WO2020258208A1 - 一种岩土材料界面剪切试验装置及方法 - Google Patents

一种岩土材料界面剪切试验装置及方法 Download PDF

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Publication number
WO2020258208A1
WO2020258208A1 PCT/CN2019/093515 CN2019093515W WO2020258208A1 WO 2020258208 A1 WO2020258208 A1 WO 2020258208A1 CN 2019093515 W CN2019093515 W CN 2019093515W WO 2020258208 A1 WO2020258208 A1 WO 2020258208A1
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indenter
sample
cylinder
confining pressure
pressure chamber
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English (en)
French (fr)
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王述红
修占国
王斐笠
任凤玉
刘欢
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Northeastern University China
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Northeastern University China
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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
    • G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0014—Type of force applied
    • G01N2203/0025—Shearing

Definitions

  • the invention belongs to the technical field of rock-soil material interface shear test, and particularly relates to a rock-soil material interface shear test device and method.
  • the interface shear test of rock and soil materials is generally realized by direct shear apparatus, but the traditional direct shear apparatus can only apply a load force in one direction to simulate the shear stress state of rock and soil materials.
  • the actual stress state of the material is not consistent.
  • the geotechnical material should be subjected to three-dimensional stress in the in-situ state, and if the cohesion and internal friction angle of the geotechnical material sample are to be obtained, the shear Cutting mechanical parameters also require at least three different stress levels to achieve.
  • the present invention provides a rock-soil material interface shear test device and method, which can provide a confining pressure environment for a rock-soil material sample, so that the stress condition of the rock-soil material sample is closer to the original boundary Conditions to ensure that the data of the interface shear test of geotechnical materials is more authentic.
  • a rock-soil material interface shear test device including air compressor, load control instrument, water pump, confining pressure control instrument, data acquisition instrument, computer and sample interface shear Mechanism; the compressed air output port of the air compressor is connected to the sample interface shearing mechanism through a load controller, the air compressor is used as the power source for the sample interface shearing mechanism to apply the load force, and the load controller is used to regulate the load force
  • the water inlet of the water pump is connected to the water source, and the outlet of the water pump is connected to the sample interface shearing mechanism through the confining pressure controller.
  • the water pump serves as the power source for the sample interface shearing mechanism to apply confining pressure, the confining pressure controller Used to adjust the size of the confining pressure;
  • the data acquisition instrument is connected to the load control instrument and the confining pressure control instrument respectively, and the load force control data and the confining pressure control data are recorded through the data acquisition instrument;
  • the computer is connected to the data acquisition instrument ,
  • the data recorded by the data acquisition instrument is exported and analyzed through the computer;
  • the control ends of the air compressor and the water pump are connected with the computer, and the start and stop of the air compressor and the water pump are controlled by the computer.
  • the sample interface shearing mechanism includes a loading balance frame, a cylinder, and a pressure chamber; the cylinder is vertically fixed on the top of the loading balance frame, and the piston rod of the cylinder is set downwards, the intake and exhaust ports of the cylinder and the load controller
  • the pressure chamber is fixed at the bottom of the load balance frame, the top of the pressure chamber is provided with a detachable cover, a circular hole is opened in the center of the cover, and the piston rod of the cylinder passes through the central circular hole of the cover and extends To the inside of the pressure chamber, the piston rod is in a sealing and sliding fit with the central circular hole of the cover; a confining pressure water inlet hole is opened on the bottom plate of the pressure chamber, and the confining pressure water inlet hole is connected with a confining pressure controller; The upper opening is provided with a confining pressure drainage hole, and a stop valve is connected to the confining pressure drainage hole; a displacement sensor is installed between the piston rod and the cover of the cylinder, and the
  • a rock-soil material interface shear test method adopts the described rock-soil material interface shear test device and includes the following steps:
  • Step 1 Prepare rock and soil material samples.
  • the rock and soil material samples are divided into A sample and B sample.
  • a sample and B sample have different materials, and
  • a sample and B sample have the same shape and half Cylindrical, buckle specimen A and specimen B together to form a complete cylinder;
  • Step 2 Prepare two indenters, which are used as the upper indenter and the lower indenter respectively.
