本文選題：動(dòng)力觸探 + 修正系數(shù)　； 參考：《沈陽(yáng)建筑大學(xué)》2015年碩士論文

【摘要】：動(dòng)力觸探(DPT:dynamic penetration test)作為現(xiàn)場(chǎng)原位測(cè)試手段之一,具有試驗(yàn)設(shè)備相對(duì)簡(jiǎn)單、操作起來(lái)方便、適應(yīng)土類(lèi)較為廣泛、效率高、并且可以連續(xù)貫入等優(yōu)點(diǎn),在工程界應(yīng)用較為廣泛。實(shí)測(cè)觸探擊數(shù)需根據(jù)桿長(zhǎng)進(jìn)行折減修正才可用于評(píng)價(jià)巖土參數(shù)。但現(xiàn)行國(guó)家規(guī)范和地方規(guī)范中對(duì)桿長(zhǎng)修正深度和擊數(shù)都有一個(gè)限值,例如《巖土工程勘察規(guī)范》GB50021-2001(2009版),只給出了桿長(zhǎng)20米以?xún)?nèi)的修正系數(shù)。實(shí)際生產(chǎn)過(guò)程中,動(dòng)力觸探還是標(biāo)準(zhǔn)貫入度試驗(yàn)實(shí)際使用深度已遠(yuǎn)遠(yuǎn)超過(guò)20m,甚至到lOOm以上,對(duì)于超過(guò)限定深度的動(dòng)探擊數(shù)如何修正目前尚沒(méi)有統(tǒng)一規(guī)定。動(dòng)力觸探的理論基礎(chǔ)大致可分為兩部分,一部分是以彈性桿牛頓碰撞理論為理論基礎(chǔ),它的特點(diǎn)是桿長(zhǎng)修正系數(shù)隨著桿長(zhǎng)的增加而減小。另一部分是以彈性波動(dòng)理論為理論基礎(chǔ),該理論特點(diǎn)是桿長(zhǎng)修正系數(shù)隨著桿長(zhǎng)的增加而增大,最后等于1。本文結(jié)合工程實(shí)例數(shù)據(jù),利用數(shù)值分析軟件,對(duì)動(dòng)力觸探進(jìn)行數(shù)值模擬試驗(yàn)并將模擬出的結(jié)果與工程實(shí)例和參考文獻(xiàn)進(jìn)行比對(duì)與總結(jié)。研究成果也可作為標(biāo)準(zhǔn)貫入試驗(yàn)結(jié)果的桿長(zhǎng)修正的參考。本文主要進(jìn)行了以下幾個(gè)方面的研究工作：(1)通過(guò)收集大量的工程實(shí)測(cè)數(shù)據(jù),并進(jìn)行一定的室內(nèi)試驗(yàn)、現(xiàn)場(chǎng)試驗(yàn),研究卵石和砂土的物理力學(xué)特性和相關(guān)參數(shù)；(2)本文在研究重型動(dòng)力觸探試驗(yàn)的一般機(jī)理、技術(shù)要求和工程應(yīng)用的基礎(chǔ)上,著重分析重型動(dòng)力觸探試驗(yàn)在工程實(shí)例中的卵石土層的應(yīng)用特點(diǎn)和參數(shù)修正；(3)利用數(shù)值模擬軟件,建立動(dòng)力觸探模型。通過(guò)對(duì)觸探桿和土體模型簡(jiǎn)化確定,以及觸探桿和土體之間的接觸方式的選取,最終建立起初始模型。然后根據(jù)工程實(shí)例數(shù)據(jù)對(duì)該數(shù)值模型進(jìn)行試算,得到的結(jié)果與工程實(shí)際作對(duì)比。驗(yàn)證模型的可行性；(4)通過(guò)對(duì)卵石、中砂兩種土體的模擬驗(yàn)算,得到不同土體在2m、8.9m、16.4m、 23.4m、30m、36m、50m時(shí)的修正系數(shù)與桿長(zhǎng)的曲線(xiàn)關(guān)系。得到不同土體對(duì)桿長(zhǎng)修正系數(shù)的影響程度。
[Abstract]:As one of the in-situ testing methods, DPT: dynamic penetration test has the advantages of relatively simple test equipment, convenient operation, wide adaptability to soil, high efficiency and continuous penetration. It is widely used in engineering field. The measured penetration number can be used to evaluate geotechnical parameters only by modifying the length of rod. However, there is a limit to the corrected depth and hit number of rod length in the current national and local codes, such as the Geotechnical Engineering Prospecting Code (GB50021-20012009), and only the correction coefficient of the length of the rod within 20 meters is given. In the actual production process, the actual application depth of dynamic penetration test or standard penetration test has far exceeded 20m, even above lOOm. At present, there is no uniform regulation on how to correct the number of dynamic penetration over the limited depth. The theoretical basis of dynamic penetration detection can be divided into two parts. One part is based on the Newton collision theory of elastic rod. Its characteristic is that the correction coefficient of rod length decreases with the increase of rod length. The other part is based on elastic wave theory, which is characterized by that the correction coefficient of rod length increases with the increase of rod length and is equal to 1. In this paper, the numerical simulation test of dynamic penetration is carried out by using numerical analysis software combined with engineering case data, and the simulated results are compared and summarized with engineering examples and references. The research results can also be used as a reference for the correction of the standard penetration test results. In this paper, the following aspects of the research work: 1) through the collection of a large number of engineering data, and a certain number of indoor tests, field tests, to study the pebble and sand physical and mechanical properties and related parameters; 2) based on the study of the general mechanism, technical requirements and engineering application of the heavy-duty dynamic penetration test, the application characteristics and parameters correction of the heavy-duty dynamic penetration test in the pebble soil layer in the engineering example are emphatically analyzed in this paper. 3) using numerical simulation software to establish dynamic penetration model. The initial model was established through the simplified determination of the sounding rod and soil model and the selection of the contact mode between the sounding rod and the soil. Then the numerical model is calculated according to the engineering example data, and the result is compared with the engineering practice. To verify the feasibility of the model, the relationship between the correction coefficient and the rod length of different soils at 2mm ~ 8.9m ~ 16.4m, 23.4m ~ 30m ~ 36m ~ (50 m) was obtained through the simulation and calculation of pebble and middle sand soil. The influence degree of different soil on the correction coefficient of rod length is obtained.
【學(xué)位授予單位】：沈陽(yáng)建筑大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類(lèi)號(hào)】：TU413

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