CN205679487U - A kind of large-scale Rock And Soil in-situ direct shear test device - Google Patents
A kind of large-scale Rock And Soil in-situ direct shear test device Download PDFInfo
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- CN205679487U CN205679487U CN201620516879.XU CN201620516879U CN205679487U CN 205679487 U CN205679487 U CN 205679487U CN 201620516879 U CN201620516879 U CN 201620516879U CN 205679487 U CN205679487 U CN 205679487U
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- jack
- soil
- gripper shoe
- screw rod
- top support
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Abstract
The utility model proposes a kind of large-scale Rock And Soil in-situ direct shear test device, including pressure at right angle mechanism and horizontal pressure force mechanism, pressure at right angle mechanism includes bottom support bracket, top support, adjusting screw rod and vertical jack, the two ends of adjusting screw rod are connected with bottom support bracket and top support respectively, top support can move up and down along adjusting screw rod, top and the bottom of vertical jack offset with top support plate and bottom support plate respectively, top support plate is connected with the bottom surface of top support, horizontal pressure force mechanism includes level jack, jack gripper shoe, horizontal supporting plate and horizontal reacting force gripper shoe, jack gripper shoe is connected with the top of level jack, the top of level jack and bottom offset with horizontal supporting plate and horizontal reacting force gripper shoe respectively.This utility model operating process is the most laborsaving, and the Rock And Soil Shear Strength Index accuracy that test obtains is high.
Description
Technical field
This utility model belongs to the technical field of in-situ direct shear test equipment, particularly relates to a kind of large-scale Rock And Soil the most straight
Shear test device.
Background technology
In foundation bearing capacity, soil-slope and subgrade stability are evaluated, the Shear Strength Index of Rock And Soil (c,Value) be
Most important mechanics parameter.As the Rock And Soil of structure foundation, if generation is slided or local cuts up district's development and causes excessive
Or uneven foundation deformation, all can cause the destruction of superstructure or affect it and normally use.At present, test Rock And Soil shearing resistance
The determination method that intensity is the most universal has indoor direct shear test (cut soon, consolidated quick shear, slow shear and draining are cut repeatedly), indoor three axles
Shearing test and in-situ direct shear test etc..
This kind of material of laboratory test research is limited to the size of sample, it is difficult to the material obtaining connecing under true Environmental effect is special
Property.Owing to the specimen size of on-the-spot in-situ direct shear test is big, little to soil disturbance, deform closer to engineering load-bearing, can be preferably
The practical situation of reflection material of rock and soil strength characteristics, in multiple industries such as railway, highway, water conservancy, mine, buildings, increasingly
Being paid attention to by engineering circles, lot of domestic and foreign engineering design, construction are all strong as measuring Rock And Soil shearing resistance using in-situ direct shear test
One of Main Means of degree index.Two subject matters that the large-scale original position direct shearing test device of tradition exists: the most large-scale
Along with tangential (or radial direction) deformation (or displacement) accumulation is to time bigger in direct shear test, if, with traditional rolling row's axle means,
Cannot ensure that the direction of normal direction (or axial) malleation (answering) power applied always vertically is applied to Yang Ti center, thus can not be tight
The close load action condition meeting rock-soil mechanics coulomb-mole destruction principle mandates；2. current mainstream bulk in-situ direct shear test
The applying of device malleation (answering) power is to be supported as counter-force by the hole wall of preloading or footrill, and the process of test is caused pole by this
The precision that big loaded down with trivial details and normal pressure controls is the highest.
Summary of the invention
Technical problem to be solved in the utility model is the problem for above-mentioned existence, it is provided that a kind of large-scale Rock And Soil
In-situ direct shear test device, operating process is the most laborsaving, and the Rock And Soil Shear Strength Index accuracy that test obtains is high.
