本文選題：抗滑樁　切入點(diǎn)：樁距　出處：《武漢理工大學(xué)》2013年碩士論文　論文類型：學(xué)位論文

【摘要】：與防治滑坡的傳統(tǒng)措施,例如排水、減載、擋土墻等工程相比,抗滑樁具有施工簡便、抗滑能力強(qiáng)、效果突出等優(yōu)點(diǎn),因而在國內(nèi)外得到了迅速的發(fā)展。而傳統(tǒng)的抗滑樁設(shè)計(jì)方法偏于保守,安全儲備大,借助于優(yōu)化設(shè)計(jì)技術(shù)往往可以使得設(shè)計(jì)更加符合工程需要,因此二者綜合進(jìn)行分析成為近年來抗滑樁設(shè)計(jì)的一大趨勢。 某鐵路線DK815+715.015-+809.775段邊坡采用單排抗滑樁支護(hù),運(yùn)用現(xiàn)場監(jiān)測實(shí)驗(yàn)、理論計(jì)算及有限元軟件ANSYS手段分析原支護(hù)設(shè)計(jì)的合理性,同時分析樁間距改變時,抗滑樁位移、內(nèi)力,邊坡位移及邊坡安全性的變化,綜合考慮選取合理樁距,從而使抗滑樁造價(jià)最低、經(jīng)濟(jì)合理,提高經(jīng)濟(jì)效益。 主要研究內(nèi)容如下： (1)抗滑樁設(shè)計(jì) 根據(jù)工程實(shí)際地質(zhì)條件運(yùn)用懸臂樁法進(jìn)行抗滑樁結(jié)構(gòu)內(nèi)力計(jì)算。 (2)現(xiàn)場監(jiān)測實(shí)驗(yàn) 進(jìn)行現(xiàn)場數(shù)據(jù)監(jiān)測,通過監(jiān)測了解邊坡位移及樁身的位移、應(yīng)力變化情況,掌握邊坡是否穩(wěn)定,抗滑樁支護(hù)效果,確保邊坡的安全穩(wěn)定。監(jiān)測表明邊坡安全性良好,抗滑樁自身未發(fā)生破壞；同時監(jiān)測數(shù)據(jù)較設(shè)計(jì)值偏小也顯示設(shè)計(jì)偏于保守。 (3)數(shù)值模擬驗(yàn)證分析 對上述工程邊坡及抗滑樁,運(yùn)用ANSYS建立三維邊坡實(shí)體模型進(jìn)行數(shù)值模擬,分析樁距改變對樁間土拱效應(yīng)、樁身應(yīng)力、邊坡安全系數(shù)、位移影響及抗滑樁樁身位移大小分布的影響。結(jié)果表明：隨著樁間距的增加,樁距等于5.5m時樁間土拱形成,樁距等于6.5m時,土拱消失；樁身應(yīng)力在樁距為6.5m時達(dá)到極限平衡狀態(tài)允許值大��；L=6.5m時,抗滑樁支護(hù)效果已很難發(fā)揮,邊坡安全系數(shù)基本不變。 (4)抗滑樁優(yōu)化 綜合土拱效應(yīng)、抗滑樁結(jié)構(gòu)安全及經(jīng)濟(jì)造價(jià),給出優(yōu)化樁距建議值L=5.5m。
[Abstract]:Compared with the traditional measures of landslide prevention, such as drainage, load reduction, retaining wall and so on, the anti-slide pile has the advantages of simple construction, strong anti-slide ability and outstanding effect. Therefore, it has been developed rapidly at home and abroad. However, the traditional anti-slide pile design method is conservative and has a large safety reserve. With the help of the optimization design technology, the design can often meet the engineering needs more. Therefore, comprehensive analysis of the two has become a major trend in the design of anti-slide piles in recent years. The slope of DK815 715.015-809.775 section is supported by single-row anti-slide pile. The rationality of the original support design is analyzed by field monitoring experiment, theoretical calculation and finite element software ANSYS, and the displacement and internal force of anti-slide pile are analyzed when the pile spacing is changed. With the change of slope displacement and slope safety, reasonable pile spacing is considered synthetically, so that the cost of anti-slide pile is the lowest, the economy is reasonable and the economic benefit is improved. The main contents of the study are as follows:. Design of anti-slide pile. The internal force of anti-slide pile structure is calculated by cantilever pile method according to the actual geological conditions of engineering. Field monitoring experiment. Through monitoring and understanding the displacement of slope and displacement of pile body, stress change, whether the slope is stable or not, the effect of anti-slide pile support, the safety and stability of the slope is ensured. The monitoring shows that the slope is safe and stable, and the monitoring results show that the slope is safe and stable. The anti-slide pile itself is not destroyed, and the monitoring data is smaller than the designed value, which also shows that the design is conservative. Verification and analysis of numerical simulation. For the above mentioned engineering slope and anti-slide pile, the three-dimensional solid model of slope is established by using ANSYS to simulate the soil arch effect, pile stress and slope safety factor caused by the change of pile spacing. The results show that with the increase of pile spacing, the soil arch between piles is formed when the pile spacing is 5.5 m, and the soil arch disappears when the pile spacing is 6.5 m. When the stress of pile body reaches the allowable value of the limit equilibrium state when the pile spacing is 6.5 m, the effect of anti-slide pile support is very difficult to play, and the slope safety factor is basically unchanged. Optimization of anti-slide pile. Considering the soil arch effect, the safety and economic cost of the anti-slide pile structure, the suggested value of the optimized pile spacing L5. 5 m is given.
【學(xué)位授予單位】：武漢理工大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2013
【分類號】：TU473.1;P642.22

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 柳林超;梁波;刁吉;;基于ANSYS的有限元強(qiáng)度折減法求邊坡安全系數(shù)[J];重慶交通大學(xué)學(xué)報(bào)(自然科學(xué)版);2009年05期

2 欒茂田,武亞軍,年廷凱;強(qiáng)度折減有限元法中邊坡失穩(wěn)的塑性區(qū)判據(jù)及其應(yīng)用[J];防災(zāi)減災(zāi)工程學(xué)報(bào);2003年03期

3 鄭穎人,趙尚毅,張魯渝;用有限元強(qiáng)度折減法進(jìn)行邊坡穩(wěn)定分析[J];中國工程科學(xué);2002年10期

4 于清楊,佴磊,劉寒冰,詹軍;滑坡體力學(xué)特征對抗滑樁作用力分布規(guī)律的影響[J];公路交通科技;2005年01期

5 劉楚喬;梁開水;;巖質(zhì)高邊坡穩(wěn)定性監(jiān)測與評價(jià)方法研究綜述[J];工業(yè)安全與環(huán)保;2008年03期

6 王士川,陳立新;抗滑樁間距的下限解[J];工業(yè)建筑;1997年10期

7 鄭穎人,趙尚毅,宋雅坤;有限元強(qiáng)度折減法研究進(jìn)展[J];后勤工程學(xué)院學(xué)報(bào);2005年03期

8 黃滿剛;孫世國;;邊坡穩(wěn)定性分析方法的研究[J];礦業(yè)快報(bào);2008年07期

9 沈良峰,廖繼原,張?jiān)慢?邊坡穩(wěn)定性分析評價(jià)方法綜述[J];礦業(yè)研究與開發(fā);2005年01期

10 武強(qiáng);崔云龍;王珊珊;馮林;;礦山邊坡安全穩(wěn)定性研究[J];礦業(yè)研究與開發(fā);2009年04期

相關(guān)博士學(xué)位論文 前2條

1 申永江;邊坡工程中抗滑樁的效果評價(jià)與優(yōu)化設(shè)計(jì)[D];浙江大學(xué);2009年

2 李長冬;抗滑樁與滑坡體相互作用機(jī)理及其優(yōu)化研究[D];中國地質(zhì)大學(xué);2009年

，

本文編號：1638175