CN201803909U - Borehole direct-shear testing equipment for rock sample preparation - Google Patents
Borehole direct-shear testing equipment for rock sample preparation Download PDFInfo
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- CN201803909U CN201803909U CN201020292958XU CN201020292958U CN201803909U CN 201803909 U CN201803909 U CN 201803909U CN 201020292958X U CN201020292958X U CN 201020292958XU CN 201020292958 U CN201020292958 U CN 201020292958U CN 201803909 U CN201803909 U CN 201803909U
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Abstract
The utility model relates to borehole direct-shear testing equipment for rock sample preparation, which can effectively solve the problems such as high testing expenses, long testing period and low efficiency. The technical scheme adopted in the utility model is that the equipment comprises a transfer column, a steel backing board, a normal jack, a round ball row and a test piece steel protecting sleeve, wherein the steel backing board is mounted at the top of the transfer column; the lower end of the transfer column is mounted on a top pillar of the normal jack; the normal jack is mounted on a first bearing plate; the first bearing plate is arranged on the round ball row, which can arbitrarily rotate 360 DEG on a plane; the round ball row is mounted above a second bearing plate; the second bearing plate is arranged at an upper opening of the test piece steel protecting sleeve; a corble steel plate is mounted on the side wall at the lower part of the test piece steel protecting sleeve; and a scissor jack arranged on a connecting hemisphere-shaped reaction steel seat is horizontally mounted on the corble steel plate. The equipment provided by the utility model has simple structure, novel and unique design, good use effect, less required labor and time, and high efficiency. Therefore, the equipment provided by the utility model can be effectively used in borehole type rock sample preparation and is an innovation on direct-shear testing equipment for the intensity of field rock.
Description
One, technical field
The utility model relates to mechanical field, particularly a kind of boring formula rock mass sample preparation staight scissors testing apparatus.
Two, background technology
In the Geotechnical Engineering design and construction; the general shear strength test that all needs to measure rock mass or its structural plane; the present domestic above-mentioned test of carrying out; its test specimen preparation all is to dig rock mass by artificial (stonemason) downwards at test hole base plate basically; generally be prepared into length and be 50cm * 50cm * 30cm or be 70cm * 70cm * 45cm test specimen (battery of tests should not be less than 5 samples); and back down cutter counter-force back seat in Dong Bi and hole, then test specimen is built the reinforced concrete protective sleeve and carried out maintenance.The sample artificial preparation expense of Test in Situ direct shear test is higher, and personnel drop into more, and preparation time is also longer, and particularly to some solid rocks, the specimen preparation difficulty is bigger.The Test in Situ direct shear test of this routine is widely used in a lot of fields of Geotechnical Engineering, and experiment quantity is huge, present this test specimen by artificial preparation need drop into a large amount of manpowers and long in time limit, efficient is low, so the improvement of the preparation of the sample testing equipment supporting with it and innovate imperative.
Three, utility model content
At above-mentioned situation, for overcoming the defective of prior art, the purpose of the utility model just provides a kind of boring formula rock mass sample preparation staight scissors testing apparatus, can effectively solve testing expenses height, long, inefficient problem of test period.
The technical scheme that the utility model solves is: include force-transmitting pole; billet; the normal direction lifting jack; circular ball row and test specimen steel protective sleeve; billet is contained in the force-transmitting pole upper top; the force-transmitting pole lower end is contained on the fore-set of normal direction lifting jack; the normal direction lifting jack is contained on first bearing plate; first bearing plate places and is on the circular ball row that plane 360 degree rotate arbitrarily; circular ball row is contained in above second bearing plate; second bearing plate places the upper oral part of test specimen steel protective sleeve; on the test specimen steel protective sleeve lower sides bracket formula steel plate is housed, level is equipped with to place and connects cutting to lifting jack on the dome-type counter-force steel seat on it.
The utility model is simple in structure, and is novel unique, and result of use is good, the sample preparation (sample) of the formula rock mass that can be effective to hole, and saving of work and time, the efficient height is the innovation on the Test in Situ intensity direct shear test equipment.
Four, description of drawings
Accompanying drawing is a structural front view of the present utility model.
Five, embodiment
Below in conjunction with accompanying drawing embodiment of the present utility model is elaborated.
Shown in accompanying drawing; the utility model includes force-transmitting pole; billet; the normal direction lifting jack; circular ball row and test specimen steel protective sleeve; billet 2 is contained in force-transmitting pole 3 upper tops; force-transmitting pole 3 lower ends are contained on the fore-set of normal direction lifting jack 9; normal direction lifting jack 9 is contained on first bearing plate 8; first bearing plate 8 places and is on the circular ball row 7 that plane 360 degree rotate arbitrarily; circular ball row is contained in above second bearing plate 6; second bearing plate 6 places the upper oral part of test specimen steel protective sleeve 5; on test specimen steel protective sleeve 5 lower sides bracket formula steel plate 10 is housed, level is equipped with to place and connects cutting to lifting jack on the dome-type counter-force steel seat 11 on it.
