CN102926411A - Pile side negative friction resistance test device in frozen earth areas and application method thereof - Google Patents
Pile side negative friction resistance test device in frozen earth areas and application method thereof Download PDFInfo
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- CN102926411A CN102926411A CN2012104120639A CN201210412063A CN102926411A CN 102926411 A CN102926411 A CN 102926411A CN 2012104120639 A CN2012104120639 A CN 2012104120639A CN 201210412063 A CN201210412063 A CN 201210412063A CN 102926411 A CN102926411 A CN 102926411A
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Abstract
The invention discloses a pile side negative friction resistance test device in frozen earth areas and an application method thereof. The device consists of a top cover, a top plate, a gauge stand, a dial indicator, a screw, a hollow pile, a settlement pole, a moisture transducer, a double-layer steel drum, a foil gauge A, a foil gauge B, a soil sample, inorganic thermal mortar, a bottom plate, medium sand, a moisturizing device, a pool, a refrigerator, a refrigerating tube, a frost heave thaw collapse meter and a temperature sensor. According to the device, the refrigerator is used for manpower refrigeration, the atmospheric temperature under various working conditions can be simulated, and the temperature and frost heave quantity of the soil sample can be accurately measured in real time by using the temperature sensor and the frost heave thaw collapse meter, so that the influence on the negative friction resistance by the frost heave quantity is avoided, and the test result is more precise.
Description
Technical field
The present invention relates to a kind of engineering position of negative skin friction testing arrangement and using method thereof, particularly relate to a kind of Frozen Ground Area pile-side negative friction testing arrangement and using method thereof.
Background technology
The Permafrost Area of Frozen Ground Area, especially high latitude, winter, atmospheric temperature was lower, the soil body freezes under subzero temperature, soil body generation frost heave protuberance, summer, atmospheric temperature raise, and the soil body that freezes melts, the sedimentation of soil body generation hot melt, thereby cause the soil body that stake is produced negative friction, negative friction not only can not be born the structural load on a top, can produce the negative interaction that pulls down to stake on the contrary, greatly reduce the bearing capacity of pile foundation, and affect the safety of superstructure.At present, research to position of negative skin friction on the engineering focuses mostly in soft clay area, to permafrost region, especially the research of the Permafrost Area position of negative skin friction of high latitude is less, Frozen Ground Area is of common occurrence because of the engineering accident that negative friction causes, and climate warming especially within the next few days is so that the hot thaw depth of permafrost region increases, yet also there is not the around experimental rig of the rear negative friction that produces of soil body thawing of special measuring frozen area, especially the Permafrost Area stake of high latitude now.
Summary of the invention
In order to solve problems of the prior art, the invention provides a kind of Frozen Ground Area pile-side negative friction testing arrangement and using method thereof, solve the more problem of engineering accident that Frozen Ground Area causes because of negative friction in the prior art.
The technical solution adopted in the present invention has: a kind of Frozen Ground Area pile-side negative friction testing arrangement, comprise hollow pile and be arranged at the foil gauge of surveying in the hollow pile, described hollow pile is arranged in the lagging casing, lagging casing is provided with top cover, be close to the lagging casing inwall and be provided with refrigerator pipes along circumference, refrigerator pipes links to each other with refrigeration machine, the hollow pile below is provided with between water replanishing device and the pond and is connected by pipeline in the lagging casing, lagging casing arranges respectively up and down top board and base plate, lay medium sand between lagging casing bottom and the base plate, soil sample is laid in the lagging casing boring stake outside, temperature pick up, the frozen swell and melt settlement meter, moisture transducer, the sedimentation mark is vertically in the embedding soil sample, connected by data wire, data cable connector is stayed the soil sample outside and is connected with dial gage, top cover is connected with top board by screw, and dial gage is by the gauge stand fixation.
Described lagging casing is the clad steel barrel structure, lays inorganic heat insulation mortar between the double-deck steel drum.
Described foil gauge arranges two kinds of models: foil gauge A and foil gauge B.
The particle diameter of described soil sample is no more than 20mm.
The thickness of described middle sand is 30-50mm.
The foil gauge A of described two kinds of models and the vertical spacing of foil gauge B are 30-40mm.
The vertical spacing of described temperature pick up is 40-60mm, and the vertical spacing of sedimentation target also is 40-60mm, and the vertical spacing of freezing up thaw collapse meter is 60-80mm.
A kind of using method of Frozen Ground Area pile-side negative friction testing arrangement may further comprise the steps:
(1) according to the moisture content of different operating modes, in soil sample, add needed water, stir, being layered in the double-deck steel drum in layer, Bian Pu vibrates with hand hammer on the limit, the thickness of every one deck is no more than 50mm, to assigned address temperature pick up, frozen swell and melt settlement meter, temperature pick up, sedimentation mark is embedded in the soil sample and with data wire to be connected with it;
(2) start refrigeration machine, the cold energy that produces by refrigeration machine freezes soil sample, by temperature and the frost heaving amount of temperature pick up and frozen swell and melt settlement meter Real-Time Monitoring soil sample, when temperature in the soil sample and frost heaving amount reach preset value, stops the work of refrigeration machine;
(3) deformation values between usefulness foil gauge A, foil gauge B, dial gage and the Real-Time Monitoring stake of sedimentation mark and the soil sample in the soil sample melting process utilizes the deformation values that obtains, and just can convert obtains the size of final position of negative skin friction;
(4) open water replanishing device, the negative friction test determination of the soil sample of different water cut is carried out in repeating step (2), (3).The operating principle of this device is: make soil sample generation frost heave protuberance by refrigeration machine, stop refrigeration machine work, allow sample at room temperature naturally melt, measure the pile deformation value by foil gauge and dial gage after melting, utilize the design formulas of distortion and frictional resistance, just can obtain the size of negative friction, utilize temperature pick up, frozen swell and melt settlement meter and moisture transducer can obtain in real time the size of position of negative skin friction under the operating mode of different temperatures, frozen swell and melt settlement amount and moisture content.
Compared with prior art, the invention has the beneficial effects as follows:
1 by the refrigeration machine artificial cooling, can simulate the atmospheric temperature of various operating modes, and can accurately measure in real time by temperature pick up and frozen swell and melt settlement meter temperature and the frost heaving amount of soil sample, so just can reject frost heaving amount on the impact of negative friction, so that result of the test is more accurate.
2 use the deformation values between foil gauge A, foil gauge B, dial gage and the Real-Time Monitoring stake of sedimentation mark and the soil sample in the soil sample melting process, the deformation values that utilization obtains, conversion obtains the size of final position of negative skin friction, and precision is very high, and its result and actual conditions are very identical.
The arranging of 3 water replanishing devices can be simulated the negative friction of stake and the soil body under any moisture content (moisture content is very large on the impact of stake and native negative friction) operating mode.
Description of drawings
Fig. 1 is Frozen Ground Area pile-side negative friction testing arrangement structural representation of the present invention;
Among the figure: the double-deck steel drum of 1-, 2-hollow pile, 3-foil gauge A, 4-foil gauge B, the 5-moisture transducer, 6-top cover, 7-top board, 8-base plate, the 9-medium sand, 10-soil sample, 11-water replanishing device, 12-temperature pick up, the 13-dial gage, 14-gauge stand, 15-sedimentation mark, 16-frozen swell and melt settlement meter, 17-refrigerator pipes, 18-refrigeration machine, the 19-pond, 20-inorganic heat insulation mortar, 21-screw.
The specific embodiment
Below in conjunction with accompanying drawing the present invention is elaborated.
As shown in Figure 1, Frozen Ground Area pile-side negative friction testing arrangement of the present invention, the foil gauge A3 and the foil gauge B4 that comprise hollow pile 2 and be arranged at hollow pile 2 interior surveys, hollow pile 2 is arranged in the double-deck steel drum 1, lay inorganic heat insulation mortar 20 between the double-deck steel drum 1, double-deck steel drum 1 is provided with top cover 6, be close to double-deck steel drum 1 inwall and be provided with refrigerator pipes 17 along circumference, refrigerator pipes 17 links to each other with refrigeration machine 18, double-deck steel drum 1 interior hollow pile 2 belows are provided with between water replanishing device 11 and the pond 19 and are connected by pipeline, double-deck steel drum 1 arranges respectively up and down top board 7 and base plate 8, lay medium sand 9 between double-deck steel drum 1 bottom and the base plate 8, soil sample 10 is laid in double-deck steel drum 1 boring stake 2 outsides, temperature pick up 12, frozen swell and melt settlement meter 16, moisture transducer 5, sedimentation mark 15 vertically in the embedding soil sample 10, is connected by data wire, and data cable connector is stayed soil sample 10 outsides and is connected with dial gage 13, top cover 6 is connected with top board 7 by screw 21, and dial gage 13 is by gauge stand 14 fixations.
