CN201716256U - Soil mass permeability testing device - Google Patents
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- CN201716256U CN201716256U CN2010202574493U CN201020257449U CN201716256U CN 201716256 U CN201716256 U CN 201716256U CN 2010202574493 U CN2010202574493 U CN 2010202574493U CN 201020257449 U CN201020257449 U CN 201020257449U CN 201716256 U CN201716256 U CN 201716256U
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- 239000002689 soil Substances 0.000 title claims abstract description 53
- 238000012360 testing method Methods 0.000 title claims abstract description 33
- 230000035699 permeability Effects 0.000 title claims abstract description 30
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 42
- 239000004575 stone Substances 0.000 claims abstract description 32
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 25
- 229920001971 elastomer Polymers 0.000 claims abstract description 7
- 238000007789 sealing Methods 0.000 claims description 4
- 238000000034 method Methods 0.000 abstract description 12
- 230000001052 transient effect Effects 0.000 abstract description 5
- 239000012528 membrane Substances 0.000 abstract description 2
- 238000007596 consolidation process Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000002360 preparation method Methods 0.000 description 3
- 239000004927 clay Substances 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000012530 fluid Substances 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 239000011800 void material Substances 0.000 description 2
- 239000004566 building material Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 239000011159 matrix material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 230000003204 osmotic effect Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
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- Y02A90/30—Assessment of water resources
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
一种土体渗透性测试装置，包括土工三轴仪，该土体渗透性测试装置还包括压力容腔、加压帽、透水石、上游水管、下游水管、上游压力表、下游压力表和水阀，压力容腔呈圆筒状，测试的土体试样设于压力容腔中部，测试的土体试样外侧套设有橡皮膜，该试样上端设有上透水石，试样下端设有下透水石，上透水石和下透水石位于压力容腔内，上透水石上端设有加压帽，加压帽上端与土工三轴仪的压杆相接触。本土体渗透性测试装置，结构简单，只需对普通土工三轴试验机稍作变动，设置压力容腔、透水石和橡皮膜，可实现用瞬态压力脉冲法来测试部分土体的渗透特性，使用方便，成本低，便于普通用途的土体渗透特性测试。
A soil permeability testing device, including a geotechnical triaxial instrument, the soil permeability testing device also includes a pressure chamber, a pressurized cap, a permeable stone, an upstream water pipe, a downstream water pipe, an upstream pressure gauge, a downstream pressure gauge and a water Valve, the pressure chamber is cylindrical, the soil sample to be tested is set in the middle of the pressure chamber, the outer side of the soil sample to be tested is covered with a rubber film, the upper end of the sample is provided with an upper permeable stone, and the lower end of the sample is provided with a There is a lower permeable stone, the upper permeable stone and the lower permeable stone are located in the pressure chamber, the upper end of the upper permeable stone is provided with a pressure cap, and the upper end of the pressure cap is in contact with the pressure rod of the geotechnical triaxial instrument. The local body permeability test device has a simple structure, and only needs a slight change to the ordinary geotechnical triaxial testing machine, and the pressure chamber, permeable stone and rubber membrane are set up, and the transient pressure pulse method can be used to test the permeability characteristics of part of the soil. It is easy to use, low in cost, and convenient for testing the permeability characteristics of soil for general purposes.
Description
技术领域technical field
本实用新型涉及建筑工程仪器设备，特别涉及建筑材料渗透测试装置，具体是一种土体渗透性测试装置。The utility model relates to construction engineering instruments and equipment, in particular to a building material penetration testing device, in particular to a soil permeability testing device.
