CN207964496U - A kind of scene vertical pressure loading device in situ - Google Patents
A kind of scene vertical pressure loading device in situ Download PDFInfo
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- CN207964496U CN207964496U CN201820142897.5U CN201820142897U CN207964496U CN 207964496 U CN207964496 U CN 207964496U CN 201820142897 U CN201820142897 U CN 201820142897U CN 207964496 U CN207964496 U CN 207964496U
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- vertical pressure
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Abstract
The utility model provides a kind of scene vertical pressure loading device in situ, and described device includes counter-force holder；The counter-force holder includes the connector that reaction plate, both ends are fixedly connected with the reaction plate and ground respectively；Force component and power transmission component are equipped with below the reaction plate successively.Technical solution provided by the utility model, the load for carrying out vertical pressure in situ to experiment soil block is realized by counter-force holder, force component and power transmission component, and the experiment soil body to be unsuitable for ballast method provides a kind of feasible reliable method；It is provided with ball link simultaneously, avoids the bias of vertical pressure load, it is ensured that vertical effective transmission of pressure ensure that with the secondary reliability for carrying out in-situ test.
Description
Technical field
The utility model is related to a kind of vertical pressure loading techniques, and in particular to a kind of scene vertical pressure load dress in situ
It sets.
Background technology
Currently, there are mainly two types of the research techniques of acquisition geotechnical engineering design parameter：One kind is laboratory test, and another kind is
In-situ test.Wherein laboratory test needs live ground sample getting back to labs experiment, and Rock And Soil is being sampled and transported
Defeated process easily causes to disturb to Rock And Soil, and soil structures is caused to change, and influences the accuracy of test data；In-situ test is selected
Carry out experiment work on the spot in Rock And Soil position, avoids sampling and the transit link of Rock And Soil, ensure that Rock And Soil
Structural intergrity, test data are more accurate compared with laboratory test.In engineering design, ground is generally obtained by test in situ
Parameters of engineering design.Two elements of field test most critical are：One wants the convenience that guarantee test process instruments method operates
And simplification, the accuracy of guarantee test test value is wanted in addition, this is also current power transmission circuit Base foundation design parameter testing
One of most important two problems faced in field.
Part field in-situ test is needed to apply vertical load to Rock And Soil sample, such as field direct shear test, scene
Axial compression tests.Currently, Rock And Soil test in situ, which mostly uses " ballast method ", provides the vertical pressure for acting on experiment soil sample
Power, i.e., by discharging weight in testing soil sample, to apply the vertical active force acted in experiment soil sample.When ballast method operates
For the accurate payload values of real-time display preloading, needs to measure each preloading value size using dynamometer, be applied to calculate
Vertical load on sample, or a hydraulic jack can also be placed below preloading, the preloading above hydraulic jack,
Using preloading as counterforce structure, vertical load is applied to sample using hydraulic jack, the wherein quantity of preloading need to be with hydraulic pressure
Subject to the reversed load that jack applies, while piling up load and needing to be uniformly distributed on the support structure, the operation needed in this way
Area is very big, and above-mentioned two technologies require to be difficult to control, and the man power and material that practical operation needs is larger, easily causes examination
Test error.
Some scholars propose in sample surrounding to beat anchor pole in recent years, are in the milk simultaneously, using anchor rod foundation as counterforce structure,
Apply vertical force to sample in conjunction with hydraulic jack, this method must be obtained can after anchor pole grouting body conserves 28 days
Start to test, the test period is longer, is unfavorable for engineer application.
Utility model content
In view of the deficiencies of the prior art, the applicant devises a kind of scene vertical pressure loading device in situ；Utilize rotation
The spiral anchor base being screwed into the soil body applies vertical pressure as counterforce structure combination hydraulic jack to experiment soil sample, on the one hand
Solving ballast method operating space requires big, implementation to require drawback not easy to control, on the other hand supporting without anchor rod foundation
Shield, shortens the period of experiment.
