CN102628767B - Device and method for testing mechanical properties of pile-soil contact surface - Google Patents
Device and method for testing mechanical properties of pile-soil contact surface Download PDFInfo
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Abstract
The invention discloses a device for testing the mechanical properties of a pile-soil contact surface. The device is composed of a sealed pressure chamber, a hollow cylindrical soil sample, a solid cylindrical concrete pile sample and the like. The pile sample is prefabricated, and its diameter is equal to the internal diameter of the hollow cylindrical soil sample, and the two samples joint together closely. The lower end of the concrete pile sample is disposed on a pedestal through a spring assembly, and the upper end is connected to a stress loading system through a dowel bar, which is provided with a stress sensor and a displacement sensor I. The outside of the concrete pile sample is the hollow cylindrical soil sample. Filter paper and permeable stones are disposed at the lower end of the soil sample, and the lower end is positioned on the pedestal, while the upper end of the soil sample is provided with filter paper, permeable stones and connected with a displacement sensor II. During test, a confining pressure is exerted first for consolidating, and then a static, dynamic load is exerted on the pile sample for measuring the axial deformation and pore water stress of the pile and the soil. The device provided in the invention has a simple structure, is easy to realize, and can be used to measure the mechanical properties of a pile-soil contact surface under the action of a static, dynamic load.
Description
Technical field
The invention belongs to technical field of civil engineering, particularly a kind of mechanics characteristic of soil contact face proving installation and method of testing.
Background technology
In recent years, in the foundation works that is applied to highway bridge and civil building that pile foundation is general, make to exist in such basis a large amount of stakes and native surface of contact, due to stake and all soil material different in kinds of stake, both rigidity differs greatly, and the distortion such as the sedimentation producing under upper load effect exists larger difference; In addition, the friction piles such as cast-in-situ major diameter pipe pile improve the bearing capacity of stake by expanding stake with native contact area to increase pile side friction, therefore, measure the sedimentation and deformation, pile side friction etc. of Pile-soil contact face in pile driving process and after having constructed (quiet, dynamic load function under) Pile Soil significant to Practical Project.The geotechnological the instrument both at home and abroad measurement of Pile-soil contact face mechanical characteristic being used is at present mainly direct shear apparatus and simple shear apparatus, in Practical Project because most of stake is embedded in soil, stake is subject to Earth Pressure Around and upper load effect is born on stake top, stake has the operating mode of draining and not draining in construction and operational phase, direct shear apparatus and simple shear apparatus can not well be simulated the actual forced status of Pile Soil.Earthwork triaxial apparatus can apply respectively ambient pressure and axle pressure, the axial deformation of measuring easily the soil body and cubic deformation and can simulate draining and not draining operating mode, therefore, with earthwork triaxial apparatus, study the more realistic operating mode of Pile-soil contact face mechanical property.Due to the restriction of traditional pressure chamber structure form etc., domestic quiet, dynamic triaxial apparatus is mainly used to study the mechanical characteristic of the single soil body at present, cannot carry out measurement and the experimental study of Pile-soil contact face.
Summary of the invention
The present invention is directed to existing geotechnological instrument can not carry out the defect of Pile-soil contact face experimental study well, and a kind of Pile-soil contact face mechanical property testing device and method of testing are provided.
The technical scheme that technical solution problem of the present invention adopts is:
A kind of mechanics characteristic of soil contact face proving installation, its structure comprises: sealing load chamber, hollow cylinder soil sample, solid cylinder concrete-pile sample, it is characterized in that: solid cylinder concrete-pile sample is prefabricated, its diameter equates with the internal diameter of hollow cylinder soil sample, and both fit tightly; Concrete-pile sample lower end is placed on base by groups of springs, and upper end is connected with pressure-loaded system by transmission rod, and strain gauge and displacement transducer I are set on transmission rod; Concrete-pile sample outside is hollow cylinder soil sample, and soil sample lower end is placed filter paper, permeable stone and is placed on pedestal, and its upper end is placed filter paper, permeable stone, top cover and displacement transducer II successively.
