion and the disturbance of earth pillar are larger, its integer support effect is poor, therefore take not arrange abutment wall anchor pole, only in grid steel frame joint, the bulk settling that lock foot anchoring stock is controlled tunnel is set, strengthen the resistance to overturning of bow member, when not only having guaranteed each pilot drive, steelframe is stable, can shorten the time of each construction sequence simultaneously, especially folder earth pillar side in, reduced the disturbance of abutment wall anchor pole centering folder earth pillar, shortened the engineering time simultaneously, protected middle folder earth pillar as far as possible, this is also the key link in construction, obtained good supporting effect.
Again, at arch springing position, expansion arch springing is set, arrange and expand arch springing increase Area of bearing, arch distortion is had to good control action, can reduce arch soil deformation, for the construction in rear row hole provides good force-bearing of surrounding rock mass condition as far as possible, also reduce the construction of rear row hole simultaneously to the stressed impact of hole lining cutting in advance as far as possible, guarantee the safe construction in tunnel, for the stability of tunnel integral body, also had better assurance.The present invention has larger engineering using value and learning value, and the design and construction in the tunnel of later similar country rock situation is had to great popularization and reference value.
Above to a kind of Shallow-buried Large-span loess tunnel supporting method provided by the present invention, be described in detail, applied specific case herein method of the present invention is set forth, the explanation of above embodiment is just for helping to understand method of the present invention and core concept thereof; , for one of ordinary skill in the art, according to thought of the present invention, all will change in specific embodiments and applications, in sum, this description should not be construed as limitation of the present invention meanwhile.
Claims (6)
1. the little clear distance loess tunnel of a Shallow-buried Large-span support system, it comprises two tunnel support systems that structure is identical, each tunnel support system respectively supporting in left and right two tunnels that are separated by; Each tunnel support system is a tubular structure, it is characterized in that: tunnel support system all adopts grid steel frame+sprayed mortar structure, and at arch springing position, expansion arch springing is set, and adopts lock foot anchoring stock.
2. the little clear distance loess tunnel of Shallow-buried Large-span according to claim 1 support system, is characterized in that: two described edpth of tunnels are at 40-60m, and the sectional area in two tunnels is respectively 100-120m2, the support system in two tunnels clear distance 5-10m of being separated by.
3. the little clear distance loess tunnel of Shallow-buried Large-span according to claim 1 support system, is characterized in that: the bow member that described grid steel frame+sprayed mortar structure has formed support system outer ring props up sheath; The skin that described bow member props up sheath is a circle grid steel frame, and the inner ring of grid steel frame is equipped with reinforced mesh, between grid steel and reinforced mesh, and in grid steel frame, by sprayed mortar, fills.
4. the little clear distance loess tunnel of Shallow-buried Large-span according to claim 3 support system, is characterized in that: outer the placing that bow member props up sheath is provided with expansion arch springing, and the quantity that expands arch springing is 6-8.
5. the little clear distance loess tunnel of Shallow-buried Large-span according to claim 1 support system, is characterized in that: expanding arch springing is the 40-60cm that outwards backbreaks at arch springing place, and sprayed mortar forms expansion arch springing.
6. according to the little clear distance loess tunnel of the Shallow-buried Large-span described in claim 3 or 5 support system, it is characterized in that: the little clear distance loess tunnel of Shallow-buried Large-span according to claim 1 support system, it is characterized in that: in grid steel frame (3-1) joint, be provided with 3-4 root lock foot anchoring stock (5), in loess, need to fill cartridge bag anchoring.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104847375A (en) * | 2015-05-20 | 2015-08-19 | 深圳市市政设计研究院有限公司 | Supporting method for small-clear-distance four-lane shallow-buried large-span tunnel |
| CN105863681A (en) * | 2016-06-27 | 2016-08-17 | 西北大学 | Quick protecting method for sloughing and sand sliding of roof of excavated sandy loess tunnel |
| CN106321120A (en) * | 2016-08-25 | 2017-01-11 | 中国十七冶集团有限公司 | Weak surrounding rock tunnel steel shotcrete large skewback device |
| CN106593467A (en) * | 2016-11-09 | 2017-04-26 | 大唐陇东能源有限公司 | Supporting method for underground soft rock roadway of coal mine |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4940360A (en) * | 1987-07-27 | 1990-07-10 | Weholt Raymond L | Insulated tunnel liner and rehabilitation system |
| JPH03279599A (en) * | 1990-03-28 | 1991-12-10 | Hazama Gumi Ltd | Tunnel timbering structure and tunnel constructing method |
| CN201486570U (en) * | 2009-07-10 | 2010-05-26 | 中铁二院工程集团有限责任公司 | Overlarge cross section old loess tunnel primary support structure of high-speed railway |
| CN201786360U (en) * | 2010-08-09 | 2011-04-06 | 中铁第一勘察设计院集团有限公司 | Supporting structure improving load-carrying property of loess tunnel arch springing |
| CN102042019A (en) * | 2010-11-11 | 2011-05-04 | 中铁十三局集团第四工程有限公司 | Two-stair five-step excavation construction method for shallow-buried large-span soft plastic clay tunnel |
| CN102345460A (en) * | 2011-06-21 | 2012-02-08 | 北京交通大学 | Settlement control method for shallow large-section loess tunnel |
-
2013
- 2013-09-13 CN CN201310418360.9A patent/CN103541739A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4940360A (en) * | 1987-07-27 | 1990-07-10 | Weholt Raymond L | Insulated tunnel liner and rehabilitation system |
| JPH03279599A (en) * | 1990-03-28 | 1991-12-10 | Hazama Gumi Ltd | Tunnel timbering structure and tunnel constructing method |
| CN201486570U (en) * | 2009-07-10 | 2010-05-26 | 中铁二院工程集团有限责任公司 | Overlarge cross section old loess tunnel primary support structure of high-speed railway |
| CN201786360U (en) * | 2010-08-09 | 2011-04-06 | 中铁第一勘察设计院集团有限公司 | Supporting structure improving load-carrying property of loess tunnel arch springing |
| CN102042019A (en) * | 2010-11-11 | 2011-05-04 | 中铁十三局集团第四工程有限公司 | Two-stair five-step excavation construction method for shallow-buried large-span soft plastic clay tunnel |
| CN102345460A (en) * | 2011-06-21 | 2012-02-08 | 北京交通大学 | Settlement control method for shallow large-section loess tunnel |
Non-Patent Citations (2)
| Title |
|---|
| 傅鹤林等: "《梅关隧道工程施工技术》", 31 May 2009 * |
| 焦康杰: "浅埋大跨小间距黄土隧道支护技术研究", 《中国优秀硕士学位论文全文数据库 工程科技Ⅱ辑》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104847375A (en) * | 2015-05-20 | 2015-08-19 | 深圳市市政设计研究院有限公司 | Supporting method for small-clear-distance four-lane shallow-buried large-span tunnel |
| CN105863681A (en) * | 2016-06-27 | 2016-08-17 | 西北大学 | Quick protecting method for sloughing and sand sliding of roof of excavated sandy loess tunnel |
| CN106321120A (en) * | 2016-08-25 | 2017-01-11 | 中国十七冶集团有限公司 | Weak surrounding rock tunnel steel shotcrete large skewback device |
| CN106593467A (en) * | 2016-11-09 | 2017-04-26 | 大唐陇东能源有限公司 | Supporting method for underground soft rock roadway of coal mine |
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Application publication date: 20140129 |