本文選題：粗粒土 + 振動(dòng)壓實(shí)技術(shù)��； 參考：《西南交通大學(xué)》2016年碩士論文

【摘要】：表面振動(dòng)壓實(shí)是粗粒土室內(nèi)標(biāo)準(zhǔn)最大干密度的重要試驗(yàn)方法,公路、鐵路試驗(yàn)規(guī)程均將其作為室內(nèi)最大干密度試驗(yàn)的方法之一。表面振動(dòng)壓實(shí)來源于“更接近于現(xiàn)場振動(dòng)壓路機(jī)振動(dòng)碾壓的實(shí)際狀況”這一思想,對(duì)于室內(nèi)試驗(yàn),主要是對(duì)影響試驗(yàn)結(jié)果的參數(shù)進(jìn)行研究。采用粗粒土進(jìn)行室內(nèi)表面振動(dòng)壓實(shí)試驗(yàn)并測試振動(dòng)參數(shù),探討了表面振動(dòng)壓實(shí)參數(shù)控制。結(jié)合試驗(yàn)結(jié)果及壓實(shí)效能,與重型擊實(shí)試驗(yàn)進(jìn)行了對(duì)比；基于粗粒料體積填充理論,結(jié)合表面振動(dòng)壓實(shí)試驗(yàn),對(duì)某高寒地區(qū)兩種典型天然粗粒土填料的土體結(jié)構(gòu)類型進(jìn)行試驗(yàn)研究。論文主要工作和結(jié)果如下：(1)采用某高鐵路基試驗(yàn)段碎石土填料進(jìn)行表面振動(dòng)壓實(shí)試驗(yàn),同時(shí)安裝振動(dòng)傳感器測試振動(dòng)參數(shù),結(jié)合各行業(yè)規(guī)范要求及已有研究成果,對(duì)表面振動(dòng)壓實(shí)試驗(yàn)參數(shù)控制問題進(jìn)行了探討。振動(dòng)壓實(shí)效果受激振力、振動(dòng)頻率、振幅、振動(dòng)時(shí)間等參數(shù)的影響,試驗(yàn)最大干密度值是這些影響參數(shù)聯(lián)合作用的結(jié)果；激振力是由儀器構(gòu)造決定,屬于壓實(shí)機(jī)械固有屬性。動(dòng)作用力與儀器設(shè)計(jì)參數(shù)及土體特性均有關(guān),實(shí)測動(dòng)作用力大于儀器激振力,鐵路、公路規(guī)程規(guī)定“激振力”10～80kN的取值范圍為鋼制夯與土體表面接觸時(shí)的峰值動(dòng)作用力更為合理；振動(dòng)壓實(shí)顯著作用效果時(shí)間為1min左右,合理壓實(shí)振動(dòng)時(shí)間可取3min；同種碎石土樣,表面振動(dòng)壓實(shí)試驗(yàn)測試最大干密度值小于Z3重型擊實(shí)試驗(yàn),約為擊實(shí)的96%左右；有效做功分析表明,相對(duì)于振動(dòng)壓實(shí),擊實(shí)沖擊荷載作用使粗粒土擠壓密實(shí)效果更好。對(duì)于室內(nèi)振動(dòng)壓實(shí)試驗(yàn)的參數(shù)控制,可有兩種參考思路。一是經(jīng)過試驗(yàn)驗(yàn)證后,確定適用于大多數(shù)粗粒土的最優(yōu)參數(shù)組合,儀器設(shè)定固定參數(shù),形成統(tǒng)一參數(shù)標(biāo)準(zhǔn);二是確定合理范圍,設(shè)置為參數(shù)可調(diào),可針對(duì)不同情況選擇對(duì)應(yīng)合理參數(shù)。(2)以某高寒地區(qū)兩種類型天然粗粒土填料為試驗(yàn)土樣,基于體積填充理論,從小到大逐級(jí)剔除土樣上一級(jí)粒徑組顆粒后進(jìn)行表面振動(dòng)壓實(shí)試驗(yàn)。根據(jù)測試干密度值變化規(guī)律,分析土體結(jié)構(gòu)類型,確定骨架顆粒與填充顆粒的分界粒徑,為粗粒料的級(jí)配改良提供參考。逐級(jí)剔除后,懸浮密實(shí)結(jié)構(gòu)土體干密度先增大后減小,且變化較大,有陡升或陡降的現(xiàn)象,存在明顯分界粒徑,土體二元結(jié)構(gòu)特性顯著；骨架孔隙結(jié)構(gòu)土體干密度或增加或減小,變化幅度較小,分界粒徑不明顯；骨架密實(shí)結(jié)構(gòu)土體干密度變化曲線相對(duì)平緩,剔除最小粒徑后,剩余粒徑顆粒也能表現(xiàn)出良好的互相填充關(guān)系,土體呈多元結(jié)構(gòu)。粗粒含量控制在30%～70%是土體形成骨架結(jié)構(gòu)必要條件,細(xì)粒(d0.075mm)含量的界限值在5%～10%較為合理；對(duì)于粗粒土,可以分界粒徑為界限,分段分析土體級(jí)配組成及土體結(jié)構(gòu)類型；當(dāng)粗粒土不均勻系數(shù)很大時(shí),曲率系數(shù)不是級(jí)配是否優(yōu)良的嚴(yán)格控制條件。
[Abstract]:Surface vibration compaction is an important test method for indoor standard maximum dry density of coarse grained soil. The surface vibration compaction comes from the idea of "getting closer to the actual condition of vibration compaction in situ". For indoor tests, the parameters that affect the test results are mainly studied. The surface vibration compaction test and vibration parameter measurement were carried out with coarse grained soil, and the control of surface vibration compaction parameters was discussed. Combined with the test results and compaction efficiency, the results were compared with the heavy compaction test, and based on the volume filling theory of coarse grain, combined with the surface vibration compaction test, The soil structure types of two typical natural coarse grained soil fillers in an alpine region were studied experimentally. The main work and results of this paper are as follows: (1) the surface vibration compaction test is carried out with gravel soil filler in a test section of high speed railway subgrade, and vibration parameters are tested by installing vibration sensor, combined with the requirements of various industry specifications and existing research results. The parameter control of surface vibration compaction test is discussed. The