CN115201450B - Prototype time and deformation calculation method for geotechnical centrifugal model test - Google Patents
Prototype time and deformation calculation method for geotechnical centrifugal model test Download PDFInfo
- Publication number
- CN115201450B CN115201450B CN202210718292.7A CN202210718292A CN115201450B CN 115201450 B CN115201450 B CN 115201450B CN 202210718292 A CN202210718292 A CN 202210718292A CN 115201450 B CN115201450 B CN 115201450B
- Authority
- CN
- China
- Prior art keywords
- model
- prototype
- time
- deformation
- test
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000012360 testing method Methods 0.000 title claims abstract description 68
- 238000004364 calculation method Methods 0.000 title claims abstract description 6
- 230000001133 acceleration Effects 0.000 claims abstract description 46
- 238000000034 method Methods 0.000 claims description 19
- 238000006073 displacement reaction Methods 0.000 claims description 7
- 230000009467 reduction Effects 0.000 claims description 4
- 239000002689 soil Substances 0.000 description 21
- 238000004458 analytical method Methods 0.000 description 7
- 238000013461 design Methods 0.000 description 6
- 230000008569 process Effects 0.000 description 6
- 238000007596 consolidation process Methods 0.000 description 3
- 238000005429 filling process Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 230000000052 comparative effect Effects 0.000 description 2
- 238000001035 drying Methods 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012216 screening Methods 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 230000007480 spreading Effects 0.000 description 2
- 238000011282 treatment Methods 0.000 description 2
- 101001121408 Homo sapiens L-amino-acid oxidase Proteins 0.000 description 1
- 102100026388 L-amino-acid oxidase Human genes 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 239000008239 natural water Substances 0.000 description 1
- 230000036316 preload Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/32—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
-
- 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
- Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
- Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation
Landscapes
- Life Sciences & Earth Sciences (AREA)
- Health & Medical Sciences (AREA)
- Engineering & Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Physics & Mathematics (AREA)
- Chemical & Material Sciences (AREA)
- Food Science & Technology (AREA)
- Remote Sensing (AREA)
- Geology (AREA)
- Medicinal Chemistry (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
Description
技术领域Technical Field
本发明属于土工离心模型试验技术领域,具体来说,涉及一种土工离心模型试验的原型时间和变形计算方法。The invention belongs to the technical field of geotechnical centrifuge model test, and in particular relates to a prototype time and deformation calculation method for geotechnical centrifuge model test.
背景技术Background Art
土工离心模型试验是岩土工程领域公认的最有效的物理模型试验技术。其原理是将缩尺岩土工程模型置于土工离心机中,利用超重力场向模型施加原型工程的自重应力,可以再现岩土材料的工程特性,其中最主要的就是应力、变形和时间的分析,而受力导致岩土材料的直接作用主要体现在变形,因而土工离心模型试验结果的分析主要体现在时间和变形方面。Geotechnical centrifuge model test is recognized as the most effective physical model test technology in the field of geotechnical engineering. Its principle is to place a scaled geotechnical engineering model in a geotechnical centrifuge, and use the hypergravity field to apply the self-weight stress of the prototype project to the model, so as to reproduce the engineering characteristics of geotechnical materials. The most important of these is the analysis of stress, deformation and time. The direct effect of stress on geotechnical materials is mainly reflected in deformation, so the analysis of the results of geotechnical centrifuge model test is mainly reflected in time and deformation.
