CN206601298U - Soil mass elastic parameter test device - Google Patents
Soil mass elastic parameter test device Download PDFInfo
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- CN206601298U CN206601298U CN201720308915.8U CN201720308915U CN206601298U CN 206601298 U CN206601298 U CN 206601298U CN 201720308915 U CN201720308915 U CN 201720308915U CN 206601298 U CN206601298 U CN 206601298U
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Abstract
The utility model provides a kind of soil mass elastic parameter test device, the Up-Center-Down Structure that the pedestal of the device is constituted in six terrace with edges, six prisms, six terrace with edges, top surface, bottom surface and all sides of pedestal are provided with groove, and 1 soil pressure cell is arranged at the top surface of the terrace with edge of pedestal top six；3 soil pressure cells are arranged in the groove not adjacent to each other of the terrace with edge side of pedestal top six, and 3 soil pressure cells are arranged in the groove not adjacent to each other of the prism of pedestal six side, and 3 soil pressure cells are arranged in the groove not adjacent to each other of the terrace with edge side of pedestal bottom six；10 strain boxes are arranged in pedestal side and the vacant pressure cell groove in bottom surface；The data conductor of 10 soil pressure cells and 10 strain boxes collects after hole is drawn from data wire through base interior data wire duct and is connected with data collecting system.Effect of the present utility model is that real soil mass elastic parameter can be presented to the full extent for the raising of precision in device detection operation, and guarantee is provided for the intensity and Study on Deformation of the soil body.
Description
Technical field
The utility model belongs to Geotechnical Engineering field, is related to a kind of soil mass elastic parameter test device, available for test soil
Internal elastic parameter.
Background technology
When the soil body can not produce displacement under external force, its geometry and size will change, this deformation
Referred to as strain.Reaction force resistance external force equal in magnitude but in opposite direction is generated inside when the soil body is deformed upon, definition is single
This reaction force in plane product is stress.The elastic parameter of the soil body is to study the bridge of resistance to shear of soil strain stress relation, is to build
The key of vertical soil strength model.
Rock And Soil has the material properties different from metal, because real stress-strain state is difficult to obtain, therefore according to
Assume to obtain its ess-strain value according to isotropism.Because of the feature, the reality of any such as the pressure hardness of the soil body, broken and scattered property, non-linear
Strain can not directly test acquisition.Embedded dress is acted on by the really soil pressure that strain device acquisition is buried in inside soil body
The device strain put and produced, and embedded device is that face contacts not wire body, acquisition be essentially certain direction soil body pressure
The mean strain produced to embedded device.
Conventional soil mass elastic parameter determines that Main Basiss are one-dimensional or two-dimentional computational theory, or based on direct shear test, solid
The laboratory tests such as knot experiment, the parameter of measure is the parameter in meaning of equal value, not actual elastic parameter.For a long time,
Some ground worker proposes a series of strength model, and the class model has two-parameter variable elasticity model and can not consider to cut swollen
Four parameter model；Seven parameter models establish the universal relation of orthogonal ergodicity based on coaxial characteristic, what nine parameters were represented
For the elastic constant of orthotropic material.Because seven parameter models and nine parameter models are difficult to test in practical situations both,
Thus the strength model based on seven parameters and nine parameters is there is no so far.The He of the patent No. 2014103451953
2015109568005 disclose the computational methods tested for three-dimensional Soil mass state with different view, for the test soil body
Conventional stress state is provided may.The patent No. 2014107401402 is disclosed for testing inside soil body three dimensional strain state
Test device, but soil body strain testing needs enough material similarity, and substance does not point out material type to the patent,
Still need to improve.Because by the technical limitation such as method of testing, there is no can test nine bullets of orthotropic material
The device of property parameter.
For the elastic performance of Validity Test various soil mass, ess-strain, intensity and the deformation characteristic of the soil body are rationally assessed.Have
Necessity proposes the method for testing of soil mass elastic parameter.Such method of testing is provided just to recognize the mechanics and deformation characteristic of the soil body
Profit, possibility is provided by the foundation for the parameter intensity model of the soil body nine.
The content of the invention
The purpose of this utility model is to provide a kind of soil mass elastic parameter test device, is joined with the true elasticity for realizing the soil body
Number test, and then provide possibility for ess-strain, intensity and the deformation characteristic for rationally assessing the soil body.
