CN113970476B - Pressurized rock-soil bearing capacity testing device - Google Patents
Pressurized rock-soil bearing capacity testing device Download PDFInfo
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- CN113970476B CN113970476B CN202111483712.XA CN202111483712A CN113970476B CN 113970476 B CN113970476 B CN 113970476B CN 202111483712 A CN202111483712 A CN 202111483712A CN 113970476 B CN113970476 B CN 113970476B
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- 238000012360 testing method Methods 0.000 title claims abstract description 46
- 239000002689 soil Substances 0.000 title claims abstract description 24
- 238000000034 method Methods 0.000 claims abstract description 22
- 238000005192 partition Methods 0.000 claims abstract description 14
- 230000008569 process Effects 0.000 claims abstract description 12
- 238000005259 measurement Methods 0.000 claims abstract description 9
- 230000008859 change Effects 0.000 claims abstract description 8
- 230000033001 locomotion Effects 0.000 claims description 8
- 239000011435 rock Substances 0.000 claims description 6
- 238000005452 bending Methods 0.000 claims description 5
- 230000007547 defect Effects 0.000 abstract description 4
- 230000009286 beneficial effect Effects 0.000 description 8
- 230000005540 biological transmission Effects 0.000 description 4
- 238000001514 detection method Methods 0.000 description 4
- 230000035515 penetration Effects 0.000 description 4
- 230000009471 action Effects 0.000 description 3
- 239000012530 fluid Substances 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 230000003068 static effect Effects 0.000 description 2
- 230000001174 ascending effect Effects 0.000 description 1
- 238000013142 basic testing Methods 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
- 238000011835 investigation Methods 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
- 230000009467 reduction Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 230000000007 visual 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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- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
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 test piles, wherein a group of vertical partition plates are arranged in the base, the partition plates divide the base into a first hydraulic chamber, a middle functional chamber and a second hydraulic chamber from left to right, and a loading assembly is arranged at the middle functional chamber; the loading assembly comprises a telescopic rod, a rotating plate and a buffer plate which are parallel to each other, when the variable type measurement is carried out, only the prism of the rotating plate is needed to be used for being contacted with the transverse plate, so that the rotating plate in the descending process drives the bearing group to wholly descend through the contact of the transverse plate, the volume of the first hydraulic pressure chamber and the second hydraulic pressure chamber in the descending process of the transverse plate in the bearing group is increased at the moment, hydraulic pressure inflow is facilitated, the integral quality of the base is increased, load change is realized, and the defect that time and labor are wasted when the balancing weight is manually added is avoided.
Description
Technical Field
The invention belongs to the field of geotechnical engineering, and particularly relates to a pressurized geotechnical bearing capacity testing device.
Background
And (3) reasonably using and constructing foundation soil and rock layers in geotechnical engineering, and detecting the test of the foundation soil and rock layers which are not separated. The test detection of the bedrock soil layer is divided into two types of field test detection and indoor test detection. The on-site test detection is carried out, the mechanical property of the rock and soil layer in the natural state is directly measured on site, the mechanical parameter is determined, the on-site test basic test method is a load test, the stress state of the foundation of the building is simulated, and the test result is relatively visual.
However, when the bearing capacity of the rock is tested in the existing test, different balancing weights are required to be added or changed, so that multiple groups of data are obtained to determine the bearing capacity of the rock, and the method is time-consuming and labor-consuming, and labor cost is increased.
Disclosure of Invention
In order to solve the problems, the invention aims to realize load change by changing the quality of the base in a controlled manner, and avoid the defect that the manual addition of the balancing weight takes time and labor.
In order to achieve the above object, the technical scheme of the present invention is as follows: the pressurized rock-soil bearing capacity testing device comprises a loading device and a base for contacting test piles, wherein a group of vertical partition plates are arranged in the base, the partition plates divide the base into a first hydraulic chamber, a middle functional chamber and a second hydraulic chamber from left to right, and a loading assembly is arranged at the middle functional 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 at the circumference of the rotating plate, and a bearing group is contacted in the movement stroke of the prism;
the bearing group comprises a transverse plate and a vertical plate, wherein the transverse plate and the vertical plate are connected with each other, the vertical plate is positioned in the center of the transverse plate, the transverse plate extends out of the partition plate, the surface of the partition plate is provided with a sliding groove, the transverse plate is in contact with the prism, and the vertical plate covers the sliding groove.
