CN105758737A - Method and device for testing shear strength of rock and concrete bond interface - Google Patents
Method and device for testing shear strength of rock and concrete bond interface Download PDFInfo
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- CN105758737A CN105758737A CN201610255076.8A CN201610255076A CN105758737A CN 105758737 A CN105758737 A CN 105758737A CN 201610255076 A CN201610255076 A CN 201610255076A CN 105758737 A CN105758737 A CN 105758737A
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- 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
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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Abstract
The invention relates to a method and device for testing shear strength of a rock and concrete bond interface and belongs to the technical field of geotechnical engineering.The method comprises the following steps: making a hollow rock sample, filling a cavity of the hollow rock sample with a concrete test sample, and making a test sample; placing the test sample in a curing chamber for curing; placing the cured test sample on a determination table, lacing a loading column on the upper end of the test sample, and axially aligning the loading column with the test sample; applying a vertical load until a bond interface between the concrete test sample and the hollow rock sample breaks completely, and recording in real time, vertical load and displacement data; analyzing test data, calculating shear strength of the bond interface according to an equation: Tau=Fmax/(Pi-D2-H), and drawing a test curve, wherein Tau is bond interface shear strength, Pi is the ratio of the circumference of a circle to its diameter, D2 is inner diameter of the hollow rock sample, H is height of the hollow rock sample, and Fmax is maximum value of the vertical load.
Description
Technical field
The present invention relates to the method for test rock and concrete binding interface shearing strength and device, belong to Geotechnical Engineering field.
Background technology
Lining cutting is supporting type widely used in the industries such as traffic, water conservancy and mining, and concrete is then one of liner structure of being most widely used.After tunnel/roadway excavation, need timely shotcrete lining to prevent the further air slaking of country rock, and country rock certain supporting confined pressure alleviation stress concentration degree within country rock can be given.Concrete and the quality of country rock surface bonding degree, directly affect the performance of concrete lining function, thus concrete and rock bonding interface shearing-resistance intensity become the important indicator evaluating lining cutting mechanical property.Laboratory test is the Main Means obtaining rock with concrete binding interface shearing strength, traditional indoor test method needs to carry out substantial amounts of indoor direct shear test: cutting processing rock test block (is generally 150mm × 150mm × 75mm), then in the mould made in advance, prepare standard cube block sample (being generally 150mm × 150mm × 150mm), under the axial compression load effect of testing machine, rely on the shear load that testing machine provides to be cut up by bonding interface, and then calculate bonding interface shearing-resistance intensity according to test data.Visible, traditional indoor test method also exists shortcomings, such as large scale rock test block processing time consuming effort and the raw material such as cost is high, required concrete is many, the high and experimental test high in cost of production to testing machine performance requirement.
Summary of the invention
For above-mentioned existing problems, it is an object of the invention to provide the method for the test rock of the suitable row of a kind of simplicity and concrete binding interface shearing strength and device, can be used in the research of the indoor test of dissimilar rock and different ratio concrete binding interface shearing strength in Geotechnical Engineering field.
For achieving the above object, the present invention by the following technical solutions: the method for test rock and concrete binding interface shearing strength, comprise the following steps:
A. making hollow rock sample, in the cavity of hollow rock sample, filling concrete test sample, is fabricated to test sample；
B. test sample is placed in fog room and carries out maintenance；
C. the test sample that maintenance completes is positioned on mensuration platform, and makes test sample and the central axes measuring platform, be positioned over loading post on the upper surface of test sample, and make the central axes of loading post and test sample；
D. apply vertical load to concrete test sample and hollow rock sample bonding interface to be completely severed, real time record vertical load and displacement data；
E. test data is analyzed, according to formula τ=Fmax/ (π D2H) calculating bonding interface shearing-resistance intensity, draw trial curve, wherein τ is bonding interface shearing-resistance intensity, and π is pi, D2For the internal diameter of hollow rock sample, H is the height of hollow rock sample, FmaxMaximum for vertical load.
The device of test rock and concrete binding interface shearing strength, including concrete test sample, concrete test sample is arranged in hollow rock sample, hollow rock sample is arranged on mensuration platform, measure and platform is provided with the endoporus being sized larger than concrete test sample external diameter, and the central axis of the central axis of the central axis of endoporus, hollow rock sample and concrete test sample is on the same line.
