CN103527212B - A kind of fibrous concrete secondary lining tunnel shock resisting building method - Google Patents
A kind of fibrous concrete secondary lining tunnel shock resisting building method Download PDFInfo
- Publication number
- CN103527212B CN103527212B CN201310545748.5A CN201310545748A CN103527212B CN 103527212 B CN103527212 B CN 103527212B CN 201310545748 A CN201310545748 A CN 201310545748A CN 103527212 B CN103527212 B CN 103527212B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- fibrous concrete
- secondary lining
- lining
- tunnel portal
- 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
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of fibrous concrete secondary lining tunnel shock resisting building method, in the secondary lining of tunnel portal section, adopt fibrous concrete to form tunnel portal section shock resisting structure.Fibrous concrete secondary lining is arranged within the scope of longitudinal 50m from tunnel portal along tunnel, and secondary lining adopts fibrous concrete to make.The tunnel of the present invention's structure effectively can improve the shock resistance of lining cutting, antifatigue, cracking resistance and endurance quality, can well the carrying out of control critical eigenvalue, and reaches to split and not bad; Can improve the ductility of lining cutting, reduce fragility, seismic response is longer for lag time, effectively can promote stress redistribution and absorb seismic energy, and opposing Main Seismic Areas load, weakens earthquake motive force to structural damage; Lining thickness diminishes, and flexibility improves, and can reduce excavated volume simultaneously, can effectively improve Segment rehabilitation efficiency.
Description
Technical field
The present invention relates to a kind of tunnel construction method, especially a kind of tunnel shock resisting building method relating to fibrous concrete secondary lining.
Background technology
Tunnel is a kind of underground structure be embedded in stratum, and when earthquake occurs, underground structure will move with country rock.It is generally acknowledged, the vibration acceleration of country rock is less than the acceleration of earth construction, and country rock has enough Rigidity and strengths to keep tunnel-shaped not change, thus thinks that tunnel has good shock resisting performance.But nineteen ninety-five Japan's Osaka-Kobe earthquake fact of causing the ridge tunnel generation heavy damage of disaster area more than 10% and Taiwan Ji Ji in 1999 7.6 grades of violent earthquakes to cause the tunnel of within the scope of seismogenic fault 25km about 25% to be badly damaged, what allow people regain consciousness recognizes that earthquake has important impact to underground structure, and therefore the earthquake reason of underground structure and shock resisting problem start the concern and the research that obtain more and more researcher and engineers and technicians.
Consult world wide tunnel earthquake historical summary known, the destruction of earthquake to tunnel is objective reality.Two tunnel generation heavy damages that 8.3 grades of violent earthquakes that san francisco, usa in 1906 occurs cause being positioned on fault zone; 8.2 grades of violent earthquakes that the nineteen twenty-three Japan Northeast occurs cause 82 railway tunnel within the scope of earthquake region destroyed or be out of shape; The nineteen fifty-two U.S.'s gram 7.7 grades of earthquakes thinking to occur cause 4 railway tunnel of passing through fault zone seriously impaired; The 6 grades of earthquakes beyond nineteen eighty-three distance Shanghai City 150km, ocean surface occurred cause tunnel, Da Pu road to occur crack, many places.
After earthquake damages existing tunnel, cause tunnel trunk to be repaired extremely difficult, even interruption of train operation, tunnel are forever closed, and this will bring serious inconvenience and cause serious loss to national economy to traffic trip.
China is one of many earthquake countries of the world, along with the fast development of China's economy, the tunnels such as highway tunnel, railway tunnel, subway and underground structure increasing, will have a lot of Tunnel Passing high intensity Zones, newly built tunnels and existing tunnel reparation all will be faced with new challenges.In 5.12 Wenchuan earthquakes, it is impaired all in various degree that newly-built Dou Wen highway has 11 tunnels, the tunnel, level ground that makes a fire particularly near epicentral area, tunnel, LongXi, the sub-tunnel of dragon's cave-stalactite cave and Zi Ping-pu tunnel etc.; In tunnel operation, secondary liner structure patience also problem is given prominence to gradually, and from seismic damage situation in the past, tunnel portal destroys comparatively serious, is the weak area of antidetonation, especially shallow embedding Portal Section.And China's underground structure earthquake resistant code aspect of being correlated with also does not propose efficiently and effectively shock resisting material and measure, research tunnels and underground engineering anti-seismic problem seems very urgent and necessary.
