本文選題：軟土沉降 + 側(cè)向變形�。� 參考：《巖土工程學(xué)報》2017年09期

【摘要】：軟土地基側(cè)向變形占總沉降的比例大,通常的計(jì)算方法采用有側(cè)限的一維壓縮狀態(tài)下的壓縮模量應(yīng)用于分層總和法來計(jì)算,這樣的方法不能反應(yīng)側(cè)向變形對總沉降的影響,而規(guī)范方法則在該方法計(jì)算結(jié)果的基礎(chǔ)上乘以1.1~1.7的經(jīng)驗(yàn)系數(shù),以修正計(jì)算誤差。但經(jīng)驗(yàn)系數(shù)的選取具有較大的人為性。為此,在廣義胡克定律的基礎(chǔ)上推導(dǎo)出可考慮側(cè)向變形的計(jì)算方法,把軟土地基沉降分為有側(cè)限的壓縮沉降S_c和側(cè)向變形產(chǎn)生的沉降S_d兩部分,前者采用傳統(tǒng)的e p曲線分層總和法計(jì)算,后者采用基于e p曲線和鄧肯 張(Duncan Chang)本構(gòu)模型的概念求取非線性割線模量E_p應(yīng)用于分層總和法計(jì)算,這樣就可以由e p曲線進(jìn)行考慮軟土側(cè)向變形的非線性沉降計(jì)算。另外,鑒于工程中初始孔隙比e_0和壓縮模量Es1-2(壓力為100 kPa和200 kPa對應(yīng)的壓縮模量)是常用的參數(shù),相對穩(wěn)定且可較好反映軟土的特性,建立了由e_0和E_(s1-2)求e p曲線和e lgp曲線的方法,從而可以求出不同應(yīng)力水平下的壓縮模量Esi,由Esi進(jìn)行S_c和S_d的計(jì)算,實(shí)現(xiàn)可由初始孔隙比e_0和壓縮模量E_(s1-2)進(jìn)行考慮軟土側(cè)向變形的非線性沉降計(jì)算,為工程計(jì)算帶來極大的方便。最后通過案例說明方法的可行性。
[Abstract]:The lateral deformation of soft soil foundation accounts for a large proportion of the total settlement. The compression modulus in the one-dimensional compression state with lateral limit is usually used to calculate the total settlement by the method of stratified summation. This method cannot reflect the effect of lateral deformation on the total settlement. On the basis of the results of the method, the gauge method is multiplied by the empirical coefficient of 1.1 to 1.7 in order to correct the calculation error. But the selection of empirical coefficient is more artificial. Therefore, based on the generalized Hook's law, the calculation method of lateral deformation is deduced, and the settlement of soft soil is divided into two parts: the compression settlement SC with lateral limit and the settlement sd caused by lateral deformation. The former is calculated by the traditional stratified summation method of e p curves, and the latter is calculated by using the concept of e p curve and Duncan Chang constitutive model to calculate the nonlinear Secant modulus ESP and apply it to the calculation of the stratified summation method. In this way, the nonlinear settlement of soft soil considering lateral deformation can be calculated by e p curve. In addition, since the initial void ratio E _ S _ 0 and compression modulus es _ 1-2 (compression modulus corresponding to pressure of 100 KPA and 200 KPA) are commonly used in engineering, they are relatively stable and can better reflect the characteristics of soft soil. In this paper, the method of finding e _ p curve and e _ (s1-2) curve from E _ S _ 0 and E _ (s1-2) is established, so that the compression modulus (E _ I) of different stress levels can be obtained, and the calculation of SC and S _ d can be carried out by ESI. The nonlinear settlement calculation considering lateral deformation of soft soil can be carried out by the initial void ratio E _ 0 and compression modulus E _ (s1-2), which brings great convenience to engineering calculation.
【作者單位】： 廣東省水利水電科學(xué)研究院;華南理工大學(xué)土木與交通學(xué)院;廣東省巖土工程技術(shù)研究中心;
【基金】：國家自然科學(xué)基金項(xiàng)目(51378131) 廣東省水利科技創(chuàng)新項(xiàng)目(2009-25)
【分類號】：TU433

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