CN101338559A - Underground continuous wall bottom slag removal grouting apparatus and method - Google Patents
Underground continuous wall bottom slag removal grouting apparatus and method Download PDFInfo
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- CN101338559A CN101338559A CNA2008100416736A CN200810041673A CN101338559A CN 101338559 A CN101338559 A CN 101338559A CN A2008100416736 A CNA2008100416736 A CN A2008100416736A CN 200810041673 A CN200810041673 A CN 200810041673A CN 101338559 A CN101338559 A CN 101338559A
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Abstract
The invention relates to a continuous concrete wall bottom slag removing and mortar grouting device and a method thereof, and belongs to the architectural engineering technical field. In the device, the lower cover of a slag removing pipe is arranged at the lower end of the slag removing pipe, the upper cover of the slag removing pipe is arranged at the upper end of the slag removing pipe, the slag removing pipe, the slag removing pipe lower cover and the slag removing pipe upper cover are connected and then are fixed on a reinforcing cage, the upper end of the slag removing pipe extends out the ground, a suction pump hose is connected with the slag removing pipe, the upper end of the mortar outlet section of a mortar grouting pipe is connected with the lower end of the main section of the mortar grouting pipe, the upper end of the main section of the mortar grouting pipe is connected with a pressure pump, and the main section of the mortar grouting pipe is seized with the reinforcing cage. A slag removing system and a mortar grouting system are installed and fixed on the reinforcing cage, the reinforcing cage is hung to the design depth in a groove section, to carry out the underwater concrete pouring, after the concrete on a wall is initially concretized, a first round of wall bottom slag removing is carried out, then a second round of wall bottom mortar grouting and circular slag removing is simultaneously carried out, the suction pump is shut, and then the wall bottom high-pressure mortar grouting is continuously carried out till the design requirement is satisfied. The device can obviously increases the vertical bearing capacity of the wall, and reduces the depression of the wall.
Description
Technical field
The present invention relates to a kind of slag removal grouting apparatus and method of construction engineering technical field, specifically is a kind of underground continuous wall bottom slag removal grouting apparatus and method.
Background technology
Diaphragm wall has advantages such as rigidity is big, distortion is little, barrier properties good, vibration is little when constructing, noise is low, not only can be used as the provisional retaining structure of foundation ditch, can also also can be used as the bigger wallboard pile foundation of bearing capacity and bear vertical load as main body outer wall of underground structure or its part.Therefore, Diaphragm Wall is just obtaining application more and more widely in dark, the big base pit engineering of soft clay area.After underground continuous wall groove segment was excavated to design elevation, groove section bottom can residual certain thickness sediment.When sediment is too much, not only can make reinforcing cage be difficult to be inserted into projected depth, also can reduce the vertical bearing capacity of diaphragm wall, increase the sedimentation of body of wall.If sediment and sediment suspension are sneaked in the body of wall, also will influence the quality of walls concrete structure.Sediment also influences the antiseepage ability that intercepts water of body of wall bottom, becomes the hidden danger that produces piping.Therefore, removing sediment at the bottom of the wall is an important working procedure in the construction of diaphragm wall.
The wall bottom slag removal method is generally united the employing precipitation method and displacement method.The precipitation method are to carry out at the end clearly after native slag substantially all is deposited to bottom land again; Displacement method is after becoming trough end, utilizes the hydraulic grab of groover directly to excavate the sediment of bottom land, also just absorbs the native slag mud that is deposited on bottom land with crossover-circulating type method before the precipitation fully at native slag then, and does not meet the mud of quality requirement bottom the displacement slot.In the engineering, these two kinds of methods often are used in combination, no matter but which kind of method all has the work of removing sediment from bottom land.This conventional clinker removal method carries out after grooving, before the install reinforcing cage, but in follow-up install reinforcing cage, fore shaft pipe, tremie and underwater casting concrete process, always having a certain amount of secondary sediment at the bottom of wall produces, the secondary sediment can further influence the vertical bearing capacity of diaphragm wall, increase the sedimentation of body of wall, influence the barrier performance at the bottom of the wall.Because of working procedure successively reason, conventional clinker removal method can't be removed secondary sediment at the bottom of the wall, has influenced the performance of body of wall vertical bearing capacity to a certain extent.
