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客廬聽雨銅蟲 (初入文壇)
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[求助]
求助翻譯幾段英文
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The estimation of the lateral earth pressure development has been one of the most common but important in engineering practice since it governs the design of many geotechnical engineering structures including the retaining wall. Retaining walls with cohesionless backfill soil are typically designed based on the active lateral earth pressure distribution due to the tendency of outward tilt about the base. Classical earth pressure theories, e.g., Coulomb's and Rankine's (1), have been widely used for this purpose and have proven reliable. Since a certain amount of strain must develop within the soil mass in order that the shear stresses that help to support the soil may be fully mobilized, a certain amount of tilt of the wall must be allowed before the lateral earth pressure reduces to the value of active lateral earth pressure (5). In special circumstances where movement is restricted, such as bridge abutments, developed lateral earth pressures, therefore, could be greater than the active lateral earth pressures. This paper describes a method of estimating the magnitude and distribution of the lateral earth pressure exerted by cohesionless soil behind the rigid retaining wall experiencing outward tilt about its base from an“initial active” state to a “full active” state. The initial active state refers to a stage of wall tilt when only the soil element at the ground surface experiences a sufficient lateral movement to achieve an active condition The full active state occurs when the entire soil elements from the ground surface to the base of the wall are in active condition. Between these two extremes,”intermediate active”states exist. The transition of the lateral earth pressures from an initial active to a full active state is discussed and shown. Finally, the developed method of analysis is compared with the model test results. Fig. 1 shows a free body diagram of an active wedge similar to the one considered in Coulomb's theory. The active thrust, Pa, can be obtained from the equilibrium of forces. |
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2樓2013-05-29 16:17:24
【答案】應(yīng)助回帖
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客廬聽雨: 金幣+60, 翻譯EPI+1, ★★★★★最佳答案 2013-05-29 20:48:34
客廬聽雨: 金幣+60, 翻譯EPI+1, ★★★★★最佳答案 2013-05-29 20:48:34
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對側(cè)壓力的發(fā)展的估計已成為實踐中最普遍卻最重要的課題之一。因為它指導(dǎo)著很多巖土工程結(jié)構(gòu)，包括擋土墻的設(shè)計。無粘性回填土的擋土墻通常是基于主動土壓力分布來設(shè)計，側(cè)壓力是由地基向外傾斜的趨向性產(chǎn)生。經(jīng)典的土壓力理論，例如，庫倫和朗肯的理論（1），基于此目的已經(jīng)被廣泛應(yīng)用，并證實可靠。 由于土壤體內(nèi)部必然產(chǎn)生一個特定的張力，以便幫助支持土壤的剪切應(yīng)力能夠被充分調(diào)動，在側(cè)壓力減少到主動土壓力的值之前，必須允許墻面產(chǎn)生特定量的傾斜（5）。在運動受限的特殊情況下，例如橋墩，其所產(chǎn)生的側(cè)壓力可能要大于主動土壓力。 本文闡述了一種估計側(cè)壓力的大小和分布的方法，該壓力是由剛性承重墻背后的無粘性土施加的，它同時經(jīng)歷著環(huán)繞在地基部位的外部傾斜，這使它由一種“初始主動”狀態(tài)轉(zhuǎn)變?yōu)椤巴耆鲃印睜顟B(tài)。這種初始主動狀態(tài)指的是，墻的傾斜狀態(tài)僅僅達(dá)到地表的土壤元素獲得充分的橫向土壓力側(cè)壓力并達(dá)到滑動條件的情況。而完全主動狀態(tài)發(fā)生時，由地表到地基的整個土壤成分都達(dá)到了主動條件。在這兩個極端條件之間，“中間主動”狀態(tài)也是存在的。由初始主動到完全主動狀態(tài)時，關(guān)于側(cè)壓力的過渡的討論如下所示。最終，衍生出的分析方法與模型的測試結(jié)果作出比較。 圖1顯示了一個于庫倫理論相似的主動楔的自由體圖表。主動推力，Pa，可以由力平衡求出。 |
3樓2013-05-29 20:04:07
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