effect of vibration compaction is affected by the parameters such as excitation force, vibration frequency, amplitude and vibration time. The maximum dry density is the result of the combined action of these parameters, and the exciting force is determined by the structure of the instrument and belongs to the inherent property of compaction machinery. The action force is related to the design parameters of the instrument and the characteristics of the soil. The measured action force is greater than the exciting force of the instrument. The highway regulations stipulate that the range of "exciting force" 10~80kN is more reasonable when the steel compaction is in contact with the soil surface, the significant effect time of vibration compaction is about 1min, and the reasonable compaction vibration time can be taken for 3 mins. The maximum dry density of surface vibration compaction test is less than that of Z3 heavy compaction test, which is about 96% of that of compaction, and the effective work analysis shows that compacted impact load makes the compaction effect of coarse grained soil better than that of vibration compaction. For the parameter control of indoor vibration compaction test, there are two kinds of reference ideas. One is to determine the optimal combination of parameters suitable for most coarse-grained soils after experimental verification, and the instrument sets fixed parameters to form a unified parameter standard; the other is to determine the reasonable range and set the parameters to be adjustable. Two types of natural coarse grained soil fillers can be selected as experimental soil samples based on volume filling theory. The surface vibration compaction test was carried out after the particle size of the soil sample was removed from small to large step by step. According to the change rule of dry density value, the structure type of soil is analyzed, and the boundary particle size of skeleton particle and filling particle is determined, which provides a reference for improving the gradation of coarse grain. After being eliminated step by step, the dry density of soil in suspended dense structure first increases and then decreases, and changes greatly, there is a phenomenon of steep rise or steep drop, there is obvious boundary particle size, and the dual structure characteristic of soil is remarkable. The dry density of skeleton pore structure soil body increases or decreases, the variation range is small, the boundary particle size is not obvious, and the dry density curve of skeleton pore structure soil mass is relatively smooth, excluding the minimum particle size, The residual particle size can also show a good mutual filling relationship, and the soil is multivariate. Controlling the coarse grain content at 30% is the necessary condition for the formation of skeleton structure of the soil, and the limit value of the fine grain content is 5% 10%, for coarse grained soil, the boundary particle size can be taken as the limit, and the soil gradation composition and soil structure type can be analyzed in sections. When the inhomogeneous coefficient of coarse grained soil is very large, the curvature coefficient is not the strict control condition of whether the gradation is good or not.
【學(xué)位授予單位】：西南交通大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2016
【分類號(hào)】：TU411

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