The purpose of this utility model is realized by following technical proposals：
The utility model provides a kind of scene vertical pressure loading device in situ, and described device includes counter-force holder, applies
Power component；Wherein, the counter-force holder includes that reaction plate and one end are fixedly connected and are symmetric with the reaction plate
Connector, the other end of the connector is for being fixedly connected with the ground；On the reaction plate lower surface and the force component
Side's connection, the force component lower section are equipped with power transmission component, and the power transmission component below the force component is placed in experiment soil block
The vertical pressure of the force component is passed into the experiment soil block when top.
Preferably, the connector includes Screw Anchor, and the mode that the connector is fixedly connected with the ground includes the spiral shell
The lower end for revolving anchor screws in ground.
Preferably, the connector includes the shell anchor pole that rises, and the mode that the connector is fixedly connected with the ground includes by institute
It states shell anchor pole lower end of rising and is placed in the anchor hole that brill is dug on ground in advance simultaneously casting concrete.
Preferably, the shell anchor pole that rises includes the shell that rises that lower end is equipped with externally threaded anchor pole and is connect with the spiral thread on anchor bolt
Mechanism.
Preferably, the Zhang Ke mechanisms include cylindrical skid member and U-shaped rises the shell-side wing；The cylindrical skid member axle center
Equipped with axis hole；Shaft hole inner wall is equipped with and the matched internal thread of the external screw thread；The cylindrical skid member both sides are equipped with slideway；Institute
The rise two side of the shell-side wing of U-shaped is stated from bottom to up to slope inwardly；The cylindrical skid member rises set on the U-shaped in the shell-side wing,
The rise two side of the shell-side wing of the U-shaped is respectively placed in the slideway.
Preferably, power transmission component, the power transmission component above the force component are again provided with above the force component
Between the reaction plate and the force component.
Preferably, top board and lower platen is respectively adopted in the power transmission component of the force component upper and lower.
Preferably, the force component includes jack, and the jack is connected with oil pump；The jack and the oil
Oil pipe between pump is equipped with separating valve.
Preferably, it is connected by ball link between the reaction plate and the force component.
Preferably, the ball link includes segment slot and the spherical parts in the segment slot.
Preferably, described device further includes data collecting system；
The data collecting system includes the pressure sensor of the pressure for measuring force component, for measuring described apply
Pressure sensor, the displacement sensor for measuring the power transmission component vertical displacement of power transmission component pressure below power component
And the data acquisition device being connect respectively with the pressure sensor and institute's displacement sensors.
The utility model provides a kind of method carrying out scene vertical pressure load in situ using the device, special
Sign is that described method includes following steps：
The connector is fixed on operation bottom of foundation ditch；
The center that connecting line between the connector is formed digs experiment soil block；
Start the force component in the loading device and uniformly apply pressure to it is described force component below power transmission component.
Preferably, before the connector is fixed on operation bottom of foundation ditch, further include：
Determine the place for meeting preset requirement；
Operation foundation pit is dug in the place.
Preferably, the horizontal cross-section of the experiment soil block is square；The cross section of the operation foundation pit and the experiment
The cross section of soil block is with one heart and its length of side and the length of side difference of the cross section of the experiment soil block are more than or equal to 4m.
Preferably, the connector is set on the quadrangle reverse extending line of the experiment soil block horizontal cross-section.
Preferably, the connecting line between the connector is formed by the square length of side and the experiment soil block horizontal cross-section
Length of side difference be 3m.
Preferably, the connector is Screw Anchor；It is described that the connector is fixed on operation bottom of foundation ditch, including：
Select artificial precession method or mechanical Drilling Method that Screw Anchor is installed in operation bottom of foundation ditch according to construction requirement.
Preferably, the mechanical Drilling Method includes：
The corresponding position of Screw Anchor and operation bottom of foundation ditch is offseted, the plant windlass is started；The plant windlass with it is described
Screw Anchor connects；
The plant windlass applies steady lower pressure to the Screw Anchor and being kept for one rotate into direction keeps it at the uniform velocity downward, directly
Setting absolute altitude is screwed in the Screw Anchor.