This utility model solves above-mentioned technical problem and be the technical scheme is that the staight scissors examination in situ of a kind of large-scale Rock And Soil
Experiment device, it is characterised in that include that pressure at right angle mechanism and horizontal pressure force mechanism, described pressure at right angle mechanism include bottom
Seat, top support, adjusting screw rod and vertical jack, the two ends of described adjusting screw rod are propped up with described bottom support bracket and top respectively
Seat be connected, top support can move up and down along adjusting screw rod, the top of described vertical jack and bottom respectively with top braces
Plate and bottom support plate offset, and described top support plate is connected with the bottom surface of top support, and described horizontal pressure force mechanism includes water
Flat jack, jack gripper shoe, horizontal supporting plate and horizontal reacting force gripper shoe, described jack gripper shoe and described level thousand
Jin top top be connected, the top of level jack and bottom respectively with described horizontal supporting plate and described horizontal reacting force gripper shoe
Offset.
By such scheme, described bottom support bracket top is T-shape structure, and the two ends, left and right of bottom support bracket are provided with connecting hole,
Two ends, described top support left and right are provided with through hole, are connected with downward opening " U " type bending part bottom described adjusting screw rod, top
It is connected with top support through described through hole and by top nut with lower nut, the top of bottom support bracket and described " U " type bending
The top inner wall of part fits, and the bottom of the dual-side of " U " type bending part is arranged with several dead eye, described dead eye and rolling
Axle phase configuration, the top width being smaller than " U " type bending part of described two symmetrical roller bearings.
By such scheme, described vertical jack is connected with Pressure gauge respectively with described level jack.
By such scheme, also include that displacement transducer, institute's displacement sensors are installed near the corner location of Rock And Soil.
The beneficial effects of the utility model are: 1, provide a kind of large-scale Rock And Soil in-situ direct shear test device, it is achieved shear
During the translation of test specimen Tong Bus with the vertical translation loading jack, it is achieved thereby that normal pressure size stably and direction
Constant；When 2, utilizing this device to carry out in-situ direct shear test, only in advance equipment need to be assembled and frame can enter on test specimen
Row test, eliminates and provides normal pressure counter-force to need a large amount of man power and materials to carry out this process of preloading in the past, the most laborsaving；3, originally
The simple in construction of device, low cost, reusability is high, has a extensive future, remarkable in economical benefits.
Accompanying drawing explanation
Fig. 1 is the structural representation of one embodiment of this utility model.
Fig. 2 is bottom support bracket and the assembling schematic diagram of " U " type bending part of one embodiment of this utility model.
Fig. 3 is the structural representation of the top support of one embodiment of this utility model.
Wherein: 1-bottom support bracket, 2-top support, 3-adjusting screw rod, the vertical jack of 4-, 5-top support plate, at the bottom of 6-
Portion's gripper shoe, 7-level jack, 8-jack gripper shoe, 9-horizontal supporting plate, 10-horizontal reacting force gripper shoe, 11-connects
Hole, 12-through hole, 13-" U " type bending part, 14-top nut, 15-lower nut, 16-roller bearing, 17-Pressure gauge, 18-displacement sensing
Device.
Detailed description of the invention
For being more fully understood that this utility model, with embodiment, this utility model is further retouched below in conjunction with the accompanying drawings
State.
As it is shown in figure 1, a kind of large-scale Rock And Soil in-situ direct shear test device, including pressure at right angle mechanism and level press
Structure, pressure at right angle mechanism includes bottom support bracket 1, top support 2, adjusting screw rod 3 and vertical jack 4, the two ends of adjusting screw rod
Being connected with bottom support bracket and top support respectively, top support can move up and down along adjusting screw rod, the top of vertical jack and
Bottom offsets 6 respectively with top support plate 5 and bottom support plate, and top support plate is connected with the bottom surface of top support；Level pressure
Force mechanisms includes level jack 7, jack gripper shoe 8, horizontal supporting plate 9 and horizontal reacting force gripper shoe 10, and jack supports
Plate is connected with the top of level jack, and the top of level jack and bottom support with horizontal supporting plate and horizontal reacting force respectively
Plate offsets.