The assemble method of testing arrangement comprises: 1, estimate the weight of needed soil sample, with hand hammer the bulk particle in the soil sample is smashed, so that maximum particle diameter is no more than 20mm.2, with the needed soil sample of capacity of balance, be placed in the preprepared iron basin, by calculating, measure needed water (moisture content of different operating modes is different) with graduated cylinder and evenly be sprinkling upon on the soil sample in the iron basin, in the iron basin, stir with spades.3, medium sand is layered on the base plate bottom, the thickness of medium sand is 30-50mm, water replanishing device is placed in the middle of the double-deck steel drum, and the aperture by double-deck steel drum side bottom between water replanishing device and the pond is connected with plastic pipe.4, foil gauge A and foil gauge B are bonded at the inboard of hollow pile with glue, the vertical spacing of foil gauge A and foil gauge B is 30-40mm, the diameter of hollow pile is 200-300mm, length is 700-900mm, 5, refrigerator pipes is close to double-deck steel drum inside circumference arranges, the diameter of refrigerator pipes is 30-40mm, length is the same with hollow pile, aperture by double-deck steel drum side bottom between refrigerator pipes and the refrigeration machine is connected with the PE pipe, the diameter of aperture is managed large 2-4mm than PE, and with adhesive plaster with aperture place and refrigerator pipes and refrigeration machine joint bonding firmly, 6, hollow pile is placed on directly over the water replanishing device in the double-deck steel drum, then with the soil sample that stirs being layered in the double-deck steel drum in layer, Bian Pu vibrates with hand hammer on the limit, the thickness of every one deck is no more than 50mm, arrive assigned address with temperature pick up, the frozen swell and melt settlement meter, temperature pick up, the sedimentation mark is embedded in the soil sample and with data wire and is connected with it, temperature pick up, temperature pick up and the vertical spacing of sedimentation target are 40-60mm, and frozen swell and melt settlement is counted 60-80mm.7, dial gage is fixed on the gauge stand, and is connected with the sedimentation table by data wire.8 are filled in thermal insulation mortar in the ectonexine gap of double-deck steel drum.
During use, start refrigeration machine, the cold energy that produces by refrigeration machine freezes soil sample, by temperature and the frost heaving amount of temperature pick up and frozen swell and melt settlement meter Real-Time Monitoring soil sample, when temperature in the soil sample and frost heaving amount reach preset value, stops the work of refrigeration machine.Then use the deformation values between foil gauge A, foil gauge B, table submeter and the Real-Time Monitoring stake of sedimentation mark and the soil sample in the soil sample melting process, utilize the deformation values that obtains, just can convert obtains the size of final position of negative skin friction.Open at last water replanishing device, above-mentioned two steps of repeating step are carried out the negative friction test determination of the soil sample of different water cut.
The effect of double-deck steel drum is to hold soil sample and thermal insulation mortar (be placed on two-layer between slit) in the testing arrangement of the present invention, the effect of thermal insulation mortar is, when freezing, soil sample prevents that cold energy is to external diffusion, the effect of soil sample is the natural soil layer of simulation and buries various measuring apparatuss underground, the effect of foil gauge A and foil gauge B is the deformation values of measuring stake and soil sample, the effect that the foil gauge of two kinds of models is set is the error that causes because of a kind of foil gauge in order to prevent, dial gage and the effect of sedimentation target are the displacements of measuring between stake and the soil sample, all foil gauge deformation monitoring results are played the check and correction effect, the effect of gauge stand is fixing dial gage, it is not in use slided, the effect of water replanishing device is namely can adjust at any time the moisture content of soil sample for soil sample keeps the skin wet, the effect of moisture transducer is the size of Real-Time Monitoring soil moisture content, the effect in pond is to provide the water source for water replanishing device, the effect of temperature pick up is the temperature of Real-Time Monitoring soil sample, the effect of frozen swell and melt settlement meter is the temperature of the monitoring soil body and the size of frost heaving amount and thaw collapse amount, the effect of refrigerator pipes machine is to freeze to produce cold energy for soil sample, the cold energy pipe is that the cold energy that refrigeration machine produces is diffused in the soil sample, soil sample is freezed, the effect of medium sand is to absorb the moisture that soil sample is discharged when melting, the effect of hollow pile is the actual engineering pile of simulation, the purpose of making hollow pile is that foil gauge will be pasted in inside, the effect of top cover is to cover tightly top cover when freezing, prevent that cold energy from shedding, open during thawing top cover can the time indoor heat enter soil sample, accelerate soil sample and melt.The effect of top board and base plate is to make soil sample top and bottom keep smooth.
Although by reference to the accompanying drawings the present invention has been carried out foregoing description; but the present invention is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment only is schematic; rather than restrictive; those of ordinary skill in the art is under enlightenment of the present invention; in the situation that does not break away from aim of the present invention and claim institute protection domain, can also make a lot of distortion, these all belong to the row of protection of the present invention.
Claims (8)
1. Frozen Ground Area pile-side negative friction testing arrangement, comprise hollow pile and be arranged at the foil gauge of surveying in the hollow pile, it is characterized in that, described hollow pile is arranged in the lagging casing, lagging casing is provided with top cover, be close to the lagging casing inwall and be provided with refrigerator pipes along circumference, refrigerator pipes links to each other with refrigeration machine, the hollow pile below is provided with between water replanishing device and the pond and is connected by pipeline in the lagging casing, lagging casing arranges respectively up and down top board and base plate, lay medium sand between lagging casing bottom and the base plate, soil sample, temperature pick up are laid in the lagging casing boring stake outside, the frozen swell and melt settlement meter, moisture transducer, the sedimentation mark is vertically in the embedding soil sample, connected by data wire, data cable connector is stayed the soil sample outside and is connected with dial gage, and top cover is connected with top board by screw, and dial gage is by the gauge stand fixation.
2. described Frozen Ground Area pile-side negative friction testing arrangement according to claim 1 is characterized in that described lagging casing is the clad steel barrel structure, lays inorganic heat insulation mortar between the double-deck steel drum.
3. described Frozen Ground Area pile-side negative friction testing arrangement according to claim 1 is characterized in that described foil gauge arranges two kinds of models: foil gauge A and foil gauge B.
4. described Frozen Ground Area pile-side negative friction testing arrangement according to claim 1 is characterized in that the particle diameter of described soil sample is no more than 20mm.
5. described Frozen Ground Area pile-side negative friction testing arrangement according to claim 1 is characterized in that the thickness of described middle sand is 30-50mm.
6. described Frozen Ground Area pile-side negative friction testing arrangement according to claim 3 is characterized in that the foil gauge A of described two kinds of models and the vertical spacing of foil gauge B are 30-40mm.
7. described Frozen Ground Area pile-side negative friction testing arrangement according to claim 1 is characterized in that the vertical spacing of described temperature pick up is 40-60mm, and the vertical spacing of sedimentation target also is 40-60mm, and the vertical spacing of freezing up thaw collapse meter is 60-80mm.
8. the using method of a Frozen Ground Area pile-side negative friction testing arrangement is characterized in that, may further comprise the steps:
(1) according to the moisture content of different operating modes, in soil sample, add needed water, stir, being layered in the double-deck steel drum in layer, Bian Pu vibrates with hand hammer on the limit, the thickness of every one deck is no more than 50mm, to assigned address temperature pick up, frozen swell and melt settlement meter, temperature pick up, sedimentation mark is embedded in the soil sample and with data wire to be connected with it;
(2) start refrigeration machine, the cold energy that produces by refrigeration machine freezes soil sample, by temperature and the frost heaving amount of temperature pick up and frozen swell and melt settlement meter Real-Time Monitoring soil sample, when temperature in the soil sample and frost heaving amount reach preset value, stops the work of refrigeration machine;
(3) deformation values between usefulness foil gauge A, foil gauge B, dial gage and the Real-Time Monitoring stake of sedimentation mark and the soil sample in the soil sample melting process utilizes the deformation values that obtains, and just can convert obtains the size of final position of negative skin friction;
(4) open water replanishing device, the negative friction test determination of the soil sample of different water cut is carried out in repeating step (2), (3).