Described concrete test sample upper surface is provided with loading post, loads the external diameter external diameter less than concrete test sample of post.
Described concrete test sample is cylinder, and the internal diameter of hollow rock sample is equal with the external diameter of concrete test sample.
Described mensuration platform is cylinder.
The internal diameter of described mensuration platform is D3, D3Internal diameter D than hollow rock sample2Big 2～4mm.
The outer diameter D of described loading post1Internal diameter D than hollow rock sample2Little 0.5～1mm.
The invention has the beneficial effects as follows: the present invention forms bonding interface by the cavity inner wall face of hollow rock sample with concrete test sample contacts, and the area of bonding interface obtains according to hollow rock sample internal diameter and high computational；Being transmitted axial compression load by loading post to concrete test sample, the setting measuring platform makes hollow rock sample produce separating scissors shear deformation with concrete test sample along the bonding interface set.This method of testing and device are scientific and reasonable, and operating process is simple and easy to do, and test is required, and raw material is few, cost is low, can be applicable in the indoor test of dissimilar rock and different ratio concrete binding interface shearing strength.
Accompanying drawing explanation
Fig. 1 is the structural representation of the present invention.
Fig. 2 is the vertical load that obtains of embodiment 1 and displacement relation curve.
Fig. 3 is the vertical load that obtains of embodiment 2 and displacement relation curve.
Fig. 4 is the vertical load that obtains of embodiment 3 and displacement relation curve.
Detailed description of the invention
Test rock and the method for concrete binding interface shearing strength, comprise the following steps:
A. making hollow rock sample 1, in the cavity of hollow rock sample 1, filling concrete test sample 2, is fabricated to test sample；
B. test sample is placed in fog room and carries out maintenance；
C. the test sample that maintenance completes is positioned on mensuration platform 3, and makes test sample and the central axes measuring platform 3, be positioned over loading post 4 on the upper surface of test sample, and make the central axes of loading post 4 and test sample；
D. apply vertical load 5 to concrete test sample 2 to be completely severed with hollow rock sample 1 bonding interface, real time record vertical load 5 and displacement data；
E. test data is analyzed, according to formula τ=Fmax/ (π D2H) calculating bonding interface shearing-resistance intensity, draw trial curve, wherein τ is bonding interface shearing-resistance intensity, and π is pi, D2For the internal diameter of hollow rock sample 1, H is the height of hollow rock sample 1, FmaxMaximum for vertical load 5.
As shown in Figure 1, the device of test rock and concrete binding interface shearing strength, including concrete test sample 2, concrete test sample 2 is arranged in hollow rock sample 1, hollow rock sample 1 is arranged on mensuration platform 3, measure and platform 3 is provided with the endoporus being sized larger than concrete test sample 2 external diameter, and the central axis of the central axis of the central axis of endoporus, hollow rock sample 1 and concrete test sample 2 is on the same line.
Described concrete test sample 2 upper surface is provided with loading post 4, loads the external diameter external diameter less than concrete test sample 2 of post 4.
Described concrete test sample 2 is cylinder, and the internal diameter of hollow rock sample 1 is equal with the external diameter of concrete test sample 2.
Described mensuration platform 3 is cylinder.
The internal diameter of described mensuration platform 3 is D3, D3Internal diameter D than hollow rock sample 12Big 2～4mm.
The outer diameter D of described loading post 41Internal diameter D than hollow rock sample 12Little 0.5～1mm.