Preferably, the connector is the shell anchor pole that rises；It is described that connector is fixed on operation bottom of foundation ditch, including：
The shell anchor pole that rises is placed in advance in the anchor hole dug is bored on ground；
The shell anchor pole that rises described in rotation makes the side wall of itself and the anchor hole fasten；
By the gap casting concrete to rise between shell anchor pole and the anchor hole side wall.
Preferably, the experiment soil block that digs includes：
A groove is dug downwards in operation bottom of foundation ditch, and the earthwork for being located at groove center is experiment soil block.
Preferably, after the center that the connecting line between the connector is formed digs experiment soil block, further include：
It is arranged protective case outside the experiment soil block；The protective case includes four side walls；The height of the side wall is small
In the height of the experiment soil block.
Compared with closest to the prior art, the beneficial effects of the utility model are：
1, technical solution provided by the utility model is realized by counter-force holder, force component and power transmission component to reality
The load that soil block carries out vertical pressure in situ is tested, the experiment soil body to be unsuitable for ballast method provides a kind of feasible reliable side
Method.
2, technical solution provided by the utility model is provided with ball link, avoids the bias of vertical pressure load,
The vertical effective transmission for ensuring pressure, ensure that the reliability that in-situ test is carried out with this.
3, technical solution provided by the utility model, force component use hydraulic jack；Reaction frame using Screw Anchor and
Reaction plate forms, and the installation complexity for avoiding the upright bar of counter-force holder is cumbersome, the long time step that cannot constantly operate such as avoids pouring
Suddenly, the service efficiency of force application apparatus is increased, and time saving and energy saving, and then improves the efficiency of in-situ test.
4, technical solution provided by the utility model carries out Screw Anchor using artificial precession method or mechanical Drilling Method
Installation, and position be in experiment soil block surrounding and its about experiment soil block it is symmetrical, can effectively transmit, share reaction plate by
Uplift force, for jack pair test soil block vertical pressure application provide guarantee.
Description of the drawings
The utility model is described in further detail below in conjunction with the accompanying drawings：
Fig. 1：The front view of device provided by the utility model；
Fig. 2：The structure chart of device provided by the utility model；
Fig. 3：The front view of Zhang Ke mechanisms provided by the utility model；
Fig. 4：The vertical view of Zhang Ke mechanisms provided by the utility model；
Fig. 5：The front view of anchor pole provided by the utility model；
Fig. 6：The shell anchor pole provided by the utility model that rises rises the front view before shell；
Fig. 7：The shell anchor pole provided by the utility model that rises rises the front view after shell；
Reference numeral：1- Screw Anchors, 2- reaction plates, 3- bolts, 4- jack, 5- oil pumps, 6- oil pipes, 7- points of oily locks, 8-
Top board, 9- lower platens, 10- ball links, 11- segments slot, 12- spherical parts, 13- rise shell anchor pole, 14- sliding parts, 15- axis
Rise the shell-side wing, 17- side walls, 18- slideways, 19- anchor poles, 20- anchor holes for hole, 16-U shapes.
Specific implementation mode
With reference to the attached drawing in the embodiment of the present application, technical solutions in the embodiments of the present application carries out clear, complete
Ground describes.
Embodiment 1,
As described in Fig. 1 and Fig. 7, the utility model provides a kind of scene vertical pressure loading device in situ, described device
Including counter-force holder and force component；Wherein, the counter-force holder includes that reaction plate 2 and one end are fixed with the reaction plate
The connector for connecting and being symmetric, the other end of the connector is for being fixedly connected with the ground；2 following table of the reaction plate
It is connect above face and the force component, power transmission component, the power transmission below the force component is equipped with below the force component
The vertical pressure of the force component is passed into the experiment soil block when component is placed in above experiment soil block；
The connector can select 4 φ 36mm, the connector of long 3m.
As shown in Figure 1, the connector may include Screw Anchor 1, the mode that the connector is fixedly connected with the ground can
To screw in ground including the lower end of the Screw Anchor 1.
