CN219753191U - Testing device for in-situ static lateral soil pressure - Google Patents
Testing device for in-situ static lateral soil pressure Download PDFInfo
- Publication number
- CN219753191U CN219753191U CN202320722088.2U CN202320722088U CN219753191U CN 219753191 U CN219753191 U CN 219753191U CN 202320722088 U CN202320722088 U CN 202320722088U CN 219753191 U CN219753191 U CN 219753191U
- Authority
- CN
- China
- Prior art keywords
- pushing rod
- upright post
- soil pressure
- hollow upright
- test pile
- 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
- 239000002689 soil Substances 0.000 title claims abstract description 87
- 238000012360 testing method Methods 0.000 title claims abstract description 84
- 230000003068 static effect Effects 0.000 title claims abstract description 33
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 24
- 238000005259 measurement Methods 0.000 claims description 4
- 238000005192 partition Methods 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 3
- 238000000034 method Methods 0.000 description 14
- 238000013461 design Methods 0.000 description 9
- 230000006835 compression Effects 0.000 description 6
- 238000007906 compression Methods 0.000 description 6
- 238000011835 investigation Methods 0.000 description 5
- 239000012528 membrane Substances 0.000 description 3
- 238000010998 test method Methods 0.000 description 3
- 238000005553 drilling Methods 0.000 description 2
- 238000005070 sampling Methods 0.000 description 2
- 238000012935 Averaging Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000006185 dispersion Substances 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000000284 resting effect Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Abstract
The utility model discloses a testing device for in-situ static lateral soil pressure, which comprises: the test pile comprises an upper pushing rod, a lower pushing rod, a conical wedge block, a sensor pushing rod, a soil pressure box, a stepping screw and a rotating handle, wherein a hollow upright post capable of determining the test position is arranged in the test pile, the upper pushing rod and the lower pushing rod are arranged in the hollow upright post, the conical wedge block is arranged between the upper pushing rod and the lower pushing rod, one end of the sensor pushing rod is connected with the soil pressure box, the other end of the sensor pushing rod penetrates through the hollow upright post, the soil pressure box is arranged on the side face of the test pile, and the rotating handle is connected with the upper pushing rod, the lower pushing rod and the stepping screw. The rotating handle rotates to enable the stepping screw rod to synchronously move up and down, and meanwhile drives the up-and-down pushing rod to move up and down, so that the conical wedge block arranged on the up-and-down pushing rod extrudes the sensor pushing rod, and the sensor pushing rod moves outwards to push the soil pressure box into cohesive soil, so that the requirement of testing the static lateral pressure of the soil body is met.
Description
Technical Field
The utility model relates to the technical field of geotechnical engineering test, in particular to a test device for in-situ static lateral soil pressure.
Background
The existing standard is based on the principle of Langgt and Coulomb active and passive soil pressure calculation for foundation pits and retaining walls, and the active and passive soil pressure coefficients are related to internal friction angles in the soil shear strength indexes. The magnitude of the soil pressure stress is related to the depth of the calculated point and the shear strength index of the soilRelated to the following. At present, the investigation unit mainly adopts drilling and sampling, and the shear strength index of the soil is obtained through geotechnical experiment equipment in a laboratory. Although the shear strength index can be obtained by adopting a corresponding experimental means according to the actual engineering situation, due to a plurality of influencing factors, no matter what advanced indoor experimental equipment is adopted, the actual situation can not be truly reflected according to the experimental value obtained by the soil sample in the laboratory. The best method for pile side soil compression stress of the guard piles in foundation pit support is to arrange as many soil compression stress measuring points as possible along the pile sides so as to obtain as many pile side static soil compression stress as possible, and the in-situ test value is most in line with the actual loading condition of the guard members. If the in-situ static side pressure test can be carried out in each engineering investigation process, and the test result is provided for a design unit in a report, the method can provide design references for a designer, and is helpful for further perfecting the soil pressure calculation theory by correcting the shear strength index after analyzing a large amount of measured data.