  • the upper indenter and the lower indenter have the same shape, and both adopt a cylindrical structure.
  • the upper indenter and the lower indenter are matched with the rock and soil material samples.
  • the diameters of the upper and lower indenters are equal; one of the end faces of the upper and lower indenters adopts a stepped surface, and the shape of the stepped surface is semicircular;
  • Step 3 Place the stepped side of the lower indenter upwards, and place a compressible spacer at the gap of the stepped surface, and record it as the lower compressible spacer.
  • the lower compressible spacer can fill the lower indenter into a complete one The cylinder
  • Step 4 Align and place the rock-soil material samples in the buckled state on the upper surface of the lower indenter
  • Step 5 Align the stepped surface of the upper indenter and place it on the top of the rock and soil material sample, and place a compressible pad at the gap of the stepped surface, and record it as the upper compressible pad and the upper compressible pad
  • the upper indenter can be filled into a complete cylinder, while ensuring a phase angle difference of 180° between the stepped surface gaps of the upper indenter and the lower indenter;
  • Step 6 Seal and wrap a layer of rubber film outside the upper indenter, geotechnical material sample and lower indenter, and seal the rubber band between the rubber film and the upper indenter and the lower indenter. At this time, the test is formed.
  • Sample sealing combination
  • Step 7 Put the sample sealing assembly into the pressure chamber vertically, and then use the cover to completely seal the pressure chamber;
  • Step 8 Start the air compressor and move the cylinder to control the piston rod to move down until the end of the piston rod is against the upper surface of the upper pressure head, and the displacement sensor is adjusted to zero at the same time;
  • Step 9 Open the shut-off valve to make the inside of the pressure chamber communicate with the atmosphere, then start the water pump and fill the pressure chamber with water until water flows out from the confining pressure drain hole, indicating that the air in the pressure chamber is completely exhausted. Stop water injection at this time, and Close the shut-off valve;
  • Step 10 Start the water pump again and adjust the confining pressure to the set value through the confining pressure controller, then restart the air compressor, and apply the set load force to the upper pressure head through the piston rod of the cylinder until the interface shear is completed Cut test.
  • the rock-soil material interface shear test device and method of the present invention can provide a confining pressure environment for the rock-soil material sample, make the stress condition of the rock-soil material sample closer to the original boundary conditions, and ensure the rock-soil material interface shear test The data is more authentic.
  • Figure 1 is a schematic structural diagram of a rock-soil material interface shear test device of the present invention
  • FIG. 2 is a schematic diagram of the structure of the sample interface shearing mechanism of the present invention.
  • Figure 3 is a schematic diagram of the structure of the sample sealing assembly
  • a rock-soil material interface shear test device includes an air compressor 1, a load control instrument 2, a water pump 3, a confining pressure control instrument 4, a data acquisition instrument 5, a computer 6 and a sample interface Shearing mechanism 7; the compressed air output port of the air compressor 1 is connected to the sample interface shearing mechanism 7 through the load controller 2.
  • the air compressor 1 serves as the power source for the sample interface shearing mechanism 7 to apply the load force
  • the load controller 2 is used to regulate the magnitude of the load force
  • the water inlet of the water pump 3 is connected to the water source
  • the water outlet of the water pump 3 is connected to the sample interface shearing mechanism 7 through the confining pressure controller 4
  • the water pump 3 serves as the sample interface
  • the shearing mechanism 7 applies the power source of the confining pressure
  • the confining pressure control instrument 4 is used to adjust the size of the confining pressure
  • the data acquisition instrument 5 is respectively connected with the load control instrument 2 and the confining pressure control instrument 4, and the data acquisition instrument 5 pairs
  • the load force control data and the confining pressure control data are recorded
  • the computer 6 is connected to the data acquisition instrument 5, and the data recorded by the data acquisition instrument 5 is exported and analyzed through the computer 6
  • the control of the air compressor 1 and the water pump 3 Both ends are connected to the computer 6, and the start and stop of the air compressor 1 and the water pump 3
  • the sample interface shearing mechanism 7 includes a loading balance frame 8, a cylinder 9 and a pressure chamber 10; the cylinder 9 is vertically fixed on the top of the loading balance frame 8, and the piston rod 11 of the cylinder 9 is arranged downward, and the cylinder 9
  • the intake and exhaust ports of the load control instrument 2 are connected; the pressure chamber 10 is fixedly installed at the bottom of the load balance frame 8, and the top of the pressure chamber 10 is provided with a detachable cover 12, and a circular hole is opened in the center of the cover 12, so The piston rod 11 of the cylinder 9 passes through the central circular hole of the cover 12 and extends to the inside of the pressure chamber 10.
  • the piston rod 11 is in a sealing sliding fit with the central circular hole of the cover 12; an enclosure is provided on the bottom plate of the pressure chamber 10
  • the confining water inlet 13 is connected to the confining pressure controller 4;
  • the cover 12 is provided with a confining pressure drain hole 14, and the confining pressure drain hole 14 is connected with a stop valve 15;
  • a displacement sensor 16 is installed between the piston rod 11 and the cover 12 of the cylinder 9, the downward stroke of the piston rod 11 is measured by the displacement sensor 16, and the data output end of the displacement sensor 16 is connected to the data acquisition instrument 5.
  • a rock-soil material interface shear test method adopts the described rock-soil material interface shear test device and includes the following steps:
  • Step 1 Prepare geotechnical material sample 17, which is divided into A sample and B sample.
  • a sample and B sample have different materials, and A sample and B sample have the same shape and It is semi-cylindrical, and the sample A and sample B are buckled together to form a complete cylinder;
  • Step 2 Prepare two indenters, which are used as the upper indenter 18 and the lower indenter 19 respectively.
  • the upper indenter 18 and the lower indenter 19 have the same shape, and both adopt a cylindrical structure, and the upper indenter 18 and the lower indenter 19 It is equal to the diameter of the rock and soil material sample 17; one of the end faces of the upper indenter 18 and the lower indenter 19 adopts a stepped surface, and the shape of the stepped surface is semicircular;
  • Step 3 Place the stepped side of the lower indenter 19 upwards, and place a compressible pad at the gap of the stepped surface, and record it as the lower compressible pad 20.
  • the lower compressible pad 20 can hold the lower indenter 19 Fill the gap as a complete cylinder;
  • Step 4 Align and place the rock-soil material sample 17 in the buckled state on the upper surface of the lower indenter 19;
  • Step 5 Align the step surface of the upper indenter 18 downwards and place it on the top of the geotechnical material sample 17, and place a compressible pad at the gap of the step surface, and mark it as the upper compressible pad 21.
  • the compression pad 21 can fill the upper indenter 18 into a complete cylinder, and at the same time ensure a phase angle difference of 180° between the step surface notches of the upper indenter 18 and the lower indenter 19; in this embodiment, the lower compressible pad
  • the stiffness of the block 20 and the upper compressible pad 21 should be less than one-tenth of the maximum force on the interface, as far as possible to avoid the influence of the compressible pad stiffness on the interface shear test data.
  • corrugated paper or foam board can be used. Wait for tailoring;
  • Step 6 Seal and wrap a layer of rubber film 22 outside the upper indenter 18, the geotechnical material sample 17 and the lower indenter 19, and use a rubber band 23 between the rubber film 22 and the upper indenter 18 and the lower indenter 19 After sealing, the sample sealing assembly 24 is formed, as shown in Figure 3;
  • Step 7 Put the sample sealing assembly 24 into the pressure chamber 10 vertically, and then use the cover 12 to completely seal the pressure chamber 10;
  • Step 8 Start the air compressor 1 and actuate the cylinder 9 to control the downward movement of the piston rod 11 until the end of the piston rod 11 rests on the upper surface of the upper indenter 18, and at the same time the displacement sensor 16 is adjusted to zero;
  • Step 9 Open the shut-off valve 15 to make the inside of the pressure chamber 10 communicate with the atmosphere, and then start the water pump 3 to inject water into the pressure chamber 10 until water flows out from the confining pressure drainage hole 14, indicating that the air in the pressure chamber 10 is completely discharged. Stop water injection at this time and close the shut-off valve 15;
  • Step 10 Start the water pump 3 again, and adjust the confining pressure to the set value through the confining pressure controller 4, then restart the air compressor 1, and apply the set load to the upper pressure head 18 through the piston rod 11 of the cylinder 9 Until the interface shear test is completed.

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Abstract

一种岩土材料界面剪切试验装置及方法，装置包括空气压缩机（1）、载荷控制仪（2）、水泵（3）、围压控制仪（4）、数据采集仪（5）、计算机（6）及试样界面剪切机构（7）；试样界面剪切机构（7）包括加载平衡框架（8）、气缸（9）及压力室（10）；空气压缩机（1）与气缸（9）配合输出载荷力，水泵（3）与压力室（10）配合输出围压，气缸活塞杆（11）与压力室封盖（12）之间设有位移传感器（16）。方法为：制备试样（17），试样（17）为半圆柱形，两个试样（17）扣合为完整圆柱；准备压头，压头一端为半圆阶梯面；将扣合状态试样（17）对齐置于上下压头之间，阶梯面缺口由可压缩垫块填充，两个缺口之间相差180°相位角；在压头和试样（17）外部包裹橡皮膜（22），橡皮膜（22）两端用橡皮筋（23）封口，试样密封组合体（24）装配完成；将组合体（24）密封置于压力室（10）内，先加围压再加载荷力，完成界面剪切试验。

Description

一种岩土材料界面剪切试验装置及方法 技术领域
本发明属于岩土材料界面剪切试验技术领域，特别是涉及一种岩土材料界面剪切试验装置及方法。
背景技术
随着岩土工程技术的不断发展，岩土材料的界面剪切问题已经广泛存在，例如，房屋建筑中存在的混凝土桩基础与周围土体之间的界面剪切问题、边坡加固中锚钉与边坡土体之间的界面剪切问题、矿山采空区中充填体与岩壁之间的界面剪切问题等，而两种不同材料之间的界面剪切行为，往往对结构的整体稳定起到关键性作用，因此，岩土材料界面剪切试验的受重视程度也越来越高。
在岩土力学中，岩土材料的界面剪切试验普遍采用直剪仪实现，但是传统的直剪仪只能施加一个方向的载荷力来模拟岩土材料的剪切应力状态，这与岩土材料的实际受力状态并不相符，在实际情况下，岩土材料在原位状态下受到的应是三向应力，而且若要得到岩土材料试样的粘聚力和内摩擦角等剪切力学参数，也需要至少三个不同的应力水平才能实现。
因此，想要使岩土材料界面剪切试验得出的数据更具真实性，需要尽量满足岩土材料的原始边界条件。
发明概述
技术问题
问题的解决方案
技术解决方案
针对现有技术存在的问题，本发明提供一种岩土材料界面剪切试验装置及方法，能够为岩土材料试样提供围压环境，使岩土材料试样的受力条件更加接近原始边界条件，保证岩土材料界面剪切试验的数据更具真实性。
为了实现上述目的，本发明采用如下技术方案：一种岩土材料界面剪切试验装置，包括空气压缩机、载荷控制仪、水泵、围压控制仪、数据采集仪、计算机 及试样界面剪切机构；所述空气压缩机的压缩空气输出口通过载荷控制仪与试样界面剪切机构相连，空气压缩机作为试样界面剪切机构施加载荷力的动力源，载荷控制仪用于调控载荷力的大小；所述水泵的进水口与水源相连，水泵的出水口通过围压控制仪与试样界面剪切机构相连，水泵作为试样界面剪切机构施加围压的动力源，围压控制仪用于调控围压的大小；所述数据采集仪分别与载荷控制仪和围压控制仪相连，通过数据采集仪对载荷力调控数据和围压调控数据进行记录；所述计算机与数据采集仪相连，通过计算机对数据采集仪记录的数据进行导出和分析；所述空气压缩机和水泵的控制端均与计算机相连，空气压缩机和水泵的启停均由计算机进行控制。
所述试样界面剪切机构包括加载平衡框架、气缸及压力室；所述气缸竖直固装在加载平衡框架顶部，且气缸的活塞杆朝下设置，气缸的进排气口与载荷控制仪相连；所述压力室固装在加载平衡框架底部，压力室顶部设有可拆卸式封盖，在封盖中心开设有圆孔，所述气缸的活塞杆穿过封盖中心圆孔，并延伸至压力室内部，活塞杆与封盖中心圆孔密封滑动配合；在所述压力室的底板上开设有围压进水孔，围压进水孔与围压控制仪相连；在所述封盖上开设有围压排水孔，围压排水孔处连接有截止阀；在所述气缸的活塞杆与封盖之间安装有位移传感器，通过位移传感器测量活塞杆的下移行程，位移传感器的数据输出端与数据采集仪相连。
一种岩土材料界面剪切试验方法，采用了所述的岩土材料界面剪切试验装置，包括如下步骤：
步骤一：制备岩土材料试样，岩土材料试样分为A试样和B试样，A试样与B试样的材料不同，A试样与B试样的形状相同且均为半圆柱形，将A试样与B试样扣合在一起可形成一个完整圆柱；
步骤二：准备两个压头，分别作为上压头和下压头，上压头与下压头的形状相同，均采用圆柱形结构，且上压头和下压头与岩土材料试样的直径相等；上压头和下压头的其中一个端面采用阶梯面，且阶梯面的形状为半圆形；
步骤三：将下压头的阶梯面朝上放置，在阶梯面的缺口处放置一块可压缩垫块，并记为下可压缩垫块，下可压缩垫块可将下压头补缺为一个完整的圆柱；
步骤四：将呈扣合状态的岩土材料试样对齐放置到下压头上表面；
步骤五：将上压头的阶梯面朝下对齐放置到岩土材料试样顶端，并在阶梯面的缺口处放置一块可压缩垫块，并记为上可压缩垫块，上可压缩垫块可将上压头补缺为一个完整的圆柱，同时保证上压头和下压头的阶梯面缺口之间相差180°的相位角；
步骤六：在上压头、岩土材料试样及下压头外部密封包裹一层橡皮膜，且在橡皮膜与上压头和下压头之间利用橡皮筋进行封口，此时构成了试样密封组合体；
步骤七：将试样密封组合体竖直放入压力室内，然后利用封盖将压力室进行完全密封；
步骤八：启动空气压缩机，使气缸动作，以控制活塞杆下移，直到活塞杆端部顶靠在上压头的上表面，同时将位移传感器调零；
步骤九：打开截止阀，使压力室内部与大气相通，然后启动水泵，向压力室内部注水，直到围压排水孔有水流出，说明压力室内部的空气被完全排出，此时停止注水，并关闭截止阀；
步骤十：再次启动水泵，并通过围压控制仪将围压调整到设定值，然后重新启动空气压缩机，并通过气缸的活塞杆对上压头施加设定的载荷力，直到完成界面剪切试验。
发明的有益效果
有益效果
本发明的有益效果：
本发明的岩土材料界面剪切试验装置及方法，能够为岩土材料试样提供围压环境，使岩土材料试样的受力条件更加接近原始边界条件，保证岩土材料界面剪切试验的数据更具真实性。
对附图的简要说明
附图说明
图1为本发明的一种岩土材料界面剪切试验装置的结构示意图；
图2为本发明的试样界面剪切机构的结构示意图；
图3为试样密封组合体的结构示意图；
图中，1-空气压缩机，2-载荷控制仪，3-水泵，4-围压控制仪，5-数据采集仪，6-计算机，7-试样界面剪切机构，8-加载平衡框架，9-气缸，10-压力室，11-活塞杆，12-封盖，13-围压进水孔，14-围压排水孔，15-截止阀，16-位移传感器，17-岩土材料试样，18-上压头，19-下压头，20-下可压缩垫块，21-上可压缩垫块，22-橡皮膜，23-橡皮筋，24-试样密封组合体。
发明实施例
本发明的实施方式
下面结合附图和具体实施例对本发明做进一步的详细说明。
如图1、2所示，一种岩土材料界面剪切试验装置，包括空气压缩机1、载荷控制仪2、水泵3、围压控制仪4、数据采集仪5、计算机6及试样界面剪切机构7；所述空气压缩机1的压缩空气输出口通过载荷控制仪2与试样界面剪切机构7相连，空气压缩机1作为试样界面剪切机构7施加载荷力的动力源，载荷控制仪2用于调控载荷力的大小；所述水泵3的进水口与水源相连，水泵3的出水口通过围压控制仪4与试样界面剪切机构7相连，水泵3作为试样界面剪切机构7施加围压的动力源，围压控制仪4用于调控围压的大小；所述数据采集仪5分别与载荷控制仪2和围压控制仪4相连，通过数据采集仪5对载荷力调控数据和围压调控数据进行记录；所述计算机6与数据采集仪5相连，通过计算机6对数据采集仪5记录的数据进行导出和分析；所述空气压缩机1和水泵3的控制端均与计算机6相连，空气压缩机1和水泵3的启停均由计算机6进行控制。
所述试样界面剪切机构7包括加载平衡框架8、气缸9及压力室10；所述气缸9竖直固装在加载平衡框架8顶部，且气缸9的活塞杆11朝下设置，气缸9的进排气口与载荷控制仪2相连；所述压力室10固装在加载平衡框架8底部，压力室10顶部设有可拆卸式封盖12，在封盖12中心开设有圆孔，所述气缸9的活塞杆11穿过封盖12中心圆孔，并延伸至压力室10内部，活塞杆11与封盖12中心圆孔密封滑动配合；在所述压力室10的底板上开设有围压进水孔13，围压进水孔13与围压控制仪4相连；在所述封盖12上开设有围压排水孔14，围压排水孔14处连接有截止 阀15；在所述气缸9的活塞杆11与封盖12之间安装有位移传感器16，通过位移传感器16测量活塞杆11的下移行程，位移传感器16的数据输出端与数据采集仪5相连。
一种岩土材料界面剪切试验方法，采用了所述的岩土材料界面剪切试验装置，包括如下步骤：
步骤一：制备岩土材料试样17，岩土材料试样17分为A试样和B试样，A试样与B试样的材料不同，A试样与B试样的形状相同且均为半圆柱形，将A试样与B试样扣合在一起可形成一个完整圆柱；
步骤二：准备两个压头，分别作为上压头18和下压头19，上压头18与下压头19的形状相同，均采用圆柱形结构，且上压头18和下压头19与岩土材料试样17的直径相等；上压头18和下压头19的其中一个端面采用阶梯面，且阶梯面的形状为半圆形；
步骤三：将下压头19的阶梯面朝上放置，在阶梯面的缺口处放置一块可压缩垫块，并记为下可压缩垫块20，下可压缩垫块20可将下压头19补缺为一个完整的圆柱；
步骤四：将呈扣合状态的岩土材料试样17对齐放置到下压头19上表面；
步骤五：将上压头18的阶梯面朝下对齐放置到岩土材料试样17顶端，并在阶梯面的缺口处放置一块可压缩垫块，并记为上可压缩垫块21，上可压缩垫块21可将上压头18补缺为一个完整的圆柱，同时保证上压头18和下压头19的阶梯面缺口之间相差180°的相位角；本实施例中，下可压缩垫块20和上可压缩垫块21的刚度应小于界面最大受力的十分之一，尽可能避免因可压缩垫块刚度过大对界面剪切试验数据造成影响，具体可以采用瓦楞纸、泡沫板等裁剪制得；
步骤六：在上压头18、岩土材料试样17及下压头19外部密封包裹一层橡皮膜22，且在橡皮膜22与上压头18和下压头19之间利用橡皮筋23进行封口，此时构成了试样密封组合体24，如图3所示；
步骤七：将试样密封组合体24竖直放入压力室10内，然后利用封盖12将压力室10进行完全密封；
步骤八：启动空气压缩机1，使气缸9动作，以控制活塞杆11下移，直到活塞杆 11端部顶靠在上压头18的上表面，同时将位移传感器16调零；
步骤九：打开截止阀15，使压力室10内部与大气相通，然后启动水泵3，向压力室10内部注水，直到围压排水孔14有水流出，说明压力室10内部的空气被完全排出，此时停止注水，并关闭截止阀15；
步骤十：再次启动水泵3，并通过围压控制仪4将围压调整到设定值，然后重新启动空气压缩机1，并通过气缸9的活塞杆11对上压头18施加设定的载荷力，直到完成界面剪切试验。
实施例中的方案并非用以限制本发明的专利保护范围，凡未脱离本发明所为的等效实施或变更，均包含于本案的专利范围中。

Claims (3)

  1. 一种岩土材料界面剪切试验装置，其特征在于：包括空气压缩机、载荷控制仪、水泵、围压控制仪、数据采集仪、计算机及试样界面剪切机构；所述空气压缩机的压缩空气输出口通过载荷控制仪与试样界面剪切机构相连，空气压缩机作为试样界面剪切机构施加载荷力的动力源，载荷控制仪用于调控载荷力的大小；所述水泵的进水口与水源相连，水泵的出水口通过围压控制仪与试样界面剪切机构相连，水泵作为试样界面剪切机构施加围压的动力源，围压控制仪用于调控围压的大小；所述数据采集仪分别与载荷控制仪和围压控制仪相连，通过数据采集仪对载荷力调控数据和围压调控数据进行记录；所述计算机与数据采集仪相连，通过计算机对数据采集仪记录的数据进行导出和分析；所述空气压缩机和水泵的控制端均与计算机相连，空气压缩机和水泵的启停均由计算机进行控制。
  2. 根据权利要求1所述的一种岩土材料界面剪切试验装置，其特征在于：所述试样界面剪切机构包括加载平衡框架、气缸及压力室；所述气缸竖直固装在加载平衡框架顶部，且气缸的活塞杆朝下设置，气缸的进排气口与载荷控制仪相连；所述压力室固装在加载平衡框架底部，压力室顶部设有可拆卸式封盖，在封盖中心开设有圆孔，所述气缸的活塞杆穿过封盖中心圆孔，并延伸至压力室内部，活塞杆与封盖中心圆孔密封滑动配合；在所述压力室的底板上开设有围压进水孔，围压进水孔与围压控制仪相连；在所述封盖上开设有围压排水孔，围压排水孔处连接有截止阀；在所述气缸的活塞杆与封盖之间安装有位移传感器，通过位移传感器测量活塞杆的下移行程，位移传感器的数据输出端与数据采集仪相连。
  3. 一种岩土材料界面剪切试验方法，采用了权利要求1所述的岩土材料界面剪切试验装置，其特征在于包括如下步骤：
    步骤一：制备岩土材料试样，岩土材料试样分为A试样和B试样，A试样与B试样的材料不同，A试样与B试样的形状相同且均为半圆柱形，将A试样与B试样扣合在一起可形成一个完整圆柱；
    步骤二：准备两个压头，分别作为上压头和下压头，上压头与下压头的形状相同，均采用圆柱形结构，且上压头和下压头与岩土材料试样的直径相等；上压头和下压头的其中一个端面采用阶梯面，且阶梯面的形状为半圆形；
    步骤三：将下压头的阶梯面朝上放置，在阶梯面的缺口处放置一块可压缩垫块，并记为下可压缩垫块，下可压缩垫块可将下压头补缺为一个完整的圆柱；
    步骤四：将呈扣合状态的岩土材料试样对齐放置到下压头上表面；
    步骤五：将上压头的阶梯面朝下对齐放置到岩土材料试样顶端，并在阶梯面的缺口处放置一块可压缩垫块，并记为上可压缩垫块，上可压缩垫块可将上压头补缺为一个完整的圆柱，同时保证上压头和下压头的阶梯面缺口之间相差180°的相位角；
    步骤六：在上压头、岩土材料试样及下压头外部密封包裹一层橡皮膜，且在橡皮膜与上压头和下压头之间利用橡皮筋进行封口，此时构成了试样密封组合体；
    步骤七：将试样密封组合体竖直放入压力室内，然后利用封盖将压力室进行完全密封；
    步骤八：启动空气压缩机，使气缸动作，以控制活塞杆下移，直到活塞杆端部顶靠在上压头的上表面，同时将位移传感器调零；
    步骤九：打开截止阀，使压力室内部与大气相通，然后启动水泵，向压力室内部注水，直到围压排水孔有水流出，说明压力室内部的空气被完全排出，此时停止注水，并关闭截止阀；
    步骤十：再次启动水泵，并通过围压控制仪将围压调整到设定值，然后重新启动空气压缩机，并通过气缸的活塞杆对上压头施加 设定的载荷力，直到完成界面剪切试验。
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