【正文】 3φ25(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(jì)算梁AB和梁BC各截面的斜截面受剪承載力配筋計(jì)算見(jiàn)表74。梁端剪力： ； 按構(gòu)造要求配筋2φ8200. 其他層次梁的配筋計(jì)算板傳荷載： 板傳活載： 梁自重： 墻自重： 跨中最大彎矩： 下部實(shí)配4 25，上部按構(gòu)造要求配筋。 B、C軸間板配筋跨中 支座 跨中配筋計(jì)算 取 選配鋼筋 Φ8200(實(shí)配251 ) 支座配筋計(jì)算 取 配筋 Φ8200(實(shí)配251) 邊區(qū)格板配筋跨中 kNm跨中配筋計(jì)算 取 mm mm mm2選配鋼筋 Φ10160(實(shí)配491mm2) 支座配筋計(jì)算 取 mm mm mm2配筋 Φ10180(實(shí)配436mm2) 第10章 樓梯計(jì)算 設(shè)計(jì)資料材料: 樓梯間的梁板混凝土均為C30。粗估斜板厚40，斜梁150300，平臺(tái)梁200400，靠柱平臺(tái)梁250450。 荷載統(tǒng)計(jì)恒荷載踏步自重標(biāo)準(zhǔn)值 踏步面層重 踏步板抹灰重 合計(jì) 活載設(shè)計(jì)值 荷載設(shè)計(jì)值總和 內(nèi)力計(jì)算斜梁截面尺寸：高300、寬150，則踏步板計(jì)算跨度為： 踏步板跨中彎矩： 截面承載力計(jì)算踏步板計(jì)算截面尺寸bh=300120 沿板方向配筋量 /150(實(shí)配335 )垂直于受力方向的分布筋不小于：受力筋的15% % 間距小于等于250，直徑不小于6.分布筋選取Φ8250(實(shí)配201) 樓梯斜梁（TL1）設(shè)計(jì) 荷載計(jì)算踏步傳荷 斜梁自重 抹灰自重 合計(jì) 內(nèi)力計(jì)算取平臺(tái)梁截面bh=200400,斜梁沿水平方向的計(jì)算跨度為： 按簡(jiǎn)支梁計(jì)算圖102 樓梯斜梁計(jì)算簡(jiǎn)圖 承載力計(jì)算按T 形截面計(jì)算,取 翼緣有效寬度按倒L形截面計(jì)算按計(jì)算跨度計(jì)算 按翼緣寬度計(jì)算 按翼緣高度計(jì)算 取 試按計(jì)第T 形截面算 因此確為第Ⅰ類(lèi)T 形截面，故故可選用2Φ12（），架立筋取2Φ10.故，可按構(gòu)造配箍筋，選用雙支箍Φ8200 ，加密區(qū)分布鋼筋采用Φ8150 平臺(tái)板計(jì)算 荷載計(jì)算取板厚70。板跨度：。 荷載計(jì)算 梯段梁傳來(lái) 平臺(tái)板傳來(lái) 平臺(tái)梁自重 抹灰自重 均布荷載 合計(jì) 內(nèi)力計(jì)算彎矩設(shè)計(jì)值 剪力設(shè)計(jì)值 平臺(tái)梁計(jì)算簡(jiǎn)圖如圖113所示。所以，可按構(gòu)造配筋，選雙支箍筋 Φ8250.附加箍筋計(jì)算梯段斜梁在平臺(tái)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(jì)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(jì)設(shè)計(jì)基礎(chǔ)混凝土采用。該工程框架層數(shù)不多，地基土較為均勻，所以外柱選用柱下獨(dú)立基礎(chǔ)，內(nèi)柱選用聯(lián)合基礎(chǔ)。所以：；選用矩形基礎(chǔ)寬長(zhǎng)==16（滿(mǎn)足要求）。但，故調(diào)整夠地基承載力不變。 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。柱與基礎(chǔ)交接處：；； ； ； 即沖切驗(yàn)算滿(mǎn)足要求。正方形基礎(chǔ)，兩個(gè)方向受力配筋均一樣。所以：選用矩形基礎(chǔ)寬長(zhǎng)=因?yàn)?，地基承載力需要對(duì)基礎(chǔ)寬度進(jìn)行修正。 地基承載力驗(yàn)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(mǎn)足求。所選剖面尺寸如圖112。（按基本組合確定） 選用鋼筋：Φ。參考文獻(xiàn)[1] JGJ 362005 宿舍建筑設(shè)計(jì)規(guī)范》[S] [2] GB/T 501052001《建筑結(jié)構(gòu)制圖標(biāo)準(zhǔn)》[S][3] GB 500072002 建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范 [S][4] JGJ 9494《建筑樁基技術(shù)規(guī)范》[S][5] GB 500112001《建筑抗震設(shè)計(jì)規(guī)范》[S][6] CECS 88:97《鋼筋混凝土承臺(tái)設(shè)計(jì)規(guī)程》[S][7] GB 503522005 民用建筑設(shè)計(jì)通則 [S][8] GB 500162003 建筑設(shè)計(jì)防火規(guī)范 [S][9] 李必瑜 房屋建筑學(xué) 武漢理工大學(xué)出版社（第三版） 2008 [Z][10] 陳希哲 土力學(xué)地基基礎(chǔ)(第4版) 北京 清華大學(xué)出版社 2006 [Z][11] 湖南大學(xué)結(jié)構(gòu)力學(xué)教研室 結(jié)構(gòu)力學(xué)(第四版) 北京 高等教育出版社 2004 [Z][12] 葉列平 混凝土結(jié)構(gòu)(第2版) 北京 清華大學(xué)出版社 2005 [Z][13] 林晨 建筑設(shè)計(jì)資料集（第二版）中國(guó)建筑工業(yè)出版社 1998 [Z][14] Emilio of Earthquake Resistant Press Lid,1980 [Z][15] Engineering Magazine,20022004 [J]致謝畢業(yè)設(shè)計(jì)是對(duì)我們知識(shí)運(yùn)用能力的一次全面的考核，也是對(duì)我們進(jìn)行科學(xué)研究基本功的訓(xùn)練，培養(yǎng)我們綜合運(yùn)用所學(xué)知識(shí)獨(dú)立地分析問(wèn)題和解決問(wèn)題的能力，為即將走上工作崗位奠定良好的基礎(chǔ)。再次衷心感謝所有給予過(guò)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