The static lateral soil pressure is generally rarely obtained directly through in-situ actual measurement of an in-situ embedded stress sensor, but can be directly tested through a side pressure test to obtain in-situ horizontal stress sigma h Its principleWhen the elastic membrane of the side pressure device begins to expand, the pressure born outside the membrane sleeve is the in-situ horizontal stress sigma of the soil when the radial strain of the pore wall just begins to be generated h The side pressure test has higher requirements on the operation process, and the measured static side pressure has larger dispersion, so that the application is less. In engineering, in order to calculate the lateral soil pressure of each point conveniently, the lateral static soil pressure is usually expressed not in the form of the pressure of a certain point, but in terms of the lateral soil pressure coefficient of each soil layer, namely, the measured lateral stress is divided by the vertical stress sigma of the point v The ratio of the two is the coefficient k of the static side pressure 0 . Coefficient of static soil pressure k 0 Is that the soil sample is subjected to an axial pressure increase delta sigma without allowing lateral deformation 1 Will cause a corresponding increase in lateral pressure Δσ 3 At a ratio ofCalled the earth side pressure coefficient xi or the stationary earth pressure coefficient k 0 。
Coefficient of static side pressure k of earth 0 The test method of the device is divided into an indoor test and an in-situ test, but the common in-situ test method of the flat shovel dilatometer. Because the measuring head adopts static force to penetrate into the soil to squeeze surrounding soil, the original lateral stress can not be directly measured by a flat shovel test, the static side pressure coefficient can not be measured or directly calculated, the static side pressure coefficient can be obtained by processing such as drawing, and the static side pressure coefficient k is established empirically 0 And the horizontal stress index k D Is used by the designer, but is not accurate.
The static side pressure coefficient can reflect the change of horizontal stress in the foundation, and directly calculate the pressure distribution and engineering safety coefficient acting on the soil retaining member. Coefficient of static soil pressure k 0 Is used as a basic parameter of geotechnical engineering design and is widely applied to foundation pits and retaining wallsIn actual engineering designs such as dykes and dams, mines, soil deformation, tunnels and the like, whether the actual engineering designs, the engineering cost and the safety reliability degree can be accurately determined has direct influence, and the actual engineering designs are more and more highly paid attention to civil engineering and geotechnical engineering in recent years. Because no national and local regulations or regulations provide a static soil pressure coefficient, most survey design institutes only provide laboratory shear strength test indicators of relevant soil samples. One soil layer only provides one value, does not reflect the influence factors of the depth of the soil layer, and is very low in precision.
The indoor test method mainly comprises an empirical formula method, a compression instrument method and a triaxial compression instrument method. The lateral pressure meter method is that the lateral deformation of the sample is not allowed after the vertical pressure is applied, namely the vertical strain and the volume strain are equal, under the condition, the ratio of the pressure born by the side surface of the sample to the vertical stress is the static lateral pressure coefficient, and the side wall of the method is a rubber membrane water bag. The triaxial compression method is to install a lateral deformation indicator on the side surface of a sample wrapped by a rubber film, and the lateral deformation indicator is used for reflecting whether lateral deformation occurs when axial pressure is applied, if the lateral deformation trend exists, the lateral pressure is immediately increased or the axial pressure is immediately reduced, and the lateral deformation of the sample is kept in the axial pressurizing process.
Empirical formula method for calculating k from effective internal friction angle 0 Values, using the formula given by Jaky:
- - - - - (clay)
- - - (sandy soil)
Wherein:is the effective internal friction angle of the soil.
In summary, the flat shovel side expansion test cannot directly determine the resting side pressure coefficient k 0 Calculate k 0 Coefficient warpThe test formulas and related parameters are too many to reasonably select. The soil layer structure of the construction site is quite different from the physical and mechanical properties of the soil, so that a calculation formula and k are calculated 0 The determination method has no versatility. The existing investigation design standard does not require provision of static side pressure coefficient, investigation results basically only provide shear strength index of related soil layers, and the influence of soil layer depth on the shear strength is not reflected, so that test values of in-situ static side pressure coefficient are necessary to improve the reliability of foundation pit design.
Disclosure of Invention
The utility model aims to overcome the defects of the prior art and provides a testing device for in-situ lateral soil pressure, which can be used for performing in-situ test after drilling and sampling in the engineering investigation process.
