WO2019052553A1 - 一种岩土地质体钻孔变形测试装置及其测试方法 - Google Patents

一种岩土地质体钻孔变形测试装置及其测试方法 Download PDF

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WO2019052553A1
WO2019052553A1 PCT/CN2018/105868 CN2018105868W WO2019052553A1 WO 2019052553 A1 WO2019052553 A1 WO 2019052553A1 CN 2018105868 W CN2018105868 W CN 2018105868W WO 2019052553 A1 WO2019052553 A1 WO 2019052553A1
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deformation
cantilever beam
strain
drilling
elastic rod
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PCT/CN2018/105868
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English (en)
French (fr)
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赵同彬
邢明录
黄彬
房凯
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山东科技大学
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Publication of WO2019052553A1 publication Critical patent/WO2019052553A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B47/00—Survey of boreholes or wells

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  • the invention relates to the technical field of geotechnical engineering testing, in particular to a rock land mass body drilling deformation testing device and a testing method thereof, and the device is suitable for monitoring deformation processes of various geological drilling holes.
  • high-sensitivity drilling deformation meter (patent number: CN203719798U), "three-way double-ring drilling deformation meter” (patent number: CU203310554U) as an improved device of 36-2 type borehole deformation gauge, applied
  • the in-situ stress measurement of the hole stress relief method uses steel ring or steel sheet to attach the strain gauge as the sensing element, which is only suitable for measuring the elastic deformation of the borehole during the measurement of the ground stress, and cannot realize the large wall of the drilled hole. The deformation and even the collapse process are monitored.
  • a device and method for simulating test hole deformation uses the corresponding relationship between borehole deformation and relative pressure obtained by laboratory similar simulation to indirectly reflect the amount of borehole deformation, but the device is in the working process.
  • the hydraulic system consisting of the capsule pressure sensor and the pipeline is closed and limited by the compressibility of the liquid.
  • a high reaction force is applied to the inner wall of the borehole, thereby changing the borehole.
  • the deformation law under natural conditions, the obtained deformation data will deviate from the actual situation.
  • the borehole section of brittle hard rock such as granite does not change much. After long-term deformation, the borehole section is still approximately circular.
  • the deformation of this type of borehole is easy to measure by traditional methods.
  • the deformation of most weak and large deformation boreholes must have directionality, and the shape of the drilled section after deformation may be approximated as an ellipse. Or a more complex shape with differences in the length of the borehole.
  • the object of the present invention is to provide a rock land mass drilling deformation test device, which has good adaptability to borehole depth and depth, and can perform multi-section and multi-point synchronous measurement, and the sensing element is in direct contact with the borehole wall. It has good elasticity and does not affect the natural deformation of the hole wall.
  • the measurement data has high precision and good stability, and is suitable for long-term monitoring of the deformation process of various types of geological body drilling.
  • a rock land mass drilling deformation testing device referred to as a drilling deformation testing device, characterized in that it comprises a regular polygonal column base, and a mounting groove is formed on each side of the base, and is fixed by a mounting groove
  • Cantilever beam type elastic rod a strain gauge is attached to each of the upper and lower surfaces of each cantilever beam type elastic rod to form a single cantilever beam displacement measuring instrument, the cantilever beam type elastic rod is its sensing element, and the strain gauge is its sensing element.
  • each cantilever beam type elastic rod An outwardly diverging set screw is mounted on the top end of each cantilever beam type elastic rod, and the positioning screw acts as a contact in close contact with the hole wall, receives the aperture deformation signal, and transmits it to the sensing element, so that the plurality of cantilever beam displacement measurement
  • the gauges are sequentially fixed on a base and evenly distributed along the susceptor to form a ring structure having a plurality of contacts, each of which is relatively independent.
  • the above regular polygon is preferably a regular polygon having a side number of not less than 2n, where n ⁇ 2.
  • the material of the cantilever type elastic rod is 65Mn spring steel, and has a thickness of about 2 mm and a width of 4 mm.
  • a U-shaped wide groove is opened at the upper end of the elastic rod near the base, and the depth is 1.5 mm.
  • a strain gauge is attached to the groove, and a strain gauge is attached to the lower surface of the corresponding position.
  • the cantilever beam type elastic rod has the smallest cross-sectional dimension and the largest bending strain, which improves the deformation measurement accuracy.
  • the base is made of high-strength steel, such as 45# steel, and the side-opening mounting groove has the same depth and width as the thickness and width of the cantilever-type elastic rod.
  • the cantilever beam type elastic rod is fixed on the base by two fastening screws.
