CN113970476A - Pressurization type rock-soil bearing capacity testing device - Google Patents
Pressurization type rock-soil bearing capacity testing device Download PDFInfo
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- CN113970476A CN113970476A CN202111483712.XA CN202111483712A CN113970476A CN 113970476 A CN113970476 A CN 113970476A CN 202111483712 A CN202111483712 A CN 202111483712A CN 113970476 A CN113970476 A CN 113970476A
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- 238000012360 testing method Methods 0.000 title claims abstract description 48
- 239000002689 soil Substances 0.000 title claims abstract description 29
- 238000005192 partition Methods 0.000 claims abstract description 11
- 230000033001 locomotion Effects 0.000 claims description 11
- 238000005452 bending Methods 0.000 claims description 5
- 239000011435 rock Substances 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 20
- 230000008859 change Effects 0.000 abstract description 7
- 230000007547 defect Effects 0.000 abstract description 4
- 238000005259 measurement Methods 0.000 description 6
- 238000001514 detection method Methods 0.000 description 5
- 230000008569 process Effects 0.000 description 5
- 230000005540 biological transmission Effects 0.000 description 4
- 230000035515 penetration Effects 0.000 description 4
- 230000009471 action Effects 0.000 description 3
- 239000012530 fluid Substances 0.000 description 3
- 230000003068 static effect Effects 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 238000013142 basic testing Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
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- 230000003014 reinforcing effect Effects 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
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Abstract
The invention discloses a pressurized rock-soil bearing capacity testing device in the field of geotechnical engineering, which comprises a loading device and a base for contacting with a test pile, wherein a group of vertical partition plates are arranged in the base, the base is divided into a first hydraulic chamber, a middle function chamber and a second hydraulic chamber by the partition plates from left to right, and a loading assembly is arranged at the middle function chamber; the loading subassembly includes the telescopic link, rotor plate and the buffer board that is parallel to each other, when measuring to the change formula, only need utilize the prismatic and horizontal board contact of rotor plate, thereby it bears the whole down of group to make down in-process rotor plate through the drive of contact horizontal board, bear the weight of the volume increase of the down in-process of horizontal board in the group with first hydraulic pressure and second hydraulic chamber this moment, thereby be convenient for hydraulic pressure to pour into, increase the holistic quality of base, realize the load change, the defect that artifical addition balancing weight is wasted time and energy has been avoided.
Description
Technical Field
The invention belongs to the field of geotechnical engineering, and particularly relates to a pressurized rock-soil bearing capacity testing device.
Background
The reasonable use of the ground geotechnical layer in the geotechnical engineering and the experimental detection of the foundation geotechnical layer which can not be separated from the building are carried out. The test and detection of the foundation rock-soil layer are divided into field test and detection and indoor test and detection. The method comprises the steps of field test detection, wherein the mechanical property of a natural state rock-soil layer is directly measured on the field to determine the mechanical parameters of the natural state rock-soil layer, the basic test method of the field test is a load test, the stress state of a building foundation is simulated, and the test result is visual.
However, when the bearing capacity of rock soil is tested by the existing test, different balancing weights need to be added or changed, so that a plurality of groups of data are obtained to determine the bearing capacity of the rock soil, the method is time-consuming and labor-consuming, and the labor cost is increased.
Disclosure of Invention
In order to solve the problems, the invention aims to change the quality of the base through control so as to realize load change, and avoid the defects of time and labor waste caused by manual addition of balancing weights.
In order to achieve the purpose, the technical scheme of the invention is as follows: a pressurized rock-soil bearing capacity testing device comprises a loading device and a base which contacts a test pile, wherein a group of vertical partition plates are arranged in the base, the base is divided into a first hydraulic chamber, a middle function chamber and a second hydraulic chamber by the partition plates from left to right, and a loading assembly is arranged at the middle function chamber;
the loading assembly comprises a telescopic rod, a rotating plate and a buffer plate which are parallel to each other, the telescopic rod penetrates through the rotating plate, the telescopic rod is connected to the buffer plate, a plurality of groups of tension springs are arranged between the rotating plate and the buffer plate, a ball bearing is arranged at the joint of the buffer plate and the telescopic rod, a prism is arranged on the circumference of the rotating plate, and a bearing group is contacted with the prism in the movement stroke of the prism;
bear the group including interconnect's horizontal board and the vertical board that is located horizontal board center department, horizontal board extends baffle department, and the baffle surface has the spout, horizontal board and prismatic contact, and vertical board covers the spout.
After the scheme is adopted, the following beneficial effects are realized: 1. compared with the traditional bearing capacity testing device, the technical scheme has the advantages that two modes of load change type measurement and load constant type measurement are realized during implementation, when the load constant type measurement is utilized, the load is directly applied to the base through the loading device, and the size of the rock-soil bearing capacity is obtained by utilizing the base to contact with the test pile.
And when measuring to the vary, only need utilize prismatic and the horizontal board contact of rotor plate to thereby make down the rotor plate of in-process drive through contacting the horizontal board and bear the whole descending of group, bear the weight of the volume increase of the descending in-process of horizontal board in the group with first hydraulic pressure and second hydraulic chamber this moment, thereby the hydraulic pressure of being convenient for is gushed, increases the holistic quality of base, realizes the load change, has avoided the artifical defect that adds the balancing weight and waste time and energy.
2. For the prior art who adopts hydraulic loading, cover the spout through the vertical board that bears in the group among this technical scheme to the horizontal board that will be located first hydraulic chamber or second hydraulic chamber is sealed with it, forms airtight cavity and scurries in order to prevent that transmission fluid from flowing.
3. For the prior art that prevents that transmission fluid from scurrying, utilize the extension spring as the torsion member among this technical scheme, the extension spring distortion when the rotor plate rotates to prism and horizontal board contact, because the vertical direction of extension spring shortens this moment to reduce the restoring force of the vertical direction of extension spring, reduce the error influence of measured data after the load impact.
Furthermore, a groove for limiting the rotation of the prism is arranged at the contact part of the transverse plate and the prism, a gap is arranged between the transverse plate and the rotating plate, and the width of the prism is equal to the distance from the groove to the rotating plate.
Has the advantages that: compared with the prior art adopting error reduction, the vertical movement of the rotating plate is not bound when the prism is not in contact with the groove in the technical scheme.
Furthermore, the first hydraulic chamber and the second hydraulic chamber are communicated with a hydraulic pipeline.
Has the advantages that: the transmission fluid is conveniently introduced when the volumes of the first hydraulic chamber and the second hydraulic chamber are increased, so that the density of the base and the mass of the base are changed.
Furthermore, a group of pressure rods connected with the loading device are arranged above the base, and a linear rotary motor is arranged between the pressure rods and used for controlling the movement of the rotating plate.
Has the advantages that: the load is transferred by the pressurizing rod, and the independent linear rotary motor can be connected with the telescopic rod and can rotate or linearly move through the telescopic rod.
Furthermore, the ball bearing comprises an inner ring and an outer ring, the inner ring of the ball bearing is fixedly connected to the telescopic rod, and the outer ring of the ball bearing is connected to the buffer plate.
Has the advantages that: realize relatively independent motion through ball bearing, avoid the buffer board rotatory along with the telescopic link, the extension spring distortion of being convenient for.
Furthermore, the first hydraulic chamber and the second hydraulic chamber are both provided with a bearing group, a vertical return spring is connected below a transverse plate in the bearing group, the return spring positioned in the first hydraulic chamber is connected between the first hydraulic chamber and the transverse plate, and the return spring positioned in the second hydraulic chamber is connected between the second hydraulic chamber and the transverse plate.
Has the advantages that: after the prism and the groove are removed from contact, the return spring drives the transverse plate to return, so that transmission liquid is discharged, and the next test is facilitated.
Further, the buffer board is just to experimental stake, and the one side parcel of buffer board towards experimental stake has the rubber layer.
Has the advantages that: and when the buffer plate touches the bottom, the loading assembly is protected.
Further, the extension spring is at maximum bending amplitude when the prism contacts with the recess.
Has the advantages that: at this moment, when the extension spring is in the maximum bending amplitude, the restoring force of the vertical direction of the extension spring and the motion direction of the extension spring are not on the same horizontal line, and for the restoring force of the horizontal direction of the extension spring, after the prism is combined with the groove, the groove clamps and plugs the prism, so that the extension spring is prevented from being restored in the horizontal direction, the rotating plate is fixed at the relative position, and the prism is prevented from being separated from the groove when the extension spring performs simple harmonic motion.
Drawings
FIG. 1 is a graph of total hammering count versus driven pile length, i.e., driven depth;
FIG. 2 is a graph showing the relationship between the number of hammering per meter of pile length and the length of driven pile, i.e., the driving depth and the standard penetration test index;
FIG. 3 is a statistical chart plotting pile driving depth and total number of blows for each test point;
FIG. 4 is a block diagram of the base;
fig. 5 is a cross-sectional view of fig. 4.
Detailed Description
The following is further detailed by way of specific embodiments:
reference numerals in the drawings of the specification include: the device comprises a base 1, a partition plate 2, a hydraulic pipeline 3, a telescopic rod 4, a rotating plate 5, a buffer plate 6, a pressurizing rod 7, a linear rotary motor 8, a tension spring 9, a ball bearing 10, a rubber layer 11, a prism 12, a vertical plate 13, a transverse plate 14, a return spring 15, a groove 16 and a test pile 17.
The embodiment is substantially as shown in figures 4 and 5: a pressurized rock-soil bearing capacity testing device comprises a loading device and a base 1 of a contact test pile 17, wherein a group of vertical partition plates 2 are arranged in the base 1, the base 1 is divided into a first hydraulic chamber, a middle function chamber and a second hydraulic chamber from left to right by the partition plates 2, the first hydraulic chamber and the second hydraulic chamber are communicated with a hydraulic pipeline 3, the hydraulic pipeline 3 can be externally connected with a hydraulic tank, and a loading assembly is arranged at the middle function chamber;
the loading assembly comprises a telescopic rod 4, a rotating plate 5 and a buffer plate 6 which are parallel to each other, the telescopic rod 4 penetrates through the rotating plate 5, the telescopic rod 4 is connected to the buffer plate 6, a group of pressure rods 7 connected with the loading device are arranged above the base 1, a linear rotary motor 8 is arranged between the pressure rods 7, and the linear rotary motor 8 is connected to the telescopic rod 4 so as to control the rotating plate 5 to move.
Be equipped with a plurality of groups extension springs 9 between rotor plate 5 and the buffer plate 6, buffer plate 6 has ball bearing 10 with the junction of telescopic link 4, ball bearing 10 includes inner circle and outer lane, ball bearing 10's inner circle fixed connection is in telescopic link 4, ball bearing 10's outer lane is connected in buffer plate 6, buffer plate 6 just to experimental stake 17, buffer plate 6 has rubber layer 11 towards the one side parcel of experimental stake 17, rotor plate 5's circumference has prism 12, the contact has the bearing group in prism 12's the motion stroke.
The bearing group comprises transverse plates 14 and a vertical plate 13, the transverse plates 14 are connected with each other, the vertical plate 13 is located in the center of the transverse plates 14, the transverse plates 14 extend out of the partition plate 2, sliding grooves are formed in the surface of the partition plate 2, the transverse plates 14 are in contact with the prisms 12, the vertical plate 13 covers the sliding grooves, the first hydraulic chamber and the second hydraulic chamber are provided with the bearing group, a vertical return spring 15 is connected to the lower portion of the transverse plates 14 in the bearing group, the return spring 15 located in the first hydraulic chamber is connected between the first hydraulic chamber and the transverse plates 14, and the return spring 15 located in the second hydraulic chamber is connected between the second hydraulic chamber and the transverse plates 14.
The contact part of the transverse plate 14 and the prism 12 is provided with a groove 16 for limiting the rotation of the prism 12, a gap is arranged between the transverse plate 14 and the rotating plate 5, the width of the prism 12 is equal to the distance from the groove 16 to the rotating plate 5, when the tension spring 9 is in a natural state, the positions of the prism 12 and the groove 16 are staggered, and when the prism 12 is in contact with the groove 16, the tension spring 9 is in a maximum bending amplitude.
The specific implementation process is as follows: the estimated driving or pressing-in depth condition of the test pile 17, the pile end bearing layer geotechnical index control condition, the pile length optimization and the single pile bearing force control condition are used as basic elements for ensuring the bearing capacity of the pile foundation.
The possible driving or driving depth conditions for the pile are: utilizing an anchor pile of a lengthened static load test pile to carry out pile driving or pressing-in depth test on each selected test pile point, recording the total hammering number and the hammering number of each meter of pile length during the driving test, and drawing a relation graph (shown in figure 1) of the total hammering number and the driven pile length; drawing a relation graph (shown in figure 2) of the hammering number of the pile length per meter and the driving depth, and drawing a relation graph (shown in figure 2) of the hammering number of the pile length per meter and a standard penetration test index N63.5 or a static sounding index ps value; and (3) drawing a statistical graph of the pile driving depth and the total hammering number of each pile test point (as shown in figure 3). The example shown in fig. 3 is: each zone PHC600 x 110 total number of hammers, D80 drivers. During a driving test, the high-strain pile driving monitoring is combined to detect the structural integrity of the pile body in real time, monitor the hammering compressive stress, the tensile stress and the pile hammer efficiency of the pile body, control the hammering energy and the hammer jump height, and determine the appropriate final penetration and the hammer stopping standard by combining a geological survey report.
The possible driving or pressing depth condition of the pile is a factor for ensuring that the pile does not have high pile loss rate when the large-area pile sinking construction is carried out. In areas with deep soft soil, such as the Shanghai and Tianjin, the test pile usually adopts an anchor pile method, and the anchor pile is generally longer than the test pile and has more reinforcing bars than the test pile.
The pile end holding layer geotechnical index control conditions are as follows: mainly refers to the requirement on the soil engineering index of a pile end bearing layer, and considers the soil engineering index of a key soil layer through which the pile passes, wherein the key soil layer can influence the soil layer of the pile sinking. The performance requirements for the pile end bearing layer soil are determined by the requirements of the superstructure structure and equipment. Generally, in-situ test indexes are taken as main indexes, and indoor test indexes are referred. For example, in the equipment with very strict requirements for settlement, when the pile end bearing layer is cohesionless soil, the standard penetration number N63.5 is required to be not less than 50 hits, or the ps value is required to be greater than 10MPa, and the like.
In the piling process, the loading device is used for loading the base 1, the loading process comprises two modes of load change type measurement and load constant type measurement, when the load constant type measurement is used, the loading device is directly used for applying load to the base 1, and the base 1 is used for contacting the test pile 17 to obtain the rock-soil bearing capacity.
And when measuring to the load variation formula, only need to drive the telescopic link 4 through sharp rotation type motor 8 rotatory, this moment with prismatic 12 alignment recess 16, it is down to recycle sharp rotation type motor 8 and drive rotor plate 5 and buffer plate 6 through telescopic link 4, prismatic 12 and the horizontal board 14 contact of in-process rotor plate 5 down, thereby make down in-process rotor plate 5 through contact horizontal board 14 and drive and bear the whole down of group, the horizontal board 14 in the group of bearing down the volume increase of in-process first hydraulic chamber and second hydraulic chamber this moment, return spring 15 is by continuous compression, thereby be convenient for hydraulic pressure to pour into, thereby increase the holistic quality of base 1, realize the load variation, the defect that artifical balancing weight that adds is time-consuming and energy-consuming has been avoided.
Meanwhile, in order to avoid the automatic return of the return spring 15, the groove 16 locks the prism 12, when the tension spring 9 is in the maximum bending amplitude in the state, the restoring force of the tension spring 9 in the vertical direction and the movement direction of the tension spring 9 are not on the same horizontal line, and for the restoring force of the tension spring 9 in the horizontal direction, after the prism 12 is combined with the groove 16, the groove 16 blocks the prism 12, so that the tension spring 9 is prevented from being restored in the horizontal direction, therefore, the rotating plate 5 is fixed in the relative position, the prism 12 is prevented from being separated from being combined with the groove 16 when the tension spring 9 performs simple harmonic motion, and meanwhile, when the linear rotary motor 8 does not apply power, the return spring 15 is prevented from automatically returning.
When the locking is released, the rotating plate 5 is driven to move upwards only by the telescopic rod 4, so that the momentarily twisted tension spring 9 which enables the prism 12 to be separated from the groove 16 returns.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus.
The foregoing is merely an example of the present invention, and common general knowledge in the field of known specific structures and characteristics is not described herein in any greater extent than that known in the art at the filing date or prior to the priority date of the application, so that those skilled in the art can now appreciate that all of the above-described techniques in this field and have the ability to apply routine experimentation before this date can be combined with one or more of the present teachings to complete and implement the present invention, and that certain typical known structures or known methods do not pose any impediments to the implementation of the present invention by those skilled in the art. It should be noted that, for those skilled in the art, without departing from the structure of the present invention, several changes and modifications can be made, which should also be regarded as the protection scope of the present invention, and these will not affect the effect of the implementation of the present invention and the practicability of the patent. The scope of the claims of the present application shall be determined by the contents of the claims, and the description of the embodiments and the like in the specification shall be used to explain the contents of the claims.
Claims (8)
1. The utility model provides a pressurization formula rock soil bearing capacity testing arrangement, includes loading device, its characterized in that: the device also comprises a base of the contact test pile, a group of vertical partition plates are arranged in the base, the base is divided into a first hydraulic chamber, a middle function chamber and a second hydraulic chamber by the partition plates from left to right, and a loading assembly is arranged at the middle function chamber;
the loading assembly comprises a telescopic rod, a rotating plate and a buffer plate which are parallel to each other, the telescopic rod penetrates through the rotating plate, the telescopic rod is connected to the buffer plate, a plurality of groups of tension springs are arranged between the rotating plate and the buffer plate, a ball bearing is arranged at the joint of the buffer plate and the telescopic rod, a prism is arranged on the circumference of the rotating plate, and a bearing group is contacted with the prism in the movement stroke of the prism;
bear the group including interconnect's horizontal board and the vertical board that is located horizontal board center department, horizontal board extends baffle department, and the baffle surface has the spout, horizontal board and prismatic contact, and vertical board covers the spout.
2. The pressure type rock-soil bearing capacity testing device as claimed in claim 1, wherein: the contact part of the transverse plate and the prism is provided with a groove for limiting the rotation of the prism, a gap is arranged between the transverse plate and the rotating plate, and the width of the prism is equal to the distance from the groove to the rotating plate.
3. The pressure type rock-soil bearing capacity testing device as claimed in claim 2, wherein: the first hydraulic chamber and the second hydraulic chamber are communicated with a hydraulic pipeline.
4. A pressurized rock-soil bearing capacity testing device as claimed in claim 3, wherein: a group of pressure rods connected with the loading device are arranged above the base, and a linear rotary motor is arranged between the pressure rods and used for controlling the movement of the rotating plate.
5. A pressure rock-soil bearing capacity testing device as claimed in claim 4, wherein: the ball bearing comprises an inner ring and an outer ring, the inner ring of the ball bearing is fixedly connected to the telescopic rod, and the outer ring of the ball bearing is connected to the buffer plate.
6. A pressurized rock-soil bearing capacity testing device as claimed in claim 3, wherein: the first hydraulic chamber and the second hydraulic chamber are both provided with a bearing group, a vertical return spring is connected below a transverse plate in the bearing group, the return spring located in the first hydraulic chamber is connected between the first hydraulic chamber and the transverse plate, and the return spring located in the second hydraulic chamber is connected between the second hydraulic chamber and the transverse plate.
7. The pressure type rock-soil bearing capacity testing device as claimed in claim 1, wherein: the buffer plate is just opposite to the test pile, and the rubber layer wraps the buffer plate towards one side of the test pile.
8. The pressure type rock-soil bearing capacity testing device as claimed in claim 6, wherein: the extension spring is in the maximum bending range when prism and recess contact.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111483712.XA CN113970476B (en) | 2021-12-07 | 2021-12-07 | Pressurized rock-soil bearing capacity testing device |
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| CN202111483712.XA CN113970476B (en) | 2021-12-07 | 2021-12-07 | Pressurized rock-soil bearing capacity testing device |
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