Fibrous concrete is the NEW TYPE OF COMPOSITE constructional materials grown up in recent years, the advantages such as it has excellent enhancing, toughness reinforcing, resistance is split, shock-resistant and endurance, improve the result of use of engineering structure, achieve good economic benefit and social benefit, be widely used in civil engineering construction both at home and abroad.Adopt fibrous concrete to make tunnel lining, interacting under the seismic force effects of research fibrous concrete lining cutting and country rock is significant to tunnel structure shock resisting.
Summary of the invention
In view of the above deficiency of prior art, the technical problem to be solved in the present invention is: provide a kind of tunnel portal Shallow Section shock resisting to construct, can reduce the destruction of earthquake motive force to tunnel portal section, effectively improves the shock resisting performance in tunnel.
Object of the present invention is realized by following means.
Fibrous concrete secondary lining tunnel shock resisting building method, adopts fibrous concrete to make tunnel portal Shallow Section shock resisting structure, comprises following measure in tunnel portal section secondary lining:
1) described fibrous concrete secondary lining is arranged within the scope of longitudinal 50m from tunnel portal along tunnel, country rock and preliminary bracing distortion basicly stable after apply.
2) secondary lining adopts fibrous concrete to make; During employing steel fibre, fibers content is 35 ~ 45kg/m
3; During employing polyacrylonitrile fibre, volume is 0.9 ~ 1.2kg/m
3.
3) described fibrous concrete secondary lining thickness is between 25 ~ 45cm, and thickness of section is equal, and smoother process is done in junction.
Preliminary bracing is undertaken designing and constructing by primary load bearing structure, helps country rock to reach the preliminarily stabilised of construction period.Secondary lining, except will providing safety reservior and bearing except later stage pressure from surrounding rock, also will bear Main Seismic Areas load action, reduces earthquake motive force to structural damage, ensures the intact of tunnel internal.
Under dynamic seismic effect, the dynamic interaction occurred between tunnel with country rock mainly causes because tunnel lining rigidity and country rock rigidity are not mated, and the relative rigidity of the power of dynamic interaction and tunnel and country rock is in close relations.When tunnel lining is close with surrounding soil rigidity or identical, tunnel lining and country rock can common eigenvector, and active force between the two will reduce greatly, and like this under seismic loading, the additional internal force of liner structure also will reduce.
Because ordinary concrete tensile strength is low, fragility large, the matrix split on cross section can not bear any pulling force, and under seismic loading, its anti-seismic performance is very poor.And after concrete mixes fiber, fiber can control carrying out further of minute crack by bond stress, make concrete absorb more energy, to concrete, there is significantly resistance and split and humidification.
For improving the shock resisting ability in tunnel further, described secondary lining adopts fibrous concrete lining cutting, and suitably reduces lining thickness, makes full use of the flexible advantage of lining cutting.
The invention has the beneficial effects as follows: effectively can improve the shock resistance of lining cutting, antifatigue, cracking resistance and endurance quality, can well the carrying out of control critical eigenvalue, reach and to split and not bad; Can improve the ductility of lining cutting, reduce fragility, seismic response is longer for lag time, effectively can promote stress redistribution and absorb seismic energy, and opposing Main Seismic Areas load, weakens earthquake motive force to structural damage; Lining thickness diminishes, and flexibility improves, and simultaneously can reduce excavated volume, can effectively improve Segment rehabilitation efficiency, overall economic benefit and social benefit better.
Accompanying drawing is described as follows:
Fig. 1 is the longitudinal section organigram of tunnel portal section shock resisting of the present invention structure.
Fig. 2 is the tunnel lining structure schematic cross-sectional view of A-A section in Fig. 1.
Fig. 3 is the partial enlarged drawing at B place in Fig. 1.
Fig. 4 is fibrous concrete lining cutting maximum bending moment diagram.
Fig. 5 is reinforced concrete lining layer maximum bending moment diagram.
Fig. 6 is fibrous concrete lining cutting maximum shear figure.
Fig. 7 is reinforced concrete lining layer maximum shear figure.
Fig. 8 is that fibrous concrete lining cutting greatest axis is tried hard to.
Fig. 9 is that reinforced concrete lining layer greatest axis is tried hard to.
Figure 10 is model testing lining cutting cross-sectional drawing (unit: cm).
Figure 11 is that fibrous concrete tunnel lining typical parts strains change curve in time.
Figure 12 is that ordinary concrete tunnel lining typical parts strains change curve in time.
1. portals, 2. preliminary bracing in figure, 3. fibrous concrete secondary lining, 4. concrete or steel concrete secondary lining, 5. absorbing joint.
Figure 13 is stratum and supporting and protection structure parameter list.
Detailed description of the invention
Below in conjunction with accompanying drawing, enforcement of the present invention is further described.But it is emphasized that embodiment is below exemplary, instead of in order to limit the scope of the invention and apply.
With reference to Fig. 1, fibrous concrete secondary lining tunnel of the present invention shock resisting structure 3(and fibrous concrete secondary lining), the scope that arranges is along tunnel longitudinal direction 50m from tunnel portal 1.Tunnel portal 1, according to landform actual conditions, can be end wall tunnel portal, wing wall tunnel portal, bench tunnel portal or post tunnel portal etc.Tunnel 2 is generally shotcrete layer or reinforced concrete floor.Fibrous concrete secondary lining 3 country rock and preliminary bracing 2 be out of shape basicly stable after apply.Because of structural deterioration that stiffness difference causes when being connected between longitudinal load transmission and different materials for stoping, with reference to Fig. 1 and Fig. 3, arrange hoop absorbing joint 5 between the concrete docked with it in the end of fibrous concrete secondary lining 3 or steel concrete secondary lining 4, the width of absorbing joint 5 is 10 ~ 20mm.
Fibrous concrete secondary lining 3 thickness is between 25 ~ 45cm, and when in the better situation of wall rock condition, the desirable minimum value of lining thickness, lining cutting thickness of section is equal, and junction is smoother.Fibrous concrete strength grade is determined according to requirement of engineering, and the concrete mix before adding of fiber calculates should meet existing industry standard.Fibers content is determined according to kinds of fibers, and when adopting steel fibre, fibers content is 35 ~ 40kg/m
3, when adopting polyacrylonitrile fibre, volume is 0.9 ~ 1.2kg/m
3.The mix operation of fibrous concrete and mixing time: first add aggregate, add fiber again and aggregate together stirs 1 minute, then add water, water reducing agent (as needs) and cementitious material and together stir 2 minutes, amount to mixing time and be not less than 3 minutes, guarantee fiber dispersion is relatively good, without clustering phenomena.
The casting method of fibrous concrete secondary lining 3 adopts pump machine to pump in template by the fibrous concrete mixed, and vibrates shaping.
Adopt numerical simulation and Large-scale Shaking Table Test, the situation of contrast fibrous concrete lining cutting and ordinary concrete lining cutting is as follows:
(1) steel fibrous concrete tunnel lining antidetonation numerical analysis
According to certain construction of tunnel example, comparing calculation analyzes steel fibrous concrete lining cutting and the difference of reinforced concrete lining layer in antidetonation.In computation model, circular tunnel buried depth 25m, footpath, hole 10m, right boundary is respectively 50m, lower boundary 75m, longitudinal length 10m.Utilize equivalent stiffness change method in modeling, adopt same stiffness and homogeneous lining material.Steel fibrous concrete lining thickness is 30cm, and ordinary reinforced concrete lining thickness gets 45cm.The seismic wave of input is the Elcentro seismic wave after correcting.From the reinforcing effect macroscopically considering anchor pole, adopt in actual analysis and improve rock reaction force within the specific limits to simulate the effect of anchor pole.Stratum and supporting and protection structure parameter are as shown in figure 13.
