【文章內(nèi)容簡介】 以保證擋土墻的安全性。扶壁式擋土墻結(jié)構(gòu)是在重力式擋土墻的基礎上因地制宜發(fā)展而來的，實際工程中，可采取聯(lián)合的結(jié)構(gòu)形式，其計算方法基本相同。對于多地震帶的地區(qū)，只要在地基應力允許的條件下，應盡量擴大抗滑計算值。結(jié)束語隨著畢業(yè)日子的到來，畢業(yè)設計也接近了尾聲。經(jīng)過幾個月的奮戰(zhàn)我的畢業(yè)設計終于完成了。在沒有做畢業(yè)設計以前覺得畢業(yè)設計只是對這幾年來所學知識的單純總結(jié)，但是通過這次做畢業(yè)設計發(fā)現(xiàn)自己的看法有點太片面。畢業(yè)設計不僅是對前面所學知識的一種檢驗，而且也是對自己能力的一種提高。通過這次畢業(yè)設計使我明白了自己原來知識還比較欠缺，自己要學習的東西還太多。通過這次畢業(yè)設計，我才明白學習是一個長期積累的過程，在以后的工作、生活中都應該不斷的學習，努力提高自己知識和綜合素質(zhì)。在這次畢業(yè)設計中也使我們的同學關系更進一步了，同學之間互相幫助，有什么不懂的大家在一起商量，聽聽不同的看法對我們更好的理解知識，所以在這里非常感謝幫助我的同學。總之，不管學會的還是學不會的的確覺得困難比較多，真是萬事開頭難，不知道如何入手。最后終于做完了有種如釋重負的感覺。此外，還得出一個結(jié)論：知識必須通過應用才能實現(xiàn)其價值！有些東西以為學會了，但真正到用的時候才發(fā)現(xiàn)是兩回事，所以我認為只有到真正會用的時候才是真的學會了。致謝在此要感謝我的指導老師米海珍和喬雄對我悉心的指導，感謝老師給我的幫助。在設計過程中，我通過查閱大量有關資料，與同學交流經(jīng)驗和自學，并向老師請教等方式，使自己學到了不少知識，也經(jīng)歷了不少艱辛，但收獲同樣巨大。在整個設計中我懂得了許多東西，也培養(yǎng)了我獨立工作的能力，樹立了對自己工作能力的信心，相信會對今后的學習工作生活有非常重要的影響。而且大大提高了動手的能力，使我充分體會到了在創(chuàng)造過程中探索的艱難和成功時的喜悅。雖然這個設計做的也不太好，但是在設計過程中所學到的東西是這次畢業(yè)設計的最大收獲和財富，使我終身受益。設計參考文獻[1] 中華人民共和國國家標準，《建筑邊坡工程技術規(guī)范》（GB50330—2002），人民交通出版社，北京，2002；[2] 陳忠達，《公路擋土墻設計》，人民交通出版社，北京，1999；[3] 趙樹德，《土力學》，高等教育出版社，北京，2002；[4] 池淑蘭，《路基及支擋結(jié)構(gòu)》，中國鐵道出版社，北京，2002；[5] 鄧學均，《路基路面工程》，人民交通出版社，北京，2002；[6] 馮忠居，《基礎工程》，人民交通出版社，北京，2002；[7] 《基礎工程分析與設計》， 中國建筑工業(yè)出版社；[8] 朱彥鵬，《混凝土結(jié)構(gòu)設計原理》，重慶大學出版社，重慶，2002；[9] 張雨化，朱照宏，《道路勘測設計》，人民交通出版社，北京，1997；[10] 中華人民共和國國家標準，《公路工程技術標準》（JTG B012003）人民交通出版社，北京，2004；[11] 其他與設計相關的資料等。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。 differential equations must be solved for given boundary conditions. Solutions are found by solving differential equations derived from condition of equilibrium, patibility, and the constitutive relation of the soil, subjected to boundary condition. Traditionally, in soil mechanics, the theory of elasticity is used to set up the differential equations for deformation problems, while the theory of plasticity is used for stability problems. To obtain solution for loadings ranging from small to sufficiently large to cause collapse of a portion of the soil mass, a plete elastoplastic analysis considering the mechanical behavior of the soil until failure may be thought of as a possible method. However, such an elastoplastic analysis is rarely used in practice due to the plexity of the putations. From a practical standpoint, the primary focus of a stability problem is on the failure condition of the soil mass. Thus, practical solutions can be found in a simpler manner by focusing on conditions at impending collapse. Stability problem of natural slopes, or cut slopes are monly encountered in civil engineering projects. Solutions may be based on the slipline method, the limitequilibrium method, or limit analysis. The limitequilibrium method has gained wide acceptance in practice due to its simplicity. Most limitequilibrium method are based on the method of slices, in which a failure surface is assumed and the soil mass above the failure surface is divided into vertical slices. Global staticequilibrium conditions for assumed failure surface are examined, and a critical slip surface is searched, for which the factor of safety is minimized. In the development of the limitequilibrium method, efforts have focused on how to reduce the indeterminacy of the problem mainly by making assumptions on interslice forces. However, no solution based on the limitequilibrium method, not even the so called “rigorous” solutions can be regarded as rigorous in a strict mechanical sense. In limitequilibrium, the equilibrium equations are not satisfied for every point in the soil mass. Additionally, the flow rule is not satisfied in typical assumed slip surface, nor are the patibility condition and prefailure constitutive relationship. Limit analysis takes advantage of the upperand lowerbound theorems of plasticity theory to bound the rigorous solution to a stability problem from below and above. Limit analysis solutions are rigorous in the sense that the stress field associated with a lowerbound solution is in equilibrium with imposed loads at every point in the soil mass, while the velocity field associated with an upperbound solution is patible with imposed displacements. In simple terms, under lowerbound loadings, collapse is not in progress, but it may be imminent if the lower bound coincides with the true solution lies can be narrowed down by finding the highest possible lowerb