As illustrated in figs. 2-7, the connector may include the shell anchor pole 13 that rises, and lower end can be placed in bore on ground in advance and dig
Anchor hole 20 in and casting concrete；
When it is implemented, may be used drilling device drill out 110mm diameters, 3m depths anchor hole.
The shell anchor pole that rises may include the shell that rises that lower end is equipped with externally threaded anchor pole 20 and is connect with the spiral thread on anchor bolt
Mechanism.
The Zhang Ke mechanisms include cylindrical skid member 14 and U-shaped the rises shell-side wing 16；14 axle center of the cylindrical skid member
Equipped with axis hole 15；15 inner wall of axis hole is equipped with and the matched internal thread of the external screw thread；14 both sides of the cylindrical skid member are equipped with
Slideway 18；The rise two side 17 of the shell-side wing of the U-shaped slopes inwardly from bottom to up；The cylindrical skid member 14 is set to the U
Shape rises in the shell-side wing 16, and the rise two side 17 of the shell-side wing of the U-shaped is respectively placed in the slideway 18.
Power transmission component is again provided with above the force component, the power transmission component above the force component is located at described
Between reaction plate 2 and the force component.
Top board 8 and lower platen 9 may be used in the power transmission component of the force component upper and lower respectively.
The force component may include jack 4；The jack 4 is connected with oil pump 5；The jack 4 with it is described
Oil pipe 6 between oil pump 5 is equipped with separating valve 7；The jack can select the hydraulic jack of 10t tonnages, stroke 20mm.
It can be connected by ball link 10 between the reaction plate 2 and the force component.
The ball link 10 includes segment slot 11 and the spherical parts 12 in the segment slot；The segment slot 11
Radius can be slightly larger than the radiuses of the spherical parts 10,10 half volume of the spherical parts be placed in the segment slot 11, because
This described segment slot 11 only exists a point contact with the spherical parts 10, therefore can be applied to the force component described anti-
The pressure of power plate 2 concentrates on more above-mentioned, so avoids the bias of load pressure between the two.
Described device can also include data collecting system；
The data collecting system includes the pressure sensor of the pressure for measuring force component, for measuring described apply
The displacement of the pressure sensor of below power component and power transmission component pressure and the vertical displacement for measuring the power transmission component
Sensor and the data acquisition device being connect respectively with the pressure sensor and institute's displacement sensors.
Embodiment 2,
Conceived based on same utility model, the utility model additionally provides a kind of in situ using above-mentioned device progress scene
The method of vertical pressure load, described method includes following steps：
The connector is fixed on operation bottom of foundation ditch, the connector in the present embodiment uses Screw Anchor 1；
The center that connecting line between the Screw Anchor 1 is formed digs experiment soil block；
Force component in start-up loading device and the power transmission component below the force component that uniformly applies pressure to.
Before the connector is fixed on operation bottom of foundation ditch, further include：
Determine the place for meeting preset requirement；
Operation foundation pit is dug in the place.
The horizontal cross-section of the experiment soil block is square；The cross of the cross section of the operation foundation pit and the experiment soil block
Section is with one heart and its length of side and the length of side difference of the cross section of the experiment soil block are more than or equal to 4m.
The Screw Anchor 1 is set on the quadrangle reverse extending line of the experiment soil block horizontal cross-section.
Connecting line between the Screw Anchor 1 is formed by the length of side of the square length of side and the experiment soil block horizontal cross-section
Difference is 3m.
When the Screw Anchor 1 is installed,
Select artificial precession method or mechanical Drilling Method that Screw Anchor 1 is installed in operation bottom of foundation ditch according to construction requirement；
Ensure that the Screw Anchor 1 is vertical：
The artificial precession method is suitable for the softer condition of ground；
The machinery Drilling Method is suitable for the harder condition of ground.
It is described machinery Drilling Method include：
Screw Anchor 1 and the corresponding position of operation bottom of foundation ditch are offseted, the plant windlass is started；The plant windlass with it is described
Screw Anchor connects；
The plant windlass applies steady lower pressure to the Screw Anchor 1 and being kept for one rotate into direction keeps it at the uniform velocity downward,
Until the Screw Anchor 1 screws in setting absolute altitude.