To solve the above problems, the utility model provides a kind of soil mass elastic parameter test device, soil body elasticity ginseng
Number test device is embedded in inside soil body, and is connected with data collecting system, wherein：The device includes 10 soil pressures
Box, 10 strain boxes, pedestal, data conductor, waterproof gasket cement compositions；The pedestal is in six terrace with edges, six prisms, six terrace with edges composition
Up-Center-Down Structure, and top surface, bottom surface and all sides of pedestal are provided with groove, and 1 soil pressure cell is arranged on pedestal
The top surface of the terrace with edge of portion six；3 soil pressure cells are arranged in the groove not adjacent to each other of the terrace with edge side of pedestal top six, 3 soil pressures
Power box is arranged in the groove not adjacent to each other of the prism of pedestal six side, and 3 soil pressure cells are arranged at the terrace with edge side of pedestal bottom six
In the groove not adjacent to each other of face；10 strain boxes are arranged in pedestal side and the vacant pressure cell groove in bottom surface；10 soil
The data conductor of pressure cell and 10 strain boxes collects after hole is drawn through base interior data wire duct from data wire adopts with data
Collecting system is connected, by waterproof gasket cement by the gap filling between soil pressure cell and pedestal, forms soil mass elastic parameter and surveys
Trial assembly is put.
The utility model effect is to have filled up the blank that the elastic parameter of the soil body nine can not be tested directly.Such method of testing is
The mechanics and deformation characteristic for recognizing the soil body are provided convenience, and possibility is provided by the foundation for the parameter intensity model of the soil body nine.If single
The precision of individual soil pressure cell and single strain box is respectively κ, ρ, then maximum (normal) stress precision is 4.33 κ, maximum shear stress precision
For 3.5 κ；Maximum normal strain precision is 10.33 ρ, and maximum shear strain precision is 34.67 ρ.The raising energy maximum journey of precision in operation
Real soil mass elastic parameter is presented on degree, guarantee is provided for the intensity and Study on Deformation of the soil body.
Brief description of the drawings
Fig. 1 is that soil mass elastic parameter of the present utility model tests test device design sketch；
Fig. 2 is the stress box design sketch that the utility model is related to；
Fig. 3 is the rigid pipe perspective view that the utility model is related to；
Fig. 4 is the pedestal effect that the utility model is related to；
A kind of coordinate system that Fig. 5 soil body elastic-plastic mechanical parameter test devices of the present utility model are set up；
Fig. 6 is the pedestal perspective view that the utility model is related to；
Fig. 7 is the pedestal profile that the utility model is related to.
In figure：
1. the waterproof gasket cement of 4. data conductor of strain 3. pedestal of box of pressure cell 2. 5.
21. the stopple of 24. filling liquid of rigid pipe 22. elastomeric bladder, 23. inductor 25.
26. the groove of 27. seal groove of sealing ring, 28. inductor hole, 29. topping up hole 31.
32. the data wire of data wire duct 33. collects hole
Embodiment
Soil mass elastic parameter test device of the present utility model is illustrated with reference to accompanying drawing.
Soil mass elastic parameter test device and its method of testing of the present utility model are to be based on：Set up soil body strain and medium
Strain stress relation, so as to obtain its strain；According to the inverse operation of the flexibility matrix between three-dimensional stress constraint and three dimensional strain state
The elastic parameter of orthotropic material can be obtained.
Soil mass elastic parameter test device structure of the present utility model is that the soil mass elastic parameter test device is embedded in soil
Internal portion, and be connected with data collecting system, it is characterized in that：The device include 10 soil pressure cells 1,10 strain box 2,
Pedestal 3, data conductor 4, waterproof gasket cement 5 are constituted；The upper, middle and lower knot that the pedestal 3 is constituted in six terrace with edges, six prisms, six terrace with edges
Structure, and top surface, bottom surface and all sides of pedestal 3 be provided with 31,1 soil pressure cell 1 of groove and be arranged at the rib of 3 top of pedestal six
In the groove 31 of the top surface of platform；3 soil pressure cells 1 are arranged in the groove 31 not adjacent to each other of the terrace with edge side of 3 top of pedestal six,
3 soil pressure cells 1 are arranged in the groove 31 not adjacent to each other of the prism of pedestal 3 six side, and 3 soil pressure cells 1 are arranged at pedestal 3
In the groove 31 not adjacent to each other of the terrace with edge side of bottom six；10 strain boxes 2 are arranged at the vacant groove in the side of pedestal 3 and bottom surface
In 31；The data conductor 4 of 10 soil pressure cells 1 and 10 strain boxes 2 collects through the internal data line duct 32 of pedestal 3 from data wire
Hole 32 is connected after drawing with data collecting system；The gap between soil pressure cell 1 and pedestal 3 is filled out by waterproof gasket cement 5
Fill；Soil mass elastic parameter test device is formed, as shown in Figure 1.