In order to guarantee result of use, said second bearing plate 6 is the circle of diameter 60cm, and first bearing plate 8 is the circle of diameter 50cm; The dome-type (promptly can 180 degree scopes in swing) of said connection counter-force steel seat 11 for rotating in the energy 180 degree scopes.
Said force-transmitting pole 3 links together by becoming joint 4 with the fore-set of normal direction lifting jack 9, and circular beads row 7 can rotate arbitrarily by 360 degree on the plane; Said bracket formula steel plate can guarantee to cut to lifting jack 12 and exert oneself by the center of shear surface 1, with the accuracy that realizes that tangential displacement detects.
During use, adopt with two holes of the downward brill of large-diameter drill at test adit base plate, a diameter is the shearing perforation of 60cm, and another diameter is the test specimen hole of 70cm, center, two holes point-blank, rectilinear direction is subjected to force direction consistent with engineering, and the adjacent hole wall spacing in two holes is 5-10cm, and the test specimen hole is test specimen boring, keep core in the hole, as sample, shearing perforation takes out core and cuts to testing equipment usefulness as installation, then with two hole center section rock mass cutting UNICOMs.Wherein to adopt internal diameter be that 60cm, wall thickness are that the special drill bit of 5cm is finished in the test specimen hole; forming core is that the test specimen diameter is 60cm; core and hole wall are spaced apart 5cm test specimen hole; the utility model is installed again; rock mass shear surface 1 places the infraoral of test specimen steel protective sleeve 5; the utility model is with reference to conventional Test in Situ direct shear test design; finish cylinder specimen changing into rig by the square test specimen of artificial preparation; realize the preparation of the Test in Situ direct shear test sample of mechanized, the testing equipment of supporting design is installed is with it then finished experiment work.The testing equipment design has guaranteed the sample shear area greater than 2500cm2, and it is 3cm that sample is cut to stroke, all satisfies standard to testing requirements.13 designs of bracket formula steel plate have guaranteed to cut to lifting jack 12 exerts oneself by shear surface 1 center, and 11 designs of dome-type connection counter-force steel seat can make cuts the shear surface that is parallel to different angle to stress; Circular ball row 7 can be on the plane 360 ° move arbitrarily, promptly ensured the stable of normal direction load system, also reduced shearing friction power.When adopting the preparation of boring style product for the weak structural plane of rock mass, can about distance sample well center 20cm, locate two anchor holes of parallel brill, aperture 16mm, hole depth surpasses shear surface 1 about 30cm, insert two root holes and directly be the 16mm round steel, externally two round steel are fixed with jig, thus when avoiding rig to creep into to the disturbance of shear surface.In the present embodiment, be to be the design of 60cm test specimen by diameter, can carry out diameter as required is test specimen preparations and test such as 70cm, 80cm, 90cm, 100cm.Adopt boring carry out the preparation of Test in Situ test specimen and with it coordinative experiments equipment carry out the direct shear test of Test in Situ intensity, wide application, convenient, flexible, testing expenses are low, saving of work and time, economic and social benefit is remarkable.
Six, performance evaluation
(1) time
The preparation of conventional Test in Situ intensity direct shear test sample all is to finish by artificial (stonemason); rock is considered by general hardness; the next stonemason of normal condition needs about 35 days preparation 50 * 50 * 35cm samples (comprising very heavy inverted draw cut and top board); build about 15 days of sample reinforced concrete protective sleeve and concrete curing time, test specimen needs about 50 day time by dropping into 5 stonemasons, 4 unskilled labourers (son of drilling, slag tap etc.) battery of tests sample.Adopting the utility model to prepare the battery of tests sample only needs 4 unskilled labourers (equipment carrying and assistance installation etc.), and general 5-7 of time days, the time spent was less than 15% (two kinds of method test times are identical) of conventional method.
(2) expense
Conventional Test in Situ intensity direct shear test capital cost is from the preparation of test specimen; stonemason's labour cost is approximately 150 yuan/day at present; rock is considered by general hardness; the next stonemason of normal condition needs about 35 days preparation 50 * 50 * 35cm samples (comprising very heavy inverted draw cut and top board); this test needs 5 samples at least; battery of tests specimen preparation expense is in 5 * 150 * 35=26250 unit; auxiliary unskilled labourer 4 people; unit price is 80 yuan/day; expense 4 * 80 * 35=11200 unit; build sample reinforced concrete protective sleeve material and the about 5 * 600=3000 of labour cost unit; equipment carrying and installation in addition; generating oil such as take at about 5000 yuan of need, about about 45000 yuan of battery of tests sample direct cost.Adopt the utility model to prepare the direct cost (not containing depreciation of equipment) of battery of tests sample, comprise about about 5000 yuan of expenses such as generating oil expense, drill bit loss, labour cost, equipment carrying and installation, spending is less than 12% of conventional method.