Embodiment 1
A. making hollow rock sample 1, hollow rock sample 1 is griotte, and hollow rock sample 1 external diameter is 100mm, internal diameter D2For 50mm, height H is 150mm；Filling concrete test sample 2 in the cavity of hollow rock sample 1, the raw material of concrete test sample 2 and proportioning are water: cement: fine sand=0.4:1:1, filling vibration compacting on a vibration table after completing, and the upper and lower end face of concrete test sample 2 is scabbled, it is fabricated to the test sample being made up of hollow rock sample 1 and concrete test sample 2；
B. being placed in fog room by test sample and carry out maintenance, curing temperature is 35 DEG C, and humidity is 80%, and curing time is 14 days；
C. the test sample that maintenance completes is positioned on mensuration platform 3, and makes test sample and the central axes measuring platform 3；Measuring platform 3 external diameter is 150mm, and the cylindrical groove diameter measuring platform 3 is 53mm；Being positioned on test sample upper surface by loading post 4, and make the central axes of loading post 4 and test sample, loading post 4 diameter is 49mm；
D. adopting displacement-control mode, loading speed is 0.001mm/s, slowly applies vertical load 5 to concrete test sample 2 and is completely severed with hollow rock sample 1 bonding interface, real time record vertical load 5 and displacement data；
E. test data is analyzed, draw trial curve, Fig. 2 is the vertical load 5 that obtains of the present embodiment and displacement relation curve, as shown in Figure 2, along with the increase vertical load 5 of displacement incrementally increases, when displacement rises to about 10mm, vertical load 5 sharply declines, it was shown that rock, with concrete binding interface, notable shear fracture occurs；According to formula τ=Fmax/ (π D2H) bonding interface shearing-resistance intensity is calculated, by π=3.14, D2=50mm, H=150mm, Fmax=3067.39N, brings formula into and can be calculated bonding interface shearing-resistance intensity τ=0.13MPa.
Embodiment 2
A. making hollow rock sample 1, hollow rock sample 1 is griotte, and hollow rock sample 1 external diameter is 100mm, internal diameter D2For 50mm, height H is 150mm；Filling concrete test sample 2 in the cavity of hollow rock sample 1, the raw material of concrete test sample 2 and proportioning are water: cement: fine sand=0.25:1:1, filling vibration compacting on a vibration table after completing, and the upper and lower end face of concrete test sample 2 is scabbled, it is fabricated to the test sample being made up of hollow rock sample 1 and concrete test sample 2；
B. being placed in fog room by test sample and carry out maintenance, curing temperature is 35 DEG C, and humidity is 80%, and curing time is 14 days；
C. the test sample that maintenance completes is positioned on mensuration platform 3, and makes test sample and the central axes measuring platform 3；Measuring platform 3 external diameter is 150mm, and the cylindrical groove diameter measuring platform 3 is 53mm；Being positioned on test sample upper surface by loading post 4, and make the central axes of loading post 4 and test sample, loading post 4 diameter is 49mm；
D. adopting displacement-control mode, loading speed is 0.001mm/s, slowly applies vertical load 5 to concrete test sample 2 and is completely severed with hollow rock sample 1 bonding interface, real time record vertical load 5 and displacement data；
E. test data is analyzed, draw trial curve, Fig. 3 is the vertical load 5 that obtains of the present embodiment and displacement relation curve, from the figure 3, it may be seen that along with the increase vertical load 5 of displacement incrementally increases, be not difficult to find out that vertical load 5 rate of rise increases to some extent with curve comparison in Fig. 2, when displacement rises to about 9.5mm, vertical load 5 reaches maximum 4167.58N, sharply declines subsequently, it was shown that rock, with concrete binding interface, notable shear fracture occurs；According to formula τ=Fmax/ (π D2H) bonding interface shearing-resistance intensity is calculated, by π=3.14, D2=50mm, H=150mm, Fmax=4167.58N, brings formula into and can be calculated bonding interface shearing-resistance intensity τ=0.18MPa, with calculating Comparative result in embodiment 1 it can be seen that after the reduction of concrete test sample 2 ratio of mud, bonding interface shearing-resistance intensity increases.
