CN110261241A - Method interfacial characteristics experimental rig and method are cut in torsion - Google Patents
Method interfacial characteristics experimental rig and method are cut in torsion Download PDFInfo
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- CN110261241A CN110261241A CN201910618886.9A CN201910618886A CN110261241A CN 110261241 A CN110261241 A CN 110261241A CN 201910618886 A CN201910618886 A CN 201910618886A CN 110261241 A CN110261241 A CN 110261241A
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- 238000000034 method Methods 0.000 title claims abstract description 41
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 67
- 239000010959 steel Substances 0.000 claims abstract description 67
- 238000010008 shearing Methods 0.000 claims abstract description 25
- 238000012360 testing method Methods 0.000 claims abstract description 22
- 230000007246 mechanism Effects 0.000 claims abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 17
- 238000003825 pressing Methods 0.000 claims abstract description 10
- 238000006073 displacement reaction Methods 0.000 claims description 28
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 8
- 238000005259 measurement Methods 0.000 claims description 6
- 230000015556 catabolic process Effects 0.000 claims description 4
- 229910000754 Wrought iron Inorganic materials 0.000 claims 1
- 239000004576 sand Substances 0.000 description 30
- 230000003068 static effect Effects 0.000 description 5
- 238000005520 cutting process Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000006243 chemical reaction Methods 0.000 description 2
- 230000003993 interaction Effects 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 230000007704 transition Effects 0.000 description 2
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000000280 densification Methods 0.000 description 1
- 230000008676 import Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0025—Shearing
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/025—Geometry of the test
- G01N2203/0258—Non axial, i.e. the forces not being applied along an axis of symmetry of the specimen
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0676—Force, weight, load, energy, speed or acceleration
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0682—Spatial dimension, e.g. length, area, angle
Abstract
The present invention relates to a kind of torsions to cut method interfacial characteristics experimental rig and method.The object of the present invention is to provide a kind of torsions that structure is simple and convenient to operate to cut method interfacial characteristics experimental rig and method.The technical scheme is that method interfacial characteristics experimental rig is cut in a kind of torsion, it is characterized by: having the dress sample container for loading sample and the round steel bar for carrying out interface shearing test with sample, the round steel bar is embedded in the sample of dress sample container, the round steel bar connects rotary drive mechanism through coaxially connected vertical bar, and the pressing mechanism that can apply vertical pressure to the soil sample in dress sample container is equipped with above the dress sample container.The present invention is suitable for indoor testing equipment design field.
Description
Technical field
The present invention relates to a kind of torsions to cut method interfacial characteristics experimental rig and method.Suitable for indoor testing equipment designing technique
Field.
Background technique
The interaction of soil and structure is the interaction between one of major issue of geotechnical engineering, such as stake soil, and
Contact performance between the soil body and works interface is interface shearing characteristic.It is applied to the method for interface shearing characteristic research at present
There are staight scissors method and ring to cut method.
(1) staight scissors method: realizing that interfacial characteristics are tested by direct shear apparatus, and the upper and lower box of shear box point fills soil sample and mould respectively
The boundary material of quasi- roughness, there are the shearing of certain interval seams between upper and lower shear box, apply vertical load and horizontal lotus
It carries, makes contact surface that the shearing changing of the relative positions occur.
Although staight scissors method equipment is simple, interface shearing displacement is small, can have eccentric load when being displaced big and even topple
Load, forced area is also with becoming smaller, therefore, it is impossible to realize the interfacial characteristics test of big shear displacemant.Moreover, shearing seam is pre-
Staying size, there is also uncertainties, related with soil sample property, preset slot is big to be had soil sample and cut damage, and preset slot is small to be existed
Interface is constrained or dimensional effect.
(2) ring cuts method: realizing that interfacial characteristics are tested by ring shear apparatus, shear box is annular, to annular soil sample and simulation
The boundary material of roughness carries out torsional shear, it can be achieved that being kept in contact the big position that the face section of shear is constant, normal stress is constant
Move interface shearing test.
The ring method of cutting is the test method of foreign recommended, the big shear displacemant at interface may be implemented, but the test needs import
Ring shear apparatus, price is in contrast expensive, and test operation is complex, it is difficult to universal.Ring is cut method and is needed as staight scissors method
Reserved shearing seam, especially to weak soil sample, need to readjust when detracting serious and cut width of slit, increase for the operation of test
Difficulty.
Summary of the invention
The technical problem to be solved by the present invention is in view of the above problems, a kind of structure is provided and is simple and convenient to operate
Torsion cut method interfacial characteristics experimental rig and method.
The technical scheme adopted by the invention is that: method interfacial characteristics experimental rig is cut in a kind of torsion, it is characterised in that: is had and is used
In the dress sample container for loading sample and for the round steel bar with sample progress interface shearing test, the round steel bar, which is embedded in dress sample, to be held
In the sample of device, which connects rotary drive mechanism through coaxially connected vertical bar, and being equipped with above the dress sample container can be right
Fill the pressing mechanism that the soil sample in sample container applies vertical pressure.
The dress sample container is placed on pedestal, and dress sample container is fixed through several several vertical threaded rods disposed there around
In pedestal.
The pressing mechanism has support plate and pressure plate compatible with the dress sample container shapes size, wherein supporting
Plate is connected on the vertical threaded rod, and the pressure plate is fixed on the support plate lower end through several equally distributed springs.
The pressure plate is formed with several guide rods, and the guide rod corresponded on pressure plate in the support plate is formed with pilot hole.
The spring uses two kinds of models, a kind of line footpath 2mm of spring, outer diameter 15mm, high 50mm, stiffness factor K=
8.7702N/mm；The line footpath 3mm of another spring, outer diameter 15mm, high 50mm, stiffness factor K=61.2980N/mm.
The top of the round steel bar is located at the center of sample in the dress sample container.
The corresponding sample loaded in sample is equipped with the displacement measurement mechanism for measuring the vertical displacement of sample top surface.
The displacement measurement mechanism has the dial gauge for lengthening contact pilotage.
The round steel bar has more of different roughness, needs to be replaced according to test.
A method of it is tested using the experimental rig, it is characterised in that:
Peak torque M caused by round steel bar when obtaining failure by shearmax；
According to formula:Calculate shear stress τf；
Wherein D is the diameter of the round steel bar；H is round steel bar height.
The beneficial effects of the present invention are: the big shear displacemant at interface may be implemented in the present invention, applied by vertical pressure
Load eccentricity will not occur for the Normal stress at interface, and interface forced area is invariable always.The present invention no setting is required shearing
Seam, the interface for simulating roughness are realized using the round steel bar of different roughness, are directly embedded in the sample in dress sample container, no
There are soil samples to cut damage, substantially reduces test difficulty.Vertical pressing mechanism is compressed spring in the present invention, principle of device is simple,
Low cost, but also it is able to achieve the function of constant stiffness load.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of embodiment.
Fig. 2 is the structural schematic diagram of vertical pressing mechanism in embodiment.
Fig. 3 is the structural schematic diagram of round steel bar in embodiment.
Fig. 4 is sand-steel shear stress on interface-relative displacement graph of relation under the different vertical pressures that embodiment provides.
Fig. 5 is sand-steel interfacial peak intensity-normal stress curve graph that embodiment provides.
Fig. 6 is sand-steel interface residual strength-normal stress curve graph that embodiment provides.
Fig. 7 is sand-steel interfacial peak intensity-vertical pressure curve graph that embodiment provides.
Fig. 8 is sand-steel interface residual strength-vertical pressure curve graph that embodiment provides.
Fig. 9 is sand-steel interface vertical displacement-relative displacement curve figure under the different vertical pressures that embodiment provides.
Figure 10 is sand-steel interface maximum vertical displacement-normal stress graph of relation that embodiment provides.