  • the testing method of the rock mass deformation drilling test device of the invention is:
  • Step 1 Set the position and number of measuring points according to the depth of the drilling hole, and prepare and prepare a corresponding number of drilling deformation testing devices according to the number of measuring points;
  • the second step parameter calibration of all cantilever beam displacement measuring instruments, thereby calibrating the conversion coefficient K between the deformation amount of each cantilever beam displacement measuring instrument and the measured strain;
  • the third step all the drilling deformation test devices are connected in series through the connecting rod.
  • Step 4 The entire series structure is packaged with an outer wrap.
  • the wires of all strain gauges are attached to the body of the borehole deformation test device.
  • Step 5 Install the borehole deformation test device after series packaging into the borehole.
  • the positioning screw is required to be at the measuring point, and ensure that the center of the borehole deformation test device after the series package coincides with the center of the borehole.
  • Step 6 Connect all the wires to the respective interfaces of the external strain collectors, and then connect the strain collector to the computer, and perform static and dynamic monitoring of the drilling deformation through the strain collector and the computer;
  • the seventh step data export and post-processing, obtain the deformation amount of each measuring point, and use the software (MATLAB, etc.) to fit the shape of the deformed drilling hole.
  • the two strain gauges on the cantilever beam type elastic rod are connected to the strain collector according to the half-bridge measurement circuit of the strain electrical measurement method, and the strain collector is connected to the computer through software, and the strain is strained.
  • a wireless strain collector is preferred.
  • the series method described in the third step is: the center of the base is opened with a threaded hole acting in series, in the threaded hole Through a screw, a screw is screwed between the screws of the adjacent drilling deformation testing device, so that all the drilling deformation testing devices are connected in series through the screw and the connecting rod.
  • the connecting rod can be made of lightweight aluminum alloy material and can be customized in various specifications.
  • the spacing between the individual borehole deformation test devices is determined by the linkage.
  • the cross-sectional shape of the connecting rod is the same as the cross-sectional shape of the base, and the semi-circular wiring grooves are opened on each side of the connecting rod.
  • the device realizes multi-point synchronous measurement on the same section, fully considers the directionality of the drilling deformation, is suitable for various geological drilling, and obtains the deformation amount of the drilling hole wall in different orientations.
  • the shape after the deformation of the borehole; the amount of borehole deformation of various apertures is obtained by adjusting the length of the extension of the set screw.
  • the device can directly measure the deformation of the borehole wall, eliminates the obstruction and influence of the measuring device itself on the borehole deformation, and simply and conveniently obtains the deformation law of the borehole under natural conditions.
  • the device has a simple structure and is convenient for series measurement. If the drilling is long, affected by the cutting of the ground layer and the structural surface, the deformation of the drilling along the length direction is different. It is necessary to connect the drilling deformation measuring instrument in series to measure the deformation characteristics of the plurality of drilling sections at one time.
  • FIG. 1 is a perspective structural view of an embodiment of the present invention, in which a base of a regular hexagonal cylinder is taken as an example.
  • FIG. 2 is a series configuration diagram of a special device for testing a borehole deformation of a geological body according to Embodiment 1 of the present invention
  • Figure 3 is a technical roadmap of the test method of the present invention.
  • Figure 4 is a left side view of the first embodiment
  • Figure 5 is a structural view of the embodiment of the cantilever beam type elastic rod of Figure 1;
  • FIG. 6 is a structural view of an embodiment of a connecting rod used in series connection of a special device for testing a borehole deformation of a geological body according to the present invention
  • Figure 7 is a perspective structural view of the base of Figure 1;
  • Figure 8 is a schematic view showing the measurement of borehole deformation by using a special device for testing the deformation of a geological body
  • Figure 9a is the original shape of the borehole
  • Figure 9b is the shape of the bore after deformation.
  • the rock land mass drilling deformation test apparatus embodiment of the present invention comprises a regular hexagonal column base 215 (see FIG. 7), and a mounting groove is formed on each side of the base 215.
  • the mounting groove and the fastening screw 214 are fixed with a cantilever beam type elastic rod 212, and a strain gauge 213 is attached to each of the upper and lower surfaces of each cantilever beam type elastic rod 212 to form a single cantilever beam type displacement measuring instrument, and the cantilever beam type elastic rod 212 is its sensing element, the strain gauge 213 is its sensing element; there is a threaded hole at the top end of the cantilever beam type elastic rod 212, and an outwardly diverging set screw 211 is installed in the threaded hole, and the positioning screw 211 is used as a contact and is adjusted
  • the positioning screw 211 can adapt to the drilling of different sizes, ensure that the contact is in close contact with the hole wall, receives the aperture deformation signal, and transmits it to the sensing element, so that the six
  • the seat 215 is evenly distributed to form a ring structure with six contacts.
  • Each cantilever beam displacement measuring instrument is relatively independent, and the angle between the two cantilever beam displacement measuring instruments is 60°.
  • the data is obtained by the strain collector 3 To achieve multi-point simultaneous measurement.
  • the material of the cantilever type elastic rod 212 is 65Mn spring steel, and has a thickness of about 2 mm and a width of 4 mm.
  • a U-shaped wide groove is opened at one end of the upper surface of the cantilever beam type elastic rod 212 near the base 215, and the depth is 1.5 mm.
  • the first strain gauge 213a is pasted in the groove, and the second surface of the corresponding position is pasted. Strain gauge 213b.
  • the cantilever-type elastic rod 212 has the smallest cross-sectional dimension and the largest bending strain, which improves the deformation measurement accuracy.
  • the base 215 is made of high-strength steel, such as 45# steel, and the side grooves have the same depth and width as the thickness and width of the cantilever-type elastic rod.
  • each displacement meter is independent of each other, ensuring independence between measurement data.
  • Step 1 Set the position and number of measuring points according to the depth of the drilling hole 1, and prepare and prepare a corresponding number of drilling deformation testing devices according to the number of measuring points, and FIG. 2 shows n drilling deformation testing devices;
  • each cantilever-type elastic rod 212 is symmetrically mounted.
  • the six positioning screws are a first positioning screw 211a, a second positioning screw 211b, a third positioning screw 211c, a fourth positioning screw 211d, a fifth positioning screw 211e, and a sixth positioning screw 211f, and then the cantilever is formed by a thermoplastic tube.
  • the portion of the beam type elastic rod 212 to which the strain gauge 213 is attached is wrapped. After the waterproof and moisture proof, the cantilever beam type elastic rod 212 is fixed to the base 215 by the fastening screw 214, and the positioning screw 211 is adjusted to ensure the contact energy and the hole wall. Close contact;
  • the second step parameter calibration of all cantilever beam displacement measuring instruments, thereby calibrating the conversion coefficient K between the deformation amount of each cantilever beam displacement measuring instrument and the measured strain;
  • the third step all the drilling deformation test devices are connected in series through the connecting rod 7, and the length of the connecting rod 7 ensures that each contact is just located at the measuring point during the test.
  • the series method is shown in Fig. 2: the center of the base 215 is provided with a threaded hole which acts in series, and a screw 8 is passed through the threaded hole, and a connecting rod 7 is screwed between the screws 8 of the adjacent drilling deformation test device.
  • all the drilling deformation testing devices are connected in series by the screw 8 and the connecting rod 7 into a series structure as shown in FIG. 2, including n drilling deformation testing devices, which are the first to nth drilling deformation tests respectively. Devices 21, 22...2n.
  • This series method ensures that when the hole is collapsed at a certain position, the components before the hole collapse can also be taken out one by one.
  • the end face of the connecting rod 7 is also a regular hexagon, like the base, and semi-circular wiring grooves are formed on the six sides of the connecting rod 7, and the strain on each of the cantilever beam elastic rods 212 213 against the base
  • the fourth step the whole series structure is packaged by the outer wrap 6 , and when the package is mounted, the body of the wire base of the strain gauge 213 on all the cantilever elastic rods 212 is introduced into the corresponding wiring groove on the connecting rod and the wire is used. Glue fixation
  • Step 5 Install the borehole deformation testing device 2 after serial packaging into the drill hole 1 (see Fig. 8).
  • the positioning screw 211 is required to be at the measuring point, and the drilling deformation testing device after the series packaging is ensured.
  • the center of 2 coincides with the center of the borehole 1;
  • Step 6 Connect all the wires to the interface of the external strain collector 3, and the strain collector 3 is connected to the computer 4, and perform static and dynamic monitoring of the drilling deformation through the strain collector 3 and the computer 4;
  • the seventh step data derivation and post-processing, the deformation amount of each measuring point is obtained, and the shape of the deformed drilling hole is fitted by the drilling deformation processing module 5.
  • the first strain gauge 213a and the second strain gauge 213b on the cantilever beam type elastic rod 212 are connected to the strain collector 3 according to the half bridge measuring circuit of the strain electrical measurement method, and the strain is applied.
  • a wireless strain collector is preferred.
  • the series method described in the third step is: the center of the base 215 is provided with a threaded hole acting in series, in the thread A hole 8 is passed through the hole, and a connecting rod 7 is screwed between adjacent screws, so that all the drilling deformation test devices are connected in series by the screw 8 and the connecting rod 7.
  • the connecting rod 7 can be made of a lightweight aluminum alloy material and can be customized in various specifications. The spacing between the respective borehole deformation test devices is determined by the connecting rod 7.
  • a wireless strain collector 3 is preferred.
  • the K value of a drilling deformation test device 21 is calibrated using a digital display micrometer (accuracy 0.001 mm), and then a drilling test piece is loaded and tested on the testing machine, and each measuring point is The deformation amount is shown in the attached table 1.
  • the shape of the drilled hole after fitting the deformation using the software MATLAB is as shown in Fig. 9b, and the original shape of the drilled hole is shown in Fig. 9a.
  • the shape of the drilled hole shown in Fig. 9a and Fig. 9b is compared. The deformation of the hole proves the feasibility of the invention.
  • Measuring point K Deformation Measuring point original coordinate Current point of measurement 90° 0.742 -1.203 0,3 0,1.979 150° 0.786 0.360 -2.598, 1.5 -2.910, 1.680 210° 0.661 0.423 -2.598,-1.5 -2.964,-1.712 270° 0.781 -1.289 0,-3 0,-1.711 330° 0.767 0.274 2.598,-1.5 2.835,-1.637 30° 0.760 0.395 2.598, 1.5 2.940, 1.698

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Abstract

一种岩土地质体钻孔变形测试装置及其测试方法，所述的装置包括一个正多边形柱状基座（215），在基座（215）的每个侧面上开有安装槽，通过安装槽固定有悬臂梁式弹性杆（212），在每个悬臂梁式弹性杆（212）的上下两表面各贴一枚应变计（213）形成单个悬臂梁式位移测量计；在每个悬臂梁式弹性杆的顶端安装有向外发散的定位螺丝（211），定位螺丝（211）作为触点与孔壁紧密接触，接受孔径变形信号，并传递给感应元件。实现了在同一截面上进行多点同步测量，充分考虑了钻孔变形的方向性，适用于各类地质钻孔，通过测试钻孔孔壁在不同方位上的变形量，获得钻孔变形后的形状；通过调节定位螺丝外伸的长度，获取各种孔径的钻孔变形量。

Description

一种岩土地质体钻孔变形测试装置及其测试方法 技术领域
本发明涉及岩土工程测试技术领域，尤其涉及一种岩土地质体钻孔变形测试装置及其测试方法，且该装置适用于监测各类地质钻孔的变形过程。
背景技术
在采矿、地下空间、隧道等岩土工程施工中，由于支护、卸压、勘探及工程技术特殊需要的目的，通常需要在岩壁上进行钻孔，钻孔直径、长度及分布情况各式各样。钻孔形成后，受地质构造及继续施工的影响，钻孔将会发生变形，甚至导致整个孔壁破坏、坍塌。钻孔变形量及其随时间的变化关系属于钻孔稳定问题研究的一个方面，可做为岩体工程设计与建造的重要参考依据。
经检索查询，“高灵敏度钻孔变形计”(专利号：CN203719798U)、“三分向双环钻孔变形计”(专利号：CU203310554U)作为36-2型钻孔变形计的改进装置，应用于套孔应力解除法的地应力测量，它们利用钢环或钢片粘贴应变计作为传感元件，仅适用于地应力测量时对钻孔的弹性变形进行测量，无法实现对钻孔孔壁的大变形甚至塌孔过程进行监测。“一种模拟测试钻孔变形的装置及方法”(专利号：CN104535422N)利用实验室相似模拟获取的钻孔变形量与相对压力的对应关系，间接反映钻孔变形量，但该装置在工作过程中，胶囊压力感应器及管路组成的液压系统是封闭的，受液体可压缩性的限制，当胶囊内液体压力过高时，将对钻孔内壁施加较高反作用力，进而改变钻孔在自然条件下的变形规律，获取的变形量数据将偏离实际情况。“煤岩层卸压钻孔变形监测装置及方法”(专利号：CN204899903U)利用注水轴向弹性较好的变形感应枕内注水，通过调小溢流阀整定压力，避免了对钻孔内壁施加较高反作用力，保证变形感应枕 出水量与卸压钻孔变形量的精确对应关系，但它通过流量计示数，忽略了外界环境对水体积的影响，由几何关系换算出钻孔整体变形量，继而无法得到钻孔变形的在不同方向上的差异性。
结合工程实际情况可知，类似花岗岩等脆性坚硬岩石的钻孔截面变化不大，长期变形后钻孔截面仍近似为圆形，该类钻孔的变形量利用传统方法易于测量。但是由于地质构造的复杂性，考虑到地应力、岩性、流变、或爆破冲击的影响，大部分软弱大变形钻孔的变形必然具有方向性，变形后的钻孔截面形状可能近似为椭圆或更为复杂的形状，且在钻孔长度方向上具有差异性。因此，如何突破将钻孔变形视作孔的整体等径收缩这一局限，一次性精确地测出钻孔多个特定方向上的变形量，借此确定变形后钻孔截面形状至关重要。精确地获取钻孔多截面、各方向上的变形量对岩体工程支护、钻孔卸压、地应力测量等理论及施工安全具有重要意义。
发明内容
本发明的目的在于提出一种岩土地质体钻孔变形测试装置，该装置对钻孔孔径及深度适应性好，能够进行多截面、多点同步测量，传感元件与钻孔孔壁直接接触，弹性好，不影响孔壁的自然变形，测量数据精度高，稳定性好，适用于长期监测各类地质体钻孔的变形过程。
为达此目的，本发明采用以下技术方案：
一种岩土地质体钻孔变形测试装置，简称钻孔变形测试装置，其特征在于，它包括一个正多边形柱状基座，在基座的每个侧面上开有安装槽，通过安装槽固定有悬臂梁式弹性杆，在每个悬臂梁式弹性杆的上下两表面各贴一枚应变计形成单个悬臂梁式位移测量计，悬臂梁式弹性杆为其传感元件，应变计为其感 应元件；在每个悬臂梁式弹性杆的顶端安装有向外发散的定位螺丝，定位螺丝作为触点与孔壁紧密接触，接受孔径变形信号，并传递给感应元件，这样多个悬臂梁式位移测量计依次固定在一个基座上面沿基座环向均匀分布组成一个具有多个触点的环形结构，每一个悬臂梁式位移测量计都是相对独立的。
为了对称测量便于分析数据，上述正多边形优选边数不小于2n的正多边形，其中n≧2。
为了保证弹性杆的柔韧性，所述悬臂梁式弹性杆的材料为65Mn弹簧钢，厚度约2mm，宽度4mm。
为了提高变形测量精度，在弹性杆上表面靠近基座的一端开一个U型宽槽，深度为1.5mm，槽内粘贴一枚应变计，对应位置下表面粘贴一枚应变计。在该部位，悬臂梁式弹性杆的截面尺寸最小，弯曲应变最大，提高了变形测量精度。
优选地，基座由高强度钢材制成，如45#钢，侧面开的安装槽的深度与宽度与悬臂梁式弹性杆的厚度与宽度相同。
进一步说明，所述悬臂梁式弹性杆通过两枚紧固螺丝固定在基座上。
本发明岩土地质体钻孔变形测试装置的测试方法是：
第一步：根据钻孔的深度设置测点的位置和数目，根据测点数目制作、准备相应数目的钻孔变形测试装置；
制作时，在悬臂梁式弹性杆上粘贴专用应变计、焊接导线、涂抹防护胶，定位螺丝，然后用热塑管将悬臂梁式弹性杆上粘贴应变计的部分包裹起来，防水防潮后，再将悬臂梁式弹性杆用紧固螺丝固定到基座上，调节定位螺丝保证起触头作用的定位螺丝能与孔壁紧密接触；
第二步：对所有悬臂梁式位移测量计进行参数标定，从而标定出各个悬臂梁式位移测量计钻孔变形量与测出的应变之间的换算系数K；
第三步：将所有钻孔变形测试装置通过连杆串联成一体，
第四步：将整个串联结构用外包软套进行封装，封装时，将所有应变计的导线贴着钻孔变形测试装置的表体引出
第五步：将串联封装后的钻孔变形测试装置安装到钻孔中，安装时，要求定位螺丝刚好处于测点，并保证串联封装后的钻孔变形测试装置的中心与钻孔的中心重合；
第六步：将所有导线连接到孔外应变采集器各自的接口上，应变采集器再与计算机相连，通过应变采集器和计算机进行钻孔变形静态及动态监测；
第七步：数据导出及后处理，得到各测点变形量，利用软件(MATLAB等)拟合出变形后钻孔的形状。
为了便于直观测取钻孔变形量，将悬臂梁式弹性杆上的两枚应变计按应变电测法的半桥测量电路接入应变采集器，应变采集器通过软件与计算机相连，则应变采集器所测悬臂梁式弹性杆的应变ε d与定位螺丝触头所感受到的钻孔变形Δd成正比，即Δd＝Kε d；
为方便数据采集，优选无线应变采集器。
为了确保钻孔在某一位置发生塌孔时，则塌孔之前的元件也能够逐段取出，第三步所述的串联方法是：基座中心开有起串联作用的螺纹孔，在螺纹孔中穿过一根螺杆，相邻钻孔变形测试装置的螺杆之间再旋上一根连杆，这样通过螺杆和连杆将所有的钻孔变形测试装置串联成一体。
进一步说明，连杆可用轻质铝合金材料制作，定制多种规格长度。由连杆确定各钻孔变形测试装置之间的间距。
为了方便布线，所述的连杆的截面形状为与基座的截面形状一样，连杆各侧面开半圆布线槽，
本发明的有益效果：
其一，该装置实现了在同一截面上进行多点同步测量，充分考虑了钻孔变形的方向性，适用于各类地质钻孔，通过测试钻孔孔壁在不同方位上的变形量，获得钻孔变形后的形状；通过调节定位螺丝外伸的长度，获取各种孔径的钻孔变形量。
其二，该装置能够对钻孔孔壁变形量进行直接测量，消除了测量装置本身对钻孔变形的阻碍、影响，简单方便地得到钻孔在自然条件下的变形规律。
其三，该装置结构简单，便于串联测量。如钻孔较长，受地层和结构面切割的影响，钻孔沿长度方向上的变形具有差异性，需要将钻孔变形测量仪串联起来，一次性测出多个钻孔截面的变形特征。
附图说明
图1是本发明实施例的立体结构图，图中以正六方柱体的基座为例
图2是本发明实施例1测试地质体钻孔变形的专用装置的串联构造图；
图3是本发明测试方法的技术路线图；
图4是实施例一的左视图；
图5是图1中悬臂梁式弹性杆实施例的结构图；
图6是本发明一种测试地质体钻孔变形的专用装置串联所用连杆实施例的结构图；
图7是图1基座的立体结构图；
图8是利用本发明一种测试地质体钻孔变形的专用装置测量钻孔变形示意图；
图9a是钻孔的原始形状；
图9b是变形后钻孔的形状。
图中：1-钻孔，2-串联封装后的钻孔变形测试装置，21(22……2n)-第一至第n个钻孔变形测试装置，211-定位螺丝，211a-第一定位螺丝，211b-第二定位螺丝，211c-第三定位螺丝，211d-第四定位螺丝，211e-第五定位螺丝，211f-第六定位螺丝，212-悬臂梁式弹性杆，213-应变计，213a-第一应变计，213b-第二应变计，214-紧固螺丝，215-基座，3-应变采集器，4-计算机，5-钻孔变形后处理模块，6-软套，7-连杆，8-螺杆。
具体实施方式
下面结合附图并通过具体实施例来进一步说明本发明的技术方案。
如图1所示，本发明的岩土地质体钻孔变形测试装置实施例，包括一个正六方柱状基座215(见图7)，在基座215的每个侧面上开有安装槽，通过安装槽和紧固螺丝214固定有悬臂梁式弹性杆212，在每个悬臂梁式弹性杆212的上下两表面各贴一枚应变计213形成单个悬臂梁式位移测量计，悬臂梁式弹性杆212为其传感元件，应变计213为其感应元件；在悬臂梁式弹性杆212的顶端有螺纹孔，螺纹孔中安装有向外发散的定位螺丝211，定位螺丝211作为触头，通过调节定位螺丝211可以适应不同尺寸的钻孔，保证触头与孔壁紧密接触，接受孔径变形信号，并传递给感应元件，这样六个悬臂梁式位移测量计依次固定在一个基座215上面沿基座215环向均匀分布组成一个具有六个触点的环形结 构，每一个悬臂梁式位移测量计都是相对独立的，两两悬臂梁式位移测量计之间的夹角为60°，可以测量钻孔一个方位上(30°、90°、150°、210°、270°、330°)的变形量，也就是钻孔孔壁的径向位移量，该数据通过应变采集器3获取，实现多点同步测量。
上述悬臂梁式弹性杆212的材料为65Mn弹簧钢，厚度约2mm，宽度4mm。
从图5可以看出：在悬臂梁式弹性杆212上表面靠近基座215的一端开一个U型宽槽，深度为1.5mm，槽内粘贴第一应变计213a，对应位置下表面粘贴第二应变计213b。在该部位，悬臂梁式弹性杆212的截面尺寸最小，弯曲应变最大，提高了变形测量精度。
实施例中，基座215由高强度钢材制成，如45#钢，侧面开槽的深度与宽度与悬臂梁式弹性杆的厚度与宽度相同。同一基座215上，各位移测量计两两独立，保证了测量数据间的独立性。
本发明岩土地质体钻孔变形测试装置的测试方法见图3，具体步骤是：
第一步：根据钻孔1的深度设置测点的位置和数目，根据测点数目制作、准备相应数目的钻孔变形测试装置，图2中示出了n个钻孔变形测试装置；
制作时，在悬臂梁式弹性杆212上粘贴专用应变计213、焊接导线、涂抹防护胶，安装定位螺丝211作为作为触头，从图4可以看出，每个悬臂梁式弹性杆212对称安装六个定位螺丝，分别是第一定位螺丝211a、第二定位螺丝211b、第三定位螺丝211c、第四定位螺丝211d、第五定位螺丝211e和第六定位螺丝211f，然后用热塑管将悬臂梁式弹性杆212上粘贴应变计213的部分包裹起来，防水防潮后，再将悬臂梁式弹性杆212用紧固螺丝214固定到基座215上，调节定位螺丝211保证触头能与孔壁紧密接触；
第二步：对所有悬臂梁式位移测量计进行参数标定，从而标定出各个悬臂梁式位移测量计钻孔变形量与测出的应变之间的换算系数K；
第三步：将所有钻孔变形测试装置通过连杆7串联成一体，连杆7的长度保证测试时各个触点刚好位于测点上。串联方法见图2：基座215中心开有起串联作用的螺纹孔，在螺纹孔中穿过一根螺杆8，相邻钻孔变形测试装置的螺杆8之间再旋上一根连杆7，这样通过螺杆8和连杆7将所有的钻孔变形测试装置串联成一体如图2所示的串联结构，包括n个钻孔变形测试装置，分别是第一至第n个钻孔变形测试装置21，22......2n。这种串联方法能确保钻孔在某一位置发生塌孔时，则塌孔之前的元件也能够逐段取出。
从图6可以看出，连杆7的端面和基座一样，也是一个正六边形，在连杆7的六个侧面上均开有半圆布线槽，每个悬臂梁式弹性杆212上的应变计213贴着基座
第四步：将整个串联结构用外包软套6进行封装，封装时，将所有悬臂梁式弹性杆212上的应变计213的导线基座的表体引入连杆上对应的布线槽内并用导线胶固定
第五步：将串联封装后的钻孔变形测试装置2安装到钻孔1中(见图8)，安装时，要求定位螺丝211刚好处于测点，并保证串联封装后的钻孔变形测试装置2的中心与钻孔1的中心重合；
第六步：将所有导线连接到孔外应变采集器3的接口上，应变采集器3再与计算机4相连，通过应变采集器3和计算机4进行钻孔变形静态及动态监测；
第七步：数据导出及后处理，得到各测点变形量，利用钻孔变形后处理模块5拟合出变形后钻孔的形状。
为了便于直观测取钻孔1变形量，将悬臂梁式弹性杆212上的第一应变计213a和第二应变计213b按应变电测法的半桥测量电路接入应变采集器3，应变采集器3通过软件与计算机4相连，则应变采集器3所测悬臂梁式弹性杆212的应变ε d与定位螺丝211触头所感受到的钻孔变形Δd成正比，即Δd＝Kε d；
为方便数据采集，优选无线应变采集器。
为了确保钻孔在某一位置发生塌孔时，则塌孔之前的元件也能够逐段取出，第三步所述的串联方法是：基座215中心开有起串联作用的螺纹孔，在螺纹孔中穿过一根螺杆8，相邻螺杆之间再旋上一根连杆7，这样通过螺杆8和连杆7将所有的钻孔变形测试装置串联成一体。
进一步说明，连杆7可用轻质铝合金材料制作，定制多种规格长度。由连杆7确定各钻孔变形测试装置之间的间距。
进一步说明，为方便数据采集，优选无线应变采集器3。
在上述实施例中，采用数显螺旋测微仪(精度0.001mm)对一钻孔变形测试装置21的K值进行标定，然后在试验机上对某钻孔试件进行加载测试，各测点的变形量见附表1，利用软件MATLAB拟合出变形后钻孔的形状为图9b，与钻孔的原形状图见9a，比较图9a和图9b所示的钻孔形状，可以看出钻孔的变形，从而证明本发明的可行性。
以上结合具体实施例描述了本发明的技术原理。这些描述只是为了解释本发明的原理，而不能以任何方式解释为对本发明保护范围的限制。基于此处的解释，本领域的技术人员不需要付出创造性的劳动即可联想到本发明的其它具体实施方式，这些方式都将落入本发明的保护范围之内。
附表1 钻孔变形测试装置实施例相关数据(mm)
测点 K 变形量 测点原坐标 测点现坐标
90° 0.742 -1.203 0，3 0，1.979
150° 0.786 0.360 -2.598，1.5 -2.910，1.680
210° 0.661 0.423 -2.598，-1.5 -2.964，-1.712
270° 0.781 -1.289 0，-3 0，-1.711
330° 0.767 0.274 2.598，-1.5 2.835，-1.637
30° 0.760 0.395 2.598，1.5 2.940，1.698

Claims (8)

  1. 一种岩土地质体钻孔变形测试装置，简称钻孔变形测试装置，其特征在于，它包括一个正多边形柱状基座，在基座的每个侧面上开有安装槽，通过安装槽固定有悬臂梁式弹性杆，在每个悬臂梁式弹性杆的上下两表面各贴一枚应变计形成单个悬臂梁式位移测量计，悬臂梁式弹性杆为其传感元件，应变计为其感应元件；在每个悬臂梁式弹性杆的顶端安装有向外发散的定位螺丝，定位螺丝作为触点与孔壁紧密接触，接受孔径变形信号，并传递给感应元件，这样多个悬臂梁式位移测量计依次固定在一个基座上面沿基座环向均匀分布组成一个具有多个触点的环形结构，每一个悬臂梁式位移测量计都是相对独立的。
  2. 如权利要求1所述的岩土地质体钻孔变形测试装置，其特征在于，所述的正多边形指的是边数不小于2n的正多边形，其中n≧2。
  3. 如权利要求1所述的岩土地质体钻孔变形测试装置，其特征在于，在所述的悬臂梁式弹性杆上表面靠近基座的一端开一个U型宽槽，槽内粘贴一枚应变片，对应位置下表面粘贴一枚应变片。
  4. 如权利要求1所述的岩土地质体钻孔变形测试装置，其特征在于，基座侧面安装槽的深度与宽度与悬臂梁式弹性杆的厚度与宽度相同。
  5. 一种如权利要求1-4任一所述的岩土地质体钻孔变形测试装置的测试方法，其特征在于，步骤如下：
    第一步：根据钻孔的深度设置测点的位置和数目，根据测点数目制作、准备相应数目的钻孔变形测试装置；
    制作时，在悬臂梁式弹性杆上粘贴专用应变计、焊接导线、涂抹防护胶，定位螺丝，然后用热塑管将悬臂梁式弹性杆上粘贴应变计的部分包裹起来，防水防潮后，再将悬臂梁式弹性杆用紧固螺丝固定到基座上，调节定位螺丝保证 起触头作用的定位螺丝能与孔壁紧密接触；
    第二步：对所有悬臂梁式位移测量计进行参数标定，从而标定出各个悬臂梁式位移测量计钻孔变形量与测出的应变之间的换算系数K；
    第三步：将所有钻孔变形测试装置通过连杆串联成一体；
    第四步：将整个串联结构用外包软套进行封装，封装时，将所有应变片的导线贴着钻孔变形测试装置的表体引出；
    第五步：将串联封装后的钻孔变形测试装置安装到钻孔中，安装时，要求定位螺丝刚好处于测点，并保证串联封装后的钻孔变形测试装置的中心与钻孔的中心重合；
    第六步：将所有导线连接到孔外应变采集器各自的接口上，应变采集器再与计算机相连，通过应变采集器和计算机进行钻孔变形静态及动态监测；
    第七步：数据导出及后处理，得到各测点变形量，拟合出变形后钻孔的形状。
  6. 如权利要求5所述的测试方法，其特征在于，悬臂梁式弹性杆上的两枚应变计按应变电测法的半桥测量电路接入应变采集器，应变采集器通过软件与计算机相连，则应变采集器所测悬臂梁式弹性杆的应变ε d与定位螺丝触头所感受到的钻孔变形Δd成正比，即Δd＝Kε d；
  7. 如权利要求5所述的测试方法，其特征在于，第三步所述的串联方法是：基座中心开有起串联作用的螺纹孔，在螺纹孔中穿过一根螺杆，相邻钻孔变形测试装置的螺杆之间再旋上一根连杆，这样通过螺杆和连杆将所有的钻孔变形测试装置串联成一体。
  8. 如权利要求5所述的测试方法，其特征在于，所述的连杆的截面形状为 与基座的截面形状一样，连杆各侧面开半圆布线槽。
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