背景技术Background technique
土是多空的粒状或片状材料的集合体，土颗粒之间存在大量的空隙，而空隙的分布是很不规则。当土体中存在能量差时，土体空隙中的水就会沿着土骨架之间的空隙通道从能量高的地方向能量低的地方流动，水在这种能量差的作用下在土空隙通道中流动的现象就是渗流，土的这种与渗流相关的性质为土的渗透性。渗流对铁路、水利、矿山、建筑和交通等工程的影响和破坏时多方面的，直接影响到土工建筑物和地基的稳定和安全。土的渗透性质包括渗流量、渗透破坏和渗流防治等，表示土渗透性质的主要参数是渗透系数。测定砂性土和粘性土的渗透系数以提供估算建筑物地基在排干基坑积水所用的排水设备，建造土坝时选用的土料考虑到渗水量以及从渗透系数可以计算固结系数，从而演算建筑物地基在荷重下固结时间等。根据不同的土质，可分别采用不同方法。砂性土可采用卡明斯基管(土样管法)和70型试验仪法(基姆式渗透仪)；粘性土可采用南55型渗透仪和加荷渗透法(渗压试验仪)，渗压试验可在不同固结压力下测定土的渗透系数，并且可以加快试验过程。渗压试验对于低渗透性的土体作用明显，其依据的理论为瞬态压力脉冲法等，瞬态压力脉冲法是通过测量试样两端压力容器的压强变化来获得渗透率，经过二三十年的发展，这种方法已经成为测试低渗透介质渗透特性的重要试验方法。现有的瞬态压力脉冲土体渗透性测试装置其结构较为复杂，成本高。Soil is an aggregate of porous granular or sheet materials, and there are a large number of voids between soil particles, and the distribution of voids is very irregular. When there is an energy difference in the soil, the water in the soil voids will flow from places with high energy to places with low energy along the void channels between the soil skeletons. The phenomenon of flow in the channel is seepage, and the property of soil related to seepage is the permeability of soil. The impact and damage of seepage on railways, water conservancy, mines, construction and transportation projects are multifaceted, directly affecting the stability and safety of geotechnical structures and foundations. The seepage property of soil includes seepage flow rate, seepage damage and seepage control, etc. The main parameter expressing the seepage property of soil is the permeability coefficient. Measure the permeability coefficient of sandy soil and clay soil to provide drainage equipment for estimating the foundation of the building when draining the accumulated water in the foundation pit. The soil material selected when constructing the earth dam takes water seepage into account and the consolidation coefficient can be calculated from the permeability coefficient. In this way, the consolidation time of the building foundation under load can be calculated. Depending on the soil quality, different methods can be used. Sandy soil can use Kaminsky tube (soil sample tube method) and 70-type test instrument method (Kim-type permeameter); clay soil can use Nan 55-type permeameter and loading infiltration method (osmotic pressure tester) , The seepage pressure test can measure the permeability coefficient of the soil under different consolidation pressures, and can speed up the test process. The seepage pressure test has a significant effect on low-permeability soil, and its basis is the transient pressure pulse method. The transient pressure pulse method is to obtain the permeability by measuring the pressure change of the pressure vessel at both ends of the sample. After two or three After ten years of development, this method has become an important test method for testing the permeability characteristics of low permeability media. The existing transient pressure pulse soil permeability testing device has relatively complicated structure and high cost.
发明内容Contents of the invention
本实用新型的目的在于提供一种土体渗透性测试装置，所述的这种土体渗透性测试装置要解决现有技术中土体测试装置结构复杂、成本高的技术问题。The purpose of the utility model is to provide a soil permeability testing device, which solves the technical problems of complex structure and high cost of the soil testing device in the prior art.
本实用新型的目的是通过以下技术方案实现的：包括土工三轴仪，该土体渗透性测试装置还包括压力容腔、加压帽、透水石、上游水管、下游水管、上游压力表、下游压力表和水阀，压力容腔呈圆筒状，测试的土体试样设于压力容腔中部，测试的土体试样外侧套设有橡皮膜，该试样上端设有上透水石，试样下端设有下透水石，上透水石和下透水石位于压力容腔内，上透水石上端设有加压帽，加压帽上端与土工三轴仪的压杆相接触，上游水管穿过加压帽与上透水石上端面接触，下游水管前端与下透水石相接触，与上游水管相连通设有上游压力表，与下游水管相连通设有下游压力表，上游水管上设有水阀。The purpose of this utility model is achieved through the following technical solutions: comprising a geotechnical triaxial instrument, the soil permeability testing device also includes a pressure chamber, a pressurized cap, a permeable stone, an upstream water pipe, a downstream water pipe, an upstream pressure gauge, a downstream Pressure gauge and water valve, the pressure chamber is cylindrical, the soil sample to be tested is set in the middle of the pressure chamber, the outer side of the soil sample to be tested is covered with a rubber film, and the upper end of the sample is provided with an upper permeable stone. The lower end of the sample is provided with a lower permeable stone, the upper permeable stone and the lower permeable stone are located in the pressure chamber, the upper end of the upper permeable stone is provided with a pressure cap, the upper end of the pressure cap is in contact with the pressure rod of the geotechnical triaxial instrument, and the upstream water pipe passes through The pressurizing cap is in contact with the upper surface of the upper permeable stone, the front end of the downstream water pipe is in contact with the lower permeable stone, an upstream pressure gauge is connected with the upstream water pipe, a downstream pressure gauge is connected with the downstream water pipe, and a water valve is provided on the upstream water pipe.
