【正文】 再次衷心感謝所有給予過我關(guān)心、幫助的人們，謝謝你們！附錄附錄A：外文資料翻譯外文原文82,simple beam laroutThe layout of a simple prestressedconcrete beam is controlled by two critical sections: the maximum moment and the end sections. After these sections are designed, intermediate ones can often be determined by inspection but should be separately investigated when necessary. The maximum moment section is controlled by two loading stages, the initial stage at transfer with minimum moment MG acting on the beam and the workingload stage with maximum design moment MT. The end sections are controlled by area required for share resistance, bearing plates, anchorage spacings, and jacking clearances. All intermediate sections are designed by one or more of the above requirements, depending on their respective distances from the above controlling sections. A mon arrangement for posttensioned members is to employ some shape, such as I or T, for the maximum moment section and to round it out into a simple rectangular shape near the ends. This is monly referred to as the end block for posttensioned members. For pretensioned members, produced on a long line process, a uniform I, doubleT, or cored section is employed throughout, in order to facilitate production. The design for individual sections having been explained in Chapters 5, 6, and 7,the general cable layout of simple beams will now be discussed.The layout of a beam can be adjusted by varying both the concrete and the steel. The section of concrete can be varied as to its height, width, shape, and the curvature of its soffit or extrados. The steel can be varied occasionally in its area but mostly in its position relative to the centroidal axis of concrete. By adjusting these variables, many binations of layout are possible to suit different loading conditions. This is quite different from the design of reinforcedconcrete beams, where the usual layout is either a uniform rectangular section or a uniform Tsection and the position of steel is always as near the bottom fibers as is possible.Consider first the pretensioned beams, Fig. straight cables are preferred, since they can be more easily tensioned between two abutments. Let us start with a straight cable in a straight beam of uniform section, (a).This is simple as far as form and workmanship are concened, But such a section cannot often be economically designed, because of the conflicting requirements of the midspan and end sections. At the maximum moment section generally occurring at midspan, it is best to place the cable as near the bottom as possible in order to provide the maximum lever arm for the internal resisting moment. When the MG at midspan is appreciable, it is possible to place the c. g. s. much below the kern without producing tension in the top fibers at transfer. The end section, however, presents an entirely different set of requirements. Since there is no external moment at the end, it is best to arrange the tendons so that the c. g. s. will coincide with the c. g. c. at the end section, so as to obtain a uniform stress distribution. In any case, it is necessary to place the c. g. s. within the kern if tensile stresses are not permitted at the ends, and not too far outside the kern to avoid tension stress in excess of allowable values.It is not possible to meet the conflicting requirements of both the midspan and the end sections by a layout such as ( a ). For example, if the c. g. s. is located all along the lower kern point, which is the lowest point permitted by the end section, a satisfactory lever arm is not yet attained for the internal resisting moment at midspan. If the c. g. s. is located below the kern, a bigger lever arm is obtained for resisting the moment at midspan, but stress distribution will be more unfavorable at the ends. Besides, too much camber may result from such a layout, since the entire length of the beam is subjected to negative bending due to prestress. In spite of these objections, this simple arrangement is often used, especially for short spans.Fig 87. Layouts for pretensioned beams.For a uniform concrete section and a straight cable, it is possible to get a more desirable layout than ( a ) by simple varying the soffit of the beam, as in Fig. 87( b ) and ( c )。（按基本組合確定） 選用鋼筋：Φ。 地基承載力驗算（采用標(biāo)準(zhǔn)組合）作用于基底中心的彎矩和軸力分別為：；故承載力滿足求。正方形基礎(chǔ)，兩個方向受力配筋均一樣。 基礎(chǔ)剖面尺寸的確定基礎(chǔ)剖面采用錐形基礎(chǔ)，初步確定基礎(chǔ)高h(yuǎn)=1000。所以：；選用矩形基礎(chǔ)寬長==16（滿足要求）。所以，可按構(gòu)造配筋，選雙支箍筋 Φ8250.附加箍筋計算梯段斜梁在平臺梁上引起的集中荷載所需附加箍筋截面面積附加箍筋范圍 計算所需的面積很小,故只需在斜梁兩側(cè)各加一Φ8雙支箍,其他范圍仍取雙支箍筋 Φ8250. 第11章 基礎(chǔ)設(shè)計設(shè)計基礎(chǔ)混凝土采用。板跨度：。粗估斜板厚40，斜梁150300，平臺梁200400，靠柱平臺梁250450。 B、C軸間板配筋跨中 支座 跨中配筋計算 取 選配鋼筋 Φ8200(實配251 ) 支座配筋計算 取 配筋 Φ8200(實配251) 邊區(qū)格板配筋跨中 kN梁AB和梁BC各截面的正截面受彎承載力配筋計算見表71：表71 框架梁正截面配筋計算層數(shù)計算公式梁AB梁BC支座左截面跨中截面支座右截面支座左截面跨中截面支座右截面34504504503383383383φ18（763）2φ18(509)3φ18(763)3φ20(942)2φ20(628)3φ20(942)23φ25(1473)2φ25(982)3φ25(1473)3φ22(1140)2φ22(760)3φ22(1140)13φ25(1473)2φ25(982)3φ25(1473)3φ22(1140)2φ22(760)3φ22(1140) 斜截面受剪承載力計算梁AB和梁BC各截面的斜截面受剪承載力配筋計算見表74。最小總配筋率查得，故　　　　　　　　　每側(cè)實配3 16，滿足構(gòu)造要求． 底層B軸柱從內(nèi)力組合表可見，為小偏壓，選用大大的組合，最不利組合為在彎矩中由水平地震作用產(chǎn)生的彎矩設(shè)計值75﹪，柱的計算長度取下列二式中的較小值： 式中 、______柱的上端、下端節(jié)點處交匯的各柱線剛度之和與交匯的各梁線剛度之和的比值；　 ______比值、中的較小值；H______柱的高度，對底層柱為從基礎(chǔ)頂面到一層樓蓋頂面的高度；對其余各層柱為上下兩層樓蓋頂面之間的高度。取 因為所以滿足要求。表62 框架柱A內(nèi)力組合層數(shù)截面內(nèi)力種類荷載類別荷載種類恒活地震3上端MN下端MN43V