本文選題：直接拉伸 + 時(shí)間效應(yīng)　； 參考：《重慶大學(xué)》2015年碩士論文

【摘要】：眾所周知,由于巖石變形損傷引發(fā)的諸如巖爆、地基開裂、滑坡等工程災(zāi)害存在著明顯的時(shí)效性,即巖土工程災(zāi)害并不一定在工程建設(shè)過程中或項(xiàng)目建成運(yùn)行較短時(shí)間內(nèi)發(fā)生,而往往會(huì)經(jīng)歷不等的時(shí)間,故探究巖石力學(xué)特性的時(shí)間效應(yīng)對(duì)減少和避免相關(guān)工程災(zāi)害有著十分重要意義。由于當(dāng)前巖石時(shí)間效應(yīng)的研究主要集中于壓縮,拉應(yīng)力作用下的時(shí)間效應(yīng)研究非常的匱乏,而巖石在許多工程條件下都處于拉應(yīng)力狀態(tài),所以研究巖石拉應(yīng)力條件下時(shí)間效應(yīng)的工程指導(dǎo)意義尤為突出。本文選用日本的田下凝灰?guī)r作為研究對(duì)象,在學(xué)習(xí)總結(jié)前人研究基礎(chǔ)上,研發(fā)了適用于巖石直接拉伸試驗(yàn)的單軸拉伸試驗(yàn)系統(tǒng),在傳統(tǒng)的應(yīng)力控制、應(yīng)變控制基礎(chǔ)上實(shí)現(xiàn)了應(yīng)力應(yīng)變的線性組合—應(yīng)力歸還法控制;進(jìn)行了恒定荷載率直接拉伸試驗(yàn)、交替荷載速率直接拉伸試驗(yàn),在應(yīng)力歸還法控制的基礎(chǔ)上進(jìn)行了廣義應(yīng)力松弛試驗(yàn)(應(yīng)力應(yīng)變同時(shí)改變,但應(yīng)力應(yīng)變的線性組合不變),以及蠕變?cè)囼?yàn)、松弛試驗(yàn);針對(duì)田下凝灰?guī)r的直接拉伸試驗(yàn)和廣義應(yīng)力松弛的特性,選取合適的本構(gòu)模型—可變模量非線性粘彈性本構(gòu)模型,根據(jù)直接拉伸試驗(yàn)和廣義應(yīng)力松弛試驗(yàn)確定本構(gòu)模型中的參數(shù),最后進(jìn)行模型計(jì)算結(jié)果的驗(yàn)證。取得主要結(jié)論如下:1)試驗(yàn)研究了直接拉伸條件下恒定荷載試驗(yàn)、交替荷載試驗(yàn)的基本力學(xué)參數(shù)荷載速率依存性,結(jié)果表明:田下凝灰?guī)r恒定荷載速率試驗(yàn)的抗拉強(qiáng)度σt的荷載依存指數(shù)為0.0214,楊氏模量E的荷載依存指數(shù)為0.0087,破壞應(yīng)變?chǔ)舤的荷載速率依存指數(shù)為0.0129,非彈性應(yīng)變不具有荷載速率依存性,破壞時(shí)的非彈性應(yīng)變約為0.4×10-3,交替荷載速率試驗(yàn)獲得的強(qiáng)度值及荷載速率依存性與恒定荷載試驗(yàn)十分接近,交替荷載試驗(yàn)?zāi)茌^好的替代恒定荷載試驗(yàn);2)試驗(yàn)研究了不同應(yīng)力水平的拉伸蠕變?cè)囼?yàn)、不同應(yīng)變水平的拉伸松弛試驗(yàn),同一啟動(dòng)點(diǎn)不同方向的廣義應(yīng)力松弛試驗(yàn)的流變特性,得到結(jié)果:拉伸蠕變?cè)囼?yàn)的蠕變應(yīng)變與時(shí)間的關(guān)系式、蠕變速率與時(shí)間的關(guān)系式,拉伸松弛試驗(yàn)中應(yīng)力降與時(shí)間的關(guān)系式、松弛速率與時(shí)間的關(guān)系式,分析相同啟動(dòng)點(diǎn)不同方向的的廣義應(yīng)力松弛特性,經(jīng)歷相同的流變時(shí)間時(shí),方向角越小,廣義應(yīng)力松弛的應(yīng)變變化量、應(yīng)力變化量和非彈性應(yīng)變變化量均隨著方向角的增加而減小,得到了廣義應(yīng)力松弛等時(shí)曲線,可以預(yù)測(cè)不同啟動(dòng)點(diǎn)、不同方向的廣義應(yīng)力松弛試驗(yàn);3)選取適合田下凝灰?guī)r直接拉伸條件下的本構(gòu)模型,解析得到本構(gòu)方程,確定了本構(gòu)模型中的6個(gè)參數(shù)a1=1,a2=0.0001,m1=43,m2=20,n1=n2=46,并用該本構(gòu)模型成功的模擬了直接拉伸作用下田下凝灰?guī)r不同速率的全應(yīng)力應(yīng)變?cè)囼?yàn)以及不同應(yīng)力水平的蠕變?cè)囼?yàn),計(jì)算結(jié)果和試驗(yàn)結(jié)果一致性較好。
[Abstract]:As we all know, engineering disasters such as rock burst, foundation cracking, landslide and other engineering disasters caused by rock deformation damage have obvious timeliness, that is, geotechnical engineering disasters do not necessarily occur in the process of engineering construction or in a short period of time when the project is completed and run. Therefore, it is very important to explore the time effect of rock mechanical properties to reduce and avoid engineering disasters. Due to the fact that the study of the time effect of rock is mainly concentrated on compression, the study of time effect under tension stress is very scarce, and the rock is in the state of tensile stress under many engineering conditions. So it is very important to study the time effect under rock tensile stress. In this paper, Tanaka tuff from Japan is selected as the object of study. On the basis of studying and summarizing previous studies, a uniaxial tensile test system suitable for direct tensile test of rock is developed, which is under traditional stress control. On the basis of strain control, the linear combinatorial stress-strain control method is realized, and the constant load rate direct tensile test and alternating load rate direct tensile test are carried out. Based on the control of the stress return method, the generalized stress relaxation test is carried out (the stress and strain changes simultaneously, but the linear combination of stress and strain remains unchanged, as well as creep test and relaxation test; According to the direct tensile test of tuff and the characteristics of generalized stress relaxation, a suitable constitutive model-variable modulus nonlinear viscoelastic constitutive model is selected. The parameters of the constitutive model are determined by direct tensile test and generalized stress relaxation test. Finally, the calculation results of the model are verified. The main conclusions are as follows: (1) the dependence of load rate on the basic mechanical parameters of constant load test and alternating load test under direct tensile condition is studied. The results show that the load-dependent exponent of tensile strength 蟽 _ t is 0.0214, Young's modulus E is 0.0087, failure strain 蔚 _ t is 0.0129, and inelastic strain is not available. With load rate dependence, The inelastic strain during failure is about 0.4 脳 10 ~ (-3). The strength and load rate dependence of alternating load rate test is very close to that of constant load test. Alternating load test is a good alternative to constant load test. The rheological properties of tensile creep test with different stress levels, tensile relaxation tests with different strain levels and generalized stress relaxation tests with different directions at the same starting point are studied. The results are as follows: the relationship between creep strain and time, creep rate and time, stress drop and time, relaxation rate and time in tensile creep test. The generalized stress relaxation characteristics in different directions at the same starting point are analyzed. When the flow time is the same, the smaller the direction angle, the strain variation of the generalized stress relaxation. The variation of stress and inelastic strain decrease with the increase of direction angle. The generalized stress relaxation isochron curve can be used to predict different starting points. The constitutive model suitable for direct stretching of tuff in different directions is selected, and the constitutive equation is obtained. The six parameters of the constitutive model a _ (1) 1 ~ (1) A ~ (2 +) ~ (0.0001) / m ~ (-1) ~ (43) m ~ (2) ~ (2) ~ (20) ~ (1) ~ (1) ~ (1) ~ (1) N ~ (21) N ~ (21) ~ 4 ~ (-6) were determined. By using the constitutive model, the full stress-strain tests at different rates of tuff and creep tests at different stress levels were successfully simulated The calculated results are in good agreement with the experimental results.
【學(xué)位授予單位】：重慶大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類號(hào)】：TU45

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