CN106948386B - Soil filling side frictional resistance model test device and test method thereof - Google Patents
Soil filling side frictional resistance model test device and test method thereof Download PDFInfo
- Publication number
- CN106948386B CN106948386B CN201710228834.1A CN201710228834A CN106948386B CN 106948386 B CN106948386 B CN 106948386B CN 201710228834 A CN201710228834 A CN 201710228834A CN 106948386 B CN106948386 B CN 106948386B
- Authority
- CN
- China
- Prior art keywords
- model
- pile
- soil
- filling
- settlement
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Abstract
The invention discloses a testing device and a testing method for a soil-filling side frictional resistance model, belonging to the field of foundation testing, wherein the testing device comprises a pile foundation, a model box, a model pile and a loading device, and soil is filled between the model pile and the model box; the model box is composed of a plurality of model rings which are stacked up and down at intervals and a constraint which is detachably arranged among the model rings and used for limiting the relative displacement among the model rings; and a plurality of soil pressure boxes and settlement measuring points are arranged in the filling soil between the model pile and the model box along the depth direction. The test method sequentially comprises the following steps: filling soil and setting piles; and loading and measuring the pile top. By developing a model test, the invention provides a theoretical basis for further researching the distribution rule and the calculation method of the negative friction resistance in the filling and for designing.
Description
Technical Field
The invention belongs to the field of foundation testing, and particularly relates to a testing device and a testing method for a side frictional resistance model of filled soil.
Background
The negative frictional resistance is usually generated in pile foundations built in soil layers such as newly filled soil, soft soil, collapsible loess and the like, or is generated due to reasons such as large-scale surface stacking, underground water level reduction in the soil layers and the like, so that the bearing capacity of pile foundations is reduced, the settlement is increased, and great harm is generated to engineering. Scholars at home and abroad develop more research works in the aspects of the action mechanism, the calculation method, the prevention and treatment measures and the like of the negative friction resistance, and obtain a plurality of achievements. However, from the existing data, the research means is mainly theoretical analysis and numerical calculation, and the field and indoor test results are less. In addition, for the indoor model test, the key difficulty is how to simulate the process of applying the action of the dead weight of the filling soil on the pile, and the problem is not solved well all the time.
Disclosure of Invention
The invention aims to: according to the problems in the prior art, the invention provides a testing device and a testing method for a filling side frictional resistance model, and provides a theoretical basis for further researching a distribution rule and a calculation method of negative frictional resistance in filling by developing the model test.
The purpose of the invention is realized by the following technical scheme:
a kind of side frictional resistance model test device of filling soil, including pile foundation, model box, model pile and load device, the model box locates above the pile foundation and is supported by the pile foundation, the pile foundation is set up the barrel which supports the model box vertically, and pack in the original state rock-soil layer that the barrel is internal to form, the model pile is set up in the model box vertically, its underpart is supported by the original state rock-soil layer, its top sets up the load device loaded step by step, fill the filling soil between model pile and model box; the model pile is a cylindrical pipe, sand grains are adhered to the outer surface of the pipe, a plurality of layers of strain gauges in full-bridge connection are axially arranged on the inner wall of the pipe, and each layer of strain gauge consists of a plurality of strain gauges which are symmetrically arranged; the model box is composed of a plurality of model rings which are stacked up and down at intervals and a plurality of constraints which are detachably arranged among the model rings and used for limiting the relative displacement among the model rings, each model ring is composed of a ring body, a bearing ring and a retaining ring, the bearing ring is a horizontal ring structure (namely, a horizontal surface surrounds the ring along the horizontal plane) arranged at the bottom of the inner wall of the ring body, the retaining ring is a vertical ring structure (namely, a vertical surface surrounds the ring along the horizontal plane) arranged below the bearing ring and the height of which is more than or equal to the height of a gap between the model ring and the lower model ring; and a plurality of soil pressure boxes and settlement measuring points are arranged in the filling soil between the model pile and the model box along the depth direction.