As Figure 2-3, bottom support bracket top is T-shape structure, and two ends are provided with connecting hole 11 around, and top support is left
Right two ends are provided with through hole 12, are connected 13 bottom adjusting screw rod with downward opening " U " type bending part, and top is through through hole and passes through
Top nut 14 is connected with top support with lower nut 15, and the top of bottom support bracket fits with the top inner wall of " U " type bending part,
The bottom of the dual-side of " U " type bending part is arranged with several dead eye, dead eye and roller bearing 16 phase configuration, symmetrical two
The top width being smaller than " U " type bending part of roller bearing.
Vertical jack is connected with Pressure gauge 17 respectively with level jack, and displacement transducer is pacified near horizontal supporting plate
If being slowly increased pressure at right angle and the size of horizontal shearing pressure of test specimen in test process, Rock And Soil is in horizontal shearing pressure effect
Under the displacement transducer that is displaced through read, and record test data, treat that sample prescription is completed, finally carry out data process,
Go out the shear strength parameter index of this Rock And Soil.
The substantially process that this utility model is applied to large-scale in-situ direct shear test is:
1, test specimen system is joined, and have selected on-the-spot representational targeted test location excavation and tests pits, and the opening size tested pits should
Depending on Rock And Soil situation and the test degree of depth, first according to specification and testing program requirement, prune out the test specimen determined, and protect
The spacing demonstrate,proving each examination body is more than 1.5 times of the test specimen minimum length of side.
2, earth anchor is installed, and makes four earth anchor installation sites in test specimen both sides, it is ensured that earth anchor line direction, both sides and shearing
Direction is consistent, use air compressor machine air drill the boring of predetermined earth anchor installation site totally four to the anticipated degree of depth, by earth anchor expansible plug with
Earth anchor bar connecting also enters boring with hammer, it is ensured that earth anchor reinforcing bar bassets and is highly more than 23cm to revolve with earth anchor nut
Fasten bottom support bracket.
3, mechanics device is installed
1. pressure at right angle mechanism is installed: the connecting hole of two bottom support brackets is each passed through two earth anchor reinforcing bars and is placed on examination
Part both sides, it is ensured that the axis of bottom support bracket is parallel with shear direction, and with earth anchor nut, bottom support bracket is fixed with earth anchor reinforcing bar
Together, after bottom support bracket fixes, by being fixed on bottom two screw rods on two " U " type bending parts, then top is propped up
Two through holes of seat pass the top of two screw rods and fix with top nut and lower nut, by top support plate screw bolt and nut
It is fixed on top support lower surface, and bottom support plate is gently placed in end face on test specimen, existed by regulation top nut and lower nut
Position on screw rod adjusts the height of top support, is placed in bottom support plate vertical jack bottom, top and top
Gripper shoe offsets.
2. horizontal pressure force mechanism is installed: ensure that wall of testing pits is smooth, makes horizontal reacting force gripper shoe be in close contact with hole wall, water
Flat jack utilizes horizontal reacting force gripper shoe to make counter-force base, is acted on the horizontal supporting plate of test specimen by jack gripper shoe
On.
4, the leveling of mechanics device, applies a certain size oil pressure to vertical jack by oil pump, makes top support lead to
Cross screw rod linkage bottom support bracket the most unsettled, then utilize level measurement, the earth anchor at first adjusting elasticity earth anchor reinforcing bar top to join
Set nut, it is ensured that the level of both sides bottom support bracket；Regulate top nut and lower nut again, it is ensured that the level of top support.
5, installing measurement system, four displacement dial gauges are the most rack-mounted at test specimen along shear direction by magnet stand
At corner, the shear displacemant of record sample body；By two precision pressure gauges by threeway and oil pipe respectively with vertical jack and water
Flat jack is connected, the hydraulic oil pressure of record jack.