In order to achieve the above object, the solution of the present utility model is:
a test device for in situ stationary lateral earth pressure, comprising: at least one test pile, at least two up-down pushing rods, at least one conical wedge block, at least one sensor pushing rod, at least one soil pressure box, at least one stepping screw rod and a rotating handle;
the test pile is provided with a hollow upright post, the side surface of the test pile is provided with at least one containing groove for containing the soil pressure box, the hollow upright post is used for determining the measurement position, the hollow upright post is provided with a through hole communicated with the containing groove, and the two ends of the hollow upright post are protruded out of the test pile;
the upper pushing rod and the lower pushing rod are arranged in the hollow upright post, and the upper pushing rod and the lower pushing rod which are positioned at the topmost end protrude out of the top end of the hollow upright post;
the conical wedge block is arranged between the two upper pushing rods and the lower pushing rods, and the installation position of the conical wedge block is close to the through hole of the hollow upright post;
one end of the sensor pushing rod is connected with the soil pressure box, and the other end of the sensor pushing rod penetrates through the through hole of the hollow upright post to face the center of the hollow upright post;
the soil pressure box is placed in the accommodating groove of the test pile, the front face of the soil pressure box faces the outer side of the test pile, and the back face of the soil pressure box is connected with the sensor pushing rod;
the stepping screw is arranged at the top of the hollow upright post;
the rotating handle is connected with the topmost upper and lower pushing rods and the topmost stepping screw rod.
Further, the test pile is provided with a plurality of sections, and the bottom end of the test pile at the bottommost layer is provided with a conical drill bit.
Further, a plurality of holding grooves are arranged on different heights of the test pile.
Further, the test pile is provided with a plurality of groups of partition boards at intervals longitudinally on the periphery of the hollow upright post, each group of partition boards comprises two rib boards, the distance between the two rib boards corresponds to the width of the soil pressure box, two circles of boards are arranged at intervals at the position where the soil pressure box needs to be installed, and the containing groove is formed between the two circles of boards and the two rib boards.
Further, the test pile is provided with a plurality of sections, the periphery of the bottom end of the hollow upright post in the previous section of test pile is provided with a stud, the top end of the hollow upright post in the next section of test pile is provided with a connector corresponding to the stud, and the bottom ends of the upper pushing rod and the lower pushing rod of the previous section are connected with the top ends of the upper pushing rod and the lower pushing rod of the next section, so that the upper pushing rod and the lower pushing rod synchronously act.
After the scheme is adopted, the rotating handle of the in-situ static lateral soil pressure testing device is rotated, so that the stepping screw rod can synchronously move up and down along the hollow upright post, and meanwhile, the up-and-down pushing rod is driven to move up and down, so that the conical wedge block arranged on the up-and-down pushing rod extrudes the sensor pushing rod, the sensor pushing rod moves outwards, and the soil pressure box is pushed into cohesive soil, so that the requirement of testing the static lateral pressure of the soil body is met.
Drawings
FIG. 1 is a schematic diagram 1 of a testing apparatus according to the present utility model.
Fig. 2 is a schematic structural view 2 of the testing device of the present utility model, and a drill bit is installed at the bottom of the testing pile.
FIG. 3 is a schematic structural view of a multi-section test pile according to the present utility model.
Fig. 4 is a cross-sectional view of the present utility model.
Fig. 5 is a schematic view of the structure of the handle of the present utility model.
Detailed Description
In order to further explain the technical scheme of the utility model, the utility model is explained in detail by specific examples.
In the description of the present utility model, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "X", "Y", "Z", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings are merely for convenience in describing the present utility model and simplifying the description, and do not indicate or imply that the device or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present utility model.
In the present utility model, unless explicitly specified and limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly, and may be attached, detached, or integrated, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communicated with the inside of two elements or the interaction relationship of the two elements. The specific meaning of the above terms in the present utility model can be understood by those of ordinary skill in the art according to the specific circumstances.
As shown in fig. 1 to 5, the present utility model discloses a testing device for in-situ stationary lateral soil pressure, which comprises at least one testing pile 1, at least two upper and lower pushing rods 3, at least one conical wedge 4, at least one sensor pushing rod 5, at least one soil pressure box 6, at least one stepping screw 7 and a rotating handle 8.
The test pile 1 is provided with a hollow upright post 2, the side surface of the test pile 1 is provided with at least one containing groove 11 for containing the soil pressure box 6, the hollow upright post 2 is used for determining the measurement position, the hollow upright post 2 is provided with a through hole 21 communicated with the containing groove 11, and two ends of the hollow upright post 2 are protruded out of the test pile 1.
The upper and lower push rods 3 are arranged in the hollow upright posts 2, and the upper and lower push rods 3 positioned at the topmost end protrude out of the top ends of the hollow upright posts 2.
The conical wedge block 4 is arranged between the two upper pushing rods 3 and the lower pushing rods 3, and the installation position of the conical wedge block 4 is close to the through hole 21 of the hollow upright post 2.
One end of the sensor pushing rod 5 is connected with the soil pressure box 6, and the other end of the sensor pushing rod penetrates through the through hole 21 of the hollow upright post 2 to face the center of the hollow upright post 2.
The soil pressure box 6 is placed in the accommodating groove 11 of the test pile 1, the front surface of the soil pressure box 6 faces the outer side of the test pile 1, and the back surface of the soil pressure box 6 is connected with the sensor pushing rod 5.
The stepping screw 7 is arranged at the top of the hollow upright post 2;
the rotating handle 8 is connected with the topmost up-down pushing rod 3 and the topmost stepping screw rod 7.
The working principle of the testing device for the in-situ static lateral soil pressure of the utility model is as follows: the rotating handle 8 is rotated clockwise, so that the stepping screw 7 moves up and down synchronously along the hollow upright post 2, and meanwhile, the up-and-down pushing rod 3 is driven to move up and down, the conical wedge 4 arranged on the up-and-down pushing rod 3 extrudes the sensor pushing rod 5, the sensor pushing rod 5 moves outwards, and the soil pressure box 6 is pushed into viscous soil, so that the requirement of testing the static side pressure of the soil body is met.
According to the requirements of different test depths, the test pile 1 can be provided with a plurality of sections, and the conical drill bit 12 can be installed at the bottom end of the bottommost test pile bottom 1, so that the test pile 1 can be conveniently inserted into a drilled hole. A plurality of holding tanks 11 can be arranged on different heights of the test pile 1, so that the static lateral pressures of soil bodies with different depths can be conveniently and simultaneously measured. The structure of the test pile 1 can be multiple, in this embodiment, the test pile 1 longitudinally sets up the multiunit baffle in the periphery of the hollow upright post 2 at intervals, each group baffle includes two rib plates 13, the distance between two rib plates 13 corresponds with the width of the soil pressure box 6, two circles of plates 14 that the interval set up are installed to the position department that needs to install the soil pressure box 6, form between two circles of plates 14 and two rib plates 13 hold the groove 11, as shown in fig. 4, in this embodiment, four directions of the test pile 1 all are provided with two upper and lower hold groove 11, four hold grooves 11 of the same height supply four soil pressure boxes 6 to install simultaneously, form a fan-shaped empty space 15 between two adjacent rib plates 13 between two groups of baffles 13 and between the circles of plates 14, can set up cable protection pipe 16 in the empty space 15 and be used for protecting the cable. The number and positions of the soil pressure boxes 6 can be determined according to actual requirements, and a plurality of soil pressure boxes 6 can obtain accurate values by measuring static lateral pressure of the same soil layer and then averaging.
As shown in fig. 3, when the multiple sections of test piles 1 are connected, studs 21 are arranged on the periphery of the bottom end of the hollow upright post 2 in the previous section of test pile 1, connectors 23 corresponding to the studs 21 are arranged on the top end of the hollow upright post 2 in the next section of test pile, and when the test pile is installed, the upper section and the lower section of test pile 1 are connected together through the studs 21 and the connectors 23, the bottom ends of the upper pushing rod 3 and the lower pushing rod 3 of the previous section are connected with the top ends of the upper pushing rod 3 and the lower pushing rod 3 of the next section, so that the upper pushing rod 3 and the lower pushing rod 3 synchronously act.
The above examples and illustrations are not intended to limit the form or form of the present utility model, and any suitable variations or modifications thereof by those skilled in the art should be regarded as not departing from the scope of the utility model.
Claims (5)
1. A test device for in-situ stationary lateral earth pressure, comprising: at least one test pile, at least two up-down pushing rods, at least one conical wedge block, at least one sensor pushing rod, at least one soil pressure box, at least one stepping screw rod and a rotating handle;
the test pile is provided with a hollow upright post, the side surface of the test pile is provided with at least one containing groove for containing the soil pressure box, the hollow upright post is used for determining the measurement position, the hollow upright post is provided with a through hole communicated with the containing groove, and the two ends of the hollow upright post are protruded out of the test pile;
the upper pushing rod and the lower pushing rod are arranged in the hollow upright post, and the upper pushing rod and the lower pushing rod which are positioned at the topmost end protrude out of the top end of the hollow upright post;
the conical wedge block is arranged between the two upper pushing rods and the lower pushing rods, and the installation position of the conical wedge block is close to the through hole of the hollow upright post;
one end of the sensor pushing rod is connected with the soil pressure box, and the other end of the sensor pushing rod penetrates through the through hole of the hollow upright post to face the center of the hollow upright post;
the soil pressure box is placed in the accommodating groove of the test pile, the front face of the soil pressure box faces the outer side of the test pile, and the back face of the soil pressure box is connected with the sensor pushing rod;
the stepping screw is arranged at the top of the hollow upright post;
the rotating handle is connected with the topmost upper and lower pushing rods and the topmost stepping screw rod.
2. A test device for in situ static lateral soil pressure as claimed in claim 1, wherein: the test pile is provided with a plurality of sections, and the bottom end of the test pile at the bottommost layer is provided with a conical drill bit.
3. A test device for in situ static lateral soil pressure as claimed in claim 1, wherein: and a plurality of containing grooves are arranged on different heights of the test pile.
4. A test device for in situ static lateral soil pressure as claimed in claim 1, wherein: the test pile is characterized in that a plurality of groups of partition boards are arranged at intervals longitudinally on the periphery of the hollow upright post, each group of partition boards comprises two rib boards, the distance between the two rib boards corresponds to the width of the soil pressure box, two circles of boards are arranged at intervals at the position where the soil pressure box needs to be installed, and the containing groove is formed between the two circles of boards and the two rib boards.
5. A test device for in situ static lateral soil pressure as claimed in claim 1, wherein: the test pile is provided with a plurality of sections, the periphery of the bottom end of the hollow upright post in the previous section of test pile is provided with a stud, the top end of the hollow upright post in the next section of test pile is provided with a connector corresponding to the stud, and the bottom ends of the upper pushing rod and the lower pushing rod of the previous section are connected with the top ends of the upper pushing rod and the lower pushing rod of the next section, so that the upper pushing rod and the lower pushing rod synchronously act.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320722088.2U CN219753191U (en) | 2023-04-04 | 2023-04-04 | Testing device for in-situ static lateral soil pressure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320722088.2U CN219753191U (en) | 2023-04-04 | 2023-04-04 | Testing device for in-situ static lateral soil pressure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN219753191U true CN219753191U (en) | 2023-09-26 |
Family
ID=88085253
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202320722088.2U Active CN219753191U (en) | 2023-04-04 | 2023-04-04 | Testing device for in-situ static lateral soil pressure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN219753191U (en) |
-
2023
- 2023-04-04 CN CN202320722088.2U patent/CN219753191U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Mair et al. | Pressuremeter testing: methods and interpretation | |
| CN102607754B (en) | Device for measuring negative skin friction of pile soil | |
| CN111206627B (en) | Centrifugal model test device and method for influencing existing pile foundation by tunnel-foundation pit multiple excavation | |
| CN106638725B (en) | A kind of pile pile soil compaction effect test device and method | |
| CA2015184C (en) | Method of instrumenting an already erected concrete structure and the so instrumented structure | |
| CN212514040U (en) | Capsule pressure testing device | |
| CN101250866A (en) | Method for rapidly testing in situ foundation bearing capacity and deformation modulus | |
| CN109060532B (en) | Karst area ultra-long pile buckling stability indoor model experimental device and method | |
| CN219753191U (en) | Testing device for in-situ static lateral soil pressure | |
| CN110849729B (en) | Active and passive soil pressure model test device for limited cohesive soil behind foundation pit flexible retaining wall | |
| CN110132714B (en) | Device and method for testing deformation parameters of irregular rock mass sample | |
| CN116607492A (en) | Testing device and testing method for in-situ static lateral soil pressure | |
| Brown | The rapid load testing of piles in fine grained soils. | |
| CN215447825U (en) | Slope displacement testing arrangement in centrifugal model test | |
| Wilson | Investigation of embankment performance | |
| CN215296993U (en) | Multi-connected rock-soil in-situ shear testing device for full-stress path tracking | |
| CN210604213U (en) | Railway rockfill embankment shear test device | |
| CN208398853U (en) | The experimental rig of scar irregularity degree is simulated in anchor pole test | |
| CN107059952A (en) | A kind of steel-pipe pile horizontal cyclic experimental provision of simulated waves load | |
| CN210737618U (en) | Device for verifying internal force test result of foundation pile | |
| McGuire et al. | Bench-scale test apparatus for modeling column-supported embankments | |
| Eng | Response of pile foundations due to lateral force and soil movements | |
| CN107817069B (en) | Exploration engineering soft rock ground stress testing device | |
| Davies | Predicting axially and laterally loaded pile behaviour using in-situ testing methods | |
| CN115112485B (en) | Soil strength, deformation characteristic and seepage characteristic integrated detection device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |