CN105200973A - Comprehensive treatment method of soft foundation - Google Patents

Comprehensive treatment method of soft foundation Download PDF

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Publication number
CN105200973A
CN105200973A CN201510588453.5A CN201510588453A CN105200973A CN 105200973 A CN105200973 A CN 105200973A CN 201510588453 A CN201510588453 A CN 201510588453A CN 105200973 A CN105200973 A CN 105200973A
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China
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point
well
pore
construction
ramming
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CN201510588453.5A
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Inventor
胡建敏
王国辉
李友东
陈军红
熊文波
李军
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Hebei Construction Prospecting Research Institute Co Ltd
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Hebei Construction Prospecting Research Institute Co Ltd
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Priority to CN201510588453.5A priority Critical patent/CN105200973A/en
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Abstract

The invention discloses a comprehensive treatment method of a soft foundation. The comprehensive treatment method comprises the following steps of firstly, designing and constructing vibro-replacement stone columns; secondly, designing, distributing and precipitating a drainage system for vacuum well points among the columns; thirdly, designing and constructing a broken stone hardcore; fourthly, designing and constructing low-energy dynamic consolidation; fifthly, leveling the broken stone hardcore. The comprehensive treatment method disclosed by the invention is a novel comprehensive treatment method of the soft foundation, which is formed by organically combining four foundation treatment techniques of vibro-replacement stone column, vacuum well point precipitation, a hardcore method and dynamic consolidation on the basis of the characteristics of a soft soil layer, and is great in treatment depth and improvement amplitude of foundation bearing capacity, and has technical and economic advantages of great improvement amplitude of the foundation bearing capacity, low construction cost and good treatment effect.

