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

【摘要】：表面振動壓實是粗粒土室內(nèi)標(biāo)準(zhǔn)最大干密度的重要試驗方法,公路、鐵路試驗規(guī)程均將其作為室內(nèi)最大干密度試驗的方法之一。表面振動壓實來源于“更接近于現(xiàn)場振動壓路機振動碾壓的實際狀況”這一思想,對于室內(nèi)試驗,主要是對影響試驗結(jié)果的參數(shù)進(jìn)行研究。采用粗粒土進(jìn)行室內(nèi)表面振動壓實試驗并測試振動參數(shù),探討了表面振動壓實參數(shù)控制。結(jié)合試驗結(jié)果及壓實效能,與重型擊實試驗進(jìn)行了對比；基于粗粒料體積填充理論,結(jié)合表面振動壓實試驗,對某高寒地區(qū)兩種典型天然粗粒土填料的土體結(jié)構(gòu)類型進(jìn)行試驗研究。論文主要工作和結(jié)果如下：(1)采用某高鐵路基試驗段碎石土填料進(jìn)行表面振動壓實試驗,同時安裝振動傳感器測試振動參數(shù),結(jié)合各行業(yè)規(guī)范要求及已有研究成果,對表面振動壓實試驗參數(shù)控制問題進(jìn)行了探討。振動壓實效果受激振力、振動頻率、振幅、振動時間等參數(shù)的影響,試驗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,屬于壓實機械固有屬性。動作用力與儀器設(shè)計參數(shù)及土體特性均有關(guān),實測動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的峰值動作用力更為合理；振動壓實顯著作用效果時間為1min左右,合理壓實振動時間可取3min；同種碎石土樣,表面振動壓實試驗測試最大干密度值小于Z3重型擊實試驗,約為擊實的96%左右；有效做功分析表明,相對于振動壓實,擊實沖擊荷載作用使粗粒土擠壓密實效果更好。對于室內(nèi)振動壓實試驗的參數(shù)控制,可有兩種參考思路。一是經(jīng)過試驗驗證后,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),可針對不同情況選擇對應(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土樣,基于體積填充理論,從小到大逐級剔除土樣上一級粒徑組顆粒后進(jìn)行表面振動壓實試驗。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,為粗粒料的級配改良提供參考。逐級剔除后,懸浮密實結(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；骨架密實結(jié)構(gòu)土體干密度變化曲線相對平緩,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；對于粗粒土,可以分界粒徑為界限,分段分析土體級配組成及土體結(jié)構(gòu)類型；當(dāng)粗粒土不均勻系數(shù)很大時,曲率系數(shù)不是級配是否優(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)位級別】：碩士
【學(xué)位授予年份】：2016
【分類號】：TU411

【相似文獻(xiàn)】

相關(guān)期刊論文 前10條

1 姚運仕;馮忠緒;董秀輝;鄧麗娜;;多頻合成振動壓實的機理[J];長安大學(xué)學(xué)報(自然科學(xué)版);2006年01期

2 龍運佳;;混沌振動壓實新模式[J];建設(shè)機械技術(shù)與管理;2006年11期

3 盧宏現(xiàn);朱偉敏;姚琳寧;;雙頻合成振動壓實對多種材料的適應(yīng)性研究[J];筑路機械與施工機械化;2007年06期

4 戴易和;;振動壓實過程中填石料破碎分形機制研究[J];中南公路工程;2007年03期

5 Lars Forssblad ,陶增琦;振動壓實機械的應(yīng)用[J];建筑技術(shù)通訊(施工技術(shù));1979年02期

6 候獻(xiàn)華;;粉煤灰的振動壓實特性[J];大壩觀測與土工測試;1992年04期

7 馮忠緒;姚懷新;;自行式振動壓實滾[J];筑路機械與施工機械化;1992年02期

8 譚智榮，孫茂春;振動壓實設(shè)備的選擇[J];建筑機械;1994年05期

9 龍運佳;;混沌振動壓實新模式[J];建筑機械化;2006年11期

10 盧艷坤;;室內(nèi)振動壓實成型機的動態(tài)測試與動力學(xué)分析[J];公路交通科技(應(yīng)用技術(shù)版);2008年S1期

相關(guān)會議論文 前4條

1 劉樹英;韓清凱;聞邦椿;;振動壓實系統(tǒng)的非線性特性[A];振動利用技術(shù)的若干研究與進(jìn)展——第二屆全國“振動利用工程”學(xué)術(shù)會議論文集[C];2003年

2 沙愛民;李美江;;粉土振動壓實特性試驗研究[A];2002年道路工程學(xué)會學(xué)術(shù)交流會論文集[C];2002年

3 龍運佳;;源于混沌科學(xué)的振動壓實新技術(shù)[A];振動利用技術(shù)的若干研究與進(jìn)展——第二屆全國“振動利用工程”學(xué)術(shù)會議論文集[C];2003年

4 梁向前;王園;孫進(jìn)忠;王新娟;;碎石土振動壓實特性試驗研究[A];第九屆全國巖石動力學(xué)學(xué)術(shù)會議論文集[C];2005年

相關(guān)博士學(xué)位論文 前6條

1 鐘春彬;雙頻合成振動壓實工業(yè)樣機性能試驗與分析研究[D];長安大學(xué);2011年

2 姚運仕;雙頻合成振動壓實方法的試驗研究[D];長安大學(xué);2006年

3 周浩;水泥穩(wěn)定碎石材料振動壓實效應(yīng)研究[D];長安大學(xué);2013年

4 孟慶營;振動壓實對排水性瀝青混合料適應(yīng)性研究[D];長安大學(xué);2013年

5 張青哲;土基振動壓實系統(tǒng)模型與參數(shù)研究[D];長安大學(xué);2010年

6 景宏君;振動壓實與黃土高路堤沉降變形[D];長安大學(xué);2004年

相關(guān)碩士學(xué)位論文 前10條

1 黃強;粗粒土室內(nèi)表面振動壓實參數(shù)及土體結(jié)構(gòu)分析試驗研究[D];西南交通大學(xué);2016年

2 肖剛;雙頻振動壓實機的設(shè)計及性能研究[D];長安大學(xué);2001年

3 岳建平;雙頻合成振動壓實的試驗研究[D];長安大學(xué);2006年

4 李美江;道路材料振動壓實特性研究[D];長安大學(xué);2002年

5 孟昆鵬;道路基層材料振動壓實標(biāo)準(zhǔn)的研究[D];哈爾濱工業(yè)大學(xué);2009年

6 朱偉敏;雙頻合成振動壓實機動力學(xué)仿真研究[D];長安大學(xué);2006年

7 隋吉軍;粗粒土振動壓實特性的試驗研究[D];大連理工大學(xué);2003年

8 王建;顆粒材料振動壓實動態(tài)的離散元分析[D];長安大學(xué);2012年

9 南兵章;路基填料室內(nèi)振動壓實及沉降變形研究[D];長安大學(xué);2014年

10 鄧麗娜;雙頻振動壓實作業(yè)參數(shù)優(yōu)化及動態(tài)仿真[D];長安大學(xué);2004年

，

本文編號：1974809