Specific embodiment
As shown in Figure 1, the present embodiment is that a kind of turn round cuts method interfacial characteristics experimental rig, there is pedestal 10, put on pedestal 10
It is equipped with the dress sample container 8 for loading sample (normal sand sample or soil sample, this example selection standard sand sample), dress sample container 8 passes through
Three be uniformly distributed in around dress sample container 8, the threaded rod 2 arranged vertically is fixed on pedestal 10.Dress sample container 8 is equipped with can be to dress
Soil sample in sample container 8 applies the vertical pressing mechanism of vertical pressure, which connect with the top of threaded rod 2.
As shown in Fig. 2, vertical pressing mechanism has support plate 5 and pressure plate compatible with dress 8 shape size of sample container
3, wherein support plate 5 is connected on vertical threaded rod 2 through nut 7, and nut 7 is threadedly connected on threaded rod 2 and is located at support
The upper and lower position of plate 5；Pressure plate 3 of 5 lower end of support plate through several equally distributed connection of spring 4 lower sections.
It will be used to be embedded in the round steel bar 1 that sample carries out interface shearing test in the sample of dress sample container 8 in the present embodiment,
Round steel bar 1 is vertically placed in sample, and the upper end of the round steel bar connects rotary drive mechanism through vertical vertical bar 9.
The corresponding sample loaded in sample is equipped with the displacement measurement mechanism for measuring the vertical displacement of sample top surface in this example,
Displacement measurement mechanism has the dial gauge 6 for lengthening contact pilotage in this example.
It fills sample container 8 in the present embodiment to be made of pmma material, internal diameter 100mm, high 200mm, wall thickness 10mm.This
Round steel bar 1 has 4 in example, and high H is 40mm, and diameter D is 20mm, different roughness is respectively provided with, for carrying out and standard
The interface shearing of sand (soil sample) is tested.Threaded rod 2 for fixed dress sample container 8 and is erected with 3, diameter 8mm, overall length 270mm
To the support plate 5 of pressing mechanism.
The circular hole of a diameter 6.5mm is opened at 3 thickness 5mm of pressure plate, diameter 99mm, center in this example, for across running through
Vertical bar 9.On 3 upper surface of pressure plate 4 diameter 4mm equably are being welded perpendicular to plate face within one week apart from center of circle 25mm, it is high
The guide rod of 70mm.Entire pressure plate 3 is for densification sample and uniformly transfers 4 pressure of spring to the sample in dress sample container 8.
5 thickness 5mm of support plate, diameter 160mm, the circular hole of a diameter 6.5mm is opened at center, for across through vertical bar 9.
In the pilot hole 501 for uniformly opening 4 diameter 5mm for one week apart from center of circle 25mm.3 are uniformly being opened within one week apart from center of circle 70mm
The circular hole of diameter 10mm, for the contact pilotage across 6 displacement meter of dial gauge, needle contact to pressure plate 3, to measure sample top surface
Vertical displacement.
4 two kinds of models of spring in this example, each 4: a kind of 4 line footpath 2mm of spring, outer diameter 15mm, high 50mm, stiffness factor K
=8.7702N/mm；Another 4 line footpath 3mm of spring, outer diameter 15mm, high 50mm, stiffness factor K=61.2980N/mm.Vertical pressure
When power is not more than 50kPa, the groups of springs of stiffness factor K=8.7702N/mm is selected；When vertical pressure is greater than 50kPa, strength is selected
Spend COEFFICIENT K=61.2980N/mm groups of springs.
Pressure plate 3 is located at 5 lower section of support plate in the present embodiment, and the guide rod 301 on pressure plate 3 passes through in support plate 5
Pilot hole 501 is set with spring 4 on guide rod 301, and spring 4 is between pressure plate 3 and support plate 5.
The determination method of shearing strength is as follows in this example:
Peak torque M caused by round steel bar 1 when obtaining failure by shearmax；
According to formula:Calculate shear stress τf。
For the torque that round steel bar 1 generates, what the disc up and down and side formed including the rotation of round steel bar 1 generated the center of circle
Torque M1、M2；
Assuming that peak torque caused by round steel bar 1 is M when failure by shearmaxNcm has
Mmax=M1+M2
Wherein
In formula: τfhFor the shearing strength on horizontal plane, kPa；D is 1 diameter of round steel bar, m；H is 1 height of round steel bar, m；τfv
For the shearing strength on vertical plane, kPa；
Assuming that the soil body is ergodicity, then there is τfh=τfv=τf, obtain
If the conversion coefficient between shear stress and torque is k, i.e.,
The present embodiment carries out sand-steel interfacial characteristics to the round steel bar 1 of normal sand and simulation roughness and tests, vertical pressure point
0kPa, 25kPa, 50kPa, 75kPa, 100kPa are not selected, and the sample preparation relative density of sand is 72.2%, and shear rate takes 6 °/min.
Method normal sand and steel interfacial characteristics test result are cut in torsion:
1. shear stress-relative displacement relation curve
Boundary of normal sand-steel interface under the conditions of vertical pressure 0kPa, 25kPa, 50kPa, 75kPa, 100kPa is obtained
Sand-steel shear stress on interface-is with respect to position under face shear stress τ-relative displacement δ relation curve, concrete outcome such as Fig. 4 difference vertical pressure
Move relation curve.
It is available from figure 4:
(1) vertical pressure has apparent influence to sand-steel interface shear stress-relative displacement relation curve.With vertical
The increase of pressure, the peak shear stress and residual shear stress at interface significantly increase, and in addition to 75kPa, the peak value under remaining pressure is cut
The corresponding relative displacement of stress also increases with it.
(2) with the increase of vertical pressure, initial shear stress of the sand-steel interface when relative displacement occurs also increases therewith
Greatly, principle is similar to: force of sliding friction is generated, first has to reach maximum static friction force, and with the increasing of interface normal stress
Greatly, maximum static friction force also increases with it.
(3) for normal sand and 1 structural interface of round steel bar, shear stress-relative displacement relationship under different vertical pressures is bent
Line all has apparent peak value, shows as strain softening type.
(4) for normal sand and 1 structural interface of round steel bar, shear stress-relative displacement relationship under different vertical pressures is bent
Line shows as elastoplasticity, can be divided into elastoplasticity build phase, plasticity softening stress-displacement stage and remaining friction phase.
(5) for normal sand and 1 structural interface of round steel bar, in addition to 100kPa, the shear stress under remaining vertical pressure is in sand-
Steel interface shearing is complete to have leveled off to straight line after a week, and the shear stress under 100kPa is complete one week in sand-steel interface shearing
Still have the tendency that continuing to reduce afterwards.
2. interfacial failure intensity
For interface shearing breakdown strength, there are peak shear stress and two kinds of residual shear stress, take peak shear stress as sand-
Steel interface shearing breakdown strength, while the changing rule of residual shear stress is analyzed.In addition, the shear stress that this test is taken
Instrument is all needed to deduct through vertical bar 9 in the hollow raw value of shearing of changing the line of production of sand sample, i.e., the shear stress generated completely by round steel bar 1
Value.Sand-steel interface peak shear stress and residual shear stress are shown in Table 3 under different vertical pressures.
Peak shear stress and residual shear stress under the different vertical pressures of table 3
The vertical pressure that the present embodiment is applied acts on sand sample vertical direction, rather than acts directly on sand-steel
Interface method is upward, is equivalent to earth pressure at rest so really acting on sand steel interface method and upwarding pressure, the meter of earth pressure at rest
Calculate formula are as follows:
σ0=K0σz
In formula: K0For coefficient of static earth pressure, σzFor vertical confining pressure, kPa.
Coefficient of static earth pressure is calculated using Jaky empirical equation, i.e.,
K0=1-sin φ
In formula:For the effective angle of inner friction of normal sand, (°).
The internal friction angle of normal sand itself is 30 °, can calculate corresponding earth pressure at rest by two above formula, i.e.,
Then interfacial peak shear stress and residual shear stress are depicted as by sand-steel interface normal stress with the variation of interface normal stress
Scatter plot, and regression analysis-linear fit is carried out, matched curve such as Fig. 5, shown in Fig. 6.
From table 3 and Fig. 5, Fig. 6, it is apparent that sand-steel interfacial peak shear stress and residual shear stress are all answered with normal direction
The increase of power and increase, and with the approximately linear incremental relationship of normal stress, so, can use similar mole-coulomb standard
Mode then indicates:
In formula: τ --- shear stress on interface, kPa；
C --- the cohesive force between interface apparent cohesion, i.e. sand and round steel bar 1, kPa；
σ --- interface normal stress, kPa；
--- interface internal friction angle, °.
From figure 5 it can be seen that the curve matching similarity R of peak shear stress2=0.9971, reach 0.99 or more, line
Property fitting effect it is preferable, it then follows mole-coulomb failure criteria.By the fit curve equation in Fig. 5 it is recognised that normal sand with
The apparent cohesion and internal friction angle of 1 structural interface of round steel bar be respectively as follows: c=2.6kPa and
The internal friction angle of normal sand used in the present embodiment is 30 °, therefore, for normal sand and steel interface, is rubbed in interface
Angle is less than the internal friction angle of sand itself, so, normal sand and steel interface shearing destroy and occur on sand-steel interface.
From fig. 6 it can be seen that the curve matching similarity R of residual shear stress2=0.9601, linear fit effect also compared with
It is good, equally follow mole-coulomb failure criteria.By the fit curve equation in Fig. 6 it is recognised that the table of normal sand and steel interface
See cohesive strength and internal friction angle be respectively as follows: c=0.98kPa andInterface internal friction angle is much smaller than in sand itself and rubs
Angle is wiped, the Ying Xuanyong residual shear stress that (is greater than 60mm) when the big relative deformation in interface occurs is as interface shearing breakdown strength.
This test can directly establish the relationship between interfacial failure intensity and vertical pressure, and vertical pressure, which represents buried depth, to be had
Weight stress is imitated, without being scaled the relationship of intensity and normal stress, intermediate conversion empirical coefficient K can be reduced in this way0(Stationary side
Pressure coefficient), and static lateral pressure coefficient may not remain unchanged when Pile Soil generation relative displacement.Directly establish boundary strength with
The relationship (such as Fig. 7, Fig. 8) of effective vertical pressure, is a big characteristic of this interfacial test, and its internal cohesion generally takes for sand
0。
3. swollen (contracting) property is cut at interface
In interface shearing test, normal sand sample and the area at circle interface remain constant, so normal sand sample
The variation of vertical displacement can represent the variation of volume of sample.Normal sand is drawn from steel interface different vertical according to test data
The curve that vertical displacement changes with relative displacement under pressure, as shown in Figure 9.It is positive with the reduction of sand sample volume, with the increasing of sand sample volume
It is negative greatly.
It is available to draw a conclusion from Fig. 9:
For normal sand and steel interface, in the case where arriving big vertical pressure effect from childhood, show from cutting contracting to cutting swollen phenomenon
Transition cut bulk and show as first increases and then decreases and with the increase of vertical pressure, and oriented cut what contracting direction was developed
Trend.Sand-steel interface maximum vertical displacement-normal stress relation curve is as shown in Figure 10.
When normal stress is 12.5kPa, sand-steel interface vertical displacement amount is 0, that is to say, that is in shear rate
6 °/min, when vertical stress is 25kPa, swollen (contracting) amount of cutting of normal sand sample and steel interface that relative density is 72.2% is 0,
I.e. any variation does not occur for volume of sample, it may be considered that, the critical phase transition pH under the experimental condition is about 72.2%.
Apply within the scope of vertical pressure in this test, vertical displacement amount all very littles under different pressures, maximum is no more than
0.02mm can be ignored relative to 4 decrement of spring, so, still believe that sand-steel interface is Chang Yingli normal direction perimeter strip
Part.
Certainly, above description is not limitation of the present invention, and the present invention is also not limited to the example above, the art
Those of ordinary skill, within the scope of the invention, variation, addition or the replacement made all should belong to protection scope of the present invention.
Claims (10)
1. method interfacial characteristics experimental rig is cut in a kind of torsion, it is characterised in that: there is the dress sample container (8) for loading sample and use
In the round steel bar (1) for carrying out interface shearing test with sample, the round steel bar (1) is embedded in the sample of dress sample container (8), the circle
Rod iron connects rotary drive mechanism through coaxially connected vertical bar (9), and being equipped with above the dress sample container (8) can be to dress sample container
(8) soil sample in applies the vertical pressing mechanism of vertical pressure.
2. method interfacial characteristics experimental rig is cut in torsion according to claim 1, it is characterised in that: the dress sample container (8) is set
Pedestal (10) are fixed on through several several vertical threaded rods (2) disposed there around on pedestal (10), filling sample container (8).
3. method interfacial characteristics experimental rig is cut in torsion according to claim 2, it is characterised in that: the vertical pressing mechanism tool
There are support plate (5) and pressure plate (3) compatible with dress sample container (8) shape size, wherein support plate (5) is connected to described
On vertical threaded rod (2), the pressure plate (3) is fixed on the support plate (5) lower end through several equally distributed springs (4).
4. method interfacial characteristics experimental rig is cut in torsion according to claim 3, it is characterised in that: the pressure plate (3) is formed with
Several guide rods (301), the guide rod (301) corresponded on pressure plate (3) on the support plate (5) are formed with pilot hole (501).
5. method interfacial characteristics experimental rig is cut in torsion according to claim 2 or 3, it is characterised in that: the spring (4) uses
Two kinds of models, a kind of line footpath 2mm of spring (4), outer diameter 15mm, high 50mm, stiffness factor K=8.7702N/mm；Another bullet
The line footpath 3mm of spring (4), outer diameter 15mm, high 50mm, stiffness factor K=61.2980N/mm.
6. method interfacial characteristics experimental rig is cut in torsion according to claim 1, it is characterised in that: the top of the round steel bar (1)
Portion is located at the center of described dress sample container (8) interior sample.
7. method interfacial characteristics experimental rig is cut in torsion according to claim 1, it is characterised in that: in the corresponding loading sample
Sample be equipped with displacement measurement mechanism for measuring the vertical displacement of sample top surface.
8. method interfacial characteristics experimental rig is cut in torsion according to claim 7, it is characterised in that: the displacement measurement mechanism tool
There is the dial gauge (6) for lengthening contact pilotage.
9. method interfacial characteristics experimental rig is cut in torsion according to claim 1, it is characterised in that: the round steel bar (1) has
More of different roughness need to be replaced according to test.
10. a kind of method tested using experimental rig described in claim 1~9 any one, it is characterised in that:
Torque caused by round steel bar (1), peak torque M during acquisition failure by shearmaxFor breakdown torque；
According to formula:Calculate shear stress τf；
Wherein D is the diameter of the round steel bar (1)；H is round steel bar (1) height.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110823717A (en) * | 2019-11-01 | 2020-02-21 | 广州大学 | Semi-flexible pavement shear strength testing device and testing method |
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| 王湛;陈立鹏;桑登峰;刘珊;: "基于大型高围压界面环剪仪的钢管桩-砂土界面剪切试验研究", 水运工程, no. 01, pages 146 - 147 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110823717A (en) * | 2019-11-01 | 2020-02-21 | 广州大学 | Semi-flexible pavement shear strength testing device and testing method |
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