Description

A kind of soft foundation integrated conduct method
Technical field
The present invention relates to a kind of Treatment Methods of Soft Ground, particularly a kind of comprehensive method for processing foundation integrating vibro replacement stone column, vacuum well-point dewatering, hardcore bed and low-energy strong-ramming dynamic consolidation, belongs to civil construction project technical field.
Background technology
In building foundation treatment construction, the method of Soft foundation treatment has a variety of, comprise changing and fill out Sand-gravel-cushion Technioue, consolidation, the method for mixing cement and soil into pile, vibro-replacement stone column method, sinking tubular gravel pile method etc., there is thicker high saturation in these method process of independent employing, stream is moulded ~ mucky soil of soft-plastic state, silt, silty clay ground, there are respective advantage and limitation, are sometimes difficult to the basement process object reaching designing requirement.The replacement ratio of vibro-replacement stone pile composite foundation is large, but the bearing capacity after basement process is subject to the control of soil around pile bearing capacity; Dynamic compaction is not suitable for the basement process of mucky soil of high saturation silt, silty clay, soft-plastic state; The basement process cycle of consolidation is long, bearing power increase amplitude is low; The foundation treatment depth of Sand-gravel-cushion Technioue is little.Therefore, find a kind of roadbed of alluvial silt being applicable to thicker high saturation silt, silty clay, soft-plastic state, treating depth and bearing capacity of foundation soil increase rate are comparatively large, and design and construction are simple, the duration short and processing method of economy, is of great practical significance.
Summary of the invention
The object of the present invention is to provide a kind of soft foundation integrated conduct method, top higher for groundwater table exist thicker high saturation silt, silty clay, stream moulds ~ the flabbiness ground strengthened process of the mucky soil of soft-plastic state.
The present invention is the characteristic based on soft layer, by the combination of vibro replacement stone column, vacuum well-point dewatering, Sand-gravel-cushion Technioue and strong rammer dynamic consolidation four kinds of foundation treatment technologies, thus form the soft soil foundation integrated conduct method that a kind for the treatment of depth is large, bearing capacity of foundation soil increase rate is large.
The soft foundation integrated conduct method that the present invention provides, comprises the following steps:
(1) design and construction of vibro replacement stone column;
(2) design of vacuum well point drainage system between stake, laying and precipitation;
(3) hardcore bed design and construction;
(4) design of low-energy strong-ramming dynamic consolidation and construction;
(5) bed course is flattened.
Concrete steps of the present invention are described below:
(1) design and construction of vibro replacement stone column
The layout of vibro replacement stone column generally adopts equilateral triangle or square, and pile spacing generally adopts 1500-2500mm, and stake footpath can adopt 800-1200mm, should perform during vibro replacement stone column design with reference to the regulation of " building foundation treatment technical specification " JGJ79.
During construction, pore-creating speed controls by 0.5m/min ~ 2.0m/min, reach projected depth back and promote vibrating impacter, vibrating impacter until aperture, then is put at the bottom of hole by limit bath fast, repeats to complete pore-creating 2 ~ 3 times, filler adopts continuous stuffing process, being inserted by the hard such as rubble, cobble graded material shakes in punching, and every 0.5 meter is an encrypted section, vibration staying 10-20s, control encryption electric current, repeat above-mentioned steps until complete the stake processed of a pile.
The vibro replacement stone column completed improves bearing capacity of foundation soil mainly as ground reinforcement, also become the drainage channel improving soft soil foundation drainage performance simultaneously, the vibro replacement stone column gathered reduces the drainage distance of soft soil foundation, underground water in soft foundation is discharged rapidly, shorten the foundation soil discharging consolidation time, foundation soil strength is improved fast, and the excess pore water pressure that the strong rammer dynamic consolidation that dissipates causes in ground.
(2) design of vacuum well point drainage system between stake, laying and precipitation
In the inter-pile soil of vacuum drainage well-point arrangement between vibro replacement stone column, array pitch is generally pressed 2-4 times of pile spacing and is arranged, is generally 4-7m, and in row, vacuum well point spacing is arranged by 1 times of pile spacing, and be generally 1.5-2.5m, the well-point pipe degree of depth is generally 6-8m;
For well-point pipe during guarantee strong rammer is not destroyed, when the arrangement pitch of vibro replacement stone column is less, the arrangement of well-point pipe is with reference to 1, and when the arrangement pitch of vibro replacement stone column is larger, the arrangement of well-point pipe is with reference to Fig. 2.
Well point construction is general adopts small-sized prospecting rig pore-forming, and pore-forming aperture is not less than 120mm.After pore-forming, well-point pipe put into hole and use filtrate packing, wellhole mouth above 1m section clay packing, and exposing interface.
Well-point pipe is generally one group with 30 ~ 50, is connected on collection pipe with wired hose, and collection pipe one end connects vacuum pump, and form a suction pump group, multiple suction pump group constitutes Yield rainfall relation system.During Yield rainfall relation, the vacuum of Yield rainfall relation system is not less than 80kpa.Water level observation well should be laid in the appropriate location in place, the decline situation of monitoring groundwater table during construction; Lay the monitoring pore water pressure point of some, in monitoring stratum, excess pore water pressure gathers and dissipation situation, with guiding construction.