In the invention, sand grains are stuck on the outer surface of the pipe of the model pile so as to meet the similar requirement of the friction coefficient between the pile and the soil. The model ring is composed of an annular body, a bearing ring and a retaining ring. The dead weight of the annular body and the dead weight of the filling on the upper part of the bearing ring are transmitted to the filling below the annular body through the bearing ring so as to simulate the dead weight stress of the filling. In addition, the lower part of each steel ring is provided with a retaining ring to prevent the filled earth from leaking outside. The pile top settlement is measured by the change of the pile top height of the model pile, the strain gauge in the model pile measures the pile body strain, the soil pressure box in the filled soil measures the filled soil pressure, and the settlement measuring point measures the soil layer settlement.
In the test, it is difficult to control the process of the consolidation settlement of the filling under the action of the gravity of the filling as required (for example, the filling starts the consolidation settlement in the filling process, when the measurement starts, a considerable part of the settlement is completed, and the accurate value is difficult to estimate), so as to simulate the pressure generated by the self weight of the filling by the self weight of the annular body and the gravity of the filling on the upper part of the bearing ring, as mentioned above (in the test, the consolidation settlement generated by the self weight of the filling should be completed earlier). Before the test, when there is a restraining support between the surrounding annular bodies, the annular bodies do not settle and their gravity is not transmitted to the fill. When the restraint support is removed, the gravity of the restraint support is transferred to the filling soil, so that the filling soil is settled, and negative frictional resistance is generated on the side of the pile. By the method, the invention can effectively control the occurrence time of the filling settlement according to the requirement of the test.
Alternatively, the annular body of the mold ring is a steel box to which steel grit is added. In the scheme, enough weight is obtained by adding iron sand into the steel box, and the step-by-step loading of the load can be flexibly and conveniently controlled through the amount of the iron sand.
Alternatively, a steel plate with a lead-out wire is embedded in the settlement measuring point of the filling, and the lead-out wire is connected with a dial indicator for measuring settlement.
Optionally, the loading device arranged at the top end of the model pile is a loading platform, and the loading platform is loaded in a grading manner by adopting a steel block or a weight.
Alternatively, the undisturbed rock-soil layer in the cylinder body of the pile foundation is soft rock which is strongly weathered or moderately weathered.
Alternatively, the model pile is an aluminum tube formed by splicing two axially split halves. In this solution, in order to facilitate fixing (e.g. adhering) of the strain gauge, the aluminum tube is split into two halves, and after fixing (e.g. adhering) is completed, the aluminum tube is integrated.
Alternatively, 8-10 layers of strain gauges in full-bridge connection are axially arranged on the inner wall of the model pile pipe, and each layer of strain gauge consists of 4 strain gauges which are symmetrically arranged. In the scheme, each section needs to be symmetrically provided with a plurality of strain gauges, so that the eccentric influence can be eliminated.
Alternatively, 5 to 6 soil pressure boxes are arranged in the filling of the mold box in the depth direction.
Alternatively, 5 to 6 settlement measuring points are arranged in the filling of the mold box in the depth direction.
A test method of the soil filling side frictional resistance model test device sequentially comprises the following steps:
1) Filling soil and setting piles:
erecting a pile foundation, arranging model rings of the model boxes layer by layer, filling soil in the model boxes, arranging model piles, fixing the positions of the model rings of the model boxes at the moment, ensuring that the model rings cannot generate relative displacement, and arranging a soil pressure box and a settlement measuring point simultaneously in the process of filling soil layer by layer;
2) Pile top loading:
different loading modes are adopted, the maximum load of the pile top is set as Pmax, and the loading mode is applied according to different levels during the test:
the first loading mode is as follows: pile top load is not applied firstly, the filled soil is fully solidified and settled under the action of gravity, negative frictional resistance is generated on the side of the pile, and after settlement is completed, the pile top load is applied in a grading way: after each stage of loading, measuring the deformation and stress of the pile and the soil, and after stabilization, adding the next stage of load, and adding the load to the maximum load step by step;
the second loading mode is as follows: firstly, applying a pile top load, and after deformation and stable stress, enabling the filling layer to generate consolidation settlement under the action of gravity until the filling layer is stable; then, filling soil and installing the pile again, changing the load of the pile top, and repeating the process;
the method for realizing soil layer consolidation settlement in the step 2) comprises the following steps:
in the test, when the soil layer is not required to be settled, the model rings of the model box are limited by the constraint, and the model rings do not generate settlement; when the soil layer is required to be settled, removing the constraint among the model rings of the model box, and transferring the gravity of the constraint to the filled soil to ensure that the filled soil is settled and generate negative frictional resistance on the pile side;
3) Measuring:
and measuring the settlement of the pile top, the settlement of the soil layer, the strain of the pile body and the filling pressure at certain time intervals until the deformation and the stress are stable.