It is of the present utility model strain the structure of box 2 be：The device includes rigid pipe 21, elastomeric bladder 22, inductor 23, filling liquid
24th, stopple 25, sealing ring 26, data wire 4, waterproof gasket cement 5.The rigid pipe 21 is the barrel of one section of closing, rigid pipe
Openend outer wall is provided with seal groove 27, and the bottom of rigid pipe 21 is provided with inductor hole 28, and the side wall of rigid pipe 21 is provided with topping up
Hole 29, as shown in Figure 2.Rigid pipe 21 is inserted into inductor hole 28 of the test lead of inductor 23 through rigid pipe；Will with sealing ring 26
Elastomeric bladder 22 is arranged on rigid pipe seal groove 27；Filling liquid 24 is filled with inside rigid pipe 21 from topping up hole 29, and uses stopple
25 seal topping up hole 29；It is with waterproof gasket cement 5 that the gap filling on rigid pipe is closely knit；The data wire that inductor 23 is connected
4 are connected with data collecting system, that is, form soil body strain detection testing device.As shown in Figure 3.
Include following two kinds of steps using soil mass elastic parameter test device of the present utility model：
A kind of step is：
1) the strain box 2 assembled is embedded to inside soil body, and data wire 4 is connected with data collecting system；
2) turn-on data acquisition system, record stationary value P after pending data is stable0；
3) soil body is loaded, obtains pressure value P1；
4) soil body strain value in embedded direction can be calculated using formula (1), formula (1) is
ε=(p1-p0)K (1)
In formula (1), ε is soil body dependent variable；P0For step 1) in record stationary value；P1For step 2) the middle pressure obtained
Force value.
Another step is：
1) the soil mass elastic parameter test device is embedded in the soil body to be measured；10 are obtained by data collecting system
The reading of soil pressure cell 1, i.e., σt；Simultaneously
The reading of 10 strain boxes 2 is obtained, i.e.,
σb；
2) three-dimensional stress constraint for obtaining the soil body is calculated according to formula (2), formula (3) and formula (4), according to formula formula (5), formula (6)
The three-dimensional stress constraint of the soil body is obtained with formula (7), calculation formula is as follows：
In formula (2-4),σtFor the soil body
The reading for 10 soil pressure cells 1 that elastic parameter test device is obtained； Represent
The 3 direct stress components and 3 shear stress components of tested point routine stress state.
In formula (5-7),σbFor the soil body
10 strain values that elastic parameter test device is obtained；Represent that tested point is conventional
The 3 normal strain components and 3 shearing strain components of strain regime；
3) elastic parameter of any is calculated according to formula (8-13)
Wherein, in formula (8-13), DijRepresent the elastic parameter of the soil body； Represent
The 3 normal strain components and 3 shearing strain components of test point routine strain regime；
Represent the 3 direct stress components and 3 shear stress components of the conventional stress state of test point.
4) elastic parameter of inside soil body can show according to formula (14)
Elastic parameter computational methods are obtained according to inside soil body, the real elastic parameter of inside soil body can be obtained, so as to be soil
Intensity and deformation in body engineering, which are calculated, provides facility.
What soil mass elastic parameter test device of the present utility model was realized in：
First, the making of pedestal 3.Pedestal 3 is made up of 2 six terrace with edges and six prisms, as shown in Figure 6.In Fig. 6
MNPQRS-M0N0P0Q0R0S0For six terrace with edges, six terrace with edge side is 45 ° with bottom surface angle, a diameter of a of top surface inscribed circle, bottom
Face inscribed circle it is a diameter ofM0N0P0Q0R0S0-M1N1P1Q1R1S1For six prisms, six prism heights are a, inscribe
Circular diameter isThe whole height of pedestal 3 isM1N1P1Q1R1S1-M2N2P2Q2R2S2For six terrace with edges, this six
Terrace with edge side is 45 ° with bottom surface angle, and top surface inscribed circle diameter is a, and bottom surface inscribed circle diameter isAs shown in Figure 7.