It is described dig experiment soil block include：
A groove is dug downwards in operation bottom of foundation ditch, and the earthwork for being located at groove center is experiment soil block；It must ensure to dig out
Experiment soil sample meet the experiment size requirements of direct shear test；
After the center that connecting line is formed between the connector digs experiment soil block, further include：
It is arranged protective case outside the experiment soil block；The protective case includes four side walls；The height of the side wall is small
In the height of the experiment soil block；
The free end of Screw Anchor 1 and reaction plate 2 are connected by screw bolts, and in the reaction plate 2 and the experiment soil block
Between be sequentially placed lower platen 9, jack 4, top board 8, the spherical parts 12 of ball link 10 and segment slot 11 from bottom to up.
Embodiment 3,
Conceived based on same utility model, the utility model additionally provides a kind of in situ using above-mentioned device progress scene
The method of vertical pressure load, described method includes following steps：
The connector is fixed on operation bottom of foundation ditch；The connector in the present embodiment uses the shell anchor pole 13 that rises,
It can select the shell anchor pole that rises of 4 φ 36mm, 3m long；
The center that connecting line between the shell anchor pole 13 that rises is formed digs experiment soil block；
Start the force component in the loading device and uniformly apply pressure to it is described force component below power transmission component.
Before the connector is fixed on operation bottom of foundation ditch, further include：
Determine the place for meeting preset requirement；
Operation foundation pit is dug in the place.
The horizontal cross-section of the experiment soil block is square；The cross of the cross section of the operation foundation pit and the experiment soil block
Section is with one heart and its length of side and the length of side difference of the cross section of the experiment soil block are more than or equal to 4m.
The shell anchor pole 13 that rises is set on the quadrangle reverse extending line of the experiment soil block horizontal cross-section.
Connecting line between the shell anchor pole 13 that rises is formed by the square length of side and the experiment soil block horizontal cross-section
Length of side difference is 3m.
The shell anchor pole 13 that rises is fixed on operation bottom of foundation ditch, including：
The shell anchor pole 13 that will rise is placed in anchor hole 20；May be used drilling device drill out 110mm diameters, 3m depths anchor hole 20,
Then the shell anchor pole 13 that rises of 4 φ 36mm, 3m long are stood in anchor hole 20；
The shell anchor pole 13 that rises described in rotation makes the side wall of itself and the anchor hole 20 fasten；Rise described in rotation the institute of shell anchor pole 13
Anchor pole 19 is stated, is moved downward along the sliding part 14 until offset with the rise bottom wall of the shell-side wing 16 of the U-shaped, continues to rotate institute
Anchor pole 19 is stated, under the interaction of screw thread, the relatively described anchor pole 19 of the sliding part 14 and the U-shaped rise by the shell-side wing 16 upwards
Movement, since the rise two side 17 of the shell-side wing 16 of the U-shaped slopes inwardly from bottom to up；Therefore the distance between side wall 17 is unsatisfactory for
Accommodate the sliding part 14；Therefore two side 17 is strutted by the sliding part 14；The side wall 17 is flared out and the anchor hole
20 side wall is in contact and until mutually fastening.
By the gap casting concrete between 20 side wall of shell anchor pole 13 and the anchor hole that rises；It can specifically select to pour
C30 pea gravel concretens；And it is conserved.
It is described dig experiment soil block include：
A groove is dug downwards in operation bottom of foundation ditch, and the earthwork for being located at groove center is experiment soil block；It must ensure to dig out
Experiment soil sample meet the experiment size requirements of direct shear test；
After the center that connecting line between the shell anchor pole 13 that rises is formed digs experiment soil block, further include：
It is arranged protective case outside the experiment soil block；The protective case includes four side walls；The height of the side wall is small
In the height of the experiment soil block；
The free end for the shell anchor pole 13 that rises is connect with reaction plate 2 using bolt 3, and in the reaction plate 2 and the experiment
The spherical parts 12 and segment of lower platen 9, jack 4, top board 8, ball link 10 are sequentially placed between soil block from bottom to up
Slot 11.
Finally it should be noted that：Described embodiment is only some embodiments of the present application, rather than whole realities
Apply example, based on the embodiment in the application, what those skilled in the art were obtained without making creative work
All other embodiment, shall fall in the protection scope of this application.
Claims (11)
1. a kind of scene vertical pressure loading device in situ, which is characterized in that described device includes counter-force holder, force component；
Wherein, the counter-force holder includes the connector that reaction plate and one end are fixedly connected and are symmetric with the reaction plate,
The other end of the connector is for being fixedly connected with the ground；It is connect above the reaction plate lower surface and the force component,
Power transmission component is equipped with below the force component, the power transmission component below the force component will when being placed in above experiment soil block
The vertical pressure of the force component passes to the experiment soil block.
2. a kind of scene vertical pressure loading device in situ according to claim 1, which is characterized in that the connector packet
Screw Anchor is included, the mode that the connector is fixedly connected with the ground includes that the lower end of the Screw Anchor screws in ground.
3. a kind of scene vertical pressure loading device in situ according to claim 1, which is characterized in that the connector packet
The shell anchor pole that rises is included, the mode that the connector is fixedly connected with the ground includes that the shell anchor pole lower end of rising is placed in advance on ground
Bore the interior simultaneously casting concrete of the anchor hole dug.
4. a kind of scene vertical pressure loading device in situ according to claim 3, which is characterized in that the shell anchor pole that rises
The Zhang Ke mechanisms for being equipped with externally threaded anchor pole including lower end and being connect with the spiral thread on anchor bolt.
5. a kind of scene vertical pressure loading device in situ according to claim 4, which is characterized in that the Zhang Ke mechanisms
Rise the shell-side wing including cylindrical skid member and U-shaped；The cylindrical skid member axle center is equipped with axis hole；Shaft hole inner wall be equipped with it is described
The matched internal thread of external screw thread；The cylindrical skid member both sides are equipped with slideway；The U-shaped rise the shell-side wing two side from down toward
Upper inward slant；The cylindrical skid member rises set on the U-shaped in the shell-side wing, the U-shaped rise the shell-side wing two side difference
It is placed in the slideway.
6. a kind of scene vertical pressure loading device in situ according to claim 1, which is characterized in that the force component
Top be again provided with power transmission component, the power transmission component above the force component is located at the reaction plate and the force component
Between.
7. a kind of scene vertical pressure loading device in situ according to claim 6, which is characterized in that the force component
Top board and lower platen is respectively adopted in the power transmission component of upper and lower.
8. a kind of scene vertical pressure loading device in situ according to claim 1, which is characterized in that the force component
Including jack, the jack is connected with oil pump；Oil pipe between the jack and the oil pump is equipped with separating valve.
9. a kind of scene vertical pressure loading device in situ according to claim 1, which is characterized in that the reaction plate with
It is connected by ball link between the force component.
10. a kind of scene vertical pressure loading device in situ according to claim 9, which is characterized in that the spherical shape is even
Fitting includes segment slot and the spherical parts in the segment slot.
11. a kind of scene vertical pressure loading device in situ according to claim 1, which is characterized in that described device is also
Including data collecting system；
The data collecting system includes the pressure sensor of the pressure for measuring force component, for measuring the force group
Below part power transmission component pressure pressure sensor, the displacement sensor for measuring the power transmission component vertical displacement and
The data acquisition device being connect respectively with the pressure sensor and institute's displacement sensors.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201820142897.5U CN207964496U (en) | 2018-01-29 | 2018-01-29 | A kind of scene vertical pressure loading device in situ |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820142897.5U CN207964496U (en) | 2018-01-29 | 2018-01-29 | A kind of scene vertical pressure loading device in situ |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111719604A (en) * | 2020-07-09 | 2020-09-29 | 中国水利水电第十二工程局有限公司 | Device for engineering pile detection static load test |
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2018
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111719604A (en) * | 2020-07-09 | 2020-09-29 | 中国水利水电第十二工程局有限公司 | Device for engineering pile detection static load test |
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