本文關(guān)鍵詞：石河子機(jī)場強(qiáng)夯及碾壓試驗(yàn)區(qū)地基處理效果分析　出處：《新疆農(nóng)業(yè)大學(xué)》2015年碩士論文　論文類型：學(xué)位論文

  更多相關(guān)文章： 強(qiáng)夯法 地基處理 加固效果 加固深度 強(qiáng)夯能級 影響深度

【摘要】：本文以石河子機(jī)場強(qiáng)夯及碾壓實(shí)驗(yàn)區(qū)地基處理為實(shí)例,研究強(qiáng)夯法及碾壓法在本工程中各種工況下的技術(shù)參數(shù)并分析處理效果。強(qiáng)夯法是一種十分經(jīng)濟(jì)并且簡便的地基加固方法,采用強(qiáng)夯法加固地基,加固效果明顯,施工十分簡單,而且經(jīng)濟(jì)實(shí)用。場地地基土在強(qiáng)夯影響深度范圍內(nèi)主要為粉質(zhì)粘土,其地質(zhì)條件適合強(qiáng)夯法進(jìn)行地基處理,且場地位于郊外,場地空曠,具備強(qiáng)夯施工的外部條件。使用強(qiáng)夯法進(jìn)行地基加固。能量主要消耗在垂直方向上,所以對低液限粘土的加固效果非常明顯,土體各項(xiàng)指標(biāo)的提高效果明顯。場地夯前濕陷系數(shù)(δs)大于0.015,為濕陷性黃土。使用強(qiáng)夯法加固后,濕陷系數(shù)(δs)在0-3m范圍內(nèi)基本小于了0.015,消除了濕陷性。強(qiáng)夯能級在1000 k N·m、2000 k N·m和3000 k N·m,隨著強(qiáng)夯能級的增加,加固深度也有明顯增加,而當(dāng)強(qiáng)夯能級達(dá)到6000k N·m后,對上層0-5m的濕陷性可以達(dá)到全部消除,對于5m以下的范圍,濕陷性為部分消除,有些由強(qiáng)濕陷性轉(zhuǎn)為中等濕陷,影響深度沒有很明顯的增加。強(qiáng)夯能級6000k N·m和4000k N·m的場地密實(shí)度,干密度,含水率、壓縮系數(shù)和濕陷系數(shù)比3000k N·m、2000k N·m和1000k N·m的16塊場地強(qiáng)夯后變化更加明顯。通過載荷試驗(yàn)數(shù)據(jù)得出,通過強(qiáng)夯法處理地基后,靜荷載試驗(yàn)得到的數(shù)據(jù)顯示場地的濕陷性基本消除,符合強(qiáng)夯處理效果的判斷標(biāo)準(zhǔn)。6000k N·m強(qiáng)夯能級加固的在0-5m的滲透系數(shù)變化非常明顯,5-6.2m的滲透系數(shù)變化不明顯,4000k N·m強(qiáng)夯能級加固的在0-3m的滲透系數(shù)變化非常明顯,3-4.2m的滲透系數(shù)變化不明顯,這說明6000k N·m強(qiáng)夯能級的影響深度為5m,4000k N·m強(qiáng)夯能級的影響深度為3m。這也說明6000k N·m強(qiáng)夯能級對于濕陷性消除的深度為5m,4000k N·m強(qiáng)夯能級對于濕陷性消除的深度為3m。在處理深度范圍內(nèi)滲透系數(shù)明顯降低,加固效果十分顯著,滿足了地基設(shè)計(jì)承載力要求。碾壓區(qū)采用沖擊碾壓技術(shù)處理石河子機(jī)場跑道地基是可行的,能夠?qū)崿F(xiàn)預(yù)期的強(qiáng)度、承載力和差異沉降控制等技術(shù)要求。在碾壓次數(shù)逐漸增加的過程中,地基沉降變形先快后慢,逐漸均勻密實(shí),沖擊碾壓后,地基反應(yīng)模量提高幅度較大。
[Abstract]:This paper takes the ground treatment in Shihezi Airport as an example. The technical parameters of dynamic compaction method and roller compaction method in various working conditions of the project are studied and the treatment results are analyzed. Dynamic compaction method is a very economical and simple method for foundation strengthening. The dynamic compaction method is used to reinforce the foundation. The reinforcement effect is obvious, the construction is very simple, and the construction is economical and practical. The ground soil is mainly silty clay in the depth range of dynamic compaction, its geological condition is suitable for ground treatment by dynamic compaction method, and the site is located in the countryside. The site is open and has the external conditions of dynamic compaction construction. The method of dynamic compaction is used to reinforce the foundation. The energy is mainly consumed in the vertical direction, so the reinforcement effect of low liquid limit clay is very obvious. The coefficient of collapsibility (未 s) before consolidation is greater than 0.015, which is collapsible loess. The coefficient of collapsibility (未 s) is less than 0.015 in the range of 0-3m, and the collapsibility is eliminated. The energy level of dynamic compaction is 1000 KN 路m. With the increase of the energy level of dynamic compaction, the reinforcement depth also increases obviously, but when the energy level of dynamic compaction reaches 6 000 KN 路m, the reinforcement depth increases obviously with the increase of energy levels of 2000kN 路m and 3000 KN 路m. The collapsibility of the upper layer of 0-5m can be completely eliminated. For the range below 5m, the collapsibility is partially eliminated, and some of the collapsibility is changed from strong collapsibility to moderate collapsibility. The site compactness, dry density and moisture content of the dynamic compaction level of 6000kN 路m and 4000kN 路m are not obviously increased. The change of compression coefficient and collapsing coefficient is more obvious than that of 16 sites with 3000 KN 路m 2000KN 路m and 1000kN 路m after dynamic compaction. The data obtained from static load test show that the collapsibility of the ground is basically eliminated after the foundation is treated by dynamic compaction method. The change of permeability coefficient in 0-5m is very obvious, and the change of permeability coefficient of 5-6.2m is not obvious, which accords with the judging standard of dynamic compaction effect .6000kN 路m dynamic tamping energy level reinforcement. The permeability coefficient of 4000kN 路m energy level reinforced by dynamic compaction at 0-3m is very obvious, and the permeability coefficient of 3-4.2m is not obvious. This indicates that the influence depth of dynamic compaction energy level of 6000kN 路m is 5 m. The influence depth of 4000kN 路m dynamic compaction energy level is 3m.This also shows that the depth of 6000kN 路m dynamic compaction level for eliminating collapsibility is 5m. The depth of 4000kN 路m dynamic compaction level for eliminating collapsibility is 3m.The permeability coefficient decreases obviously in the treatment depth range, and the reinforcement effect is very remarkable. It meets the requirements of foundation design bearing capacity. It is feasible to use impact rolling technology to treat the foundation of the runway of Shihezi airport in the rolling area, and the expected strength can be achieved. In the process of increasing rolling times, the settlement deformation of the foundation is first fast and then slow, and gradually uniform and compacted, and the response modulus of the foundation increases greatly after impact compaction.
【學(xué)位授予單位】：新疆農(nóng)業(yè)大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2015
【分類號】：TU472.31

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