TOC\o"1-3"\h\z\uHYPERLINK\l"_Toc295223207"1方案拟订与比选PAGEREF_Toc295223207\h1HYPERLINK\l"_Toc295223208"1.1设计资料PAGEREF_Toc295223208\h1HYPERLINK\l"_Toc295223209"1.1.1设计标准PAGEREF_Toc295223209\h1HYPERLINK\l"_Toc295223210"1.1.2主要材料PAGEREF_Toc295223210\h1HYPERLINK\l"_Toc295223211"1.1.3采用规范PAGEREF_Toc295223211\h2HYPERLINK\l"_Toc295223212"2上部结构尺寸拟定和内力计算PAGEREF_Toc295223212\h3HYPERLINK\l"_Toc295223213"2.1主跨径的拟定PAGEREF_Toc295223213\h3HYPERLINK\l"_Toc295223214"2.2主梁尺寸拟定PAGEREF_Toc295223214\h3HYPERLINK\l"_Toc295223215"2.3主要材料PAGEREF_Toc295223215\h4HYPERLINK\l"_Toc295223216"2.4主桥内力计算PAGEREF_Toc295223216\h4HYPERLINK\l"_Toc295223217"一期恒载作用下主梁产生的内力PAGEREF_Toc295223217\h5HYPERLINK\l"_Toc295223218"2.4.2二期恒载作用下主梁产生的内力PAGEREF_Toc295223218\h8HYPERLINK\l"_Toc295223219"2.4.3支座沉降引起的内力计算PAGEREF_Toc295223219\h10HYPERLINK\l"_Toc295223220"2.4.4活载内力计算PAGEREF_Toc295223220\h13HYPERLINK\l"_Toc295223221"2.5荷载组合PAGEREF_Toc295223221\h20HYPERLINK\l"_Toc295223222"2.5.1承载能力极限状态计算时作用效应组合PAGEREF_Toc295223222\h20HYPERLINK\l"_Toc295223223"2.5.2正常使用极限状态计算时作用效应组合PAGEREF_Toc295223223\h21HYPERLINK\l"_Toc295223224"2.5.3内力组合结果PAGEREF_Toc295223224\h22HYPERLINK\l"_Toc295223225"3施工方法介绍PAGEREF_Toc295223225\h32HYPERLINK\l"_Toc295223226"3.1悬臂施工法简介PAGEREF_Toc295223226\h32HYPERLINK\l"_Toc295223227"3.2悬臂浇筑法的特点PAGEREF_Toc295223227\h32HYPERLINK\l"_Toc295223228"3.3各施工阶段模拟与计算PAGEREF_Toc295223228\h33HYPERLINK\l"_Toc295223229"4预应力钢束的估算及布置PAGEREF_Toc295223229\h34HYPERLINK\l"_Toc295223230"4.1按构件正截面抗裂性要求估算预应力钢筋数量PAGEREF_Toc295223230\h34HYPERLINK\l"_Toc295223231"4.2预应力钢束的布置PAGEREF_Toc295223231\h35HYPERLINK\l"_Toc295223232"5承载能力验算PAGEREF_Toc295223232\h37HYPERLINK\l"_Toc295223233"5.1正截面承载力计算PAGEREF_Toc295223233\h37HYPERLINK\l"_Toc295223234"5.2计算结果PAGEREF_Toc295223234\h37HYPERLINK\l"_Toc295223235"6应力验算PAGEREF_Toc295223235\h38HYPERLINK\