Each face of pedestal 3 is numbered, MNN0M0Place face is A1Face, M0N0N1M1Place face is A2Face, M1N1N2M2Place face is A3
Face, other faces are according to counter clockwise direction and first up and then down principle, and numbering is B according to this1、B2、B3、C1、C2、C3、D1、D2、D3、E1、
E2、E3、F1、F2、F3, it is t, b that base top surface and base bottom surface are numbered respectively, as shown in Figure 5.Opened in all surface of pedestal 3
Cylinder shape groove 31, groove diameter and groove depth are with soil pressure cell size；In the B of pedestal 33Face opens data wire and collects hole 8, in groove 31
Bottom center, which opens data wire duct 7, leads to according to the total hole 9 of the congruence；As shown in Figure 4.
Second, three-dimensional soil mass elastic parameter test device assembling.10 soil pressure cells 1 are respectively arranged in the A of pedestal 31、
A2、A3、C1、C2、C3、E1、E2、E3, in groove 31 where t faces, box 2 will be strained be respectively arranged in the B of pedestal 31、B2、B3、D1、
D2、D3、F1、F2、F3, in groove 31 where b faces, and data conductor 4 is collected by data wire duct 32 and through total according to the congruence
Hole 33 is connected after passing with data collecting system；The gap between soil pressure cell 1 and pedestal 3 is filled out by waterproof gasket cement 5
Fill, that is, form soil mass elastic parameter test device, as shown in Figure 1 and Figure 5.
3rd, device is buried.Soil mass elastic parameter test device is embedded in the soil body according to certain coordinate system, such as Fig. 5
It is shown.The reading of 10 soil pressure cells is obtained by data collecting system, 10 soil pressure cells 1 are obtained by data collecting system
Reading, i.e., σt；Obtaining 10 simultaneously should
Become the reading of box 2, i.e., σb。
4th, the three-dimensional stress constraint of foundation formula (15), formula (16) and formula (17) the calculating acquisition soil body, foundation formula (18),
(19) and formula (20) obtains the three dimensional strain state of the soil body, calculation formula is as follows：
In formula (15-17),σtFor the soil body
The reading for 10 soil pressure cells 1 that elastic parameter test device is obtained； Represent
The 3 direct stress components and 3 shear stress components of tested point routine stress state.
In formula (18-20),σbFor the soil body
10 strain values that elastic parameter test device is obtained；Represent that tested point is conventional
The 3 normal strain components and 3 shearing strain components of strain regime；
3) elastic parameter of any is calculated according to formula (8)-(13)
Wherein, in formula (21-26), DijRepresent the elastic parameter of the soil body； Represent
The 3 normal strain components and 3 shearing strain components of test point routine strain regime；
Represent the 3 direct stress components and 3 shear stress components of the conventional stress state of test point.
4) elastic parameter of inside soil body can show according to formula (27)
Elastic parameter computational methods are obtained according to inside soil body, the real elastic parameter of inside soil body can be obtained, so as to be soil
Intensity and deformation in body engineering, which are calculated, provides facility.
The calculating derivation of soil body three dimensional elasticity parameter test device is as follows：
The three-dimensional stress constraint that stress state σ can be provided according to formula (28) in different directions direct stress computational methods come
It is determined that；The computational methods of line strain are true in different directions for the three dimensional strain state that strain regime ε can be provided according to formula (29)
It is fixed
σ=σxl2+σym2+σzn2+2σxylm+2σyzmn+2σzxnl (28)
σ in formula (28) and (29)x、σy、σz、σxy、σyz、σzx3 direct stress and 3 that conventional stress state is included are represented respectively
Individual shear stress；εx、εy、εz、εxy、εyz、εzxThe conventional strain regime of expression is included respectively 3 normal strains and 3 shearing strains；l、m、
N represents the direction cosines of measurement direction and x, y, z axle in rectangular coordinate system in space respectively.If known six independent, directions just should
Formula (30), then can be expressed as by power
In formula (30), σ1、σ2、σ3、σ4、σ5、σ6For the direct stress in 6 directions of a bit.Just should in known 6 independent, directions
On the premise of power, tangent stress can be drawn according to matrix inversion operation.The matrix of foundation formula (30) construction is simultaneously inverted, if
In the face A shown in Fig. 51、A2、C1、C2、E1、E2Soil pressure cell, tangent stress σ are arranged in facex、σy、σz、σxy、σyz、σzxCan
Calculated by formula (15)；If in face A2、A3、C2、C3、E2、E3Soil pressure cell is arranged in face, then the stress state at point O can be by formula (16)
Calculate；If in face t, A1、C1、E1、A2、C2Soil pressure cell is arranged in face, then the stress state at point O can be calculated by formula (17).