(3) other
The on-the-spot direct shear test of code requirement rock mass is cut to thrust and engineering and is subjected to force direction consistent, conventional method needs with utilizing test hole, hole wall one side as the counter-force of cutting to thrust, therefore need with consider the wide open excavation of test to, often adopt an excavation hole mode to solve for the test hole that can not meet the demands.Adopting boring formula rock sample to prepare the staight scissors method of testing adopts shearing perforation to do counter-force will not restricted by this.
Adopt the utility model equipment time and expense all to reduce significantly, efficient obviously improves, and is higher for more its comprehensive benefit of this test of the number of entry when special.Main is that this work does not need to depend on the stonemason, present stonemason's gap between generations, and the young man is unwilling to be engaged in dried, and drystone craftsman's old man is fewer and feweri.Success of the test of the present utility model, break away from the Test in Situ sample preparation and relied on the stonemason, having realized the test specimen processing machineryization, effectively overcome sample preparation and seriously restricted the technical barrier that the Test in Situ experiment work is carried out, is that rock sample prepares the innovation greatly in the staight scissors test.
Claims (3)
1. boring formula rock mass sample preparation staight scissors testing apparatus; include force-transmitting pole; billet; the normal direction lifting jack; circular ball row and test specimen steel protective sleeve; it is characterized in that; billet (2) is contained in force-transmitting pole (3) upper top; force-transmitting pole (3) lower end is contained on the fore-set of normal direction lifting jack (9); normal direction lifting jack (9) is contained on first bearing plate (8); first bearing plate (8) places and is on the circular ball row (7) that plane 360 degree rotate arbitrarily; circular ball row is contained in above second bearing plate (6); second bearing plate (6) places the upper oral part of test specimen steel protective sleeve (5); on test specimen steel protective sleeve (5) lower sides bracket formula steel plate (10) is housed, level is equipped with to place and connects cutting to lifting jack (12) on the dome-type counter-force steel seat (11) on it.
2. boring formula rock mass sample preparation staight scissors testing apparatus according to claim 1 is characterized in that said second bearing plate (6) is the circle of diameter 60cm, and first bearing plate (8) is the circle of diameter 50cm.
3. boring formula rock mass sample preparation staight scissors testing apparatus according to claim 1 is characterized in that, said connection counter-force steel seat (11) is can the interior dome-type that rotates of 180 degree scopes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201020292958XU CN201803909U (en) | 2010-08-16 | 2010-08-16 | Borehole direct-shear testing equipment for rock sample preparation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201020292958XU CN201803909U (en) | 2010-08-16 | 2010-08-16 | Borehole direct-shear testing equipment for rock sample preparation |
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| Publication Number | Publication Date |
|---|---|
| CN201803909U true CN201803909U (en) | 2011-04-20 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201020292958XU Expired - Lifetime CN201803909U (en) | 2010-08-16 | 2010-08-16 | Borehole direct-shear testing equipment for rock sample preparation |
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| CN (1) | CN201803909U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103234839A (en) * | 2013-04-24 | 2013-08-07 | 中国科学院力学研究所 | In-situ direct shear tester for soil bodies |
| CN103728188A (en) * | 2013-12-18 | 2014-04-16 | 中国科学院力学研究所 | Soil mass in-situ shearing and static load tester |
| CN104020055A (en) * | 2014-06-10 | 2014-09-03 | 黄河勘测规划设计有限公司 | Multifunctional direct shear and consolidation device of coarse-grained soil |
| CN106124341A (en) * | 2016-06-20 | 2016-11-16 | 三峡大学 | The field direct shear test sample preparation of a kind of Tu Yan interface and assay device |
-
2010
- 2010-08-16 CN CN201020292958XU patent/CN201803909U/en not_active Expired - Lifetime
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103234839A (en) * | 2013-04-24 | 2013-08-07 | 中国科学院力学研究所 | In-situ direct shear tester for soil bodies |
| CN103234839B (en) * | 2013-04-24 | 2016-01-13 | 中国科学院力学研究所 | Soil in-situ direct shear test instrument |
| CN103728188A (en) * | 2013-12-18 | 2014-04-16 | 中国科学院力学研究所 | Soil mass in-situ shearing and static load tester |
| CN103728188B (en) * | 2013-12-18 | 2015-11-18 | 中国科学院力学研究所 | Soil in-situ is sheared and static load test apparatus |
| CN104020055A (en) * | 2014-06-10 | 2014-09-03 | 黄河勘测规划设计有限公司 | Multifunctional direct shear and consolidation device of coarse-grained soil |
| CN106124341A (en) * | 2016-06-20 | 2016-11-16 | 三峡大学 | The field direct shear test sample preparation of a kind of Tu Yan interface and assay device |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20110420 |