Alternatively, the model box is removed layer by layer from top to bottom as the constraints between model rings are removed.
Alternatively, the pile top load is applied at the following level: p =0, 0.2Pmax, 0.4Pmax, 0.6Pmax, 0.8Pmax, pmax.
The main scheme and the further selection schemes can be freely combined to form a plurality of schemes which are all adopted and claimed by the invention; in the invention, the selection (each non-conflict selection) and other selections can be freely combined. The skilled person in the art can understand that there are many combinations, which are all the technical solutions to be protected by the present invention, according to the prior art and the common general knowledge after understanding the scheme of the present invention, and the technical solutions are not exhaustive herein.
The invention has the beneficial effects that: through model tests, the following results can be obtained by combining numerical calculation analysis and field measurement:
(1) The pile is settled under the action of the self weight of the filled soil and the external load;
(2) The axial force of the pile is distributed along the pile body;
(3) The distribution form of the pile side friction resistance, the neutral point position and the like.
(4) And (4) settling of the filling soil at different depths.
Drawings
FIG. 1 is a schematic cross-sectional structure of an embodiment of the present invention;
FIG. 2 is a schematic longitudinal sectional view of a mold ring according to an embodiment of the present invention;
FIG. 3 is a cross-sectional schematic view of a mold ring according to an embodiment of the present invention;
wherein 1 is a model pile, 2 is a loading device, 3 is a cylinder, 4 is an undisturbed rock-soil layer, 5 is filling soil, 6 is a strain gauge, 7 is a model ring, 71 is an annular body, 72 is a bearing ring, 73 is a retaining ring, 8 is constraint, 9 is a soil pressure box, and 10 is a settlement measuring point.
Detailed Description
The following non-limiting examples serve to illustrate the invention.
Referring to fig. 1 to 3, a soil-filling side frictional resistance model test device comprises a pile foundation, a model box, a model pile 1 and a loading device 2, wherein the model box is arranged above the pile foundation and supported by the pile foundation, the pile foundation is composed of a cylinder 3 which is vertically arranged to support the model box and an undisturbed rock-soil layer 4 filled in the cylinder 3, the model pile 1 is vertically arranged in the model box, the lower end of the model pile is supported by the undisturbed rock-soil layer 4, the top end of the model pile is provided with the loading device 2 which is loaded step by step, and soil filling 5 is filled between the model pile 1 and the model box; the model pile 1 is a cylindrical pipe, sand grains are adhered to the outer surface of the pipe, a plurality of layers of strain gauges 6 which are in full-bridge connection are axially arranged on the inner wall of the pipe, and each layer of strain gauge 6 consists of a plurality of strain gauges 6 which are symmetrically arranged; the model box is composed of a plurality of model rings 7 which are stacked up and down at intervals and a restraint 8 which is detachably arranged among the model rings 7 and used for limiting the relative displacement among the model rings 7, wherein the model rings 7 are composed of a ring body 71, a bearing ring 72 and a retaining ring 73, the bearing ring 72 is a horizontal ring structure (namely, a horizontal surface surrounds the ring along the horizontal plane) arranged at the bottom of the inner wall of the ring body 71, for example, a steel sheet, the retaining ring 73 is a vertical ring structure (namely, a vertical surface surrounds the ring along the horizontal plane) which is arranged below the bearing ring 72 and has the height which is more than or equal to the height of the gap between the model ring 7 and the lower model ring 7; and a plurality of soil pressure boxes 9 and settlement measuring points 10 are arranged in the filling 5 between the model pile 1 and the model box along the depth direction. Alternatively, as shown in this embodiment, the mold ring 7 is a steel ring, and the ring body 71 is a steel box with steel grit added thereto. A steel plate with a lead-out wire is embedded in a settlement measuring point 10 of the filling 5, and the lead-out wire is connected with a dial indicator for measuring settlement. The loading device 2 arranged at the top end of the model pile 1 is a loading platform, and the loading platform adopts a steel block or a weight for graded loading. The undisturbed rock-soil layer 4 in the cylinder 3 of the pile foundation is soft rock (such as mudstone and sandstone) which is strongly weathered or weathered.
