CN102879313A - Device for testing consolidation and permeation of soil under action of coupling of chemistry and stress - Google Patents

Device for testing consolidation and permeation of soil under action of coupling of chemistry and stress Download PDF

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Publication number
CN102879313A
CN102879313A CN2012103610753A CN201210361075A CN102879313A CN 102879313 A CN102879313 A CN 102879313A CN 2012103610753 A CN2012103610753 A CN 2012103610753A CN 201210361075 A CN201210361075 A CN 201210361075A CN 102879313 A CN102879313 A CN 102879313A
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CN
China
Prior art keywords
lever
consolidation
platen
pressurizing piston
permeable stone
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CN2012103610753A
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Chinese (zh)
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CN102879313B (en
Inventor
梁冰
金佳旭
刘泳蔚
海龙
郑训臻
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辽宁工程技术大学
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Priority to CN201210361075.3A priority Critical patent/CN102879313B/en
Publication of CN102879313A publication Critical patent/CN102879313A/en
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Publication of CN102879313B publication Critical patent/CN102879313B/en

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Abstract

The invention belongs to testing equipment in the field of geotechnical engineering, and particularly relates to a device for testing consolidation and permeation of soil under the action of coupling of chemistry and stress. A pressurizing frame (3) is arranged on the left side of the top of a table plate (4); the lower end of the pressurizing frame (3) is connected with a lever penetrating sleeve (3-1); a lever support (4-1) is fixed under the left end of the table plate (4); a lever (5) penetrates through the lever support (4-1) and the lever penetrating sleeve (3-1); a balance weight (8) is arranged at the left end of the lever (5); a weight tray (6) is arranged below the right end of the lever (5); a weight (7) is arranged on the weight tray (6); a permeation and consolidation container base (9) with a groove is arranged in the pressurizing frame (3) on the table plate (4); an exhaust hole (9-4) and a water draining hole (9-6) are formed in a pressurizing piston (9-5); the pressurizing piston (9-5) is provided with an arc-shaped pressing block positioning groove (9-11); and the arc-shaped pressing block positioning groove (9-11) is connected with a pressing block (17). The device is simple in structure and convenient to operate, and has excellent corrosion resistance and tightness.

Description

Consolidation of soil infiltration experiment device under chemistry-stress coupling effect
Technical field
The invention belongs to the testing equipment in Geotechnical Engineering field, particularly consolidation of soil infiltration experiment device under a kind of chemistry-stress coupling effect.
Background technology
At present, use common portable simple lever consolidometer in the Geotechnical Engineering field, can only be used for conventional consolidation of soil test, can not carry out permeability test, and the soil that affected by chemical factor for some mechanical properties, such as CHARACTERISTICS OF TAILINGS SAND, then can't avoid chemical solution to the corrosion of test unit with common consolidometer; In addition, the sealing property of test unit is required also to be difficult to reach, can be difficult to keep accuracy to consolidation of soil permeability test data like this.
Summary of the invention
The object of the invention is to overcome above-mentioned technical deficiency, consolidation of soil infiltration experiment device under the chemistry that a kind of simple in structure, easy to operate, anti-corrosion property can be strong-stress coupling effect is provided.
The technical scheme that technical solution problem of the present invention adopts is: the consolidation of soil infiltration experiment device comprises platen under chemistry-stress coupling effect, increased pressure frame, lever, the method code-disc, weights, balance bob, water injection pipe, indicator bracket, dial gauge, briquetting, water tank, be characterized in being provided with increased pressure frame at the upper left side of face of platen, connect a lever in the increased pressure frame lower end and install cover, fixing a lever below the platen left end supports, lever support and lever install and install lever in the cover, the left end head of lever is provided with balance bob, the below of lever right-hand member head is provided with the method code-disc, the method code-disc is provided with weights, on platen, be provided with the infiltration consolidation container base with groove in the increased pressure frame, the place is provided with the container locating slot in the middle of the infiltration consolidation container base bottom, container locating slot and platen location and installation, in the groove of infiltration consolidation container base fixed cylinder is housed, fixed cylinder inner bottom part is provided with permeable stone, seal with O-ring seals one between permeable stone and the fixed cylinder, fill soil sample above the permeable stone, be provided with the upper strata permeable stone above the soil sample, on the permeable stone of upper strata, establish pressurizing piston, pressurizing piston and fixed cylinder junction seal with O-ring seals two, in pressurizing piston, establish a vent port and osculum, an arc briquetting detent is established in the center of pressurizing piston top, connect briquetting above the arc briquetting detent, the connecting tee valve opening of folding shape is established in the center in infiltration consolidation container base, the connecting tee valve opening is communicated with water injection pipe, the briquetting top connects dial gauge, dial gauge is fixed on the indicator bracket, osculum in the pressurizing piston connects flow tube, water injection pipe horizontal direction Bonding pressure sensor, water injection pipe vertically connects a water tank.
The invention has the beneficial effects as follows: the consolidation of soil infiltration experiment device is simple in structure under chemistry-stress coupling effect, easy to operate, owing to adopting pmma material as the infiltration consolidation container, good corrosion resistivity and sealing are arranged, easy to operate, test unit can intersect and carries out fixed, permeability test, to study different loads, the compression property of soil sample under the different chemical solution effects.
Description of drawings
Specify with embodiment below in conjunction with accompanying drawing.
Fig. 1 is consolidation of soil infiltration experiment device structural drawing under chemistry-stress coupling effect.
Fig. 2 is infiltration consolidation container structure cut-open view among Fig. 1.
Among the figure, the 1-dial gauge; The 2-indicator bracket; The 3-increased pressure frame; The 3-lever installs cover; The 4-platen; The 4-1-lever supports; The 5-lever; 6-method code-disc; The 7-weights; The 8-balance bob; 9-infiltration consolidation container base; 9-1-container locating slot; 9-2-O shape O-ring seal one; The 9-3-soil sample; The 9-4-vent port; The 9-5-pressurizing piston; The 9-6-osculum; The fixed cylinder of 9-7-; 9-8-O shape O-ring seal two; The 9-9-permeable stone; 9-10-connecting tee valve opening; 9-11-briquetting detent; The 10-flow tube; 10-1-flow tube measuring cup; The 11-oral siphon; The 12-rising pipe; The 13-water injection pipe; The 14-pressure transducer; The 15-water receptacle; The 16-water tank; The 17-briquetting.
Embodiment
Embodiment, with reference to accompanying drawing 1,2, the consolidation of soil infiltration experiment device is that upper left side of face at platen 4 is provided with increased pressure frame 3 under chemistry-stress coupling effect, connect a lever in increased pressure frame 3 lower ends and install cover 3-1, fix frame bar and support 4-1 below platen 4 left ends, support 4-1 and lever at lever and install among the cover 3-1 and install lever 5, the left end head of lever 5 is provided with balance bob 8, the right-hand member head below of lever 5 is provided with weights dish 6, is provided with weights 7 at weights dish 6.Be provided with the infiltration consolidation container base 9 with the organic glass of groove in the increased pressure frame 3 on platen 4, the place is fixing with container locating slot 9-1 and platen 4 location in the middle of infiltration consolidation container base 9 bottoms.The fixed cylinder 9-7 that the in-built organic glass of groove of infiltration fixed container base 9 is made, be provided with one deck permeable stone 9-9 at fixed cylinder 9-7 inner bottom part, permeable stone 9-9 and fixed cylinder 9-7 junction seal with O-ring seals one 9-2, soil sample 9-3 is housed above the permeable stone 9-9, upper strata permeable stone 9-9 is housed above the soil sample 9-3, the pressurizing piston 9-5 of organic glass on the permeable stone 9-9 of upper strata seals with O-ring seals two 9-8 between pressurizing piston 9-5 and the fixed cylinder 9-7 inner tube wall.In pressurizing piston 9-5, establish a vertical vent port 9-4 and osculum 9-6, vent port 9-4 blocks with plug screw when not testing, establish the connecting tee valve opening 9-10 of a folding shape in the bottom of infiltration consolidation container base 9, connecting tee valve opening 9-10 is communicated with water injection pipe 13, horizontal termination at water injection pipe 13 is provided with pressure transducer 14, and connects with water injection pipe 13.Water tank 16 of water injection pipe 13 vertical connections, connect an oral siphon 11 and rising pipe 12 on the water tank 16, insert in the water receptacle 15 oral siphon 11 and rising pipe 12 lower ends, is communicated with a flow tube 10 among the osculum 9-6 in pressurizing piston 9-5, and the lower end of flow tube 10 connects flow measurement measuring cup 10-1.The place is provided with briquetting detent 9-11 in the middle of on pressurizing piston 9-1, and briquetting 17 is equipped with in the location among the briquetting detent 9-11, connects dial gauge 1 above briquetting 17, and dial gauge 1 is installed on the indicator bracket 2, and indicator bracket 2 is fixed on the platen 4.
The course of work of consolidation of soil infiltration experiment device is under chemistry-stress coupling effect:
(1),According to requirement of engineering, cut undisturbed soil sample 9-3 or prepare the disturbed soil sample of given density and water percentage.The preparation method carries out with reference to SL237-002-1999 regulation.
(2), as being rinse fill, with the native cream of soil sample 9-3 furnishing liquid limit or 1.2~1.3 times of liquid limits, mix is even first, leaves standstill 24h in moisture maintainer.Then cutting ring is inverted on the little glass plate, with transferring native hilt soil cream to insert cutting ring, gets rid of bubble and strike off weighing.
(3),Press the regulation of SL237-003-1999 and SL237-004-1999, measure water percentage and the density of soil sample 9-3.When saturated for disturbance sample needs, sample is bled saturated by the method for SL237-002-1999 regulation.
(4),Install instrument by figure, and check whether each pipe joint place leaks.Adjustable pipe is communicated with water injection pipe 13, is filled with water to water level a little more than metal perforated plate by the instrument bottom, close tongs.
(5),In consolidation container, place permeable stone 9-9 and thin filter paper, will be with the sample of cutting ring, carefully pack into and permeate consolidation container 9, then put thin filter paper, permeable stone 9-9 and pressurizing piston 9-5 at soil sample 9-3, again bolt is screwed into vent port 9-4, place increased pressure frame 3 times, aim at the center of increased pressure frame 3, peace dial gauge 1.
Annotate: be saturated soil such as soil sample 9-3, upper and lower permeable stone 9-9 is immersion saturated in advance; To the soil sample 9-3 of unsaturated state, the humidity of permeable stone 9-9 should approach with soil sample 9-3 humidity as far as possible.
(6),After soil sample 9-3 installs, connect water injection pipe 13 and adjustable pipe, and by intaking in the adjustable pipe, crack tongs makes soil sample 9-3 saturated gradually.When the water surface flushes with soil sample 9-3 end face, close tongs, current should be not too urgent when saturated, in order to avoid impulsion soil sample 9-3.
(7),After soil sample 9-3 is fully saturated, continue to make water level slowly to rise to osculum 9-6, when having water to overflow, close tongs.
(8),After leaving standstill several minutes, check whether each piezometric level flushes with osculum 9-6.As not flushing, illustrate among the soil sample 9-3 or the piezometer tube joint place has gas collection to intercept, with the suction ball pump-down process that absorbs water.
(9),Improve flow tube 10 and make it be higher than osculum, then flow tube 10 and water injection pipe 13 are separated, and water injection pipe 13 is placed in the metallic cylinder.Open tongs, make water by in the top injected water container 15.
(10),Reduce and regulate the mouth of pipe, make to be positioned at 1/3 place, soil sample 9-3 top, cause water-head, water is infiltrate soil sample 9-3, flows out through flow tube 10.In process of osmosis, should regulate the water supply pipe clamp, the feed pipe flow is slightly more than overflow the water yield.The osculum 9-6 water of should having a surplus all the time overflows, to keep ordinary water level.
(11),For guaranteeing that soil sample 9-3 contacts between each parts up and down well with instrument, should apply at pressurizing piston 9-5 the preload pressure of 1kPa, then adjust dial gauge 1, making total indicator reading is zero.Behind flow tube 10 stable levels, record flow tube 10 water levels, calculate the water-head of 10 of each flow tubes.
(12),Each stage pressure that definite needs apply.The pressurization grade is generally 12.5,25.0,50.0,100,200,400,800,1600,3200kPa.The pressure of afterbody should be greater than the calculating pressure 100~200kPa of upper overburden layer.
(13),Start stopwatch, the consumption socket joint amount of seepage of certain hour of learning from else's experience simultaneously, and repeat 1 time.When accessing amount of seepage, regulating the mouth of pipe can not have in the entry.
(14),The water temperature of water and water outlet place is remembered in survey into, averages.
(15),Reduce the adjustable pipe mouth of pipe to soil sample 9-3 middle part and 1/3 place, bottom, to change hydraulic slope, repeat to measure by these rules 9 to 16 regulations
(16),When needing to measure subsidence rate, survey the note gauge reading by following time sequencing after the pressurization; 0.10,0.25,1.00,2.25,4.00,6.25,9.00,12.25,16.00,20.25,25.00,30.25,36.00,42.25,49.00,64.00,100.00,
200.00min and 400.00min and 23h and 24h are till stable.
(17),When not needing to measure subsidence rate, stabilized reference is defined as fixed 24h under every stage pressure.After the survey note is stablized reading, apply again the 2nd stage pressure.Be forced into step by step successively off-test.
Annotate: when the infiltration coefficient of soil sample 9-3 greater than 10 -5During cm/s, allow to finish as relatively stable standard with primary consolidation; To some high liquid limit soil, when 24h still has larger compression deformation later on, per hour change to be not more than 0.005mm and to think stable with soil sample 9-3 distortion.

Claims (1)

1. consolidation of soil infiltration experiment device under chemistry-stress coupling effect, comprise platen (4), increased pressure frame (3), lever (5), method code-disc (6), weights (7), balance bob (8), water injection pipe (13), indicator bracket (2), dial gauge (1), briquetting (17), water tank (16), it is characterized in that being provided with increased pressure frame (3) at the upper left side of face of platen (4), connect a lever in increased pressure frame (3) lower end and install cover (3-1), below platen (4) left end, fix a lever and support (4-1), lever support (4-1) and lever install and install lever (5) in the cover (3-1), the left end head of lever (5) is provided with balance bob (8), the below of lever (5) right-hand member head is provided with method code-disc (6), method code-disc (6) is provided with weights (7), on platen (4), be provided with the infiltration consolidation container base (9) with groove in the increased pressure frame (3), the place is provided with container locating slot (9-1) in the middle of infiltration consolidation container base (9) bottom, container locating slot (9-1) and platen (4) location and installation, fixed cylinder (9-7) is housed in the groove of infiltration consolidation container base (9), fixed cylinder (9-7) inner bottom part is provided with permeable stone (9-9), seal with O-ring seals one (9-2) between permeable stone (9-9) and the fixed cylinder (9-7), dress soil sample (9-3) above the permeable stone (9-9), be provided with upper strata permeable stone (9-9) above the soil sample (9-3), on upper strata permeable stone (9-9), establish pressurizing piston (9-5), pressurizing piston (9-5) seals with O-ring seals two (9-8) with fixed cylinder (9-7) junction, in pressurizing piston (9-5), establish a vent port (9-4) and osculum (9-6), an arc briquetting detent (9-11) is established in the center of pressurizing piston (9-5) top, connect briquetting (17) above the arc briquetting detent (9-11), the connecting tee valve opening (9-10) of folding shape is established in the center in infiltration consolidation container base (9), connecting tee valve opening (9-10) is communicated with water injection pipe (13), briquetting (17) top connects dial gauge (1), dial gauge (1) is fixed on the indicator bracket (2), osculum (9-6) in the pressurizing piston (9-5) connects flow tube (10), water injection pipe (13) horizontal direction Bonding pressure sensor (14), water injection pipe (13) vertically connects a water tank (16).
CN201210361075.3A 2012-09-26 2012-09-26 Device for testing consolidation and permeation of soil under action of coupling of chemistry and stress CN102879313B (en)

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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103134745A (en) * 2013-01-30 2013-06-05 东南大学 High-water-content soil and bentonite material penetration test cylinder body, device and testing method
CN104020092A (en) * 2013-03-01 2014-09-03 中国地质科学院水文地质环境地质研究所 Consolidation pore water pressure combined test device and method
CN106482791A (en) * 2016-11-11 2017-03-08 浙江科技学院(浙江中德科技促进中心) Infiltration coefficient and temperature real-time monitoring device and monitoring method in sand solidification process
CN106814024A (en) * 2016-08-23 2017-06-09 中国辐射防护研究院 One kind can absorb water lateral spacing constant volume sample box
CN106908204A (en) * 2017-03-16 2017-06-30 武汉大学 A kind of K0The detection method of consolidation apparatus air-tightness
CN107631972A (en) * 2017-08-03 2018-01-26 同济大学 The experimental system that a kind of graphene particles are permeated in GCL

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH01138440A (en) * 1987-11-25 1989-05-31 Ishikawa Pref Gov Characteristic measuring instrument for cloth for clothing
CN201348601Y (en) * 2008-12-31 2009-11-18 长沙理工大学 Pressure permeameter
CN102175585A (en) * 2011-01-27 2011-09-07 河海大学 Method for testing permeability stability of sand gravel material
CN202928929U (en) * 2012-09-26 2013-05-08 辽宁工程技术大学 Consolidation and penetration test device for soil under chemical-stress coupling effect

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH01138440A (en) * 1987-11-25 1989-05-31 Ishikawa Pref Gov Characteristic measuring instrument for cloth for clothing
CN201348601Y (en) * 2008-12-31 2009-11-18 长沙理工大学 Pressure permeameter
CN102175585A (en) * 2011-01-27 2011-09-07 河海大学 Method for testing permeability stability of sand gravel material
CN202928929U (en) * 2012-09-26 2013-05-08 辽宁工程技术大学 Consolidation and penetration test device for soil under chemical-stress coupling effect

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103134745A (en) * 2013-01-30 2013-06-05 东南大学 High-water-content soil and bentonite material penetration test cylinder body, device and testing method
CN103134745B (en) * 2013-01-30 2016-06-08 东南大学 High water capacity soil and bentonite clay material permeability test cylinder, device and testing method
CN104020092A (en) * 2013-03-01 2014-09-03 中国地质科学院水文地质环境地质研究所 Consolidation pore water pressure combined test device and method
CN106814024A (en) * 2016-08-23 2017-06-09 中国辐射防护研究院 One kind can absorb water lateral spacing constant volume sample box
CN106482791A (en) * 2016-11-11 2017-03-08 浙江科技学院(浙江中德科技促进中心) Infiltration coefficient and temperature real-time monitoring device and monitoring method in sand solidification process
CN106908204A (en) * 2017-03-16 2017-06-30 武汉大学 A kind of K0The detection method of consolidation apparatus air-tightness
CN107631972A (en) * 2017-08-03 2018-01-26 同济大学 The experimental system that a kind of graphene particles are permeated in GCL
CN107631972B (en) * 2017-08-03 2019-09-27 同济大学 A kind of experimental system that graphene particles are permeated in GCL

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