【正文】 在（5）式中，不等式的成立是由于最大塑性消散原則，根據(jù)在真實應(yīng)變率場下的真實坍塌應(yīng)力場得出的內(nèi)部作用比率總是比在真實應(yīng)變率場下而引起坍塌的應(yīng)力場得出的比率要大而得出。假設(shè)剛體是理想的塑性體，用一個簡單的極限分析去解決穩(wěn)定性問題是沒有嚴(yán)格損失的。不需要用任何特殊的方式通過（3）式和（4）式把,和聯(lián)系在一起。等式（2）通常被認(rèn)為是常態(tài)條件，就表面當(dāng)量而言，塑性應(yīng)變率的方向關(guān)系是垂直的。就分點(diǎn)的應(yīng)力和孔隙水壓力或者速度而言，用平衡方程、協(xié)調(diào)條件、流動法則、屈服準(zhǔn)則、邊界條件的線性代數(shù)等式來表達(dá)，那么，求解最佳上下邊界是在幾個簡單土坡的構(gòu)造和地下水形式下被考慮的，解是以諾莫圖的形式給出。在這篇文章中，在平面應(yīng)變條件下，上下邊界的極限分析是要考慮孔隙水壓力影響的。在另一項研究中，除了用不同形狀的破裂面結(jié)合分塊分析法時，Michalowski秉承了相同的方法?？紫端畨毫σ部梢钥醋魇且环N外力。在大量的實踐中，孔隙水壓力的影響被看作集中考慮在土坡穩(wěn)定性問題的上邊界解上。大多數(shù)先前的工作都基于總應(yīng)力之上。同樣，在上邊界作用外加荷載，滑坡也會立即發(fā)生。另外，在典型的假定滑動面方法中，流動法則是不滿足的，同樣，協(xié)調(diào)性條件和破壞前的本構(gòu)關(guān)系也是不滿足的。極限平衡法大部分建立在分塊理論的基礎(chǔ)上，在這種理論中，假設(shè)有一個破壞的滑動面，而且在此之上的土體被劃分為若干垂直土條，整個靜態(tài)平衡條件下假設(shè)的失穩(wěn)表面是被確定的，一個臨界的滑動破裂面必須要找到，因為它的安全因數(shù)最小。因此，真實解應(yīng)該是通過關(guān)注即將發(fā)生的破壞條件的一個簡單的方法中得來。為了獲得這個解，荷載由小到大變化，直到足夠大引起部分土體的滑坡。概述：穩(wěn)定性和變形問題在全球技術(shù)工程領(lǐng)域是一個邊界值問題。通過假設(shè)三角形頂點(diǎn)的線變量和元素變量，真實解應(yīng)該是一個線形的約束問題。 and = velocity fields. In (5), the inequality is due to the principle of maximum plastic dissipation, according to which the actual strain rate field is always larger than the rate of work done on the actual strain rate field by a stress field not causing collapse. In (5), only the equilibrium condition and the stress boundary conditions not taken into account. The best lower bound to the true collapse load can be found by analyzing various trial statically admissible stress fields.中文對照翻譯：孔隙水壓力作用下土坡的極限分析摘要：極限平衡法一般用于土坡的穩(wěn)定性分析。 that is, only plastic deformation occurs during plastic flow, and = .This makes limit analysis a simple method to solve stability problems, without loss of rigor, assuming rigid perfect plasticity.Lowerbound Theorem If the stress field within the soil mass is stable and statically admissible, then collapse does not occur。 = effective stress tensor in equilibrium with and 。 and = effective stress tensor. Associated flow rule defines the plastic strain rate by assuming the yield function F to coincide with the plastic potential function G, from which the plastic strain rate can be obtained though （2）where = nonnegative plastic multiplier rate that is positive only when plastic deformations occur. Eq. (2) is often referred to as the normality condition, which states that the direction of plastic strain rate is perpendicular to the yield surface. Perfect plasticity with an associated with very large displacements are of concern. In addition, theoretical studies show that the collapse loads for earth slopes, where soils are not heavily constrained, are quite insensitive to whether the flow rule is associated or nonassociated.Principle of Virtual Work Both the lowerand upper –bound theorems are based on the principle of virtual work. The virtual work equation is applicable, given the assumption of small deformations before collapse, and can be expressed as either （3）Or （4）Where = boundary loadings。