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103321209A (en) * | 2013-07-12 | 2013-09-25 | 湖南城市学院 | Construction method for reducing cast-in-place pile side negative friction |
| CN103884313A (en) * | 2014-03-24 | 2014-06-25 | 新疆水利水电科学研究院 | Rock-soil frost heaving thawed collapse two-dimensional vector measuring method |
| CN104746538A (en) * | 2013-06-04 | 2015-07-01 | 天津大学 | Method for measuring cylinder-type foundation penetration end resistance and frictional resistance in situ |
| CN104831763A (en) * | 2015-06-03 | 2015-08-12 | 石家庄铁道大学 | Frost heaving prevention performance test experiment device and method for pile body |
| CN104895125A (en) * | 2015-06-09 | 2015-09-09 | 武汉大学 | Apparatus and method for remote real-time on-line monitoring and assessment of pile foundation stability in freezing-thawing environment |
| CN105181736A (en) * | 2015-08-14 | 2015-12-23 | 东南大学 | Rock and earth mass frost heaving parameter in-situ tester |
| CN107740424A (en) * | 2017-10-18 | 2018-02-27 | 沈阳工业大学 | Steel pipe column is split up failure internal pressure and temperature multiparty control automatic alarm system |
| CN108593896A (en) * | 2018-05-04 | 2018-09-28 | 中国水利水电科学研究院 | Fully graded concrete is unstressed strain gauge means and measurement method |
| CN109403393A (en) * | 2018-11-12 | 2019-03-01 | 北京交通大学 | Simulate pile body stress and the experimental rig of durability monitoring under friction pile use environment |
| CN109537645A (en) * | 2018-12-05 | 2019-03-29 | 天津大学 | A kind of steel-pipe pile inner frictional resistance test device and test method |
| CN109945928A (en) * | 2019-04-08 | 2019-06-28 | 兰州理工大学 | A kind of salt frost heave tester for realizing coupled heat-moisture-stress effect |
| CN113897938A (en) * | 2021-11-24 | 2022-01-07 | 内蒙古大学 | Pile system capable of dynamically monitoring interaction distribution force of pile and soil |
| CN115787750A (en) * | 2022-11-14 | 2023-03-14 | 中铁南方投资集团有限公司 | Method and device for determining optimal pile pressing time of cement-soil composite pile core pile |
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| CN104746538A (en) * | 2013-06-04 | 2015-07-01 | 天津大学 | Method for measuring cylinder-type foundation penetration end resistance and frictional resistance in situ |
| CN103321209A (en) * | 2013-07-12 | 2013-09-25 | 湖南城市学院 | Construction method for reducing cast-in-place pile side negative friction |
| CN103321209B (en) * | 2013-07-12 | 2016-01-20 | 湖南城市学院 | A kind of construction method reducing castinplace pile pile-side negative friction |
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| CN103884313A (en) * | 2014-03-24 | 2014-06-25 | 新疆水利水电科学研究院 | Rock-soil frost heaving thawed collapse two-dimensional vector measuring method |
| CN104831763A (en) * | 2015-06-03 | 2015-08-12 | 石家庄铁道大学 | Frost heaving prevention performance test experiment device and method for pile body |
| CN104895125A (en) * | 2015-06-09 | 2015-09-09 | 武汉大学 | Apparatus and method for remote real-time on-line monitoring and assessment of pile foundation stability in freezing-thawing environment |
| CN105181736B (en) * | 2015-08-14 | 2017-11-03 | 东南大学 | Rock And Soil frost heave parameter in-situ test instrument |
| CN105181736A (en) * | 2015-08-14 | 2015-12-23 | 东南大学 | Rock and earth mass frost heaving parameter in-situ tester |
| CN107740424A (en) * | 2017-10-18 | 2018-02-27 | 沈阳工业大学 | Steel pipe column is split up failure internal pressure and temperature multiparty control automatic alarm system |
| CN108593896A (en) * | 2018-05-04 | 2018-09-28 | 中国水利水电科学研究院 | Fully graded concrete is unstressed strain gauge means and measurement method |
| CN109403393A (en) * | 2018-11-12 | 2019-03-01 | 北京交通大学 | Simulate pile body stress and the experimental rig of durability monitoring under friction pile use environment |
| CN109537645A (en) * | 2018-12-05 | 2019-03-29 | 天津大学 | A kind of steel-pipe pile inner frictional resistance test device and test method |
| CN109945928A (en) * | 2019-04-08 | 2019-06-28 | 兰州理工大学 | A kind of salt frost heave tester for realizing coupled heat-moisture-stress effect |
| CN113897938A (en) * | 2021-11-24 | 2022-01-07 | 内蒙古大学 | Pile system capable of dynamically monitoring interaction distribution force of pile and soil |
| CN115787750A (en) * | 2022-11-14 | 2023-03-14 | 中铁南方投资集团有限公司 | Method and device for determining optimal pile pressing time of cement-soil composite pile core pile |
| CN115787750B (en) * | 2022-11-14 | 2023-12-19 | 中铁南方投资集团有限公司 | Method and device for determining optimal pile pressing time of cement-soil composite pile core pile |
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Application publication date: 20130213 |