Described stake sample is precast concrete sample, when prefabricated, can stake side be defined as to different roughness by engineering reality;
The diameter of described solid cylinder concrete-pile sample is 10cm, high 55cm; The internal diameter of hollow cylinder soil sample is 10cm, external diameter 30cm, high 50cm;
Described Pile-soil contact face mechanical property testing device can be realized stress loading control or strain loading is controlled;
Describedly at soil sample upside, arrange successively circular permeable stone and top cover, downside is arranged circular permeable stone and pedestal successively; Top top cover is free to move up and down, and its upside is placed displacement transducer II and is connected with axial deformation measurement system;
The invention still further relates to the method for testing of above-described a kind of mechanics characteristic of soil contact face proving installation, comprise following technical step:
(1) by the filled circles column concrete-pile sample of the actual prefabricated different surface roughness of engineering;
(2) concrete-pile sample lower end is placed on base by groups of springs, stake sample upper end is connected with stress loading system by transmission rod, applies certain axial stress and makes groups of springs compression;
(3) on base, place successively permeable stone and filter paper, place sample preparation and split valve, rubber membrane is enclosed within to sample preparation valve inner side and with rubber band, rubber membrane is fixed, soil sample quality trisection is added in rubber membrane successively and reach the desired height of equivalent layer and make hollow cylinder soil sample;
(4) in hollow cylinder soil sample upper end, place successively filter paper, permeable stone and top cover, tighten rubber membrane, hollow cylinder soil sample is applied to certain negative pressure sample can be stood, remove sample preparation and split valve;
(5) displacement transducer I is placed on a sample upper end, and displacement transducer II is placed on soil sample top cover, and strain gauge, displacement transducer I, displacement transducer II, hole pressure meter etc. are connected with data acquisition system (DAS);
(6) saturated and fixed: choosing suitable way, to carry out soil sample saturated, after saturated completing by test demand select draining or not drainage pattern apply confined pressure and make soil solidifying;
(7) shear: after fixed completing, in stake sample upper end, apply quiet (moving) axial stress, on-test; Soil sample is only subject to confined pressure effect not to be subject to axial stress effect when on-test, and it is motionless that the soil body keeps; Under the acting in conjunction of axial stress and lower end groups of springs counter-force, stake sample is vertically being moved, because driving the stake side soil body, stake rough surface stake sample produces vertical movement, what the two moved varies in size, and the measurement that its value can be by displacement transducer I and displacement transducer II the difference of getting the two obtain.Soil sample produces the vertical variation that causes cubic deformation and pore water stress mobile time and obtains by measured hole pressure etc.When axial displacement (or pore water pressure) reaches corresponding criterion of failure, test and stop;
(8) analytical test data, can obtain the cubic deformation of the strain-stress relation of Pile-soil contact face, the relative displacement of Pile Soil (sedimentation), the soil body etc., can provide reference for the design of the sedimentation of pile foundation under pile driving process and stake operational phase and draining and two kinds of operating modes of not draining, pile side friction etc.
Advantage of the present invention and effect are:
By improving pressure chamber, in pressure chamber, can place compared with the solid cylinder concrete-pile sample of bulk specimen and hollow cylinder soil bi-material, make existing geotechnological instrument can be used to study the mechanical characteristic of Pile-soil contact face under static and dynamic loadings effect;
By improving pressure chamber, can apply confined pressure and make all hollow cylinder soil samples of stake fixed, after fixed completing, on stake sample top, apply quiet, moving axial stress, make the stress of sample more approach actual condition;
Concrete-pile sample bottom by rigidity arranges groups of springs, is carrying out quiet (move) power while shearing, and applies the sample that dull load (cyclic load) can realize easily move up and down on stake top;
By the concrete-pile sample of prefabricated different roughness, can analyze the impact of different roughness on Pile-soil contact face mechanical property;
By draining in Control experiment process and not draining situation, can simulate the mechanical characteristic of the Pile-soil contact face under draining and two kinds of operating modes of not draining;
By analyzing the axial deformation, pore water pressure etc. of stake, soil, can obtain the mechanical characteristic of the Pile Soil such as the sedimentation and deformation of stake, soil and pile side friction;
By stress loading, control and strain loading controls to apply quiet, dynamic load, can simulate quiet, power pile driving process in Practical Project and construction complete after the interaction of Pile Soil.
The present invention is simple in structure, and the pressure chamber after improvement can directly be used on existing geotechnological instrument, is easy to realize, and can be used to measure quiet, the dynamic deformation of Pile-soil contact face.
Advantage of the present invention and effect will further describe in embodiment.
Accompanying drawing explanation
Fig. 1 structural representation of the present invention;
1-pressure chamber; 2-hollow cylinder soil sample; 3-solid cylinder concrete-pile sample; 4-groups of springs; 5-strain gauge; 6-displacement transducer I; 7-displacement transducer II; 8-transmission rod; 9-filter paper; 10-permeable stone; 11-base; 12-pedestal; 13-top cover; 14-rubber membrane.
Embodiment
As shown in Figure 1, there is shown, a kind of mechanics characteristic of soil contact face proving installation, its structure comprises sealing load chamber (1), hollow cylinder soil sample (2), solid cylinder concrete-pile sample (3), it is characterized in that described solid cylinder concrete-pile sample (3) is for prefabricated, its diameter equates with the internal diameter of hollow cylinder soil sample (2), and the two fits tightly; It is upper that concrete-pile sample (3) lower end is placed on base (11) by groups of springs (4), and upper end is connected with pressure-loaded system by transmission rod (8), and strain gauge (5) and displacement transducer I(6 are set on transmission rod (8)); Concrete-pile sample (3) outside is hollow cylinder soil sample (2), soil sample (2) lower end is placed filter paper (9), permeable stone (10) and is placed on pedestal (12) upper, and its upper end is placed filter paper (9), permeable stone (10), top cover (13) and displacement transducer II(7 successively); Strain gauge (5), displacement transducer I(6), displacement transducer II(7) be connected with data acquisition system (DAS).
A method of testing for mechanics characteristic of soil contact face proving installation, comprises following technical step:
1, by the filled circles column concrete-pile sample (3) of the actual prefabricated different surface roughness of engineering;
2, concrete-pile sample (3) lower end is placed on to base (11) by groups of springs (4) upper, stake sample (3) upper end is connected with stress loading system by transmission rod (8), applies certain axial stress and makes groups of springs (4) compression;
3, on base (11), place successively permeable stone (10) and filter paper (9), place sample preparation and split valve, rubber membrane (14) is enclosed within to sample preparation valve inner side rubber membrane (14) is fixing with rubber band, soil sample quality trisection is added successively in rubber membrane (14) and reaches the desired height of equivalent layer and make hollow cylinder soil sample (2);
4, in hollow cylinder soil sample (2) upper end, place successively filter paper (9), permeable stone (10) and top cover (13), tighten rubber membrane (14), hollow cylinder soil sample (2) is applied to certain negative pressure sample can be stood, remove sample preparation and split valve;
5, displacement transducer I(6) be placed on a sample (3) upper end, displacement transducer II(7) be placed on soil sample (2) top cover (13) upper, by strain gauge (5), displacement transducer I(6), displacement transducer II(7), hole presses meter etc. to be connected with data acquisition system (DAS);
6, saturated and fixed: choosing suitable way, to carry out soil sample saturated, after saturated completing by test demand select draining or not drainage pattern apply confined pressure and make soil sample (2) fixed;
7, shear: after fixed completing, in stake sample (3) upper end, apply quiet (moving) axial stress, on-test; Soil sample (2) is only subject to confined pressure effect not to be subject to axial stress effect when on-test, and it is motionless that the soil body keeps; Under the acting in conjunction of axial stress and lower end groups of springs (4) counter-force, stake sample (3) is vertically being moved, due to stake sample (3) rough surface, it is vertical mobile that stake sample (3) drives the stake side soil body to produce, what the two moved varies in size, and its value can be by displacement transducer I(6) and displacement transducer II(7) measurement and the difference of getting the two obtain.Soil sample (2) produces the vertical variation that causes cubic deformation and pore water stress mobile time and obtains by measured hole pressure etc.When axial displacement (or pore water pressure) reaches corresponding criterion of failure, test and stop;
8, analytical test data, can obtain the cubic deformation of the strain-stress relation of Pile-soil contact face, the relative displacement of Pile Soil (sedimentation), the soil body etc., can provide reference for the design of the sedimentation of pile foundation under pile driving process and stake operational phase and draining and two kinds of operating modes of not draining, pile side friction etc.
Claims (2)
1. a stake mechanics characteristic of soil contact face proving installation, is comprised of sealing load chamber, hollow cylinder soil sample, solid cylinder concrete-pile sample, it is characterized in that: the diameter of concrete-pile sample equates with the internal diameter of hollow cylinder soil sample, and both fit tightly; Concrete-pile sample lower end is placed on base by groups of springs, and upper end is connected with stress loading system by transmission rod, and strain gauge and displacement transducer I are set on transmission rod; Concrete-pile sample outside is hollow cylinder soil sample, and soil sample lower end is placed filter paper, permeable stone and is placed on pedestal, and soil sample upper end is placed filter paper, permeable stone, top cover and displacement transducer II successively; Strain gauge, displacement transducer I, displacement transducer II are connected with data acquisition system (DAS) respectively;
The diameter of described solid cylinder concrete-pile sample is 10cm, high 55cm; The internal diameter of hollow cylinder soil sample is 10cm, external diameter 30cm, high 50cm.
2. the method for testing of a kind of Pile-soil contact face mechanical property testing device according to claim 1, its technical step comprises:
(1) by the filled circles column concrete-pile sample of the actual prefabricated different surface roughness of engineering;
(2) concrete-pile sample lower end is placed on base by groups of springs, stake sample upper end is connected with stress loading system by transmission rod, applies certain axial stress and makes groups of springs compression;
(3) on base, place successively permeable stone and filter paper, place sample preparation and split valve, rubber membrane is enclosed within to sample preparation and splits valve inner side and with rubber band, rubber membrane fixed, soil sample quality trisection is added in rubber membrane successively and reach the desired height of equivalent layer and make hollow cylinder soil sample;
(4) in hollow cylinder soil sample upper end, place successively filter paper, permeable stone and top cover, tighten rubber membrane, hollow cylinder soil sample is applied to certain negative pressure sample can be stood, remove sample preparation and split valve;
(5) displacement transducer I is placed on a sample upper end, and displacement transducer II is placed on soil sample top cover, presses meter to be connected with data acquisition system (DAS) in strain gauge, displacement transducer I, displacement transducer II, hole;
(6) saturated and fixed: choosing suitable way, to carry out soil sample saturated, after saturated completing by test demand select draining or not drainage pattern apply confined pressure and make soil solidifying;
(7) shear: after fixed completing, in stake sample upper end, apply quiet, moving axial stress, on-test; Soil sample is only subject to confined pressure effect not to be subject to axial stress effect when on-test, and it is motionless that the soil body keeps; Under the acting in conjunction of axial stress and lower end groups of springs counter-force, stake sample is vertically being moved, because driving the stake side soil body, stake rough surface stake sample produces vertical movement, what the two moved varies in size, and the measurement that its value can be by displacement transducer I and displacement transducer II the difference of getting the two obtain; Soil sample produces the vertical variation that causes cubic deformation and pore water stress mobile time and by measured hole, presses and obtain; When axial displacement reaches corresponding criterion of failure, test and stop;
(8) analytical test data, can obtain the strain-stress relation of Pile-soil contact face, the cubic deformation of the relative displacement of Pile Soil, the soil body.
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| CN202247966U (en) * | 2011-07-25 | 2012-05-30 | 余闯 | Model test device for simulating pile-supported embankment under complex load condition |
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| CN102628767A (en) | 2012-08-08 |
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