附：英文翻譯LIMIT ANALYSIS OF SOIL SLOPES SUBJECTED TO POREWATER PRESSURESBy , assoicite member, ASCE ,and ., member,ASCE ABSTRACT: the limitequilibrium method is monly, used for slope stability analysis. However, it is well known that the solution obtained from the limitequilibrium method is not rigorous, because neither static nor kinematic admissibility conditions are satisfied. Limit analysis takes advantage of the lowerand upperbound theorem of plasticity to provide relatively simple but rigorous bounds on the true solution. In this paper, three nodded linear triangular finite elements are used to construct both statically admissible stress fields for lowerbound analysis and kinematically admissible velocity fields for upperbound analysis. By assuming linear variation of nodal and elemental variables the determination of the best lowerand upperbound solution maybe set up as a linear programming problem with constraints based on the satisfaction of static and kinematic admissibility. The effects of prowater pressure are considered and incorporated into the finiteelement formulations so that effective stress analysis of saturated slope may be done. Results obtained from limit analysis of simple slopes with different groundwater patterns are pared with those obtained from the limitequilibrium method.INTRODUCTION Stability and deformation problem in geotechnical engineering are boundaryvalue problem。在整個設(shè)計中我懂得了許多東西，也培養(yǎng)了我獨(dú)立工作的能力，樹立了對自己工作能力的信心，相信會對今后的學(xué)習(xí)工作生活有非常重要的影響。最后終于做完了有種如釋重負(fù)的感覺。通過這次畢業(yè)設(shè)計使我明白了自己原來知識還比較欠缺，自己要學(xué)習(xí)的東西還太多。結(jié)束語隨著畢業(yè)日子的到來，畢業(yè)設(shè)計也接近了尾聲。在山區(qū)公路中，擋土墻的應(yīng)用更為廣泛。主要用途在于引水，將路基范圍內(nèi)的各種水源水流引至橋涵或路基范圍內(nèi)的指定地點(diǎn)。一般泄水孔的直徑為510cm,間距23cm,泄水孔應(yīng)高于墻前水位，以免倒灌。排水措施主要包括（1）截水溝。 2．5 扶壁式擋墻結(jié)構(gòu)加固措施在選擇了扶壁式擋土墻作為施工方案設(shè)計，完成了擋土墻截面設(shè)計及穩(wěn)定、強(qiáng)度驗算之后，必須采取必要的措施，以保證擋土墻的安全性。顯然，重力式擋土墻所需的混凝土用量比扶壁式的大得多，因此所花費(fèi)的造價也要高，而且工程量巨大，施工難度高。由上設(shè)計計算所得可知，重力式擋土墻的截面尺寸為頂寬1米，底寬5米，高9米，所使用的混凝土強(qiáng)度等級為C20，估算材料用量可知，重力式擋土墻橫向沒延米所需的混凝土用量為27平米。由上面的計算可知，選配的U形鋼筋為14，承受拉力作用，每個扶肋上U形鋼筋的個數(shù)為：根。所以，由上可知，墻面板內(nèi)側(cè)豎向受力鋼筋的分布為：每跨中部2L/3范圍采用18鋼筋，間距為250mm；靠近扶肋兩側(cè)L/6范圍內(nèi)采用14鋼筋，間距為250mm。驗算滿足適用條件。驗算滿足適用條件。驗算滿足適用條件。外側(cè)受拉鋼筋N3布置在中間跨墻面板臨空一側(cè)，承受水平正彎矩，該鋼筋沿墻長方向通長布置。 將以上的數(shù)據(jù)代入基本公式： 算得： 查《混凝土結(jié)構(gòu)設(shè)計原理》附表19得： 選配 驗算適用條件： 驗算滿足要求。經(jīng)算得M=55KNM.選用材料：以HRB335鋼筋作為受拉鋼筋，混凝土的強(qiáng)度等級選用C20，查得,。2．3．8 配筋設(shè)計扶壁式擋土墻墻面板，墻趾板按矩形截面受彎構(gòu)件配筋，而扶肋按變截面T形梁配筋。為了使擋土墻墻形結(jié)構(gòu)合理和避免發(fā)生不均勻的沉降，還應(yīng)控制作用于擋土墻基底的合力偏心距。（查得Ka=）以墻踵板的板端豎直面作為假想墻背，則：所以（）故抗滑移穩(wěn)定性滿足要求。2．3．7容許應(yīng)力驗算扶壁式擋土墻的驗算內(nèi)容包括抗滑移穩(wěn)定性，抗傾覆穩(wěn)定性，基底應(yīng)力及合力偏心距的驗算。2．3．6 扶肋設(shè)計計算 a) b) c)圖28 扶肋計算圖式扶肋可視為錨固在墻踵板上的T形變截面懸臂梁，墻面板則作為該T形梁的翼緣板，如圖28a)所示，翼緣板的有效計算寬度由墻頂向下逐漸加寬，如圖28a),b)所示，為了簡化計算，只考慮墻背主動土壓力的水平分力，而扶肋和墻面板的自重以及土壓力的豎向分力忽略不計。 墻踵板順墻長方向板條的彎矩和剪力計算與墻面板相同，各內(nèi)力分別為：支點(diǎn)負(fù)彎矩：支點(diǎn)剪力：跨中正彎矩：邊跨自由端彎矩：3. 橫向