After the scheme is adopted, the following beneficial effects are realized: 1. compared with the traditional bearing capacity testing device, the method has the advantages that two ways of load change type measurement and load constant type measurement are realized when the technical scheme is implemented, 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 through the base contact test pile.
And to the variable measurement time, only need utilize the prism and the transverse plate contact of rotor plate to thereby make the rotor plate of descending in-process drive through the contact transverse plate and bear the weight of the whole descending of group, bear the weight of the volume increase of the first hydraulic pressure and the second hydraulic chamber of in-process of descending of transverse plate in the group this moment, thereby be convenient for hydraulic pressure to gush in, increase the holistic quality of base, realize the load change, avoided the manual work to add the defect that the balancing weight is wasted time and energy.
2. Compared with the prior art adopting hydraulic loading, the sliding chute is covered by the vertical plates in the bearing group in the technical scheme, so that the transverse plates in the first hydraulic chamber or the second hydraulic chamber are sealed, and a closed chamber is formed to prevent transmission fluid from flowing.
3. Compared with the prior art for preventing transmission fluid from flowing, the tension spring is used as a torsion piece in the technical scheme, and the tension spring is twisted when the rotating plate rotates to the contact of the prism and the transverse plate, and at the moment, the vertical direction of the tension spring is shortened, so that the restoring force of the tension spring in the vertical direction is reduced, and the error influence of measured data after load impact is reduced.
Further, a contact portion of the transverse plate and the prism is provided with a groove for limiting the rotation of the prism, a gap is formed 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.
The beneficial effects are that: compared with the prior art adopting the error reduction, when being convenient for prism in this technical scheme does not contact the recess, the rotor plate vertical movement is not restricted.
Further, the first hydraulic chamber and the second hydraulic chamber are communicated with a hydraulic pipeline.
The beneficial effects are that: the transmission liquid 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.
Further, a group of pressurizing rods connected with the loading device are arranged above the base, and a linear rotary motor is arranged between the pressurizing rods and used for controlling the rotary plate to move.
The beneficial effects are that: the compression rod is utilized to transmit load, and an independent linear rotation motor can be connected with the telescopic rod to rotate or linearly move through the telescopic rod.
Further, 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.
The beneficial effects are that: realize relative independent motion through ball bearing, avoid the buffer board rotatory along with the telescopic link, be convenient for extension spring distortion.
Further, the first hydraulic chamber and the second hydraulic chamber are both provided with bearing groups, vertical return springs are connected below the transverse plates in the bearing groups, the return springs positioned in the first hydraulic chamber are connected between the first hydraulic chamber and the transverse plates, and the return springs positioned in the second hydraulic chamber are connected between the second hydraulic chamber and the transverse plates.
The beneficial effects are that: and when the prism and the groove are in contact, the return spring drives the transverse plate to return, so that the transmission liquid is discharged, and the next test is facilitated.
Further, the buffer plate is just to experimental stake, and the buffer plate has the rubber layer towards the one side parcel of experimental stake.
The beneficial effects are that: and after the buffer plate bottoms out, the loading assembly is protected.
Further, the tension spring is at a maximum bending amplitude when the prism is in contact with the groove.
The beneficial effects are that: at this time, when the tension spring is in the maximum bending amplitude, the restoring force of the vertical direction of the tension spring and the movement direction of the tension spring are not on the same horizontal line, and when the restoring force of the horizontal direction of the tension spring is, the prism is combined with the groove, the groove clamps the prism, so that the tension spring is prevented from restoring in the horizontal direction, the rotary plate is fixed at the relative position, and the prism is prevented from being separated from the groove when the tension spring performs simple harmonic movement.
Drawings
FIG. 1 is a graph of total hammer impact versus driven pile length, i.e., depth of drive;
FIG. 2 is a graph of the number of hammers per meter of pile length versus the length of the driven pile, i.e., depth of driven, standard penetration test index;
FIG. 3 is a statistical plot of pile driving depth and total hammer number for each test pile point plotted;
FIG. 4 is a block diagram of a base;
fig. 5 is a cross-sectional view of fig. 4.
Detailed Description
The following is a further detailed description of the embodiments:
reference numerals in the drawings of the specification include: base 1, baffle 2, hydraulic pressure pipeline 3, telescopic link 4, rotor plate 5, buffer plate 6, pressure bar 7, linear rotation motor 8, extension spring 9, ball bearing 10, rubber layer 11, prism 12, vertical board 13, transverse plate 14, return spring 15, recess 16, test stake 17.
An example is substantially as shown in figures 4 and 5: the pressurized rock-soil bearing capacity testing device comprises a loading device and also comprises a base 1 for contacting a test pile 17, wherein a group of vertical partition plates 2 are arranged in the base 1, the partition plates 2 divide the base 1 into a first hydraulic chamber, an intermediate functional chamber and a second hydraulic chamber from left to right, 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 intermediate functional chamber;
the loading assembly comprises a telescopic rod 4, a rotating plate 5 and a buffer plate 6 which are mutually parallel, the telescopic rod 4 penetrates through the rotating plate 5, the telescopic rod 4 is connected to the buffer plate 6, a group of pressurizing rods 7 connected with the loading device are arranged above the base 1, a linear rotary motor 8 is arranged between the pressurizing rods 7, and the linear rotary motor 8 is connected to the telescopic rod 4 to control the rotating plate 5 to move.
Be equipped with a plurality of groups extension spring 9 between rotor plate 5 and the buffer plate 6, the 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 is just right to test stake 17, the one side parcel of buffer plate 6 towards test stake 17 has rubber layer 11, rotor plate 5's circumference has prismatic 12, the contact has the group of bearing in prismatic 12's the motion stroke.
The bearing group comprises a transverse plate 14 and a vertical plate 13, wherein the transverse plate 14 and the vertical plate 13 are mutually connected, the vertical plate 13 is positioned at the center of the transverse plate 14, the transverse plate 14 extends out of the partition plate 2, the surface of the partition plate 2 is provided with a sliding groove, the transverse plate 14 is in contact with the prism 12, the vertical plate 13 covers the sliding groove, the bearing group is arranged in the first hydraulic chamber and the second hydraulic chamber, a vertical return spring 15 is connected below the transverse plate 14 in the bearing group, the return spring 15 positioned in the first hydraulic chamber is connected between the first hydraulic chamber and the transverse plate 14, and the return spring 15 positioned in the second hydraulic chamber is connected between the second hydraulic chamber and the transverse plate 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 the maximum bending amplitude.
The specific implementation process is as follows: the estimated driving or pressing depth condition of the test pile 17, the soil engineering index control condition of the pile end bearing layer, the pile length optimization and the single pile bearing capacity control condition are taken as basic elements for ensuring the pile foundation bearing capacity.
The conditions of possible driving or pressing depth of the pile are as follows: performing pile driving or pressing depth test at each selected pile test point by using anchor piles of lengthened static load test piles, recording total hammering number and hammering number of piles per meter length during driving test, and drawing a relation graph of total hammering number and driving pile length (shown in figure 1); drawing a relation graph of the number of long hammers per meter and the driving depth (shown in figure 2), and drawing a relation graph of the number of long hammers per meter and the standard penetration test index N63.5 or the static penetration index ps value (shown in figure 2); a statistical plot of pile driving depth and total hammer number for each test pile point was drawn (as shown in fig. 3). The example shown in fig. 3 is: PHC600×110 total hammer number, D80 pile driver. During driving test, the structural integrity of the pile body is detected in real time by combining high-strain piling monitoring, the hammering compressive stress, the tensile stress and the efficiency of the pile hammer are monitored, the hammering energy and the hammer jump height are controlled, and the proper final penetration degree and the proper hammer stopping standard are determined by combining geological investigation report.
The conditions of possible driving or pressing depth of the pile are factors for ensuring that the pile does not have higher pile damage rate during large-area pile sinking construction. In areas with deep soft soil, such as Shanghai, tianjin and the like, the test pile is usually an anchor pile method, the anchor pile is generally longer than the test pile, and the reinforcement is more than the test pile.
The geotechnical index control conditions of the pile end bearing layer are as follows: the method mainly refers to the requirement on the geotechnical index of a pile end bearing layer, and considers the geotechnical index of a key soil layer penetrated by the pile, wherein the key soil layer can influence the soil layer of the pile sinking. The performance requirements for pile end bearing layer soil are determined by the requirements of the superstructure and equipment. The in-situ test index is generally taken as the main reference, and the indoor test index is referred to. For example, in a device requiring very strict sedimentation, when the pile end bearing layer is non-cohesive soil, the standard number of hits 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 load is directly applied to the base 1 through the loading device, and the base 1 is used for contacting the test pile 17 to obtain the rock-soil bearing capacity.
When the load change type is measured, the telescopic rod 4 is driven to rotate only through the linear rotary motor 8, the prism 12 is aligned to the groove 16 at the moment, the linear rotary motor 8 is used for driving the rotary plate 5 and the buffer plate 6 to descend through the telescopic rod 4, the prism 12 of the rotary plate 5 is contacted with the transverse plate 14 in the descending process, so that the rotary plate 5 in the descending process drives the bearing group to wholly descend through contacting the transverse plate 14, the volumes of the first hydraulic chamber and the second hydraulic chamber are increased in the descending process of the transverse plate 14 in the bearing group at the moment, and the return spring 15 is continuously compressed, so that hydraulic inflow is facilitated, the integral quality of the base 1 is increased, load change is realized, and the defect that time and labor are wasted in manually adding the balancing weight is avoided.
Meanwhile, in order to avoid the automatic return of the return spring 15, the prism 12 is locked by the groove 16, 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 moving direction of the tension spring 9 are not on the same horizontal line, and when the restoring force of the tension spring 9 in the horizontal direction is combined, the prism 12 is blocked by the groove 16, so that the tension spring 9 is prevented from restoring in the horizontal direction, the rotary plate 5 is fixed in the relative position, the prism 12 is prevented from being separated from the combination with the groove 16 when the tension spring 9 performs simple harmonic movement, and meanwhile, the return spring 15 is prevented from automatically returning when no power is applied to the linear rotary motor 8.
When the locking is released, the rotating plate 5 is driven to ascend only through the ascending of the telescopic rod 4, so that the instantaneously twisted tension spring 9 of which the prism 12 is separated from the groove 16 returns.
It is noted that relational terms such as first and second, and the like are 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. Moreover, 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 embodiment of the present invention, and a specific structure and characteristics of common knowledge in the art, which are well known in the scheme, are not described herein, so that a person of ordinary skill in the art knows all the prior art in the application day or before the priority date of the present invention, and can know all the prior art in the field, and have the capability of applying the conventional experimental means before the date, so that a person of ordinary skill in the art can complete and implement the present embodiment in combination with his own capability in the light of the present application, and some typical known structures or known methods should not be an obstacle for a person of ordinary skill in the art to implement the present application. It should be noted that modifications and improvements can be made by those skilled in the art without departing from the structure of the present invention, and these should also be considered as the scope of the present invention, which does not affect the effect of the implementation of the present invention and the utility of the patent. The protection scope of the present application shall be subject to the content of the claims, and the description of the specific embodiments and the like in the specification can be used for explaining the content of the claims.
Claims (5)
1. The utility model provides a pressurized rock and soil bearing capacity testing arrangement, includes loading device, its characterized in that: the device comprises a base, a plurality of vertical partition boards are arranged in the base, the partition boards divide the base into a first hydraulic chamber, a middle functional chamber and a second hydraulic chamber from left to right, and a loading assembly is arranged at the middle functional 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 at the circumference of the rotating plate, and a bearing group is contacted in the movement stroke of the prism;
the bearing group comprises a transverse plate and a vertical plate, wherein the transverse plate and the vertical plate are connected with each other, the vertical plate is positioned in the center of the transverse plate, the transverse plate extends out of the partition plate, the surface of the partition plate is provided with a sliding groove, the transverse plate is in contact with the prism, and the vertical plate covers the sliding groove;
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;
the first hydraulic chamber and the second hydraulic chamber are communicated with a hydraulic pipeline;
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;
when the load is measured constantly, 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 the test pile;
when the variable measurement is carried out, the prism of the rotating plate is used for being in contact with the transverse plate, so that the rotating plate in the descending process drives the bearing group to wholly descend through the contact of the transverse plate, at the moment, the volumes of the first hydraulic chamber and the second hydraulic chamber in the descending process of the transverse plate in the bearing group are increased, hydraulic inflow is facilitated, the integral quality of the base is increased, and load change is realized.
2. The pressurized rock-soil bearing capacity testing device according to claim 1, wherein: a group of pressurizing rods connected with the loading device are arranged above the base, and a linear rotary motor is arranged between the pressurizing rods and used for controlling the rotation of the rotating plate.
3. The pressurized rock-soil bearing capacity testing device according to claim 2, 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.
4. The pressurized rock-soil bearing capacity testing device according to claim 1, wherein: the buffer board is just to experimental stake, and the buffer board has the rubber layer towards the one side parcel of experimental stake.
5. The pressurized rock-soil bearing capacity testing device according to claim 1, wherein: the tension spring is at the maximum bending amplitude when the prism contacts with the groove.
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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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| CN113970476A (en) | 2022-01-25 |
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