CN102635368A - Dual-liquid micro-disturbance grouting strengthening method for soft-soil subway tunnel - Google Patents
Dual-liquid micro-disturbance grouting strengthening method for soft-soil subway tunnel Download PDFInfo
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Abstract
A dual-liquid micro-disturbance grouting strengthening method for a soft-soil subway tunnel includes the step of grouting grout into soil. The grout is mixed by cement slurry and soluble glass, and the volume ratio between the cement slurry and the soluble glass is 2.5:1-3.0:1. The grout is grouted according to a principle of evenness, small amount, multiple points and multiple times, and each single grouting length ranges from 8.8 centimeters to 35.2 centimeters. Meanwhile, the tunnel sedimentation condition is monitored. Each single grouting process is completed via an order of stirring grout, installing a blowout preventer, pressing tubes, grouting, unplugging tube and closing a ball valve. As prediction of tunnel sunk or ridged deformations and field grouting control are integrated, the tunnel can be protected from deforming, the problem about strengthening of the substratum soil of the soft-soil subway tunnel can be solved, and the normal operating of the tunnel cannot be influenced. The dual-liquid micro-disturbance grouting strengthening method for the soft-soil subway tunnel can be widely applied to control of tunnel deformations and grouting of constructions of side-channels, pump stations, end wells and crosses during new line construction and transfer process.
Description
Technical field:
The present invention relates to building field, relate in particular to the underground construction foundation consolidating technology, particularly a kind of biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel.
Background technology:
The metro operation tunnel can the different longitudinal strain of occurrence degree in the part location along with service time, thereby causes situation such as railway roadbed and section of jurisdiction disengagement, tunnel percolating water.The factor that causes the tunnel longitudinal strain is complicated; The existing tunnel construction period, have again behind the metro operation, system itself is arranged; Also there is the surrounding enviroment variation to cause, mainly shows the potential risk of reserving in the inconsiderate of (1) construction period or the shield structure progradation; (2) the train long-time running is shaken and is fallen into defectives such as causing the tunnel relative settlement; (3) hundreds of newly-built, reconstruction of implementing in the metro safety urban conservation area and extension project and municipal engineering project construction are to the influence of structure of the subway; (4) structure such as increasing construction subway tunnel, underground utilities pass through existing operation tunnel, thereby cause the problems such as relative settlement of existing operation tunnel.The relative settlement of operation tunnel like untimely control, is developed as one pleases, with the operation security that influences subway.
In the prior art, often adopt fracture grouting and compaction grouting technology control stratum settlement.
Fracture grouting is the injected hole injection soil layer that the fine grained slurries of low viscosity is passed through sleeve valve pipe; Slurries splitting soil layer; An amount of serous granule is invaded the crack; The stratum loss is compensated; The surface settlement that causes with fracture grouting method compensation constructing tunnel once at the Viennese subway engineering, near the Saint Clair River Tunnel Project on the U.S. and Canadian border, applications of succeeding in the engineerings such as the Jubilee Extension Project in London, the Dockland Extension Project in London and London Underground engineering, but in the weak viscous soil horizon that hangs down the degree of consolidation no successful Application case; Because the high fluidity of slurries and low viscosity make the distribution of slurries and grouting amount be difficult to control, be difficult to produce a desired effect.
Compaction grouting is under the effect of high pressure, the thick slurry of dry to be pressed in the soil layer and not to produce splitting, densification soil layer under squeezing action.This method once was successfully applied to Northwest Line of Baltimore Region Rapid Transit System, The Washington Light Rail Transit Tunnel in Seattle and The Tunnel and Reservoir Plane System in Evanston Illinois; The main unfavorable of compaction grouting is to be difficult to repeat the development of slip casting with the control sedimentation at same injected hole, slurries easy dehydration plugging under the high pressure extruding in addition.
Summary of the invention:
The object of the present invention is to provide a kind of biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel, the described this biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel will solve prior art fracture grouting reinforcement means and be difficult to use in weak viscous soil horizon, compaction grouting method and be difficult to control the sedimentation development and the technical problem of dehydration plugging easily.
This biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel of the present invention comprises a process from slurries to soil layer that inject; Wherein, In the described process of in soil layer, injecting slurries, to select the correct position perforate and carry out the slip casting of cement water glass biliquid slurry at tunnel internal earlier, described cement water glass biliquid slurry has comprised cement paste and water glass; The volume ratio of described cement paste and water glass is 2.5: 1～3.0: 1; Before the described process of in soil layer, injecting slurries is carried out, confirm range of grouting, injected hole position and the slip casting degree of depth according to geological conditions, tunnel structure characteristics, tunnel relative settlement present situation, the rate of settling and development trend, in the described process of in soil layer, injecting slurries; Slip casting is carried out in gradation; The length of each single slip casting is 8.8cm～35.2cm, simultaneously, monitors the tunnel subsidence situation in real time.
Further; In the described process of in soil layer, injecting slurries, the flow of mixed serum is 20L/min, wherein; Cement paste is extracted from the cement paste container by cement slurrypump; The flow of cement slurrypump is 14～16L/min, and water glass is extracted from the water glass container by the water glass pump, and the flow of water glass pump is 4～6L/min.
Further, in the step of the described process of in soil layer, injecting slurries, each single slip casting, inject the 40L slurries in the soil layer of every 8.8cm length.
Further, even tube drawing in the step of the described process of in soil layer, injecting slurries, each single slip casting.
Further, in the described process of in soil layer, injecting slurries, according to from bottom to top or order from top to bottom carry out the vertical slip casting of single hole, the neighbouring slip casting degree of depth overlaps successively.
Further,, confirm vertical grouting sequence, jump ring when inferior slip casting and carry out, at interval more than or equal to 2 rings, with hole slip casting 48 hours at least at interval according to the tunnel subsidence line style in the described process of in soil layer, injecting slurries.
Further, in the described process of in soil layer, injecting slurries, any single slip casting process all by mix slurry, blowout hookup be installed, pressure pipe, slip casting, tube drawing and the operating sequence of closing ball valve accomplish.
The present invention compared with prior art, its effect be actively with significantly.The present invention is through in the slip casting of tunnel internal suitable position perforate carrying out cement water glass biliquid slurry, reaches soil mass consolidation and controls the purpose of tunnel deformation.The present invention adopts evenly, a small amount of, multiple spot, grouting method repeatedly; And concrete single slip casting length, single grouting amount and flow rate of grouting proposed; The monitoring tunnel subsidence combines heavy grand Deformation Prediction in tunnel and on-the-spot slip casting control together in real time, reaches the purpose of control tunnel deformation; Solved under the weak soil subway tunnel soil layer for sleeping in and reinforced problem, and can carry out not influencing under the normally operation situation of tunnel.The present invention builds by-pass, pumping plant, end well and through section slip casting control and the long-term operation of train in the hand-over for ew line and shakes and fall into and tunnel deformation control that peripheral construction infection causes all has a wide range of applications, and in other identical underground ground structure, building strengthening, also reference can be provided.
Description of drawings:
Fig. 1 is the implementing procedure figure that is used for the biliquid micro-destabilization slip-casting reinforcement means of weak soil subway tunnel of the present invention.
The specific embodiment:
As shown in Figure 1, the biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel of the present invention comprises a process to soil layer injection slurries, wherein; Described slurries have comprised cement paste and water glass, and the volume ratio of described cement paste and water glass is 2.5: 1～3.0: 1, before the described process of in soil layer, injecting slurries is carried out; Confirm range of grouting, injected hole position and the slip casting degree of depth; In the described process of in soil layer, injecting slurries, slip casting is carried out in gradation, and the length of each single slip casting is 8.8cm～35.2cm; Simultaneously, monitor the tunnel subsidence situation in real time.
Further; In the described process of in soil layer, injecting slurries, the flow of slurries is 20L/min, wherein; Cement paste is extracted from the cement paste container by cement slurrypump; The flow of cement slurrypump is 14～16L/min, and water glass is extracted from the water glass container by the water glass pump, and the flow of water glass pump is 4～6L/min.
Further, in the step of the described process of in soil layer, injecting slurries, each single slip casting, inject the 40L slurries in the soil layer of every 8.8cm length.
Further, even tube drawing in the step of the described process of in soil layer, injecting slurries, each single slip casting.
Further, in the described process of in soil layer, injecting slurries, according to from bottom to top or order from top to bottom carry out the vertical slip casting of single hole, the neighbouring slip casting degree of depth overlaps successively.
Further,, confirm vertical grouting sequence, jump ring when inferior slip casting and carry out, at interval more than or equal to 2 rings, with hole slip casting 48 hours at least at interval according to the tunnel subsidence line style in the described process of in soil layer, injecting slurries.
Further, in the described process of in soil layer, injecting slurries, any single slip casting process all by mix slurry, blowout hookup be installed, pressure pipe, slip casting, tube drawing and the operating sequence of closing ball valve accomplish.
Embodiment 1:
No. 11 lines of track traffic south section is worn the track traffic Line 1 under in track traffic Line 1 section; Both minimum clear distances are 7.48m, pass through in 5 months after the completion, because the soil body loss that No. 11 line soil disturbances cause causes Line 1 to produce differential settlement; The about 100m of settling section longitudinal length; Uplink maximum settlement amount reaches 12mm, and downlink maximum settlement amount reaches 10mm, but also has the trend of sinking of continuation.For avoiding the further sedimentation of Line 1 to cause bigger relative settlement to influence the safety of structure of the subway; Adopt method of the present invention to reinforce to receiving the disturbed soil layer under the Line 1; And make on the settling section through slip casting and to lift, reach the dual purpose of the relative settlement section being carried out soil stabilization and linear adjustment.
In the reinforcing process of present embodiment, earlier settling amount is carried out grouting and reinforcing greater than the section of 6mm, last behavior 43 rings, following behavior 37 encircles.Stressed evenly for guaranteeing the section of jurisdiction; Every endless tube sheet is established 2 injected holes; Symmetry is positioned at the ditch of railway roadbed both sides respectively, destroys the muscle of being advocated of section of jurisdiction simultaneously when avoiding offering injected hole, the plan-position of slip casting point setting; Distance apart from the arch bottom longitudinal joint on hoop is 547mm, is bind the partially position of piece major part 20mm, the centre of every endless tube sheet in the vertical.Total slip casting degree of depth is tentatively confirmed as from Line 1 arch bottom outer bottom and is begun the scope of 4m～5m vertically downward.
Grouting sequence is the slip casting of monocycle symmetry on hoop, and the mode of taking in the vertical to jump two notes one is carried out slip casting.Take artificial monitoring in real time and electronic horizontal ruler data acquisition to analyze the lifting effect and the falling situation of slip casting during slip casting.Grouting parameter confirms that through grouting amount and the two controls of single lifting amount vertical grouting sequence adopts and carries out from top to bottom, and each slip casting highly is 17.6cm; Grouting amount is 80L; The slip casting time is 4 minutes, and cement paste water glass volume ratio is 2.5: 1～3.0: 1, and biliquid slurry flow is 20L/min; Cement slurrypump flow 14～16L/min wherein, water glass pump discharge 4～6L/min.If the lifting amount surpasses 1mm in the slip casting process, then stop slip casting at once.
Through nearly 4 months slip casting, the Line 1 tunnel up and down the column rule settlement Control near-4mm, lifting up 8mm, grouting consolidation effect is obvious.
Embodiment 2:
Certain tunnel is found to produce than the big-difference sedimentation in No. two lines of track traffic; Wherein bigger with the local sedimentation of certain pumping plant position downlink tunnel from up-downgoing tunnel, position, the 100 ring left and right sides, hole; Average settlement speed is about 0.3～0.4mm/d, and develops into 43.2mm and 50.7mm, causes the hole neighbouring bigger with near the tunnel of pumping plant slope local; Be about 0.16%; Train operation and tunnel structure safety are constituted a threat to, and the percolating water situation appears in the many places, tunnel, and serious railway roadbed appears in its pumping plant maximum settlement position and phenomenon is thrown off in the section of jurisdiction.
Integrating tunnel up-downgoing tunnel subsidence curve and present position, tunnel soil layer situation can be known; The hole mainly is because certain layer of excessive its later stage long-term settlement that causes of silt clay disturbance that crouch under the double-O-tube shield progradation to the east of basic identical from the about 20 ring position places tunnel up-downgoing sedimentation of pumping plant situation.And descending sedimentation is obviously up greatly near the pumping plant; The slip casting of pumping plant construction thaw collapse is untimely outside the downlink because this place's tunnel subsidence is, causes the posterior settlement of pumping plant, thereby causes the downlink tunnel subsidence; And cause the uplink tunnel subsidence simultaneously, its two between relative settlement be about 20mm.
For guaranteeing tunnel structure safety, under the situation that takes into full account tunnel subsidence generation reason, adopt the present invention that soil layer for sleeping under the tunnel bottom is carried out grouting and reinforcing, reach the purpose that reduces and control the tunnel subsidence distortion.After hole and slope maximum position place, tunnel, pumping plant place are carried out urgent grouting and reinforcing measure; In conjunction with existing sedimentation measured data; Tunnel subsidence is met the rule position carry out the sedimentation prediction of the development trend; With adjustment tunnel line style be the principle position of confirming to carry out grouting and reinforcing with and consolidation time, thereby formulate reasonably renovation scheme comprehensively.
In the present embodiment; Grouting remediation part four-stage; Phase I slip casting position is column rule each 20 ring from about hole the 7th ring to the 46th ring and downlink pumping plant up and down, simultaneously to the pumping plant bottom down the soil body for sleeping in carry out slip casting, main purpose is that the local line style slope in control tunnel is excessive; The not slip casting earlier of all the other positions is through tunnel self sedimentation adjustment tunnel line style.
Second stage slip casting position be up and down column rule the 47th ring is to the 66th ring from the hole, totally 20 rings during second stage slip casting, need be taken into account the benefit slurry work of phase I slip casting position, mend the slurry amount and mend the slurry frequency with settlement measurement data bit foundation.
Phase III slip casting position be up and down column rule the 67th ring is to the 96th ring from the hole, totally 30 rings are taken into account the work of phase I and second stage benefit slurry simultaneously, further adjust the tunnel line style through phase III slip casting.
Stage slip casting position is that column rule leaves hole the 96th ring to the 126th ring up and down, totally 30 rings.In conjunction with first three stage mortar depositing construction, the adjustment of tunnel line type reaches optimal state the most at last.
Cement paste and water glass ratio are 3: 1; Water/binder ratio is 0.7 in the cement paste, and biliquid slurry flow is 20L/min, wherein cement slurrypump flow 14～16L/min; Water glass pump discharge 4～6L/min; Single slip casting highly is 17.6cm, and the single grouting amount is 80L, and suitably adjusts according to slip casting situation, slip casting effect and monitored data.
Pipe-pulling speed is starched flow, single grouting amount, single slip casting height according to biliquid, presses following formula and confirms:
v＝l/(V/q)
1
V-pipe-pulling speed (cm/min) in the formula;
L-single slip casting length (cm);
V-single grouting amount (L);
Q-biliquid slurry flow (L/min).
Through the present invention, carry out an amount of grouting and reinforcing repeatedly in position with suitable the time, tunnel deformation is controlled, the big 14mm of maximum lifting, the tunnel subsidence line style is much improved.
Embodiment 3:
No. 11 line shields of track traffic structure propelling construction is worn No. 2 lines of track traffic under in No. 2 line sections of track traffic; Both minimum clear distances are 1.65m; Pass through and accomplish the back because the soil body loss that No. 11 line soil disturbances cause causes lines generation differential settlement No. 2; Uplink maximum settlement amount reaches 16mm, and downlink maximum settlement amount reaches 22mm, but also has the trend of sinking of continuation.For avoiding No. 2 further sedimentations of line to cause bigger relative settlement to influence the safety of structure of the subway; Adopt the present invention to reinforce to receiving the disturbed soil layer to carry out the biliquid micro-destabilization slip-casting under No. 2 lines; And make on the settling section through slip casting and to lift, reach the dual purpose of the relative settlement section being carried out soil stabilization and linear adjustment.
In the present embodiment, earlier settling amount is carried out grouting and reinforcing greater than the section of 6mm, last behavior 35 rings, following behavior 37 encircles.Stressed evenly for guaranteeing the section of jurisdiction; Every endless tube sheet is established 2 injected holes; Symmetry is positioned at the ditch of railway roadbed both sides respectively, destroys the muscle of being advocated of section of jurisdiction simultaneously when avoiding offering injected hole, the plan-position of slip casting point setting; Distance apart from the arch bottom longitudinal joint on hoop is 547mm, is bind the partially position of piece major part 20mm, the centre of every endless tube sheet in the vertical.
Grouting sequence is the slip casting of monocycle symmetry on hoop, and the mode of taking in the vertical to jump two notes one is carried out slip casting.Take artificial monitoring in real time and electronic horizontal ruler data acquisition to analyze the lifting effect and the falling situation of slip casting during slip casting.Grouting parameter confirms that through grouting amount and the two controls of single lifting amount vertical grouting sequence adopts and carries out from top to bottom, and each slip casting highly is 17.6cm; Grouting amount is 80 liters; The slip casting time is 4 minutes, and cement paste water glass volume ratio is 2.5: 1～3.0: 1, and biliquid slurry flow is 20L/min; Cement slurrypump flow 14～16L/min wherein, water glass pump discharge 4～6L/min.If the lifting amount surpasses 1mm in the slip casting process, then stop slip casting at once.
Slip casting through nearly 2 months; No. 2 line uplink settlement Control near-6mm, lifting up 10mm, the downlink settlement Control is near-14mm; Lifting reaches 8mm; Grouting consolidation effect is obvious, and this engineering is also underway, target reinforce under No. 2 lines the soil body for sleeping in and up and down the column rule sedimentation all be controlled at-6mm about.
Claims (7)
1. biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel; Comprise a process of in soil layer, injecting slurries; It is characterized in that: in the described process of in soil layer, injecting slurries, select the correct position perforate and carry out the slip casting of cement water glass biliquid slurry at tunnel internal earlier, described cement water glass biliquid slurry has comprised cement paste and water glass; The volume ratio of described cement paste and water glass is 2.5: 1～3.0: 1; Before the described process of in soil layer, injecting slurries is carried out, confirm range of grouting, injected hole position and the slip casting degree of depth according to geological conditions, tunnel structure characteristics, tunnel relative settlement present situation, the rate of settling and development trend, in the described process of in soil layer, injecting slurries; Slip casting is carried out in gradation; The length of each single slip casting is 8.8cm～35.2cm, simultaneously, monitors the tunnel subsidence situation in real time.
2. the biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel as claimed in claim 1; It is characterized in that: in the described process of in soil layer, injecting slurries, the flow that mixes rear slurry is 20L/min, wherein; Cement paste is extracted from the cement paste container by cement slurrypump; The flow of cement slurrypump is 14～16L/min, and water glass is extracted from the water glass container by the water glass pump, and the flow of water glass pump is 4～6L/min.
3. the biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel as claimed in claim 1 is characterized in that: in the step of the described process of in soil layer, injecting slurries, each single slip casting, inject the 40L slurries in the soil layer of every 8.8cm length.
4. the biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel as claimed in claim 1 is characterized in that: even tube drawing in the step of the described process of in soil layer, injecting slurries, each single slip casting.
5. the biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel as claimed in claim 1; It is characterized in that: in the described process of in soil layer, injecting slurries; According to from bottom to top or order from top to bottom carry out the vertical slip casting of single hole, the neighbouring slip casting degree of depth overlaps successively.
6. the biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel as claimed in claim 1; It is characterized in that: in the described process of in soil layer, injecting slurries; Confirm vertical grouting sequence according to the tunnel subsidence line style; Jump ring when inferior slip casting and carry out, at interval more than or equal to 2 rings, with hole slip casting 48 hours at least at interval.
7. the biliquid micro-destabilization slip-casting reinforcement means that is used for the weak soil subway tunnel as claimed in claim 1; It is characterized in that: in the described process of in soil layer, injecting slurries, any single slip casting process all by mix slurry, blowout hookup be installed, pressure pipe, slip casting, tube drawing and the operating sequence of closing ball valve accomplish.
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Cited By (9)
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| CN104176976A (en) * | 2014-08-06 | 2014-12-03 | 上海隧道工程有限公司 | Antifriction slurry for rectangular jacking pipe with large section, preparation method of antifriction slurry and grouting construction method |
| CN105370290A (en) * | 2015-11-03 | 2016-03-02 | 中铁工程设计咨询集团有限公司 | Rectifying and reinforcing method of shield tunnels |
| CN105484752A (en) * | 2015-12-08 | 2016-04-13 | 中国水利水电第八工程局有限公司 | Ground rectification and retracement method for metro operating tunnel |
| CN107604903A (en) * | 2017-09-07 | 2018-01-19 | 济南城建集团有限公司 | A kind of miniature steel pipe isolation pile reinforced construction method |
| CN108104824A (en) * | 2017-11-17 | 2018-06-01 | 浙江大学城市学院 | A kind of Soft Soil Area slurry shield passes through existing constructing metro tunnel method |
| CN108612545A (en) * | 2018-04-18 | 2018-10-02 | 北京交通大学 | A kind of sand-pebble layer passes through the compound slip-casting lifting engineering method of existing facility active control |
| CN109369136A (en) * | 2018-12-11 | 2019-02-22 | 宝钢集团新疆八钢铁有限公司 | A kind of stable slurry of extremely frigid zones complicated geological grouting and consolidation on foundation |
| CN112031826A (en) * | 2020-08-31 | 2020-12-04 | 中铁四院集团工程建设有限责任公司 | Method for remedying tunnel deformation |
| CN114198122A (en) * | 2021-12-17 | 2022-03-18 | 岩土科技股份有限公司 | Subway tunnel bending deformation straightening grouting technology |
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| CN104176976A (en) * | 2014-08-06 | 2014-12-03 | 上海隧道工程有限公司 | Antifriction slurry for rectangular jacking pipe with large section, preparation method of antifriction slurry and grouting construction method |
| CN105370290A (en) * | 2015-11-03 | 2016-03-02 | 中铁工程设计咨询集团有限公司 | Rectifying and reinforcing method of shield tunnels |
| CN105370290B (en) * | 2015-11-03 | 2018-03-13 | 中铁工程设计咨询集团有限公司 | A kind of correcting and then reinforcing method of shield tunnel |
| CN105484752B (en) * | 2015-12-08 | 2018-06-15 | 中国水利水电第八工程局有限公司 | A kind of ground correction callback method for metro operation tunnel |
| CN105484752A (en) * | 2015-12-08 | 2016-04-13 | 中国水利水电第八工程局有限公司 | Ground rectification and retracement method for metro operating tunnel |
| CN107604903A (en) * | 2017-09-07 | 2018-01-19 | 济南城建集团有限公司 | A kind of miniature steel pipe isolation pile reinforced construction method |
| CN108104824A (en) * | 2017-11-17 | 2018-06-01 | 浙江大学城市学院 | A kind of Soft Soil Area slurry shield passes through existing constructing metro tunnel method |
| CN108612545A (en) * | 2018-04-18 | 2018-10-02 | 北京交通大学 | A kind of sand-pebble layer passes through the compound slip-casting lifting engineering method of existing facility active control |
| CN109369136A (en) * | 2018-12-11 | 2019-02-22 | 宝钢集团新疆八钢铁有限公司 | A kind of stable slurry of extremely frigid zones complicated geological grouting and consolidation on foundation |
| CN112031826A (en) * | 2020-08-31 | 2020-12-04 | 中铁四院集团工程建设有限责任公司 | Method for remedying tunnel deformation |
| CN112031826B (en) * | 2020-08-31 | 2022-09-09 | 中铁四院集团工程建设有限责任公司 | Method for remedying tunnel deformation |
| CN114198122A (en) * | 2021-12-17 | 2022-03-18 | 岩土科技股份有限公司 | Subway tunnel bending deformation straightening grouting technology |
| CN114198122B (en) * | 2021-12-17 | 2024-01-12 | 岩土科技股份有限公司 | Subway tunnel bending deformation straightening grouting technology |
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| CN102635368B (en) | 2014-12-03 |
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