Similarly, if in face B1、B2、D1、D2、F1、F2Soil pressure cell, tangent stress ε are arranged in facex、εy、εz、εxy、
εyz、εzxIt can be calculated by formula (18)；If in face B2、B3、D2、D3、F2、F3Soil pressure cell, tangent stress ε are arranged in facex、εy、
εz、εxy、εyz、εzxIt can be calculated by formula (19)；If in face b, B1、D1、F1、B2、F2Soil pressure cell, tangent stress are arranged in face
εx、εy、εz、εxy、εyz、εzxIt can be calculated by formula (20).
3 three-dimensional stress constraints obtained and 3 three-dimensional stress constraints are calculated according to elastic theory based on formula (15-20),
The elastic parameter for obtaining the soil body can be calculated.
It the foregoing is only and illustrated with reference to this manufacturing process, for the practical application of this area, this practicality
It is new to have various change and change.It is all within spirit of the present utility model and principle, the modification made, equivalent substitution,
Improve etc., it should be included within protection domain of the present utility model.
Claims (2)
1. a kind of soil mass elastic parameter test device, the soil mass elastic parameter test device is embedded in inside soil body, and and data
Acquisition system is connected, it is characterized in that：The device includes 10 soil pressure cells (1), 10 strain boxes (2), pedestal (3), numbers
According to wire (4), waterproof gasket cement (5)；The pedestal (3) presents six terrace with edges, six prisms, the upper, middle and lower knot of lower six terrace with edges composition
Structure, and top surface, bottom surface and all sides of pedestal (3) are provided with groove (31), 10 soil pressure cells (1) are set in turn in base
The top surface of seat (3) top six terrace with edge, the terrace with edge of pedestal (3) top six side three grooves (31) not adjacent to each other are interior, pedestal (3) six
Prism side three grooves (31) not adjacent to each other are interior, three grooves (31) that the terrace with edge of pedestal (3) bottom six side is not adjacent to each other
It is interior；10 strain boxes (2) are arranged at pedestal (3) sideways in the groove (31) vacant with bottom surface；10 soil pressure cells (1) and 10
Strain box (2) data conductor (4) through pedestal (3) internal data line duct (32) from data wire collect hole (33) draw after with number
It is connected according to acquisition system, by waterproof gasket cement (5) by the gap filling between soil pressure cell (1) and pedestal (3), forms soil
Body elasticity parameter test device.
2. soil mass elastic parameter test device according to claim 1, it is characterized in that：The strain box (2) includes rigidity
Manage (21), elastomeric bladder (22), inductor (23), filling liquid (24), stopple (25), sealing ring (26), data conductor (4), waterproof
Fluid sealant (5), the rigid pipe (21) is the barrel of a closing, and rigid pipe openend outer wall is provided with seal groove (27), just
Property pipe (21) bottom is provided with inductor hole (28), and rigid pipe (21) side wall is provided with topping up hole (29)；Inductor (23) is surveyed
Rigid pipe (21) is inserted in examination inductor hole (28) of the end through rigid pipe；Elastomeric bladder (22) is arranged on rigid pipe with sealing ring (26)
On seal groove (27)；Filling liquid (24) from topping up hole (29) is filled with rigid pipe (21) internal, and with stopple (25) by topping up hole
(29) seal；It is with waterproof gasket cement (5) that the gap filling on rigid pipe is closely knit；The data conductor that inductor (23) is connected
(4) it is connected with data collecting system, that is, forms soil body strain box (2).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201720308915.8U CN206601298U (en) | 2017-03-28 | 2017-03-28 | Soil mass elastic parameter test device |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201720308915.8U CN206601298U (en) | 2017-03-28 | 2017-03-28 | Soil mass elastic parameter test device |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108760484A (en) * | 2018-03-22 | 2018-11-06 | 天津城建大学 | Integrating device for measuring inside soil body stress and strain relationship and its test method |
-
2017
- 2017-03-28 CN CN201720308915.8U patent/CN206601298U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108760484A (en) * | 2018-03-22 | 2018-11-06 | 天津城建大学 | Integrating device for measuring inside soil body stress and strain relationship and its test method |
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