As an example, a side friction resistance test device with a geometric similarity ratio of 25 to the original shape on site was designed and tested:
1. parameters of the prototype:
the diameter of the pile is 0.8m, and the length of the pile is 20m; the soil layer on the side of the pile is filled with soil, and the sandstone with strong weathering and medium weathering is arranged below the bottom of the pile.
The vertical load of the pile top is 6000kN.
2. Indoor model test:
(1) The similarity ratio is as follows:
according to a similar theory, the internal friction of the pile side fill should be equal to the internal friction angle of the actual fill, i.e. C Φ =1, and the ratio Cc =25 of cohesion (i.e. the cohesion of the model soil is 1/25 of that of the prototype soil), and likewise, C of the deformation modulus E ＝25。
Geometric similarity ratio (prototype/model) of C l =25, fill weight similarity ratio C γ =2.5 whereby similar materials required for the test can be determined.
(2) Test equipment:
1) Mold box (as shown in fig. 1 to 3):
(1) according to the length and the diameter of the model pile 1, in order to eliminate the boundary influence, a cylindrical model box with the diameter of 800mm and the height of 1600mm is adopted. The length of the model pile 1 is 0.8m, the outer diameter is 30mm, the inner diameter is 28mm, the pile body is made of aluminum tubes or other materials, and sand grains are adhered to the outer surfaces of the aluminum tubes so as to meet the similar requirement of the friction coefficient between the pile and the soil.
(2) In order to simulate the dead weight effect of the filling, a separate model ring 7 is adopted to form the outer wall of the model box: before the model pile 1 is buried, the model rings 7 are fixed in position by the constraint 8 and cannot be displaced from each other. After the model pile 1 is buried, the constraint 8 between the model rings 7 is removed, so that the soil layer is settled under the self-weight action of the model rings 7.
2) Load acting on pile top:
the maximum vertical load of the pile top of the model pile 1 is 384N, a loading platform can be arranged on a rigid support of the pile top, and weights such as steel blocks or weights are adopted for graded loading.
(3) The measuring elements and the arrangement mode are as follows:
1) And measuring the displacement of the pile top and the settlement of the filled soil by adopting the percentage.
2) 8-10 sections are arranged on the pile body of the model pile 1 to measure strain, and the distribution condition of axial force and friction resistance of the pile body can be obtained through the strain. To eliminate the eccentricity effect, 4 strain gauges are symmetrically arranged on each section. A full bridge connection is used.
3) 5-6 soil pressure measuring sections are arranged at different depths in the filled soil, and the change of vertical pressure in the soil along with the depth is measured through a soil pressure box 9.
4) 5-6 settlement measuring points 10 are arranged at different depths in the filling soil, and the settlement of the filling soil at different depths is measured through a dial indicator.
(4) The test process comprises the following steps:
1) Filling soil and setting piles:
the mould box is filled with filling 5 and the mould piles 1 are placed. At this time, the mold rings 7 are fixed in position and cannot be displaced relative to each other. And in the process of filling soil layer by layer, a soil pressure box 9 and a settlement measuring point 10 are arranged at the same time.
2) Pile top loading:
in practical engineering, the pressure generated by the upper structure on the pile top is gradually increased, and the frictional resistance exerted by the filling on the pile side is gradually generated along with the consolidation and settlement of the filling layer, so that the problem of the order of the pile top pressure and the filling frictional resistance is solved. To reflect the influence of the factor on the negative frictional resistance, different loading modes are adopted in the model test.