From calculating, plastic zone of surrounding rock mainly concentrates on tunnel spandrel and arch springing place, the distribution in " butterfly ".Under the same conditions, during employing steel fibre coagulation lining cutting, plastic zone of surrounding rock scope is less.In forces in lining, steel fibrous concrete lining cutting is thinner, can common eigenvector good with country rock, and deflection is comparatively large, but internal force is less; Reinforced concrete lining layer can resist the distortion of tunnel under seismic loading, but structural internal force is excessive.Under seismic loading, the contrast of steel fibrous concrete lining cutting and reinforced concrete lining layer internal force, see Fig. 4 ~ Fig. 9.
Steel fibrous concrete lining cutting can be considered a kind of flexible material, can with country rock common eigenvector, bear geological process together, both can reduce thickness, can structural internal force be reduced again, reduce plastic zone of surrounding rock, alleviate or avoid the destruction of liner structure.Reinforced concrete lining layer thickness is large, rigidity is high, can be considered a kind of elastomeric material, and its deflection under seismic loading is little, and main its intensity that relies on resists seismic dynamic loading, easily causes structural deterioration to be lost efficacy when earthquake motive force repeated action or when acting on larger.
In summary, when adopting fibrous concrete lining cutting, the thickness of its thickness comparable general concrete lining cutting is little, can be out of shape together with country rock by playing flexible support effect, can absorb seismic energy preferably, under seismic loading, its intensity still has certain residual quantity after reaching peak value, can reduce Lining Internal Force, reduce plastic zone of surrounding rock scope, there is good shock resisting effect.
(2) earthquake motive force of fibrous concrete tunnel lining and country rock interacts and tests
In conjunction with certain Practical Project tunnel cross-section size, according to the size of lining cutting in the test of geometrical similarity principle Confirming model, see Figure 10, model testing lining thickness is 1.4cm, and longitudinal length is 80cm.The mass ratio of lining cutting matrix material cement and river sand is 1:5.Build plain concrete lining cutting and fibrous concrete lining cutting, wherein fibrous concrete lining cutting adopts volume to be 1.0kg/m simultaneously
3polyacrylonitrile fibre, in addition, two groups of other conditions of lining cutting are identical.In room temperature maintenance after 18 days, certain research institute's three dimensional earthquake simulating vibration table is utilized to carry out tunnel lining Experimental Study on Seismic Behavior.Two tunnel linings are parallel is placed in the model casing being of a size of 3.7m × 1.5m × 1.8m, fills up river sand, tunnel axis spacing 1.4m, buried depth 0.8m in case.Shaketalle test incoming wave is the seismic wave practically of platform record in Wolong in Wenchuan earthquake, wherein keep earthquake peak value to be that the acceleration of 0.1g is constant along Vertical tunnel axis direction, vertical direction applies the acceleration that earthquake peak value is 0.1g, 0.4g, 0.8g, 1.0g step by step.Strain acquirement point is being arranged circumferentially in totally 8 positions apart from the inverted arch on the lining cutting surfaces externally and internally of lining cutting end 20cm, arch springing, haunch, vault.
Known by testing, in fracture pattern, plain concrete Lining Crack both sides matrix disconnects separation completely, hoop crack is had between haunch and arch springing longitudinal crack, all slits form substantially linearly type, fracture neatly and orderly, crack extruding place has obvious fragmentation to fall block vestige, illustrate that plain concrete lining cutting tensile strength is low, fragility large, shock resistance is poor; Fibrous concrete Lining Crack indention, crack place is that side is opened substantially, opposite side extruding is connected, the fiber of random distribution all can be seen in crack, the fractionlet squeezed still is bonded in crack Kou Chu by fiber, illustrate under seismic loading, the fiber in overlap joint crack can continue to transmit stress by bond stress, hinders crack to further develop.In strain, along with the raising loading grade, plain concrete structure reaction value improves very fast, and fibrous concrete structure reaction changes milder in rear two-stage loading procedure, and its strain value of same area is general compared with the strain value of plain concrete lining cutting less, with reference to Figure 11 and Figure 12, when the fourth stage loads t=16.065s under (vertical seismic action acceleration peak value is 1g) effect, table top vertical direction acceleration reaches maximum value, table vibration frequency is 4.18Hz, now plain concrete lining cutting vibratory response frequency is 3.658Hz, fibrous concrete lining cutting vibratory response frequency is 3.681Hz, fibrous concrete lining cutting vibratory response 0.04s more delayed than plain concrete lining cutting vibratory response, illustrate under seismic loading, fiber has certain effect of contraction to the micro-strain of control concrete substrate, the longer time can be had to promote stresses re-distribution, more multi-energy can be absorbed, reduce plastic strain amplitude, response lag, reduce earthquake motive force to structural damage degree.