Laying the object one of draining vacuum well point between stake is that drainage performance is poor because the transmission coefficient of weak soil is very little, carries out Active Drainage, the discharging consolidation of acceleration weak soil by vacuum well point; Two is the dissipations accelerating the excess pore water pressure that low-energy strong-ramming dynamic consolidation causes in foundation soil, ensure strong rammer operation rapid, carry out smoothly.
(3) design and construction of hardcore bed
Bed course generally selects sandstone, and maximum particle diameter is not more than 50mm, and cushion thickness gets 300-500mm, rams degree of filling out and is not less than 0.9, cushion construction compaction in layers.
The object one arranging bed course ensures carrying out smoothly of low-energy strong-ramming; Two is as horizontal drainage passage, and the vertical drainage passage formed with vibro replacement stone column body forms the drainage system of ground jointly, strengthens foundation drainage, accelerates soft soil consolidation; Three is coordinate the distortion of stake soil, ensures the acting in conjunction of vibro-replacement stone pile body and inter-pile soil, form compound foundation, four is that bed course can spread the basic upper load transmitted, reduce the subsidiary stress of stake top and surrounding soil, reduce the distortion of pile body, improve bearing capacity of foundation soil.
(4) design and construction of low-energy strong-ramming dynamic consolidation
Low-energy strong-ramming dynamic consolidation rams by 3 times points, 1 time full mode of ramming is carried out, and tamping point is arranged in vibro-replacement stone pile center, and a rear tamping point is arranged in the last centre all over tamping point; The pile spacing that grid spacing presses 3-4 times of vibro replacement stone column is arranged; Point rams tamping energy and determines according to geological conditions, execution conditions, selects between 500-2000KN.m, the rear tamping energy rammed for time 20%-30% larger than the last tamping energy all over ramming; The number of ramming that some rammer is often time hits control by 3-5, and crater depth is not more than 50cm and is advisable.
When the water level of water level observation well 7 is reduced to below underground 3.0m, can start to carry out low-energy strong-ramming dynamic consolidation; Last all over ramming the dissipation of excess pore-water pressure more than 85% caused, and the water yield of Yield rainfall relation system carries out after obviously reducing ramming for latter one time.The dissipation situation of excess pore water pressure obtains by hole pre-buried in monitoring pore water pressure point 8 pressure meter.
Ram in process and will carry out uninterrupted groundwater abstraction, and protect well-point pipe 2 and collection pipe 3 does not wreck, its object one to promote after the draining of high saturation weak soil consolidation under gravity pressure; Two is the excess pore water pressures reduced rapidly because strong rammer causes, and ensures carrying out and the compaction effect of strong rammer operation.
After point is rammed into, after dissipation of excess pore-water pressure in foundation soil more than 85%, remove all well-point pipes of Yield rainfall relation system except all round closure well-point pipe and carry out full rammer, when completely ramming, first arrange tamping point by 1 times of vibro replacement stone column pile spacing, then by leakage rammer place polishing; Tamping energy generally adopts 500-1000KN.m, and object is the superficial part soil layer of strengthening soft foundation.
(5) flatten hardcore bed
After being completely rammed into, with bulldozer by the leveling of the hardcore bed at ground top, compacting.
The beneficial effect that the present invention obtains is as follows:
The present invention is the characteristic based on soft layer, and vibro replacement stone column, vacuum well-point dewatering, Sand-gravel-cushion Technioue and strong rammer dynamic consolidation four kinds of foundation treatment technologies are combined.Vibro replacement stone column improves the degree of depth of basement process as the vertical reinforcement of ground, and reinforces top weak soil, simultaneously as the vertical drainage passage of strong rammer dynamic consolidation; Vacuum well-point dewatering is mainly used to the groundwater table reducing ground, and the excess pore water pressure that rapid dispersion strong rammer dynamic consolidation causes ensures strong rammer dynamic consolidation construction effect and construction speed; Ground top arranges certain thickness hardcore bed, and one can spread foundation additional stress, and two can strengthen ground horizontal drainage, three enforcements that can ensure strong rammer dynamic consolidation; Strong rammer can accelerate the consolidation rate of weak soil, improves the pile body compactness of vibro replacement stone column in weak soil section, is the Main Means improving top weak soil intensity.Compared with additive method, there is the technology economy advantage that bearing power increase amplitude is large, treating depth is large, cost is low, treatment effect is good.
Accompanying drawing explanation
Fig. 1, Fig. 2: vibro replacement stone column, low-pressure drainage system, strong rammer point position arrangement diagram.
The implication of number in the figure representative is as follows:
1, vacuum pump group 2, vacuum well point 3, collection pipe 4, vibro replacement stone column 5, strong rammer point position 7,6, second time, first pass strong rammer point position, water level observation well 8, excess pore water pressure monitoring point 9, the 3rd time strong rammer point position.
Detailed description of the invention
Following examples are for illustration of the present invention.
Embodiment
Certain large-scale oil storage tank is positioned at China east coastal waters, top, place 2-3m is backfill weak soil, bearing capacity 60-80kpa, its lower foundation soil is based on mucky soil, silty clay etc., weak soil thickness is about 10m, and groundwater table is about 1.5m, and foundation soil permeability is very poor, shear strength and bearing capacity of foundation soil lower, require process after Bearing Capacity of Composite Foundation characteristic value f ak>=220kPa, Modulus of pressure E s>=8MPa.Adopt comprehensive method for processing foundation of the present invention, specifically comprise the following steps:
(1) the design and construction of vibro replacement stone column
Vibro replacement stone column 4 is pressed equilateral triangle and is arranged, pile spacing 1.8m, the long 25m of stake, stake footpath 1.2m.Vibro replacement stone column 4 adopts based on the water supply pump system of 80-50-250 type clarified water pump and BJV130E-426 type vibrating impacter, during pore-forming, hydraulic pressure control is at 200kpa ~ 600kpa, the water yield is at 200L/min ~ 400L/min, pore-creating speed is 0.5m/min ~ 2.0m/min, reach projected depth back and promote vibrating impacter, limit bath until aperture, then is put at the bottom of hole, so repeats 2 ~ 3 times and completes pore-creating.Then hydraulic pressure is down to about 200kpa, adopts continuous stuffing process, and mud content is not more than the rubble of 5%, cobble etc., hard graded material that maximum particle diameter is not more than 150mm inserts and shake in punching, every 0.5 meter is an encrypted section, until complete the stake processed of vibro replacement stone column.
Vibro replacement stone column 4 is composite foundation reinforcement, also as the drainage channel improving soil body drainage performance.
(2) the design of well point Yield rainfall relation system, laying and precipitation
Form primarily of well-point pipe 2, collection pipe 3, vacuum pump 1 with reference to Fig. 2 Yield rainfall relation system of constructing.Well-point pipe 2 adopts nominal diameter to be the pvc pipe of 32mm.According to the deployment scenarios of vibro replacement stone column, well point array pitch adopts 3.6m, well point spacing 1.8m, well depth 10m in row.Well-point pipe 2 is buried underground and is adopted DPP-100 type prospecting rig pore-forming, is arranged in the inter-pile soil outside completed vibro replacement stone column 4, pore-forming aperture 150mm.After pore-forming, well-point pipe 2 is put into hole, well-point pipe 2 surrounding adopts the filtrate packing of 0.6 ~ 5mm, wellhole mouth above 1m section clay packing, and exposes interface 30cm.
Well-point pipe 2 is one group with 30 ~ 50, and be connected on the collection pipe 3 that diameter is 63mm with the wired hose that internal diameter is 32mm, an end of collection pipe 3 is connected to vacuum pump 1, composition 1 cover vacuum drop drainage pump group.Water level observation well 7 and excess pore water pressure monitoring point 8 are arranged in appropriate location in the venue, and excess pore water pressure adopts the pressure meter monitoring of type vibration wire hole, and hole pressure meter is arranged in 2m, 4m, 6m, 10m depth.
Start vacuum pump 1 and start precipitation, during precipitation, keep the vacuum of Yield rainfall relation system to be not less than-80kpa.The situation of change of the water yield of each suction pump group, place groundwater table and soil layer Pore Pressure is monitored in Precipitation Process.When the water yield of single suction pump group is less than 0.6m3/h and place water level is reduced to below underground 3.0m, start first pass low-energy strong-ramming.
(3) the design and construction of bed course
Bed course adopts graded broken stone, thickness 500mm, point two-layer employing road roller compacting.
(4) the design and construction of first pass low-energy strong-ramming
Tamping energy adopts 1200KNm, and first pass strong rammer point 5 is arranged on vibro replacement stone column 4 central point, rams 3 at often and hits, spacing 7.2m.In strong rammer process, uninterrupted groundwater abstraction, reduces the excess pore water pressure because strong rammer causes in the earth formation.Ram in process and will protect construction Yield rainfall relation system and do not wreck.After first pass strong rammer point 5 completes, construction Yield rainfall relation system continues to draw water, pressed the water yield of change and suction pump group by the hole of monitoring pore water pressure monitoring point 8, the dissipation of excess pore-water pressure after strong rammer completes 2 days in stratum reaches 85%, and the water yield of single suction pump group is down to 0.3m 3/ h, can carry out second time strong rammer.
(5) the design and construction of second time low-energy strong-ramming
The tamping energy of second time strong rammer adopts 1500KNm, arranges between first pass tamping point 5, ram 3 at often and hit, spacing 7.2m at second time tamping point 9.After second time strong rammer point 9 completes, construction Yield rainfall relation system continues to draw water, pressed the water yield of change and suction pump group by the hole of monitoring pore water pressure monitoring point 8, the dissipation of excess pore-water pressure after strong rammer completes 2 days in stratum reaches 85%, and the water yield of single suction pump group is down to 0.3m 3/ h, can carry out the 3rd time strong rammer.
(6) the design and construction of the 3rd time low-energy strong-ramming
The tamping energy of the 3rd time strong rammer adopts 2000KNm, arranges between second time tamping point 9, ram 3 at often and hit, spacing 7.2m at the 3rd time tamping point 6.After 3rd time strong rammer point 6 completes, construction Yield rainfall relation system continues to draw water, pressed the water yield of change and suction pump group by the hole of monitoring pore water pressure monitoring point 8, the dissipation of excess pore-water pressure after strong rammer completes 3 days in stratum reaches 85%, and the water yield of single suction pump group is down to 0.3m 3/ h, can carry out full rammer.
(7) works area is completely rammed
Demolition Construction drainage system and all well-point pipes 2 carry out full rammer, completely ram tamping energy and adopt 1000KNm, ram 2 at often and hit, and tamping point hammering overlap joint is no less than 1/4, the superficial part soil layer of strengthening soft foundation, completely ram interval 2 days twice.
(8) hardcore bed leveling
After being bulldozed by the hardcore bed on top layer, place with bulldozer, roll 6-8 time.
Three pile composite foundation load tests have been carried out, Bearing Capacity of Composite Foundation characteristic value>=240kPa, Modulus of pressure E after having constructed s>=8Mpa, meets design requirement.

Claims (3)

1. a soft foundation integrated conduct method, is characterized in that comprising the following steps:
(1) vibro replacement stone column design and construction
The layout of vibro replacement stone column adopts equilateral triangle or square, pile spacing 1500-2500mm, stake footpath 800-1200mm, during construction, pore-creating speed is undertaken by 0.5m/min ~ 2.0m/min, reach projected depth back and promote vibrating impacter, limit bath is until aperture, vibrating impacter is put fast at the bottom of hole again, repeat to complete pore-creating 2 ~ 3 times, filler adopts continuous stuffing process, rubble, cobble hard graded material is inserted and shakes in punching, every 0.5 meter is an encrypted section, vibration staying 10-20s, controls encryption electric current, repeats above-mentioned steps until complete the stake processed of a pile;
(2) design of vacuum well point drainage system between stake, laying and precipitation
In the inter-pile soil of vacuum drainage well-point arrangement between vibro replacement stone column, array pitch is 4-7m, in row, vacuum well point spacing is 1.5-2.5m, and the well-point pipe degree of depth is 6-8m, and well point construction adopts small-sized prospecting rig pore-forming, pore-forming aperture is not less than 120mm, after pore-forming, well-point pipe put into hole and use filtrate packing, wellhole mouth above 1m section clay packing, and exposing interface, water level observation well is laid in the appropriate location in place, the decline situation of monitoring groundwater table during construction; Lay the monitoring pore water pressure point of some, in monitoring stratum, excess pore water pressure gathers and dissipation situation, with guiding construction;
(3) hardcore bed design and construction
Bed course selects sandstone, and maximum particle diameter is not more than 50mm, cushion thickness 300-500mm, rams degree of filling out and is not less than 0.9, cushion construction compaction in layers;
(4) design of low-energy strong-ramming dynamic consolidation and construction
Low-energy strong-ramming dynamic consolidation rams by 3 times points, 1 time full mode of ramming is carried out, tamping point is arranged in vibro-replacement stone pile center, a rear tamping point is arranged in the last centre all over tamping point, the pile spacing that grid spacing presses 3-4 times of vibro replacement stone column is arranged, point rams tamping energy according to geological conditions, execution conditions are determined, select between 500-2000KN.m, the number of ramming that some rammer is often time hits control by 3-5, crater depth is not more than 50cm, when the water level of water level observation well is reduced to below underground 3.0m, start to carry out low-energy strong-ramming dynamic consolidation, ram the dissipation of excess pore-water pressure caused and be greater than 85% for last time, and the water yield of Yield rainfall relation system carries out after obviously reducing ramming for latter one time, the dissipation situation of excess pore water pressure is obtained by hole pre-buried in pore water pressure monitoring point pressure meter, ram in process and carry out uninterrupted groundwater abstraction, and protect well-point pipe and collection pipe does not wreck, point is rammed into, be greater than after more than 85% until dissipation of excess pore-water pressure in foundation soil, remove all well-point pipes of Yield rainfall relation system except all round closure well-point pipe and carry out full rammer, first tamping point is arranged by 1 times of vibro replacement stone column pile spacing when completely ramming, again by leakage rammer place polishing, tamping energy adopts 500-1000KN.m,
(5) hardcore bed leveling
After being completely rammed into, with bulldozer by the leveling of the hardcore bed at ground top, compacting.
2. method according to claim 1, is characterized in that vacuum well point drainage system is made up of well-point pipe, collection pipe, vacuum pump, and well-point pipe is arranged in the inter-pile soil outside completed vibro replacement stone column, the uninterrupted draining of drainage pump group in dynamic consolidation construction process.
3. method according to claim 1, when to it is characterized in that ramming, tamping energy is by all over increasing 20%-30%.
CN201510588453.5A 2015-09-16 2015-09-16 Comprehensive treatment method of soft foundation Pending CN105200973A (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110904944A (en) * 2019-11-18 2020-03-24 何小钟 Method for treating wet soft soil foundation
CN111321725A (en) * 2020-04-20 2020-06-23 兰州大学 Collapsible loess foundation reinforcing method and built variable-rigidity ramming pile
CN111593725A (en) * 2020-05-15 2020-08-28 北京市政建设集团有限责任公司 Vibroflotation gravel pile and construction method thereof

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US5570973A (en) * 1994-07-11 1996-11-05 Foremost Solutions, Inc. Method and system for bioremediation of contaminated soil using inoculated diatomaceous earth
JP2001207439A (en) * 2000-01-24 2001-08-03 Kokudo Sogo Kensetsu Kk Soil impoving method
CN1948632A (en) * 2006-10-19 2007-04-18 杨静明 Reinforcement method of deep layer soft soil foundation
CN102011391A (en) * 2010-11-11 2011-04-13 河北建设勘察研究院有限公司 Reinforcement processing method of soft foundation
CN103290836A (en) * 2013-07-02 2013-09-11 江西省地质工程(集团)公司 Vacuum decompression compacting and consolidating construction method for soft foundation treatment

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US5570973A (en) * 1994-07-11 1996-11-05 Foremost Solutions, Inc. Method and system for bioremediation of contaminated soil using inoculated diatomaceous earth
JP2001207439A (en) * 2000-01-24 2001-08-03 Kokudo Sogo Kensetsu Kk Soil impoving method
CN1948632A (en) * 2006-10-19 2007-04-18 杨静明 Reinforcement method of deep layer soft soil foundation
CN102011391A (en) * 2010-11-11 2011-04-13 河北建设勘察研究院有限公司 Reinforcement processing method of soft foundation
CN103290836A (en) * 2013-07-02 2013-09-11 江西省地质工程(集团)公司 Vacuum decompression compacting and consolidating construction method for soft foundation treatment

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110904944A (en) * 2019-11-18 2020-03-24 何小钟 Method for treating wet soft soil foundation
CN111321725A (en) * 2020-04-20 2020-06-23 兰州大学 Collapsible loess foundation reinforcing method and built variable-rigidity ramming pile
CN111593725A (en) * 2020-05-15 2020-08-28 北京市政建设集团有限责任公司 Vibroflotation gravel pile and construction method thereof

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Application publication date: 20151230