土工三轴仪的法兰盘与其底座之间设有密封圈。A sealing ring is provided between the flange plate of the geotechnical triaxial instrument and its base.
本实用新型和已有技术相比，其效果是积极和明显的。本土体渗透性测试装置，结构简单，只需对普通土工三轴试验机稍作变动，设置压力容腔、透水石和橡皮膜，即可以实现用瞬态压力脉冲法来测试部分土体的渗透特性，使用方便，成本低，便于普通用途的土体渗透特性测试。Compared with the prior art, the utility model has positive and obvious effects. The local body permeability test device has a simple structure. It only needs to make a slight change to the ordinary geotechnical triaxial testing machine, and set up a pressure chamber, a permeable stone and a rubber membrane, and then the transient pressure pulse method can be used to test the permeability characteristics of part of the soil. , easy to use, low cost, and convenient for general-purpose soil permeability testing.
附图说明Description of drawings
图1是本实用新型的结构示意图。Fig. 1 is a structural representation of the utility model.
具体实施方式Detailed ways
下面结合附图通过实施例对本实用新型作进一步详细说明。Below in conjunction with accompanying drawing, the utility model is described in further detail through embodiment.
如图1所示，在本实施例中，包括土工三轴仪1，该土体渗透性测试装置还包括压力容腔2、加压帽3、透水石、上游水管6、下游水管7、上游压力表8、下游压力表9和水阀10，压力容腔2呈圆筒状，测试的土体试样11设于压力容腔2中部，测试的土体试样11外侧套设有橡皮膜，该试样上端设有上透水石4，试样下端设有下透水石5，上透水石4和下透水石5位于压力容腔2内，上透水石上端设有加压帽3，加压帽上端与土工三轴仪的压杆12相接触，上游水管6穿过加压帽3与上透水石4上端面接触，下游水管7前端与下透水石5相接触，与上游水管6相连通设有上游压力表8，与下游水管7相连通设有下游压力表9，上游水管6上设有水阀10。土工三轴仪的法兰盘13与其底座14之间设有密封圈。As shown in Figure 1, in this embodiment, a geotechnical
采用本实用新型测试土体渗透特性的方法，其包括土样试样的制备、饱和、试样的安装、相关参数的测试和渗透系数的计算五个步骤：The method for testing soil permeability characteristics of the utility model comprises five steps of preparation of soil sample, saturation, installation of sample, test of relevant parameters and calculation of permeability coefficient:
(1)土试样的制备：取需要测试的土体，安装在切土器上，沿切土器侧壁将土试样切成适合三轴仪压力室需要的尺寸，一般是Φ39.1×80(mm)和Φ61.8×125(mm)。(1) Preparation of soil samples: Take the soil to be tested, install it on a soil cutter, and cut the soil sample into a size suitable for the pressure chamber of the triaxial instrument along the side wall of the soil cutter, generally Φ39.1×80 (mm) and Φ61.8×125 (mm).
(2)土试样的饱和：将制成的土试样放入饱和器内，然后放入水中进行毛细饱和，根据土样不同确定不同的饱和时间。(2) Saturation of the soil sample: Put the prepared soil sample into the saturator, then put it into water for capillary saturation, and determine different saturation times according to the different soil samples.
(3)土试样的安装：取已经饱和的试样，用承膜筒把橡皮膜套在试样外，把试样安装在相应尺寸的压力室内，试样上下装上合适尺寸的透水石，上部安装和反压水管相连的加压帽。把压力室装在三轴仪上，下部放置好密封圈密封止水，保证法兰盘底部和底座连接紧密。上部压杆和加压帽紧密接触。(3) Installation of the soil sample: Take the saturated sample, put the rubber film on the outside of the sample with a film-supporting tube, install the sample in a pressure chamber of the corresponding size, and install permeable stones of appropriate size on the top and bottom of the sample , the upper part is installed with a pressurizing cap connected to the back pressure water pipe. Install the pressure chamber on the triaxial instrument, place the sealing ring on the lower part to seal the water, and ensure the tight connection between the bottom of the flange and the base. The upper pressing rod is in close contact with the pressurizing cap.
(4)相关参数的测试：在渗透试样进行前，先通过相关技术手册查得试验的水的粘滞系数、流体的压缩系数、矿物基质的压缩系数，试验测试试样的孔隙度和有效压缩系数。试验过程应测试的参数包括：试样的截面积和长度，上下游压力随时间变化的曲线。试样的截面积和长度在制样时就已经确定，试样前用游标卡尺测量其长度和直径就可确定。试验时先用反压提供一压力作为上游压力，用测试孔隙水压力的传感器测试稳定后的压力作为下游压力；然后提高反压压力，到预定压力后关闭反压注水阀，观测记录上游压力(反压压力表)和下游压力(孔隙水压力传感器)随时间的变化关系。(4) Test of relevant parameters: Before the infiltration sample is carried out, the viscosity coefficient of the water, the compressibility coefficient of the fluid, the compressibility coefficient of the mineral matrix, the porosity and effective compression factor. The parameters to be tested during the test include: the cross-sectional area and length of the sample, and the curve of the upstream and downstream pressure changing with time. The cross-sectional area and length of the sample have been determined during sample preparation, and can be determined by measuring the length and diameter with a vernier caliper before the sample. During the test, first use the back pressure to provide a pressure as the upstream pressure, and use the sensor to test the pore water pressure to test the stabilized pressure as the downstream pressure; then increase the back pressure, close the back pressure water injection valve after reaching the predetermined pressure, and observe and record the upstream pressure ( back pressure gauge) and downstream pressure (pore water pressure sensor) as a function of time.
(5)渗透系数的计算：已知材料和流体的性质常数，根据试样上、下游压力随着时间变化的实测结果：(5) Calculation of the permeability coefficient: The property constants of the known materials and fluids are based on the actual measurement results of the upstream and downstream pressure of the sample changing with time:
P(0，t)＝Pd(t) t≥0P(0,t)=P d (t) t≥0
P(l，t)＝Pu(t) t≥0P(l,t)=P u (t) t≥0
由下式反算出渗透系数The permeability coefficient is back calculated from the following formula
上式中：P为试样内地空隙压力；Pd为试样下游的压力；Pu为试样上游的压力；x为距下游端面的距离；t为时间；l为试样的长度；k为渗透系数；μ为水的粘滞系数；Ss为比贮留率。In the above formula: P is the void pressure in the sample; P d is the pressure downstream of the sample; Pu is the pressure upstream of the sample; x is the distance from the downstream end face; t is time; l is the length of the sample; k is the permeability coefficient; μ is the viscosity coefficient of water; S s is the specific retention rate.
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| CN102735800A (en) * | 2012-06-27 | 2012-10-17 | 兰州大学 | Measurement apparatus for swelling force change of buffer backfill material along with water absorption change, and measurement method thereof |
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| CN104020092A (en) * | 2013-03-01 | 2014-09-03 | 中国地质科学院水文地质环境地质研究所 | Consolidation pore water pressure combined test device and method |
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| CN104020092A (en) * | 2013-03-01 | 2014-09-03 | 中国地质科学院水文地质环境地质研究所 | Consolidation pore water pressure combined test device and method |
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| CN104535470A (en) * | 2014-12-12 | 2015-04-22 | 上海交通大学 | Penetration and corrosion triaxial testing apparatus for gravel soil and testing method thereof |
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