(1) And setting the maximum load of the pile top as Pmax, and applying the maximum load to different levels during the test, such as P =0, 0.2Pmax, 0.4Pmax, 0.6Pmax, 0.8Pmax and Pmax.
(2) The first loading mode is as follows: the load of the pile top is not applied firstly, and the filling 5 is fully solidified and settled under the action of gravity, and negative frictional resistance is generated on the pile side. After the settlement is finished, the pile top load is applied in a grading way: after each stage of loading, the deformation and stress of the pile and the soil are measured, and after stabilization, the next stage of loading is added, and the maximum load is added step by step.
(3) The second loading mode is as follows: and (3) firstly applying pile top load, and after deformation and stable stress, enabling the filling 5 to generate consolidation settlement under the action of gravity until the filling is stable. Then, filling soil again and installing the pile, changing the load of the pile top, and repeating the process. That is, for the pile top load of each stage, the test process of filling soil, setting piles and loading soil layer settlement measurement needs to be performed again.
Aforementioned 2) realization that the soil layer subsides in the pile bolck loading:
since it is difficult to control the process of the consolidation settlement of the filling under the effect of the gravity of the filling as required (for example, the filling begins to consolidate and settle during the filling process, and when the measurement begins, a considerable part of the settlement is completed, and the accurate value is difficult to estimate), as mentioned above, the gravity of the model ring 7 around the filling acts on the filling, and the pressure generated by the gravity simulates the pressure generated by the self weight of the filling (during the test, the consolidation settlement generated by the self weight of the filling should be completed earlier). During the test, when the surrounding model rings 7 are supported by the constraint 8, the model rings 7 do not generate settlement, and the gravity of the model rings cannot be transmitted to the filling 5. When the restraint 8 is removed, the gravity of the restraint is transferred to the filling 5, so that the filling 5 is settled and negative frictional resistance is generated on the pile side. By the method, the occurrence time of the filling settlement can be effectively controlled according to the requirements of the test.
4) Measuring:
and measuring the settlement of the pile top, the settlement of a soil layer, the strain of a pile body, the filling pressure and the like at certain time intervals until the deformation and the stress are stable.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (9)
1. A test method of a filling side frictional resistance model test device comprises a pile foundation, a model box, a model pile and a loading device, wherein the model box is arranged above the pile foundation and supported by the pile foundation, the pile foundation is composed of a cylinder body which is vertically arranged and supports the model box and an undisturbed rock-soil layer which is filled in the cylinder body, the model pile is vertically arranged in the model box, the lower end of the model pile is supported by the undisturbed rock-soil layer, the top end of the model pile is provided with the loading device which is loaded step by step, and filling soil is filled between the model pile and the model box; the model pile is a cylindrical pipe, sand grains are adhered to the outer surface of the pipe, a plurality of layers of strain gauges in full-bridge connection are axially arranged on the inner wall of the pipe, and each layer of strain gauge consists of a plurality of strain gauges which are symmetrically arranged; the model box is composed of a plurality of model rings which are stacked up and down at intervals and a plurality of constraints which are detachably arranged among the model rings and used for limiting the relative displacement among the model rings, each model ring is composed of an annular body, a bearing ring and a retaining ring, the bearing ring is a horizontal annular structure arranged at the bottom of the inner wall of the annular body, and the retaining ring is a vertical annular structure arranged below the bearing ring and has the height more than or equal to the height of a gap between the model ring and the lower model ring; a plurality of soil pressure boxes and settlement measuring points are arranged in the filling soil between the model pile and the model box along the depth direction, and the method is characterized by sequentially comprising the following steps of:
1) Filling soil and setting piles:
erecting a pile foundation, arranging model rings of the model boxes layer by layer, filling soil in the model boxes, arranging model piles, fixing the positions of the model rings of the model boxes at the moment, ensuring that the model rings cannot generate relative displacement, and arranging a soil pressure box and a settlement measuring point simultaneously in the process of filling soil layer by layer;
2) Pile top loading:
different loading modes are adopted, the maximum load of the pile top is set as Pmax, and the loading mode is applied according to different levels during the test:
the first loading mode is as follows: firstly, not applying the load of the pile top, fully solidifying and settling the filled soil under the action of gravity, generating negative frictional resistance on the pile side, and applying the load of the pile top in a grading way after the settlement is finished: after each stage of loading, measuring the deformation and stress of the pile and the soil, and after the pile and the soil are stabilized, adding the next stage of load, and adding the next stage of load to the maximum load step by step;
the second loading mode is as follows: firstly, applying pile top load, and after deformation and stable stress, enabling the filling layer to generate consolidation settlement under the action of gravity until the filling layer is stable; then, filling soil and installing the pile again, changing the load of the pile top, and repeating the process;
the method for realizing soil layer consolidation settlement in the step 2) comprises the following steps:
in the test, when the soil layer is not required to be settled, the model rings of the model box are limited by the constraint, and the model rings do not generate settlement; when the soil layer is required to be settled, removing the constraint among the model rings of the model box, and transferring the gravity of the constraint to the filled soil to ensure that the filled soil is settled and generate negative frictional resistance on the pile side;
3) Measuring:
and measuring the settlement of the pile top, the settlement of the soil layer, the strain of the pile body and the filling pressure at certain time intervals until the deformation and the stress are stable.
2. The testing method of the earth-fill side frictional resistance model testing apparatus according to claim 1, characterized in that: when the constraints among the model rings of the model box are removed, the constraints are removed layer by layer from top to bottom.
3. The testing method of the earth-fill side frictional resistance model testing apparatus according to claim 1, characterized in that: pile top load is applied according to the following grades: p =0, 0.2Pmax, 0.4Pmax, 0.6Pmax, 0.8Pmax, pmax.
4. The testing method of the earth-fill side frictional resistance model testing apparatus according to claim 1, characterized in that: the ring body of the model ring is a steel box added with steel grit.
5. The testing method of the earth-fill side frictional resistance model testing apparatus according to claim 1, characterized in that: and embedding a steel plate with a lead-out wire at the settlement measuring point of the filling soil, wherein the lead-out wire is connected with a dial indicator for measuring settlement.
6. The testing method of the earth-fill side frictional resistance model testing apparatus according to claim 1, characterized in that: and a loading device arranged at the top end of the model pile is a loading platform, and the loading platform adopts a steel block or a weight for graded loading.
7. The testing method of the experimental apparatus for side frictional resistance of filled earth as claimed in claim 1, characterized in that: the undisturbed rock-soil layer in the cylinder body of the pile foundation is strong or middle weathered soft rock.
8. The testing method of the experimental apparatus for side frictional resistance of filled earth as claimed in claim 1, characterized in that: 8-10 layers of strain gauges in full-bridge connection are axially arranged on the inner wall of the model pile pipe, and each layer of strain gauge consists of 4 strain gauges which are symmetrically arranged.