然而,在国内外长期的离心模型试验实践中也发现,离心机的加速和停机减速阶段无法很好地与原型工程对应,在离心机的加速阶段,由于土体承受的应力逐步还原到原型自重应力,土体会产生较大的变形。在停机减速阶段,由于土体承受的应力减小,土体变形会产生回弹。停机的指令一般是在试验目标已完成的情况下发出的,因此对于停机减速阶段,研究者往往不予关注。离心模型要到达设计加速度,必须经过加速阶段。对于加速阶段的试验数据,因其理论依据不足不好分析,通常的做法是不予考虑,以离心机运行到达设计加速度的时刻作为分析的起点。也有研究人员利用加速过程来模拟原型堤坝工程的填筑过程(章为民,徐光明.土石坝填筑过程的离心模拟方法.水利学报,1997),其分析表明,将加速阶段的变形除以4,才能换算成原型填筑过程中的坝顶沉降。而时间则采用传统的平方相似关系。可见不能按照已有的离心模型相似律直接分析加速阶段的数据。因此,对于加速阶段的试验数据,常规的分析通常不予考虑。However, it has been found in the long-term centrifugal model test practice at home and abroad that the acceleration and shutdown deceleration stages of the centrifuge cannot correspond well to the prototype project. In the acceleration stage of the centrifuge, the soil will produce a large deformation because the stress on the soil is gradually restored to the prototype deadweight stress. In the shutdown deceleration stage, the soil deformation will rebound because the stress on the soil is reduced. The shutdown command is generally issued when the test target has been completed, so researchers often do not pay attention to the shutdown deceleration stage. The centrifugal model must go through the acceleration stage to reach the design acceleration. For the test data of the acceleration stage, it is difficult to analyze due to insufficient theoretical basis. The usual practice is not to consider it, and the moment when the centrifuge reaches the design acceleration is used as the starting point of the analysis. Some researchers also use the acceleration process to simulate the filling process of the prototype dam project (Zhang Weimin, Xu Guangming. Centrifugal simulation method for earth-rock dam filling process. Journal of Hydraulic Engineering, 1997). Their analysis shows that the deformation in the acceleration stage can be converted into the dam top settlement during the prototype filling process only by dividing it by 4. The time adopts the traditional square similarity relationship. It can be seen that the data of the acceleration phase cannot be directly analyzed according to the existing centrifugal model similarity law. Therefore, conventional analysis usually does not consider the test data of the acceleration phase.
但是,加速阶段的数据也是宝贵的,只是目前缺乏能够准确将其换算至原型的方法。However, the data from the acceleration phase is also valuable, but there is currently a lack of methods to accurately convert it to the prototype.
发明内容Summary of the invention
本发明针对上述不足,提供一种土工离心模型试验的原型时间和变形计算方法,能够得到更加准确的原型时间和变形。In view of the above-mentioned shortcomings, the present invention provides a method for calculating the prototype time and deformation of a geotechnical centrifuge model test, which can obtain more accurate prototype time and deformation.
为解决上述技术问题,本发明实施例采用如下技术方案:To solve the above technical problems, the embodiments of the present invention adopt the following technical solutions:
本发明实施例提供一种土工离心模型试验的原型时间和变形计算方法,包括以下步骤:The embodiment of the present invention provides a method for calculating prototype time and deformation of a geotechnical centrifuge model test, comprising the following steps:
步骤10)制备缩尺土工模型,对缩尺土工模型进行离心试验,获得试验数据;所述试验数据包括离心加速阶段中的模型时间和模型变形量以及离心稳速阶段中的模型时间和模型变形量;Step 10) preparing a scaled geotechnical model, and performing a centrifugal test on the scaled geotechnical model to obtain test data; the test data includes the model time and model deformation in the centrifugal acceleration stage and the model time and model deformation in the centrifugal steady speed stage;
步骤20)根据所述试验数据,利用试验原型对应关系模型计算得到原型时间和原型变形量;Step 20) According to the test data, the prototype time and the prototype deformation are calculated using the test prototype correspondence model;
所述试验原型对应关系模型的表示形式为式(1)和式(2):The experimental prototype corresponding relationship model is expressed in the form of formula (1) and formula (2):
式中,T表示原型时间,t0表示离心加速阶段结束的时间,N表示缩尺土工模型的几何相似缩小倍数,n(t)表示加速度比尺,S表示原型变形量,s(t)表示t时刻的模型变形量。Where T represents the prototype time, t0 represents the time when the centrifugal acceleration phase ends, N represents the geometric similarity reduction factor of the scaled geotechnical model, and n(t) represents the acceleration ratio. S represents the deformation of the prototype, and s(t) represents the deformation of the model at time t.
作为本发明实施例的进一步改进,所述模型变形量包括模型竖向沉降量、模型水平位移量或模型竖向沉降和模型水平位移矢量和。As a further improvement of an embodiment of the present invention, the model deformation includes the model vertical settlement, the model horizontal displacement, or the vector sum of the model vertical settlement and the model horizontal displacement.
与现有技术相比,本发明的技术方案具有以下有益效果:本发明提供的土工离心模型试验的原型时间和变形计算方法,有效建立土工离心模型试验所有阶段(包括加速阶段和稳速运行阶段)中的原型时间和变形与模型时间和变形之间的对应关系模型,根据离心试验得到的试验数据,利用试验原型对应关系模型计算得到原型时间和变形。建立的试验原型对应关系模型考虑了包含离心加速阶段和离心稳速阶段的所有试验阶段,离心模型试验的加速阶段和稳速运行阶段通常分别用以模拟原型工程的施工期和运行期,既模拟了原型工程的所有时间,考虑了加速阶段计算得到的原型时间和变形更完整准确。同时,试验原型对应关系模型也符合土工离心模型相似律,根据土工模型的离心试验数据能够得到更加准确的原型时间和变形,用于原型工程的分析。Compared with the prior art, the technical solution of the present invention has the following beneficial effects: the prototype time and deformation calculation method of the geotechnical centrifuge model test provided by the present invention effectively establishes a correspondence model between the prototype time and deformation and the model time and deformation in all stages of the geotechnical centrifuge model test (including the acceleration stage and the steady-speed operation stage), and the prototype time and deformation are calculated using the test prototype correspondence model according to the test data obtained from the centrifuge test. The established test prototype correspondence model takes into account all test stages including the centrifugal acceleration stage and the centrifugal steady-speed stage. The acceleration stage and the steady-speed operation stage of the centrifuge model test are usually used to simulate the construction period and the operation period of the prototype project, respectively, which not only simulates all the time of the prototype project, but also takes into account that the prototype time and deformation calculated in the acceleration stage are more complete and accurate. At the same time, the test prototype correspondence model also conforms to the geotechnical centrifuge model similarity law. According to the centrifuge test data of the geotechnical model, a more accurate prototype time and deformation can be obtained for the analysis of the prototype project.
附图说明BRIEF DESCRIPTION OF THE DRAWINGS
图1为本发明实施例中进行离心试验后得到的离心加速度和变形随时间的变化曲线图;FIG1 is a graph showing changes in centrifugal acceleration and deformation over time obtained after a centrifugal test in an embodiment of the present invention;
图2为采用本发明具体实例的方法得到的时间和变形、采用传统离心模型相似律得到的时间和变形以及实际监测原型得到的时间和变形的对比图。FIG. 2 is a comparison diagram of the time and deformation obtained by the method of a specific example of the present invention, the time and deformation obtained by using the similarity law of the traditional centrifugal model, and the time and deformation obtained by the actual monitoring prototype.
具体实施方式DETAILED DESCRIPTION
下面对本发明的技术方案进行详细的说明。The technical solution of the present invention is described in detail below.
本发明实施例提供一种土工离心模型试验的原型时间和变形计算方法,包括以下步骤:The embodiment of the present invention provides a method for calculating prototype time and deformation of a geotechnical centrifuge model test, comprising the following steps:
步骤10)制备缩尺土工模型,对缩尺土工模型进行离心试验,获得试验数据。试验数据包括离心加速阶段中的试验时间和模型变形量,以及离心稳速阶段中的试验时间和模型变形量。Step 10) preparing a scaled geotechnical model, and conducting a centrifugal test on the scaled geotechnical model to obtain test data. The test data includes the test time and model deformation in the centrifugal acceleration stage, and the test time and model deformation in the centrifugal steady speed stage.
具体的,采集原型工程现场土体,去除杂质后加入模型箱中,然后根据原型土体特性(密度、含水量、级配等参数),将土体制备成缩尺土工模型,缩尺土工模型与原型的几何比尺为1/N。Specifically, soil from the prototype engineering site is collected, impurities are removed and added to the model box. Then, according to the properties of the prototype soil (density, water content, gradation and other parameters), the soil is prepared into a scaled geotechnical model. The geometric ratio of the scaled geotechnical model to the prototype is 1/N.
将缩尺土工模型放置离心机中,启动离心机,离心机的离心加速度ng增加,离心加速度与时间平方成正比,试验处于离心加速阶段,离心加速度ng达到Ng后,离心机稳速运行,试验处于离心稳速阶段,如图1所示。其中,g表示重力加速度,n表示加速度比尺,其随试验时间t变化,t0表示离心加速阶段结束的时间,f(t)与离心机调速性能和试验过程设计有关。The scaled geotechnical model is placed in a centrifuge and the centrifuge is started. The centrifugal acceleration ng of the centrifuge increases. The centrifugal acceleration is proportional to the square of time. The test is in the centrifugal acceleration stage. After the centrifugal acceleration ng reaches Ng, the centrifuge runs at a steady speed. The test is in the centrifugal steady speed stage, as shown in Figure 1. Among them, g represents the acceleration due to gravity, and n represents the acceleration ratio, which changes with the test time t. t0 represents the time when the centrifugal acceleration stage ends, and f(t) is related to the centrifuge speed regulation performance and the test process design.
采集离心试验过程中的时间和变形量,包括离心加速阶段和离心稳速阶段。The time and deformation during the centrifugal test were collected, including the centrifugal acceleration stage and the centrifugal steady speed stage.
如果研究地基土沉降过程,则变形量为竖向沉降量。如果研究坡体滑坡过程,则变形量为竖向沉降和水平位移矢量和。If the settlement process of foundation soil is studied, the deformation is the vertical settlement. If the landslide process of slope is studied, the deformation is the sum of vertical settlement and horizontal displacement vector.
步骤20)根据试验数据,利用式(1)计算得到原型时间:Step 20) According to the test data, the prototype time is calculated using formula (1):
式中,T表示原型时间,t表示试验时间,t0表示离心加速阶段结束的时间,N表示缩尺土工模型的几何相似缩小倍数,n(t)表示加速度比尺,Where T represents the prototype time, t represents the test time, t0 represents the time when the centrifugal acceleration phase ends, N represents the geometric similarity reduction factor of the scaled geotechnical model, and n(t) represents the acceleration ratio.
根据试验数据,利用式(2)计算得到原型变形量:According to the test data, the prototype deformation is calculated using formula (2):
式中,S表示原型变形量,t表示试验时间,t0表示离心加速阶段结束的时间,N表示缩尺土工模型的几何相似缩小倍数,n(t)表示加速度比尺,s(t)表示t时刻的模型变形量。Where S represents the deformation of the prototype, t represents the test time, t0 represents the time when the centrifugal acceleration phase ends, N represents the geometric similarity reduction factor of the scaled geotechnical model, and n(t) represents the acceleration ratio. s(t) represents the model deformation at time t.
其中表示形式为式(1)和式(2)的试验原型对应关系模型通过如下方法推导得出:The experimental prototype corresponding relationship model expressed in formula (1) and formula (2) is derived by the following method:
试验过程中任意时刻t,根据通用的离心模型相似律(表1),dT=[n(t)]2dt,dS=n(t)ds(t)=n(t)s'(t)dt。从试验开始的0时刻积分,可求得在试验过程中的任意时刻t,有和 At any time t during the test, according to the common centrifugal model similarity law (Table 1), dT = [n(t)] 2 dt, dS = n(t)ds(t) = n(t)s'(t)dt. By integrating from the
在离心加速阶段0<t<t0,有和在稳速运行阶段t≥t0,有和 In the
本发明实施例根据试验时间,利用式(1)计算得到原型时间,根据试验时间和模型变形量,利用式(2)计算得到原型变形量。如不考虑加速阶段,则t0=0,n(t)=N,有和本发明实施例计算原型时间和变形的试验原型对应关系模型又回归到通用的离心模型相似律,如表1所示。由此可以验证本发明实施例中计算原型时间和变形方法的准确性。The embodiment of the present invention calculates the prototype time using formula (1) according to the test time, and calculates the prototype deformation using formula (2) according to the test time and the model deformation. If the acceleration stage is not considered, then t 0 = 0, n(t) = N, and there is and The experimental prototype corresponding relationship model for calculating the prototype time and deformation in the embodiment of the present invention regresses to the general centrifugal model similarity law, as shown in Table 1. This verifies the accuracy of the method for calculating the prototype time and deformation in the embodiment of the present invention.
表1Table 1
下面提供一个具体实例和对比例,分析某工程在自重应力和堆载作用下的固结过程。The following is a specific example and comparative example to analyze the consolidation process of a certain project under the action of self-weight stress and surcharge load.
某均质淤泥土层,原型工程淤泥土层厚度为20m,上表面排水,有14m堆载预压。淤泥天然密度为1.6g/cm3,天然含水率为100%,堆载土体密度为1.8g/cm3。A homogeneous silt soil layer, the prototype engineering silt soil layer thickness is 20m, the upper surface is drained, and there is a 14m load preload. The natural density of the silt is 1.6g/ cm3 , the natural water content is 100%, and the density of the load soil is 1.8g/ cm3 .
参考例Reference example
对该原型工程进行实际监测,记录得到实际时间和实际沉降量,将实际时间和实际沉降量进行对应,得到实际沉降随时间的变化趋势,如图2中的曲线A所示。The prototype project was actually monitored, and the actual time and actual settlement were recorded. The actual time and actual settlement were matched to obtain the change trend of actual settlement over time, as shown by curve A in Figure 2.
实施例1Example 1
(1)采集工程现场土样,运回实验室进行摊铺、晾晒、碾散、过筛等处理,然后按照天然密度、含水率,在模型箱内制备淤泥土层,在土层上表面布置激光位移计,用于测量试验过程中的模型土体固结沉降量。(1) Soil samples were collected from the project site and transported back to the laboratory for spreading, drying, crushing, screening and other treatments. Then, a silt soil layer was prepared in the model box according to its natural density and moisture content. A laser displacement meter was placed on the upper surface of the soil layer to measure the consolidation settlement of the model soil during the test.
模型的几何比尺为1/100,设计加速度为100g,模型淤泥土层厚度为200mm,淤泥取自工程现场,密度、含水率与原型土一致。The geometric scale of the model is 1/100, the design acceleration is 100g, the thickness of the model silt layer is 200mm, the silt is taken from the project site, and its density and water content are consistent with those of the prototype soil.
(2)将模型置于离心机中,启动离心机。离心机采用直流调速的控制方式,离心机转速线性增加,因此离心加速度与时间平方成正比,离心加速度达到100g后离心机稳速运行。记录整个试验过程中的试验时间和模型沉降量。(2) Place the model in the centrifuge and start the centrifuge. The centrifuge uses a DC speed control method. The centrifuge speed increases linearly, so the centrifugal acceleration is proportional to the square of the time. After the centrifugal acceleration reaches 100g, the centrifuge runs at a steady speed. Record the test time and model sedimentation during the entire test process.
(3)根据记录的试验时间和模型沉降量,利用式(1)计算得到原型时间,利用式(2)得到原型沉降量。将原型时间和原型沉降量进行对应,得到原型沉降随时间的变化趋势,如图2中的曲线B所示。(3) According to the recorded test time and model settlement, the prototype time is calculated using formula (1), and the prototype settlement is calculated using formula (2). The prototype time and prototype settlement are matched to obtain the trend of prototype settlement over time, as shown in curve B in Figure 2.
对比例1Comparative Example 1
(1)采集工程现场土样,运回实验室进行摊铺、晾晒、碾散、过筛等处理,然后按照天然密度、含水率,在模型箱内制备淤泥土层,在土层上表面布置激光位移计,用于测量试验过程中的模型土体固结沉降量。(1) Soil samples were collected from the project site and transported back to the laboratory for spreading, drying, crushing, screening and other treatments. Then, a silt soil layer was prepared in the model box according to its natural density and moisture content. A laser displacement meter was placed on the upper surface of the soil layer to measure the consolidation settlement of the model soil during the test.
模型的几何比尺为1/100,设计加速度为100g,模型淤泥土层厚度为200mm,淤泥取自工程现场,密度、含水率与原型土一致。The geometric scale of the model is 1/100, the design acceleration is 100g, the thickness of the model silt layer is 200mm, the silt is taken from the project site, and its density and water content are consistent with those of the prototype soil.
(2)将模型置于离心机中,启动离心机。离心机采用直流调速的控制方式,离心机转速线性增加,因此离心加速度与时间平方成正比,离心加速度达到100g后离心机稳速运行。记录离心稳速过程中的试验时间和模型沉降量。(2) Place the model in the centrifuge and start the centrifuge. The centrifuge uses a DC speed control method. The centrifuge speed increases linearly, so the centrifugal acceleration is proportional to the square of the time. After the centrifugal acceleration reaches 100g, the centrifuge runs at a steady speed. Record the test time and model sedimentation during the centrifugal steady speed process.
(3)根据记录的试验时间和模型沉降量,采用常规方法,不考虑加速度阶段,以离心机运行到达设计加速度的时刻作为分析的起点,计算得到原型时间和原型沉降量。将原型时间和原型沉降量进行对应,得到原型沉降随时间的变化趋势,如图2中的曲线C所示。(3) Based on the recorded test time and model settlement, the conventional method is used, without considering the acceleration stage, and the moment when the centrifuge reaches the design acceleration is used as the starting point of the analysis to calculate the prototype time and prototype settlement. The prototype time and prototype settlement are matched to obtain the trend of prototype settlement over time, as shown in curve C in Figure 2.
从图2可以看出,本发明实施例的方法更接近于实际测量变化趋势,可以说明本发明实施例方法能够得到更准确的原型时间和变形。It can be seen from FIG. 2 that the method of the embodiment of the present invention is closer to the actual measurement change trend, which can be explained that the method of the embodiment of the present invention can obtain more accurate prototype time and deformation.
以上显示和描述了本发明的基本原理、主要特征和优点。本领域的技术人员应该了解,本发明不受上述具体实施例的限制,上述具体实施例和说明书中的描述只是为了进一步说明本发明的原理,在不脱离本发明精神和范围的前提下,本发明还会有各种变化和改进,这些变化和改进都落入要求保护的本发明范围内。本发明要求保护的范围由权利要求书及其等效物界定。The above shows and describes the basic principles, main features and advantages of the present invention. Those skilled in the art should understand that the present invention is not limited to the above specific embodiments. The above specific embodiments and the description in the specification are only for further illustrating the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention may have various changes and improvements, which fall within the scope of the present invention to be protected. The scope of the present invention to be protected is defined by the claims and their equivalents.
Claims (2)
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN202210718292.7A CN115201450B (en) | 2022-06-23 | 2022-06-23 | Prototype time and deformation calculation method for geotechnical centrifugal model test |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN202210718292.7A CN115201450B (en) | 2022-06-23 | 2022-06-23 | Prototype time and deformation calculation method for geotechnical centrifugal model test |
Publications (2)
Publication Number | Publication Date |
---|---|
CN115201450A CN115201450A (en) | 2022-10-18 |
CN115201450B true CN115201450B (en) | 2023-04-07 |
Family
ID=83578487
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
CN202210718292.7A Active CN115201450B (en) | 2022-06-23 | 2022-06-23 | Prototype time and deformation calculation method for geotechnical centrifugal model test |
Country Status (1)
Country | Link |
---|---|
CN (1) | CN115201450B (en) |
Citations (9)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN103728436A (en) * | 2014-01-15 | 2014-04-16 | 水利部交通运输部国家能源局南京水利科学研究院 | Seismic dynamic centrifugal model test extension analysis method |
RU2704074C1 (en) * | 2019-02-11 | 2019-10-23 | федеральное государственное бюджетное образовательное учреждение высшего образования "Пермский национальный исследовательский политехнический университет" | Method of estimating soil deformation module |
AU2020100727A4 (en) * | 2019-06-25 | 2020-06-18 | China Institute Of Water Resources And Hydropower Research | Method For Dynamic Test Of 100 m-High Earth And Rockfill Dam Under Real Stress Field |
RU2728739C1 (en) * | 2020-02-11 | 2020-07-30 | федеральное государственное бюджетное образовательное учреждение высшего образования "Пермский национальный исследовательский политехнический университет" | Method of constructing a curve of soil deformation |
CN111521151A (en) * | 2020-04-29 | 2020-08-11 | 机械工业勘察设计研究院有限公司 | Centrifugal model test-based filling valley foundation settlement inversion method |
CN112161602A (en) * | 2020-09-23 | 2021-01-01 | 机械工业勘察设计研究院有限公司 | Filling settlement prediction method based on centrifugal model test |
CN112964533A (en) * | 2021-03-31 | 2021-06-15 | 浙江大学 | Clay model foundation preparation method capable of recovering prototype state and strength |
CN113486567A (en) * | 2021-07-29 | 2021-10-08 | 成都理工大学 | Dredger fill settlement prediction method |
CN114282399A (en) * | 2021-07-28 | 2022-04-05 | 金陵科技学院 | Finite element simulation method for pile-supported embankment centrifugal model test |
Family Cites Families (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US7367218B2 (en) * | 2005-12-08 | 2008-05-06 | Board Of Regents, The University Of Texas System | Centrifuge permeameter for unsaturated soils system |
-
2022
- 2022-06-23 CN CN202210718292.7A patent/CN115201450B/en active Active
Patent Citations (9)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN103728436A (en) * | 2014-01-15 | 2014-04-16 | 水利部交通运输部国家能源局南京水利科学研究院 | Seismic dynamic centrifugal model test extension analysis method |
RU2704074C1 (en) * | 2019-02-11 | 2019-10-23 | федеральное государственное бюджетное образовательное учреждение высшего образования "Пермский национальный исследовательский политехнический университет" | Method of estimating soil deformation module |
AU2020100727A4 (en) * | 2019-06-25 | 2020-06-18 | China Institute Of Water Resources And Hydropower Research | Method For Dynamic Test Of 100 m-High Earth And Rockfill Dam Under Real Stress Field |
RU2728739C1 (en) * | 2020-02-11 | 2020-07-30 | федеральное государственное бюджетное образовательное учреждение высшего образования "Пермский национальный исследовательский политехнический университет" | Method of constructing a curve of soil deformation |
CN111521151A (en) * | 2020-04-29 | 2020-08-11 | 机械工业勘察设计研究院有限公司 | Centrifugal model test-based filling valley foundation settlement inversion method |
CN112161602A (en) * | 2020-09-23 | 2021-01-01 | 机械工业勘察设计研究院有限公司 | Filling settlement prediction method based on centrifugal model test |
CN112964533A (en) * | 2021-03-31 | 2021-06-15 | 浙江大学 | Clay model foundation preparation method capable of recovering prototype state and strength |
CN114282399A (en) * | 2021-07-28 | 2022-04-05 | 金陵科技学院 | Finite element simulation method for pile-supported embankment centrifugal model test |
CN113486567A (en) * | 2021-07-29 | 2021-10-08 | 成都理工大学 | Dredger fill settlement prediction method |
Also Published As
Publication number | Publication date |
---|---|
CN115201450A (en) | 2022-10-18 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
Wang et al. | Centrifuge testing on monotonic and cyclic lateral behavior of large-diameter slender piles in sand | |
Yang et al. | Improved PLS and PSO methods-based back analysis for elastic modulus of dam | |
CN107748111B (en) | A method for determining the long-term shear strength of rock mass structural planes | |
CN110378056A (en) | It is a kind of for the slope stability measuring method of slope geological mechanical model and application | |
CN106284437A (en) | A kind of bucket base vertically initial impedance,motional assay device and test method | |
CN113486567B (en) | Dredger fill settlement prediction method | |
CN113836630B (en) | Method and system for rapidly predicting river bank collapse by considering vegetation root influence | |
CN103411729B (en) | The scaling method of miniature soil pressure sensor in the free stress field of soil-structure interactions | |
CN102590085B (en) | Method for identifying cross joint state during arch dam construction period | |
Zachert et al. | Inspection of a high-cycle accumulation model for sand based on recalculations of a full-scale test on a gravity base foundation for offshore wind turbines | |
CN116579266B (en) | A river bank slope collapse early warning method and system under the influence of fluctuating water levels | |
CN115201450B (en) | Prototype time and deformation calculation method for geotechnical centrifugal model test | |
Yin et al. | Accumulated plastic strain behavior of granite residual soil under traffic loading | |
CN113821950A (en) | Vibration measurement method for size of deep water pile foundation scour pit | |
CN104846772A (en) | Method for calculating starting speed of channel deposit blocks under the action of hyperconcentrated flow | |
Kou et al. | Dynamic response of single-bucket foundation in clay under vertical variable amplitude cyclic loadings | |
Hanna et al. | Experimental investigation of foundations on sensitive clay subjected to cyclic loading | |
CN118332669A (en) | Method and application of estimating the tamping settlement of foundation based on the tamping pit sizes of several tamping points | |
CN108229050A (en) | A kind of easy method for calculating soil stabilization between adjacent tamping point under strong rammer effect | |
Bo et al. | Constant rate of loading test on ultra-soft soil | |
Ji | GDS triaxial test on the reinforcement effects of bermudagrass root-soil complex | |
CN115266402B (en) | A centrifugal model test method for shear deformation law of contact clay in earth-rock dam | |
CN110595984A (en) | A cylinder infiltrator for measuring saturated hydraulic conductivity of undisturbed soil and its measuring method | |
CN114707341B (en) | A Tidal Boundary Condition Inversion Method and System Based on Field Measured Data | |
Liu et al. | Effect of loading frequency and cyclic stress ratio on undrained cyclic behaviors of clay-structure interface with various overconsolidation ratios |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
PB01 | Publication | ||
PB01 | Publication | ||
SE01 | Entry into force of request for substantive examination | ||
SE01 | Entry into force of request for substantive examination | ||
GR01 | Patent grant | ||
GR01 | Patent grant |