Find through literature search prior art, Chinese patent application number: 200710044791.8, denomination of invention: drilling grout pile end follow-up grouting construction method, publication number: CN101139836, this technology relates to a kind of drilling grout pile end follow-up grouting construction method, and concrete steps are: (1) slip casting degree of depth is determined and grouting equipment is made; (2) slurry configurations; (3) slip casting.Nucleus equipment simple structure, easy constructions such as the grouting behind shaft or drift lining worker method grouting pipeline of this technology; The native border of stake week stake end stake is had physics reinforce and the dual reinforcement effect of chemical consolidation, it solidifies sediment, forms the hole enlargement action effect at the stake end, changes bearing stratum character; Simultaneously, go up general slurries and solidify all mud skins of stake, playing increases the effect of stake side frictional resistance.This invention has solved the constructional deficiency on conventional grout pile soil border preferably, adopt the bearing capacity of single pile of the castinplace pile of pile-end post-grouting worker method, such soft clay area in Shanghai, basically can improve than the bearing capacity of single pile of conventional castinplace pile and reach 20%～30%, extreme even have and reach an example of 70%.This technology belongs to conventional post-grouting method, the stake bottom slag-removing method is specified, and this method only is applicable to the pile-end post-grouting construction of bored pile.。
Summary of the invention
The present invention is directed to above-mentioned the deficiencies in the prior art, proposed a kind of underground continuous wall bottom slag removal grouting apparatus and method.The present invention can effectively remove the secondary sediment at the bottom of the underground continuous wall, has improved the vertical bearing capacity of diaphragm wall, has strengthened the barrier performance at the bottom of the wall.Apparatus of the present invention are simple, fitting operation is simple, reduce the sedimentation of body of wall, through the engineering practice checking, obtained significant effect.
The present invention is achieved by the following technical solutions:
Underground continuous wall bottom slag removal grouting apparatus involved in the present invention comprises cleaning dregs system and filling system, and described cleaning dregs system comprises: scarfing cinder pipe, scarfing cinder pipe lower cover, scarfing cinder pipe loam cake and suction pump.Described filling system comprises: Grouting Pipe principal piece, Grouting Pipe pulp section and compression pump.Scarfing cinder pipe lower cover is arranged on scarfing cinder pipe lower end, scarfing cinder pipe loam cake is arranged on scarfing cinder pipe upper end, scarfing cinder pipe, scarfing cinder pipe lower cover and be fixed on the diaphragm wall reinforcing cage of welding fabrication after scarfing cinder pipe loam cake three is connected, elevate above the soil in scarfing cinder pipe upper end, the suction pump flexible pipe is connected with the scarfing cinder pipe, and scarfing cinder pipe lower end extends the continuous wall groove bottom land, and Grouting Pipe pulp section upper end is connected with Grouting Pipe principal piece lower end, Grouting Pipe principal piece upper end is connected Grouting Pipe principal piece and reinforcing cage colligation with compression pump.
Described scarfing cinder pipe, length determines that according to the underground continuous wall groove segment degree of depth tube wall bottom is provided with plum blossom hole, same cross section is provided with four holes.Divide scarfing cinder pipe outside parcel screen pack in aperture portion, the parcel back is fixed the colligation of screen pack upper and lower side with iron wire, prevents that screen pack from becoming flexible slippage.
Described scarfing cinder pipe lower cover, its inwall has screw thread, hollow, and inwall posts rubber membrane, and scarfing cinder pipe lower cover is tightened and is fixed on scarfing cinder pipe lower end, makes the end opening of rubber membrane sealing label at the scarfing cinder pipe.
Described scarfing cinder pipe loam cake, its inwall has screw thread, and loam cake can keep sealing state after tightening on the scarfing cinder pipe.After scarfing cinder pipe loam cake was opened, the scarfing cinder pipe can directly be connected with the flexible pipe of suction pump and carries out scarfing cinder.
Described Grouting Pipe principal piece is diameter 25mm steel pipe, and length determines that according to the underground continuous wall groove segment degree of depth lower end is adopted with Grouting Pipe pulp section and is threaded.
Described Grouting Pipe pulp section, upper end adopt with the Grouting Pipe principal piece and are threaded.Grouting Pipe pulp section is assembled by the standard assistant warden, and standard knot is provided with plum blossom hole, four holes, same cross section, and outer wall is with rubber membrane, and plum blossom hole and rubber membrane are formed one way valve jointly.When Grouting Pipe is installed with the reinforcing cage welding, but guiding hoop in the middle of adopting, Grouting Pipe and the colligation of reinforcing cage employing rope, treat reinforcing cage transfer put in place after, unclamp rope, allow it freely fall, so that be inserted in the bottom land soil body.
Underground continuous wall bottom slag removal grouting method involved in the present invention may further comprise the steps:
The first step is connected scarfing cinder pipe, scarfing cinder pipe lower cover and scarfing cinder pipe loam cake three, is fixed on the reinforcing cage.
In second step, the two is connected with Grouting Pipe principal piece and Grouting Pipe pulp section, is fixed on the reinforcing cage.
The 3rd step hung projected depth position to the groove section with the reinforcing cage that cleaning dregs system and filling system are housed, and hung the concrete fore shaft pipe, carried out underwater concreting.
The 4th step, treat the walls concrete initial set after, open scarfing cinder pipe loam cake, connect suction pump and carry out first round wall bottom slag removal.
The 5th step, open the Grouting Pipe top cover, the cut-in pressure pump carries out wall rising pouring slurry, connects suction pump simultaneously and carries out second and take turns wall rising pouring slurry circulation scarfing cinder.
The 6th step stopped second and takes turns wall rising pouring slurry circulation scarfing cinder, tightened scarfing cinder pipe loam cake, closed suction pump, proceed wall at the bottom of high-pressure slip-casting to designing requirement.
The present invention organically combines wall bottom slag removal and two kinds of methods of wall rising pouring slurry, overcome the existing shortcoming that can not effectively remove secondary sediment at the bottom of the wall of conventional wall rising pouring paste-making method, can effectively remove the secondary sediment at the bottom of the underground continuous wall, simultaneously in conjunction with circulation slip casting scarfing cinder technology, improved the vertical bearing capacity of diaphragm wall greatly, reduce the sedimentation of diaphragm wall, strengthened the barrier performance at the bottom of the wall.Apparatus of the present invention are simple, fitting operation is simple, can effectively remove secondary sediment at the bottom of the wall, combining wall rising pouring slurry circulation scarfing cinder and slip casting can significantly improve the vertical bearing capacity of body of wall, reduce the sedimentation of body of wall, in the large depth underground continuous wall construction of area, Shanghai, used, through the engineering practice checking, obtained significant effect.
Description of drawings
The testing arrangement structural representation of Fig. 1 for adopting in the embodiment of the invention.
The specific embodiment
Below in conjunction with accompanying drawing embodiments of the invention are elaborated: present embodiment is being to implement under the prerequisite with the technical solution of the present invention, provided detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment.
Embodiment:
Case history is somewhere, Shanghai City comprehensive reformation (first phase) engineering.The east side, construction plant of this project is Huangpu River flood-control wall, and flood-control wall is to build the seventies in 20th century, and in initial stage nineties process heightening and consolidation.Heavy traffic around the job site, and have underground utilities to distribute, newly-built interim flood-control wall is effectively isolated construction area and pipeline, road.
The base pit engineering of this engineering land-based area scope building is divided into A, B, C and D totally 4 works areas, space enclosing structure adopts thick, the 27m～28m deep underground continuous wall of 800mm, adopt three road horizontal reinforcement concrete to support in the hole, the excavation of foundation pit mode is conventional along constructing, excavation of foundation pit degree of depth 13.5m, foundation ditch always prolongs 1200m, belongs to the one-level foundation ditch, the strictness of foundation pit deformation control criterion.
For verifying engineering construction effect of the present invention and to the influence of body of wall vertical bearing capacity, this engineering adopts underground continuous wall bottom slag removal grouting apparatus and method as shown in Figure 1 in construction of diaphragm wall, device comprises: scarfing cinder pipe 1, scarfing cinder pipe lower cover 2, scarfing cinder pipe loam cake 3, Grouting Pipe principal piece 4, Grouting Pipe pulp section 5, suction pump 6, compression pump 7.Scarfing cinder pipe lower cover 2 is arranged on scarfing cinder pipe 1 lower end, scarfing cinder pipe loam cake 3 is arranged on scarfing cinder pipe 1 upper end, scarfing cinder pipe 1, scarfing cinder pipe lower cover 2 and be fixed on the diaphragm wall reinforcing cage of welding fabrication after scarfing cinder pipe loam cake 3 threes are connected, elevate above the soil in scarfing cinder pipe 1 upper end, suction pump 6 flexible pipes are connected with scarfing cinder pipe 1, and scarfing cinder pipe 1 lower end extends groove section bottom, and Grouting Pipe pulp section 5 upper ends are connected with Grouting Pipe principal piece 4 lower ends, Grouting Pipe principal piece 4 upper ends are connected with compression pump 7 flexible pipes, Grouting Pipe principal piece 4 and reinforcing cage colligation.
Present embodiment concrete operation method step is as follows:
The first step is connected scarfing cinder pipe 1, scarfing cinder pipe lower cover 2 and scarfing cinder pipe loam cake 3 threes, is fixed on the reinforcing cage.
In second step, the two is connected with Grouting Pipe principal piece 4 and Grouting Pipe pulp section 5, is fixed on the reinforcing cage.
The 3rd step hung projected depth position to the groove section with the reinforcing cage that cleaning dregs system and filling system are housed, and hung the concrete fore shaft pipe, carried out underwater concreting.
The 4th step, treat the walls concrete initial set after, open scarfing cinder pipe loam cake 3, connect suction pump 6 and carry out first round wall bottom slag removal.
The 5th step, open Grouting Pipe principal piece 4 top covers, cut-in pressure pump 7 carries out wall rising pouring slurry, connects suction pump 6 simultaneously and carries out second and take turns wall rising pouring slurry circulation scarfing cinder.
The 6th step stopped second and takes turns wall rising pouring slurry circulation scarfing cinder, tightened scarfing cinder pipe loam cake 3, closed suction pump 6, proceed wall at the bottom of high-pressure slip-casting to designing requirement.
Described scarfing cinder pipe is the steel pipe of diameter 100mm, thickness 5mm, and length is determined according to the underground continuous wall groove segment degree of depth.
Described scarfing cinder pipe, elevating above the soil more than the 20cm in the upper end, guarantees that the suction pump flexible pipe can connect with it smoothly.Scarfing cinder pipe lower end extends bottom land, and the assurance suction pump can be absorbed the bottom land sediment.
Described scarfing cinder pipe, tube wall is having plum blossom hole apart from the pipe end 3m 0.5m of place scope, aperture 8mm, same cross section is provided with four holes, and 0.1m is uniform by height.Divide scarfing cinder pipe outside parcel 3 layers of fine and closely woven screen pack in aperture portion, preventing that the scarfing cinder pipe from hanging in the process at reinforcing cage is stopped up by the mud soil particle because of the excessive aperture that causes of tube wall external and internal pressure difference, be the scarfing cinder pipe under the effect of external and internal pressure difference, the contained underground water that filters through screen pack can freely infiltrate in the scarfing cinder pipe in the slurry coat method.Screen pack is 0.7m along the length of scarfing cinder tube axial direction, and the parcel back is fixed the colligation of screen pack upper and lower side with iron wire, prevents that screen pack from becoming flexible slippage.
Described scarfing cinder pipe lower cover, inwall has screw thread, hollow, and inwall posts the rubber membrane that can bear 1.0MPa pressure, and scarfing cinder pipe lower cover is tightened and is fixed on scarfing cinder pipe lower end, makes the end opening of rubber membrane sealing label at the scarfing cinder pipe.Rubber membrane hangs in the process at the scarfing cinder pipe and can not broken through by mud pressure, can prevent that the scarfing cinder pipe is blocked.The rubber membrane of scarfing cinder pipe lower cover can be broken through by mud and sediment under the effect of suction pump negative pressure, makes the scarfing cinder pipe become the passage that suction pump is removed groove section bottom sediment.
Described scarfing cinder pipe loam cake, inwall has screw thread, and loam cake can keep sealing state after tightening on the scarfing cinder pipe.After scarfing cinder pipe loam cake was opened, the scarfing cinder pipe can directly be connected with the flexible pipe of suction pump and carries out scarfing cinder.
Described suction pump is centrifugal ash pump, and H-Max 50m can absorb sediment by the scarfing cinder pipe.
Described Grouting Pipe principal piece, be diameter 25mm steel pipe, length is determined according to the underground continuous wall groove segment degree of depth, elevate above the soil more than the 20cm in Grouting Pipe principal piece upper end, guarantee that the compression pump flexible pipe can be connected with the Grouting Pipe principal piece smoothly on ground, Grouting Pipe principal piece lower end is adopted with Grouting Pipe pulp section and is threaded.
Described Grouting Pipe pulp section, upper end adopt with the Grouting Pipe principal piece and are threaded.Grouting Pipe pulp section is assembled by the standard assistant warden, and standard knot has plum blossom hole, 4 holes, same cross section, and 50mm is uniform for height, aperture 2～4mm, outer wall is with rubber membrane, and plum blossom hole and rubber membrane are formed one way valve jointly.When Grouting Pipe is installed with the reinforcing cage welding, but guiding hoop in the middle of adopting, Grouting Pipe and the colligation of reinforcing cage employing rope, treat reinforcing cage transfer put in place after, unclamp rope, allow it freely fall, so that be inserted in the bottom land soil body.
Described compression pump, the cement paste pressure of output is 0.2～0.4MPa, cement paste water/binder ratio 0.4.The grout material consumption is 425# Portland cement 80kg/m
3, flyash 68kg/m
3
This base pit engineering has carried out the wall bottom slag removal and the slip casting test of 3 width of cloth bodies of wall altogether in order to last method.Treat to have carried out body of wall vertical bearing capacity contrast test after the diaphragm wall body of wall reaches the design strength degree, result of the test shows that the vertical bearing capacity ratio of the body of wall that adopts the inventive method adopts the vertical bearing capacity of the body of wall of conventional method to improve 23.7%, 35.4% and 27.6% respectively, and average increase rate is 28.9%.The engineering construction example is the result show, adopts wall bottom slag removal grouting method of the present invention can significantly improve the vertical bearing capacity of body of wall, reduces the sedimentation of body of wall, is worth further using in engineering and promoting.
Claims (10)
1, a kind of underground continuous wall bottom slag removal grouting apparatus is characterized in that, comprises cleaning dregs system and filling system, and described cleaning dregs system comprises: scarfing cinder pipe, scarfing cinder pipe lower cover, scarfing cinder pipe loam cake and suction pump; Described filling system comprises: Grouting Pipe principal piece, Grouting Pipe pulp section and compression pump;
Scarfing cinder pipe lower cover is arranged on scarfing cinder pipe lower end, scarfing cinder pipe loam cake is arranged on scarfing cinder pipe upper end, scarfing cinder pipe, scarfing cinder pipe lower cover and be fixed on the diaphragm wall reinforcing cage of welding fabrication after scarfing cinder pipe loam cake three is connected, elevate above the soil in scarfing cinder pipe upper end, the suction pump flexible pipe is connected with the scarfing cinder pipe, and scarfing cinder pipe lower end extends the continuous wall groove segment bottom, and Grouting Pipe pulp section upper end is connected with Grouting Pipe principal piece lower end, Grouting Pipe principal piece upper end is connected Grouting Pipe principal piece and reinforcing cage colligation with the compression pump flexible pipe.
2, underground continuous wall bottom slag removal grouting apparatus according to claim 1 is characterized in that, described scarfing cinder pipe is the steel pipe of diameter 100mm, thickness 5mm.
3, underground continuous wall bottom slag removal grouting apparatus according to claim 1 is characterized in that, elevates above the soil more than the 20cm in described scarfing cinder pipe upper end.
4, underground continuous wall bottom slag removal grouting apparatus according to claim 1, it is characterized in that, described scarfing cinder tube wall is having plum blossom hole apart from the pipe end 3m 0.5m of place scope, aperture 8mm, same cross section is provided with four holes, and 0.1m is uniform by height, divides scarfing cinder pipe outside parcel 3 layers of fine and closely woven screen pack in aperture portion, screen pack is 0.7m along the length of scarfing cinder tube axial direction, and the parcel back is fixed the colligation of screen pack upper and lower side with iron wire.
5, underground continuous wall bottom slag removal grouting apparatus according to claim 1, it is characterized in that, described scarfing cinder pipe lower cover, its inwall has screw thread, hollow, inwall posts the rubber membrane that can bear 1.0MPa pressure, scarfing cinder pipe lower cover is tightened and is fixed on scarfing cinder pipe lower end, and the rubber membrane sealing label is at the end opening of scarfing cinder pipe.
6, underground continuous wall bottom slag removal grouting apparatus according to claim 1 is characterized in that, described scarfing cinder pipe loam cake, and its inwall has screw thread, and loam cake can keep sealing state after tightening on the scarfing cinder pipe.
7, underground continuous wall bottom slag removal grouting apparatus according to claim 1 is characterized in that, described suction pump is centrifugal ash pump, H-Max 50m.
8, underground continuous wall bottom slag removal grouting apparatus according to claim 1, it is characterized in that, described Grouting Pipe pulp section, upper end adopt with the Grouting Pipe principal piece and are threaded, and Grouting Pipe pulp section is assembled by the standard assistant warden, standard knot is provided with plum blossom hole, four holes, same cross section, 50mm is uniform for height, aperture 2～4mm, outer wall is with rubber membrane, and plum blossom hole and rubber membrane are formed one way valve jointly.
9, a kind of underground continuous wall bottom slag removal grouting method is characterized in that, may further comprise the steps:
The first step is connected scarfing cinder pipe, scarfing cinder pipe lower cover and scarfing cinder pipe loam cake three, is fixed on the reinforcing cage;
In second step, the two is connected with Grouting Pipe principal piece and Grouting Pipe pulp section, is fixed on the reinforcing cage;
The 3rd step hung projected depth position to the groove section with the reinforcing cage that cleaning dregs system and filling system are housed, and hung the concrete fore shaft pipe, carried out underwater concreting;
The 4th step, treat the walls concrete initial set after, open scarfing cinder pipe loam cake, connect suction pump and carry out first round wall bottom slag removal;
The 5th step, open the Grouting Pipe top cover, the cut-in pressure pump carries out wall rising pouring slurry, connects suction pump simultaneously and carries out second and take turns wall rising pouring slurry circulation scarfing cinder;
The 6th step stopped second and takes turns wall rising pouring slurry circulation scarfing cinder, tightened scarfing cinder pipe loam cake, closed suction pump, proceed wall at the bottom of high-pressure slip-casting to designing requirement.
10, underground continuous wall bottom slag removal grouting method according to claim 9, it is characterized in that, guiding hoop in the middle of adopting when described Grouting Pipe is installed, Grouting Pipe and reinforcing cage adopt the rope colligation, treat reinforcing cage transfer put in place after, unclamp rope, allow it freely fall, so that be inserted in the bottom land soil body.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008100416736A CN101338559B (en) | 2008-08-14 | 2008-08-14 | Underground continuous wall bottom slag removal grouting apparatus and method |
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| CN2008100416736A CN101338559B (en) | 2008-08-14 | 2008-08-14 | Underground continuous wall bottom slag removal grouting apparatus and method |
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| Publication Number | Publication Date |
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| CN101338559A true CN101338559A (en) | 2009-01-07 |
| CN101338559B CN101338559B (en) | 2011-04-20 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108104131A (en) * | 2017-10-14 | 2018-06-01 | 乐清日盛建设有限公司 | Slip casting slag cleaning device and its sweep-out method |
| CN113463639A (en) * | 2021-07-07 | 2021-10-01 | 南京东土建设科技有限公司 | Underground continuous wall distributed grouting system |
-
2008
- 2008-08-14 CN CN2008100416736A patent/CN101338559B/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108104131A (en) * | 2017-10-14 | 2018-06-01 | 乐清日盛建设有限公司 | Slip casting slag cleaning device and its sweep-out method |
| CN108104131B (en) * | 2017-10-14 | 2020-02-21 | 乐清日盛建设有限公司 | Grouting slag removal device and removal method thereof |
| CN113463639A (en) * | 2021-07-07 | 2021-10-01 | 南京东土建设科技有限公司 | Underground continuous wall distributed grouting system |
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| CN101338559B (en) | 2011-04-20 |
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