9. The testing method of the earth-fill side frictional resistance model testing apparatus according to claim 1, characterized in that: 5-6 soil pressure boxes and 5-6 settlement measuring points are arranged in the filling of the model box along the depth direction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710228834.1A CN106948386B (en) | 2017-04-10 | 2017-04-10 | Soil filling side frictional resistance model test device and test method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710228834.1A CN106948386B (en) | 2017-04-10 | 2017-04-10 | Soil filling side frictional resistance model test device and test method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106948386A CN106948386A (en) | 2017-07-14 |
| CN106948386B true CN106948386B (en) | 2022-10-28 |
Family
ID=59474214
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710228834.1A Active CN106948386B (en) | 2017-04-10 | 2017-04-10 | Soil filling side frictional resistance model test device and test method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106948386B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108181180A (en) * | 2018-01-19 | 2018-06-19 | 浙江大学 | It is a kind of to simulate the experimental rig and method for causing the variation of negative friction of pile neutral point by ground preloading |
| CN110232860A (en) * | 2019-06-11 | 2019-09-13 | 长沙理工大学 | Multifunction test device and its test method for soil mechanics plane strain problems |
| CN110230329A (en) * | 2019-07-12 | 2019-09-13 | 吉林大学 | The pile side friction experimental rig and method of indoor simulation soil around pile stress |
Family Cites Families (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100742777B1 (en) * | 2006-10-11 | 2007-07-26 | 고려대학교 산학협력단 | Analysis method considering elastic deformation of bi-directional pile load test |
| CN201075080Y (en) * | 2007-08-16 | 2008-06-18 | 同济大学 | Reaction type large scale city solid castoff compression test instrument |
| CN102877492A (en) * | 2012-10-31 | 2013-01-16 | 东南大学 | Negative frictional resistance pile soil displacement measuring device |
| CN203705252U (en) * | 2014-02-25 | 2014-07-09 | 重庆科技学院 | Indoor simulation test device for offshore deep-water drilling pipe bearing capacity |
| CN104090086B (en) * | 2014-07-15 | 2015-09-09 | 东南大学 | Underground bearing water position dynamic change soil under action structural testing device and method |
| CN104652500B (en) * | 2015-02-09 | 2016-03-30 | 浙江大学 | Rotary type pile for prestressed pipe segmentation static load test method and device |
| CN106284436B (en) * | 2016-06-28 | 2018-08-07 | 河南理工大学 | A kind of minery subsidence single pile dead load model test apparatus and test method |
| CN106013277B (en) * | 2016-07-12 | 2018-12-11 | 湖南科技大学 | A kind of combined type perfusion negative friction of pile test device and its application method |
-
2017
- 2017-04-10 CN CN201710228834.1A patent/CN106948386B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN106948386A (en) | 2017-07-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103233486B (en) | Testing device and testing method of anchor-tension type retaining wall model | |
| Fioravante | Load transfer from a raft to a pile with an interposed layer | |
| KR101761122B1 (en) | Improved Bi-Directional for Pile Load Test Apparatus and thereof Method | |
| CN106769478A (en) | A kind of pile-soil interface shearing test device | |
| CN106948386B (en) | Soil filling side frictional resistance model test device and test method thereof | |
| KR101806517B1 (en) | Improved Bi-Directional for Pile Load Test Apparatus and thereof Method | |
| CN209816944U (en) | Experimental device for simulating influence of foundation pit subsection excavation on tunnel | |
| CN111287228A (en) | Self-balancing method for detecting vertical compression static load and negative frictional resistance of single pile | |
| CN108894258B (en) | Method for testing pile-soil load sharing ratio of pile group foundation | |
| CN111021440A (en) | CPT integrated geotechnical packaging granular pile indoor model test device and method | |
| CN203247614U (en) | Anchor-pulling type retaining wall model test device | |
| Su | Laboratory pull-out testing study on soil nails in compacted completely decomposed granite fill | |
| CN104374650A (en) | Testing device and method for testing static force shear property between tubular pile and grouting soil body | |
| Bian et al. | Centrifuge testing and numerical modeling of single pile and long-pile groups adjacent to surcharge loads in silt soil | |
| Fellenius et al. | Soil set-up, variable concrete modulus, and residual load for tapered instrumented piles in sand | |
| Zhang et al. | Geosynthetic encased column-supported embankment: behavior with and without basal geogrid | |
| Jan Vaslestad et al. | Load reduction and arching on buried rigid culverts using EPS Geofoam. Design method and instrumented field tests. | |
| CN102808429A (en) | Pile foundation soaking load test method based on creep-strain separation | |
| RU2349711C2 (en) | Bored pile bearing capacity determining method | |
| CN112267450B (en) | Deep slab load in-situ test method for ultra-thick layer backfill soil | |
| Nishimura et al. | Experimental study of stress changes due to compaction grouting | |
| US9637882B2 (en) | Method and apparatus for making an expanded base pier | |
| CN206693282U (en) | One kind is banketed side friction model test apparatus | |
| Sabouni et al. | Circular precast concrete manholes: numerical modeling | |
| Dai et al. | Laboratory model test of fully buried portal frame-shaped slope-stabilizing piles |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |