舟山市某宿舍樓建筑及其抗震與結構設計畢業論文(存儲版)

　　

【正文】 矩設計值由表22查得。(2)、框架柱斜截面受剪承載力計算以第一層中柱為例進行計算。當1時，取=1；當3時取=3。9 樓蓋設計樓面梁格分布如圖21所示。(3)、驗算承載力查表23得=+=(采用標準組合)=+=，故承載力滿足要求?！督ㄖ鼗A設計規范》GB50072002 ：在軸心荷載或單向偏心荷載作用偏心作用下板底受彎可按下列簡化方法計算：對于矩形基礎，任意截面的彎矩可按下列公式計算：式中：任意截面122處相應于荷載效應基本組合時彎矩設計值；任意截面11至基底邊緣最大反力處得距離；基礎底面的邊長；相應于荷載效應基本組合時的基礎底面最大和最小地基反力設計值；相應于荷載效應基本組合時在任意截面11處基礎底面地基反力設計值。 (1)、樓梯剖面和剖面尺寸見圖23圖23 樓梯剖面示意圖(2)、樓梯設計示意圖見圖24圖24 樓梯設計示意圖(3)、梯段板厚度確定梯段板的厚度為h0=l0/30==120mm。浙江海洋學院畢業設計(論文) 結論結 論通過為期兩個多月的畢業設計，總的體會可以用一句話來表達—“紙上得來終覺淺，絕知此事要躬行”以往的課程設計都是單獨的構件或建筑物的某一部分的設計，而畢業設計則不一樣，它需要綜合考慮各個方面的工程因素，諸如布局的合理，安全，經濟，美觀，還要兼顧施工的方便。后期的計算書電腦輸入，由于以前對各種辦公軟件應用不多，以致開始的輸入速度相當的慢，不過經過一段時間的練習，逐漸熟練。這無論是對以后的學習還是科研都是大有益處的。在建筑設計階段，老師有開闊的視野、思想，能從很別具一格的視角發現我建筑方案的不足，并對我提出建議。浙江海洋學院畢業設計(論文) 附錄附錄：Introduction to Civil Engineering PapersCivil Engineering for the development of a key role, first as a material foundation for the civil engineering construction materials, followed by the subsequent development of the design theory and construction technology. Every time a new quality of building materials, civil engineering will be a leapstyle development. People can only rely on the early earth, wood and other natural materials in the construction activities, and later appeared in brick and tile that artificial materials, so that the first human to break the shackles of natural building materials. China in the eleventh century BC in the early Western Zhou Dynasty created the tile. The first brick in the fifth century BC to the third century BC, when the tomb of the Warring States Period. Brick and tile better than the mechanical properties of soil, materials, and easy to manufacture. The brick and tile so that people began to appear widely, to a large number of housing construction and urban flood control project, and so on. This civil engineering technology has been rapid development. Up to 18 to the 19th century, as long as two thousand years, brick and tile has been a major civil engineering construction materials, human civilization has made a great contribution to the even was also widely used in the present. The application of a large number of steel products is the second leap in civil engineering. Seventeen 1970s the use of pig iron, the early nineteenth century, the use of wrought iron bridges and the construction of housing, which is a prelude to the emergence of steel. From the beginning of the midnineteenth century, metallurgical industry, smelting and rolling out high tensile and pressive strength, ductility, uniformity of the quality of construction steel and then produce highstrength steel wire, steel cables. As a result of the need to adapt to the development of the steel structure have been flourishing. In addition to the application of the original beam, arch structure, the new truss, a framework, the structure of network, cable structures to promote the gradual emergence of the structure of Yan in the form of flowers. From the brick building longspan structures, stone structures, a few meters of wood, steel structure to the development of tens of meters, a few hundred meters, until modern km above. So in the river, cross the bridge from shelves, on the ground since the construction of skyscrapers and highrise tower, even in the laying of underground railway, to create an unprecedented miracle. In order to meet the needs of the development of steel works, on the basis of Newton39。 完成這份設計除了自身的努力，更離不開老師的指導?；仡櫿麄€設計過程，可以說沒有一點經驗可言。中期進行對選取的一榀框架進行結構手算更是重頭戲，對各門專業課程知識貫穿起來加以運用，比如恒載，活載與抗震的綜合考慮進行內力組合等。） b、箍筋計算=250315+210315 = Vma = kN箍筋按構造配置φ8100。平臺板及梯段板受力鋼筋及構造鋼筋均采用HPB235級鋼筋，混凝土C30級。其他獨立基礎配筋方法和上述方法相同，這里不在贅述。 (4軸A柱) (1)、選型，礎底面處于粉質粘土層。其它層的計算結果均為4肢箍A12100，經PKPN電算結果驗算表明符合要求，這里不在贅述?？蚣苤苯孛媸芗舫休d力應符合下列公式：式中：框架柱的剪跨比。表29中，是附加偏心距，其值取偏心方向截面尺寸的1/30和20mm中的較大值；當；當15時,取式中：表29 第一層中柱正截面受壓承載力計算的計算方法是根據《混凝土結構設計規范》。在框架設計中為了體現“強柱弱梁”的原則，《建筑抗震設計規范》：一、二、三、四級框架的梁柱節點處，柱端組合的彎矩設計值應符合下式要求。梁的構造鋼筋：由于KL1腹板高度480mm大于450mm，根據相關規范要求：需要配腰筋且每側不少于，且間距不宜大于200mm。 按T形截面配筋。各層梁的內力組合結構見表22，表中、兩列中的梁端彎矩為經過調幅后的彎矩()。半框架的線剛度如圖16所示。表17橫向框架恒載匯總表層次(KN/m)(KN/m)(KN/m)(KN/m)(KN/m)(KN)(KN)(KN)()()61~5表18橫向框架活載匯總表層次(KN/m)(KN/m)(KN/m)(KN)( KN)(KN)()()6()（）（）（）（）（）（）（）1~5注：標注括號內的數值對應于屋面雪荷載作用情況。由圖12幾何關系，對于六層，==；==；==。表15風荷載作用下框架柱剪力和彎矩標準值柱層次H(m)(KN)()D()(KN)K()()邊柱61133342250051133342250041133342250031133342250021133342250019386621333中柱61133343416751133343416741133343416731133343416721133343416719386625600表16風荷載作用下框架梁端彎矩、剪力及柱軸力計算層次邊 梁走 道 梁柱軸力l(m)()()(KN)l(m)()()(KN)邊柱N(KN)中柱N(KN)654321風荷載作用下橫向框架的彎矩圖、梁端剪力圖及柱軸力圖分別見圖圖10。是為框架柱的的標準反彎點高度比；為上、下層梁柱線剛度變化時反彎點高度比的、修正值；、為上、下層層高高度變化時反彎點高度比的修正值。受荷面積計算：一層：[(+)/2]= 標準層：= 頂層：=表11風荷載標準值計算層次Z654321橫向框架分析時，各層節