Claims (2)
1. fibrous concrete secondary lining tunnel shock resisting building method, adopts fibrous concrete to form tunnel portal section shock resisting structure, comprises following measure in tunnel portal section secondary lining:
1) described fibrous concrete secondary lining is arranged within the scope of longitudinal 50m from tunnel portal along tunnel, country rock and preliminary bracing distortion basicly stable after apply;
2) secondary lining adopts fibrous concrete to make: during employing steel fibre, fibers content is 35 ~ 45kg/m
3; During employing polyacrylonitrile fibre, fibers content is 0.9 ~ 1.2kg/m
3;
3) described fibrous concrete secondary lining thickness is between 25 ~ 45cm, and thickness of section is equal, and smoother process is done in junction;
Between the concrete secondary liner that the end of fibrous concrete secondary lining is docked with it, arrange hoop absorbing joint, the width of absorbing joint is 10 ~ 20mm.
2. fibrous concrete secondary lining tunnel shock resisting building method according to claim 1, is characterized in that, described tunnel portal, according to landform actual conditions, adopts: end wall tunnel portal, wing wall tunnel portal, one of bench tunnel portal or post tunnel portal structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310545748.5A CN103527212B (en) | 2013-11-06 | 2013-11-06 | A kind of fibrous concrete secondary lining tunnel shock resisting building method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310545748.5A CN103527212B (en) | 2013-11-06 | 2013-11-06 | A kind of fibrous concrete secondary lining tunnel shock resisting building method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103527212A CN103527212A (en) | 2014-01-22 |
| CN103527212B true CN103527212B (en) | 2015-11-25 |
Family
ID=49929520
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310545748.5A Expired - Fee Related CN103527212B (en) | 2013-11-06 | 2013-11-06 | A kind of fibrous concrete secondary lining tunnel shock resisting building method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103527212B (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106593464B (en) * | 2016-11-24 | 2019-05-21 | 山东科技大学 | A kind of tunnel axial damping energy absorption device and the tunnel lining structure with the device |
| CN110005444A (en) * | 2019-05-05 | 2019-07-12 | 西南交通大学 | Highly seismic region method for tunnel construction and tunnel support structure |
| CN110486051B (en) * | 2019-09-04 | 2020-09-11 | 中国科学院武汉岩土力学研究所 | Tunnel shock attenuation secondary lining structure based on restraint damping theory |
| CN110940565B (en) * | 2019-12-17 | 2022-09-20 | 北京工业大学 | Design and boundary simulation method for non-homogeneous model in tunnel shaking table test |
| CN110952990B (en) * | 2020-02-26 | 2020-06-12 | 中铁五局集团第一工程有限责任公司 | Construction method for unfavorable geology in high-altitude area tunnel engineering |
| CN111119947A (en) * | 2020-03-03 | 2020-05-08 | 西南交通大学 | Construction method of fault-crossing open-cut subway tunnel |
| CN111927497B (en) * | 2020-08-18 | 2022-03-29 | 中铁隧道局集团有限公司 | Construction method for preventing and treating tunnel cracks by using intelligent concrete |
| CN115840984B (en) * | 2023-02-17 | 2023-05-23 | 石家庄铁道大学 | Tunnel structure damage performance calculation method and device and terminal equipment |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2002018291A1 (en) * | 2000-09-01 | 2002-03-07 | Lafarge | Highly resistant and ductile fibre concrete |
| CN101225743A (en) * | 2008-02-04 | 2008-07-23 | 西南交通大学 | Method for building tunnel shock-absorbing structure in earthquake region |
| CN201228553Y (en) * | 2008-08-22 | 2009-04-29 | 中铁第一勘察设计院集团有限公司 | Tunnel durable lining structure at active fault section |
| JP2010248856A (en) * | 2009-04-20 | 2010-11-04 | Taisei Corp | Construction method of base isolation structure |
-
2013
- 2013-11-06 CN CN201310545748.5A patent/CN103527212B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2002018291A1 (en) * | 2000-09-01 | 2002-03-07 | Lafarge | Highly resistant and ductile fibre concrete |
| CN101225743A (en) * | 2008-02-04 | 2008-07-23 | 西南交通大学 | Method for building tunnel shock-absorbing structure in earthquake region |
| CN201228553Y (en) * | 2008-08-22 | 2009-04-29 | 中铁第一勘察设计院集团有限公司 | Tunnel durable lining structure at active fault section |
| JP2010248856A (en) * | 2009-04-20 | 2010-11-04 | Taisei Corp | Construction method of base isolation structure |
Non-Patent Citations (3)
| Title |
|---|
| 地震动力作用下纤维混凝土隧道衬砌的试验研究;蒙国往等;《华北水利水电学院学报》;20130215;第34卷(第1期);第59-62页 * |
| 纤维素纤维混凝土性能及在二次衬砌中的应用;曹擎宇等;《铁道学报》;20120715;第34卷(第7期);第103-107页 * |
| 隧道洞口段的抗震设防长度;高峰等;《中国公路学报》;20060530;第19卷(第3期);第65-69页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103527212A (en) | 2014-01-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103527212B (en) | A kind of fibrous concrete secondary lining tunnel shock resisting building method | |
| Lai et al. | Characteristics of seismic disasters and aseismic measures of tunnels in Wenchuan earthquake | |
| Tao et al. | Shaking table test on seismic response characteristics of prefabricated subway station structure | |
| Tao et al. | Comparative study of the seismic performance of prefabricated and cast-in-place subway station structures by shaking table test | |
| Liu et al. | Numerical analysis on the mechanical performance of supporting structures and ground settlement characteristics in construction process of subway station built by Pile-Beam-Arch method | |
| Tao et al. | Shaking table test of the effect of an enclosure structure on the seismic performance of a prefabricated subway station | |
| Chen et al. | Seismic response analysis of rectangular prefabricated subway station structure | |
| CN105714678B (en) | A kind of combined type gravity anchorage | |
| Wang et al. | Case study on the seismic response of a subway station combined with a flyover | |
| US11821316B1 (en) | System and construction method of single-layer lining tunnel structure based on mine-tunnelling method | |
| Lei et al. | Construction control technology of a four-hole shield tunnel passing through pile foundations of an existing bridge: a case study | |
| CN104612142A (en) | Integral abutment bridge structure based on composite flexible piles and construction method thereof | |
| Bao et al. | Experimental study on the seismic performance of prefabricated frame piers | |
| Natoli et al. | River embankment strengthening by non-metallic nails: overview on a permanent soil nailing for flood protection | |
| Yang et al. | Closed cavity thin-wall components design for prefabricated underground subway structures | |
| Gong et al. | Study on bearing failure characteristics and parameters of pipe roof support in super shallow buried tunnel in soft surrounding rock | |
| Peng et al. | Studies on support techniques for roadway bearing structure features under different geo-pressures | |
| Perminov et al. | Simulation of strain-stress behavior of a tunnel collector in the combined anthropogenic effects conditions | |
| CN218060282U (en) | High-strength composite vibration isolation pile capable of absorbing energy and buffering | |
| CN212248203U (en) | Assembled ground that can reset by oneself is wall even | |
| Herranz et al. | SEM crossover cavern in Downtown LA | |
| Laubbichler et al. | Advanced design of large cavern intersections in soft ground without conventional bar reinforcement | |
| Zhang et al. | Calculation and Analysis of the Impact of Shield Tunnel Operation on the Vibration of Hangzhou Ancient White Pagoda | |
| Zhang | Performance Analysis and Optimization Study of Foundation in Weak Foundation Reinforcement | |
| Feng et al. | An experimental study on the correlation between composite lining stiffness and bearing capacity in soft ground |
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 | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20151125 Termination date: 20181106 |