Embodiment 3
A. making hollow rock sample 1, hollow rock sample 1 is granite, and hollow rock sample 1 external diameter is 100mm, internal diameter D2For 50mm, height H is 150mm；Filling concrete test sample 2 in the cavity of hollow rock sample 1, the raw material of concrete test sample 2 and proportioning are water: cement: fine sand=0.4:1:1, filling vibration compacting on a vibration table after completing, and the upper and lower end face of concrete test sample 2 is scabbled, it is fabricated to the test sample being made up of hollow rock sample 1 and concrete test sample 2；
B. being placed in fog room by test sample and carry out maintenance, curing temperature is 35 DEG C, and humidity is 80%, and curing time is 14 days；
C. the test sample that maintenance completes is positioned on mensuration platform 3, and makes test sample and the central axes measuring platform 3；Measuring platform 3 external diameter is 150mm, and the cylindrical groove diameter measuring platform 3 is 53mm；Being positioned on test sample upper surface by loading post 4, and make the central axes of loading post 4 and test sample, loading post 4 diameter is 49mm；
D. adopting displacement-control mode, loading speed is 0.001mm/s, slowly applies vertical load 5 to concrete test sample 2 and is completely severed with hollow rock sample 1 bonding interface, real time record vertical load 5 and displacement data；
E. test data is analyzed, draw trial curve, Fig. 4 is the vertical load 5 that obtains of the present embodiment and displacement relation curve, as shown in Figure 4, along with the increase vertical load 5 of displacement incrementally increases, tracing pattern is similar with curve in Fig. 2, and this shows compared with embodiment 1, lithology from griotte become granite time, on bonding interface shear property impact inconspicuous；According to formula τ=Fmax/ (π D2H) bonding interface shearing-resistance intensity is calculated, by π=3.14, D2=50mm, H=150mm, Fmax=3461.98N, brings formula into and can be calculated bonding interface shearing-resistance intensity τ=0.15MPa.
Claims (7)
1. the method for test rock and concrete binding interface shearing strength, it is characterised in that: comprise the following steps:
A. making hollow rock sample (1), in the cavity of hollow rock sample (1), filling concrete test sample (2), is fabricated to test sample；
B. test sample is placed in fog room and carries out maintenance；
C. the test sample that maintenance completes is positioned in mensuration platform (3), and make test sample and the central axes measuring platform (3), post (4) will be loaded and be positioned on the upper surface of test sample, and make the central axes of loading post (4) and test sample；
D. apply vertical load (5) to concrete test sample (2) and hollow rock sample (1) bonding interface to be completely severed, real time record vertical load (5) and displacement data；
E. test data is analyzed, according to formula τ=Fmax/ (π D2H) calculating bonding interface shearing-resistance intensity, draw trial curve, wherein τ is bonding interface shearing-resistance intensity, and π is pi, D2For the internal diameter of hollow rock sample (1), H is the height of hollow rock sample (1), FmaxMaximum for vertical load (5).
2. the device of test rock and concrete binding interface shearing strength, it is characterized in that: include concrete test sample (2), concrete test sample (2) is arranged in hollow rock sample (1), hollow rock sample (1) is arranged in mensuration platform (3), measure and platform (3) is provided with the endoporus being sized larger than concrete test sample (2) external diameter, and the central axis of the central axis of the central axis of endoporus, hollow rock sample (1) and concrete test sample (2) is on the same line.
3. the device of test rock according to claim 2 and concrete binding interface shearing strength, it is characterized in that: described concrete test sample (2) upper surface is provided with loading post (4), load the external diameter external diameter less than concrete test sample (2) of post (4).
4. the device of test rock according to claim 2 and concrete binding interface shearing strength, it is characterised in that: described concrete test sample (2) is cylinder, and the internal diameter of hollow rock sample (1) is equal with the external diameter of concrete test sample (2).
5. the device of test rock according to claim 2 and concrete binding interface shearing strength, it is characterised in that: described mensuration platform (3) is cylinder.
6. the device of test rock according to claim 2 and concrete binding interface shearing strength, it is characterised in that: the internal diameter of described mensuration platform (3) is D3, D3Internal diameter D than hollow rock sample (1)2Big 2～4mm.
7. the device of test rock according to claim 2 and concrete binding interface shearing strength, it is characterised in that: the outer diameter D of described loading post (4)1Internal diameter D than hollow rock sample (1)2Little 0.5～1mm.
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Cited By (11)
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| CN106370589A (en) * | 2016-08-29 | 2017-02-01 | 西南交通大学 | Device and method for testing shear strength of cementation face between early-age sprayed concrete and rock |
| CN107063791A (en) * | 2017-03-02 | 2017-08-18 | 合肥工业大学 | It is disintegrated soft rock and the test method and test sample of concrete binding characteristic |
| CN107271235A (en) * | 2017-06-26 | 2017-10-20 | 湖北工业大学 | A kind of rock based on rock mortar interface gas permeability test and mortar mix preparation method of sample |
| CN107727569A (en) * | 2017-09-30 | 2018-02-23 | 华北水利水电大学 | A kind of test method for testing rock and concrete binding interface tensile strength |
| CN107917836A (en) * | 2017-12-08 | 2018-04-17 | 河南理工大学 | The preparation facilities of filler experiment of machanics standard specimen and the method that standard specimen is made using the device |
| CN109738275A (en) * | 2019-01-29 | 2019-05-10 | 中国电力科学研究院有限公司 | A kind of rock and concrete interpace shear behavior test device |
| CN111624102A (en) * | 2020-05-28 | 2020-09-04 | 清华大学 | Method for measuring fracture mechanical property of rock block-SCC interface and composite test piece |
| CN111678808A (en) * | 2020-05-15 | 2020-09-18 | 江苏禹治流域管理技术研究院有限公司 | Device and method for testing dynamic shear resistance of rock and concrete bonding surface |
| CN111693367A (en) * | 2020-06-12 | 2020-09-22 | 华北水利水电大学 | Testing device and testing method for simulating layered damage of surrounding rock |
| CN111707609A (en) * | 2020-06-03 | 2020-09-25 | 南京科工煤炭科学技术研究有限公司 | Testing device and testing method for tangential bonding strength of thin spray lining layer |
| CN113686698A (en) * | 2021-09-14 | 2021-11-23 | 中国科学院武汉岩土力学研究所 | Method and system for testing performance of sample based on high temperature-stress coupling |
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| CN106370589B (en) * | 2016-08-29 | 2018-10-30 | 西南交通大学 | The device and test method of test early age spray concrete and rock cement plane shear strength |
| CN106370589A (en) * | 2016-08-29 | 2017-02-01 | 西南交通大学 | Device and method for testing shear strength of cementation face between early-age sprayed concrete and rock |
| CN107063791B (en) * | 2017-03-02 | 2023-04-28 | 合肥工业大学 | Test method and test sample for bonding characteristics of disintegrated soft rock and concrete |
| CN107063791A (en) * | 2017-03-02 | 2017-08-18 | 合肥工业大学 | It is disintegrated soft rock and the test method and test sample of concrete binding characteristic |
| CN107271235A (en) * | 2017-06-26 | 2017-10-20 | 湖北工业大学 | A kind of rock based on rock mortar interface gas permeability test and mortar mix preparation method of sample |
| CN107727569A (en) * | 2017-09-30 | 2018-02-23 | 华北水利水电大学 | A kind of test method for testing rock and concrete binding interface tensile strength |
| CN107917836A (en) * | 2017-12-08 | 2018-04-17 | 河南理工大学 | The preparation facilities of filler experiment of machanics standard specimen and the method that standard specimen is made using the device |
| CN109738275A (en) * | 2019-01-29 | 2019-05-10 | 中国电力科学研究院有限公司 | A kind of rock and concrete interpace shear behavior test device |
| CN109738275B (en) * | 2019-01-29 | 2024-03-19 | 中国电力科学研究院有限公司 | Rock and concrete interface shear performance testing arrangement |
| CN111678808A (en) * | 2020-05-15 | 2020-09-18 | 江苏禹治流域管理技术研究院有限公司 | Device and method for testing dynamic shear resistance of rock and concrete bonding surface |
| CN111624102A (en) * | 2020-05-28 | 2020-09-04 | 清华大学 | Method for measuring fracture mechanical property of rock block-SCC interface and composite test piece |
| CN111707609A (en) * | 2020-06-03 | 2020-09-25 | 南京科工煤炭科学技术研究有限公司 | Testing device and testing method for tangential bonding strength of thin spray lining layer |
| CN111707609B (en) * | 2020-06-03 | 2022-11-11 | 南京科工煤炭科学技术研究有限公司 | Testing device and testing method for tangential bonding strength of thin spray lining layer |
| CN111693367A (en) * | 2020-06-12 | 2020-09-22 | 华北水利水电大学 | Testing device and testing method for simulating layered damage of surrounding rock |
| CN113686698A (en) * | 2021-09-14 | 2021-11-23 | 中国科学院武汉岩土力学研究所 | Method and system for testing performance of sample based on high temperature-stress coupling |
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