預應力混凝土連續梁橋畢業設計計算書(已修改)

　

【正文】 摘 要本設計題目為賢村橋 2 號預應力混凝土連續梁橋，該橋位于京福高速公路泰安至曲阜段，橋梁跨徑布置為 24+26+24m，雙向四車道，上部結構采用先簡支后連續的預應力混凝土連續 T 型梁橋。簡支轉連續是橋梁施工中較為常見的一種方法,該施工方法的主要特點是施工方法簡單可行，施工質量可靠，實現了橋梁施工的工廠化、標準化和裝配化。目前隨著高等公路的發展，為改善橋梁行車的舒適性，簡支轉連續梁橋在中、小跨徑的連續梁橋中得到了廣泛地應用。在設計過程中，綜合考慮了材料以及結構的強度、剛度、穩定性，還注意到了混凝土強度以及鋼筋等級及其性能。使本橋梁設計兼具簡支梁的經濟易施工特點和連續梁的結構穩定、受力狀態好的優點，是值得推廣和使用的一種有效梁跨方式。本設計參閱了很多相關設計及規范，也采用了一些既有設計成果，使得設計具有一定的實踐性，同時也采用了 MIDAS 來計算橋梁結構內力，節約了設計時間，設計過程中得到指導老師的悉心指導及幫助，使我的設計事半工倍，在此對設計界的前輩及指導老師表示衷心的感謝！由于設計時間倉促，加上本人經驗有限，設計中難免會有許多不足或缺點，請大家提出寶貴意見及建議。關鍵詞：簡支轉連續；預應力；MIDASAbstractThe design entitled Juxian Village, Bridge 2, prestressed concrete continuous girder bridge, the bridge is located in Jingfu Expressway Tai39。an to Qufu section, bridge span arrangement for the 24 +26 +24 m, twoway fourlane, the upper structure with simply supported Continuous prestressed concrete continuous Tbeam bridge. Simply supported continuous construction of the bridge a more mon method of construction, the main features of the construction method is simple and feasible, the construction quality, the factory realized the bridge construction, and assembly of standardization. With the current high road of development, to improve the driving fort of the bridge, simply supported continuous beam bridge in the small span continuous bridge has been widely applied.In the design process, considering the material and structural strength, stiffness, stability, and also noted the strength of reinforced concrete and its performance levels. So that both the simple beam bridge design and easy construction of the economic characteristics and the continuous beam structural stability, good mechanical advantage of the state, is worthy of promotion and use of an effective crossbeam method.See a lot of the design specifications related to design and also used some existing design results, making the design has some practical, but also used to calculate the bridge structure MIDAS internal forces, saving design time, the design process by guiding the teacher Careful guidance and help to make my design work half the times in the design of the older generation and to express my sincere thanks to the instructor!Because of the design time constraints, coupled with my limited experience, inevitably, there are many deficiencies in the design or fault, we made valuable ments and suggestions.Key words: simply supported continuous。 prestressed。 MIDAS目 錄摘要 ................................................................IABSTRACT........................................................II前言 ................................................................1第 1 章 設計基本資料 .................................................1 橋梁線形布置 ...................................................1 設計標準 .......................................................1 材料規格 .......................................................2 施工方式 .......................................................2 設計計算依據 ...................................................3 基本計算數據表 .................................................3第 2 章 設計要點及結構尺寸擬定 .......................................5 設計要點 ......................................................5 結構尺寸的擬定 ................................................5 橫截面沿跨長的變化 ............................................6 橫隔梁的設置 ..................................................6 毛截面幾何特性計算 .............................................6第 3 章 主梁自重作用效應計算 .........................................6 結構自重作用效應計算 ..........................................6 汽車荷載作用效應計算（邊梁） ..................................6 沖擊系數和車道折減系數 .....................................6 計算主梁的荷載橫向分布系數 .................................6 汽車荷載效應內力計算 .......................................6 基礎沉降內力及溫差應力計算 ....................................6 基礎沉降內力計算 ...........................................6 溫差應力計算 ...............................................6 內力組合 ......................................................6 按承載能力極限狀態設計 .....................................6 按正常使用極限狀態設計 .....................................6 計算結果 ...................................................6第 4 章 預應力鋼束估算及其布置 .......................................6 鋼束估算 ......................................................6 按正常使用極限狀態的正截面抗裂驗算要求估束 .................6 按正常使用極限狀態截面壓應力要求估算 .......................6 按承載能力極限狀態的應力要求計算 ...........................6 估算結果 ...................................................6 鋼束布置 ......................................................6 主梁凈、換算截面幾何特性計算 ..................................6第 5 章 預應力損失及有效預應力計算 ...................................6 基本理論 ......................................................6 預應力損失計算 ................................................6 后張法由預應力鋼筋與管道之間摩擦引起的應力損失 .............6 后張法由錨具變形、鋼筋回縮和接縫壓縮值引起的應力損失 .......6 后張法由混凝土彈性壓縮引起的應力損失 .......................6 后張法由鋼筋松弛引起的預應力損失終極值 .....................6 后張法由混凝土收縮、徐變引起的預應力損失 ...................6 截面預應力損失合計和有效預應力 .............................6第 6 章 配束后主梁內力計算及內力組合 .................................6 配束后主梁內力計算及內力組合 ...................................6第 7 章 截面強度驗算 .................................................6 基本理論 ......................................................6 計算公式 ......................................................6第 8 章 抗裂驗算 .....................................................6《公預規》要求 .................................................6 正截面抗裂驗算 .................................................6 斜截面抗裂驗算 .................................................6第 9 章 持久狀況構件的應力驗算 .......................................6 正截面混凝土壓應力驗算 ........................................6 預應力筋拉應力驗算 ............................................6 混凝土主壓應力驗算 ............................................6第 10 章 短暫狀況構件的應力驗算 ......................................6 預加應力階段的應力驗算 .................................