6, load
1. Normal stress is applied: determine maximum perpendicular pressure according to testing program, and be divided into 3 to 4 vertically with this equivalent
Pressure uses jack loading, after applying pressure at right angle, allows test specimen be compressed at this pressure, when vertical deformation reaches relative
After stable (0.01mm/h), i.e. think stable, then apply next stage load, after Normal stress reaches maximum, whole tested
Cheng Zhongying keeps constant.
2. shear load is applied: after pre-add Normal stress reaches to stablize, tangential shearing stress can be applied, control level very heavy
Top makes the continuous applying of its thrust-neutral, and rate of application determines according to experimental program and specification, when detrusion sharp increase or
Detrusion reaches the 1/10 of sample dimensions and is failure by shear, process of the test record displacement dial gauge reading.
7, off-test, takes test specimen ground sample, keeps, and takes back the severe of soil sample after test chamber determination test and aqueous
Rate.
Claims (4)
1. one kind large-scale Rock And Soil in-situ direct shear test device, it is characterised in that include pressure at right angle mechanism and level press
Structure, described pressure at right angle mechanism includes bottom support bracket, top support, adjusting screw rod and vertical jack, described adjusting screw rod
Two ends are connected with described bottom support bracket and top support respectively, and top support can move up and down along adjusting screw rod, and described vertical thousand
Top and the bottom on jin top offset with top support plate and bottom support plate respectively, described top support plate and the end of top support
Face is connected, and described horizontal pressure force mechanism includes that level jack, jack gripper shoe, horizontal supporting plate and horizontal reacting force support
Plate, described jack gripper shoe is connected with the top of described level jack, the top of level jack and bottom respectively with institute
State horizontal supporting plate and described horizontal reacting force gripper shoe offsets.
One the most according to claim 1 large-scale Rock And Soil in-situ direct shear test device, it is characterised in that described bottom is propped up
Seat top is T-shape structure, and the two ends, left and right of bottom support bracket are provided with connecting hole, and two ends, described top support left and right are provided with through hole,
Be connected with downward opening " U " type bending part bottom described adjusting screw rod, top through described through hole and by top nut with under
Nut is connected with top support, and the top of bottom support bracket fits with the top inner wall of described " U " type bending part, " U " type bending
The bottom of the dual-side of part is arranged with several dead eye, described dead eye and roller bearing phase configuration, described two symmetrical rollings
The top width being smaller than " U " type bending part of axle.
One the most according to claim 1 large-scale Rock And Soil in-situ direct shear test device, it is characterised in that described vertical thousand
Jin top is connected with Pressure gauge respectively with described level jack.
One the most according to claim 1 large-scale Rock And Soil in-situ direct shear test device, it is characterised in that also include displacement
Sensor, institute's displacement sensors is installed near the corner location of Rock And Soil.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620516879.XU CN205679487U (en) | 2016-05-31 | 2016-05-31 | A kind of large-scale Rock And Soil in-situ direct shear test device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620516879.XU CN205679487U (en) | 2016-05-31 | 2016-05-31 | A kind of large-scale Rock And Soil in-situ direct shear test device |
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| Publication Number | Publication Date |
|---|---|
| CN205679487U true CN205679487U (en) | 2016-11-09 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620516879.XU Expired - Fee Related CN205679487U (en) | 2016-05-31 | 2016-05-31 | A kind of large-scale Rock And Soil in-situ direct shear test device |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105806721A (en) * | 2016-05-31 | 2016-07-27 | 中国地质大学（武汉） | Large rock-soil mass in-situ direct shear testing apparatus |
| CN114002079A (en) * | 2021-11-08 | 2022-02-01 | 江苏科技大学 | Large-scale interface shearing equipment and implementation method thereof |
-
2016
- 2016-05-31 CN CN201620516879.XU patent/CN205679487U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105806721A (en) * | 2016-05-31 | 2016-07-27 | 中国地质大学（武汉） | Large rock-soil mass in-situ direct shear testing apparatus |
| CN114002079A (en) * | 2021-11-08 | 2022-02-01 | 江苏科技大学 | Large-scale interface shearing equipment and implementation method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20161109 Termination date: 20170531 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |