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桥梁 设计 计算 含有 CAD 文件

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桥梁设计计算包含有CAD文件,桥梁,设计,计算,含有,CAD,文件

内容简介：

结点,1,0,0结点,2,0.7,0结点,3,1.6,0结点,4,2.9,0结点,5,5.1,0结点,6,6.4,0结点,7,7.3,0结点,8,8,0结点,9,0.7,1结点,10,-0.5,1结点,11,1,1结点,12,2.9,1结点,13,5.1,1结点,14,7,1结点,15,7.3,1结点,16,8.5,1结点,17,1.6,-6.9553结点,18,6.4,-6.9553单元,3,17,1,1,1,1,1,1单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,6,18,1,1,1,1,1,1单元,10,9,1,1,1,1,1,1单元,9,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,0单元,12,13,1,1,0,1,1,0单元,13,14,1,1,0,1,1,1单元,14,15,1,1,1,1,1,1单元,15,16,1,1,1,1,1,1单元,9,2,1,1,0,1,1,0单元,12,4,1,1,0,1,1,0单元,13,5,1,1,0,1,1,0单元,15,7,1,1,0,1,1,0结点支承,17,6,0,0,0,0结点支承,18,6,0,0,0,0结点支承,16,1,90,0单元材料性质,10,16,1,1,0,0,-1单元材料性质,1,1,-1,0.2485,0,0,-1单元材料性质,9,9,-1,0.2485,0,0,-1单元材料性质,2,8,-1,0.3112,0,0,-1单元材料性质,17,20,-1,1,0,0,-1移动荷载,4,308.1375,308.1375,308.1375,308.1375,1.8,1.3,1.8受荷单元,3,12,13,14文本,2.4588,-6.6012,刚性承台,0,0,12文本,7.2645,-6.7034,刚性承台,0,0,12文本,3.4333,1.9119,桥面,0,0,15文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.6678,-0.9612,盖梁墩柱间模拟为刚结,0,0,10尺寸线,1,0.2,0.2,12,1.0,0.5,0.9703,3.5163,6m荷载横向移动范围,6.9850,3.5163文本,-0.5864,1.8014,人行道,0,0,12文本,7.0973,1.8566,人行道,0,0,12文本,1.6703,-3.9715,墩柱高h1=6.9553m,0,0,10文本,2.7447,-0.2702,墩柱间距4.8m,0,0,10荷载布置：墩柱单元轴力包络图输出：单侧人群布载：命令：结点,1,0,0结点,2,0.7,0结点,3,1.6,0结点,4,2.9,0结点,5,5.1,0结点,6,6.4,0结点,7,7.3,0结点,8,8,0结点,9,0.7,1结点,10,-0.5,1结点,11,1,1结点,12,2.9,1结点,13,5.1,1结点,14,7,1结点,15,7.3,1结点,16,8.5,1结点,17,1.6,-6.9553结点,18,6.4,-6.9553单元,3,17,1,1,1,1,1,1单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,6,18,1,1,1,1,1,1单元,10,9,1,1,1,1,1,1单元,9,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,0单元,12,13,1,1,0,1,1,0单元,13,14,1,1,0,1,1,1单元,14,15,1,1,1,1,1,1单元,15,16,1,1,1,1,1,1单元,9,2,1,1,0,1,1,0单元,12,4,1,1,0,1,1,0单元,13,5,1,1,0,1,1,0单元,15,7,1,1,0,1,1,0结点支承,17,6,0,0,0,0结点支承,18,6,0,0,0,0结点支承,16,1,90,0单元材料性质,10,16,1,1,0,0,-1单元材料性质,1,1,-1,0.2485,0,0,-1单元材料性质,9,9,-1,0.2485,0,0,-1单元材料性质,2,8,-1,0.3112,0,0,-1单元材料性质,17,20,-1,1,0,0,-1单元荷载,10,1,90.023,1/2,90文本,2.3609,-6.6729,刚性承台,0,0,12文本,7.2453,-6.7214,刚性承台,0,0,12文本,3.4333,1.9119,桥面,0,0,15文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.6678,-0.9612,盖梁墩柱间模拟为刚结,0,0,10文本,-0.5864,1.8014,人行道,0,0,12文本,7.0973,1.8566,人行道,0,0,12文本,1.6703,-3.9715,墩柱高h1=6.9553m,0,0,10文本,2.7447,-0.2702,墩柱间距4.8m,0,0,10布置：墩柱轴力输出：双侧行人布载时，根据结构横向对称，且荷载横向对称，得每个墩柱受力相等且为-90.023KN。无需采用电算！至此发现单侧布载人群荷载产生的荷载反力反而大于双侧布载时荷载所产生的荷载反力。由于荷载取值采用最不利状态组合来取，则采用双孔双车道布载、双孔单侧人行道布载、上部结构恒载，桥墩结构自重恒载进行承载力极限状态组合作为桩基桩顶竖向力的设计荷载。结点,1,0,0结点,2,0.7,0结点,3,1.6,0结点,4,2.9,0结点,5,5.1,0结点,6,6.4,0结点,7,7.3,0结点,8,8,0结点,9,0.7,1结点,10,-0.5,1结点,11,1,1结点,12,2.9,1结点,13,5.1,1结点,14,7,1结点,15,7.3,1结点,16,8.5,1结点,17,1.6,-7.9127结点,18,6.4,-7.9127单元,3,17,1,1,1,1,1,1单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,6,18,1,1,1,1,1,1单元,10,9,1,1,1,1,1,1单元,9,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,0单元,12,13,1,1,0,1,1,0单元,13,14,1,1,0,1,1,1单元,14,15,1,1,1,1,1,1单元,15,16,1,1,1,1,1,1单元,9,2,1,1,0,1,1,0单元,12,4,1,1,0,1,1,0单元,13,5,1,1,0,1,1,0单元,15,7,1,1,0,1,1,0结点支承,17,6,0,0,0,0结点支承,18,6,0,0,0,0结点支承,16,1,90,0单元材料性质,10,16,1,1,0,0,-1单元材料性质,1,1,-1,0.2485,0,0,-1单元材料性质,9,9,-1,0.2485,0,0,-1单元材料性质,2,8,-1,0.3112,0,0,-1单元材料性质,17,20,-1,1,0,0,-1移动荷载,4,308.1375,308.1375,308.1375,308.1375,1.8,1.3,1.8受荷单元,3,12,13,14文本,2.4152,-7.7442,刚性承台,0,0,12文本,7.1850,-7.6388,刚性承台,0,0,12文本,3.4333,1.9119,桥面,0,0,15文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.6678,-0.9612,盖梁墩柱间模拟为刚结,0,0,10尺寸线,1,0.2,0.2,12,1.0,0.5,0.9703,3.5163,6m荷载横向移动范围,6.9850,3.5163文本,-0.5864,1.8014,人行道,0,0,12文本,7.0973,1.8566,人行道,0,0,12文本,1.6703,-3.9715,墩柱高h2=6.9553m,0,0,10文本,2.7447,-0.2702,墩柱间距4.8m,0,0,10荷载布置：墩柱单元轴力包络图输出：单侧人群布载：命令：结点,1,0,0结点,2,0.7,0结点,3,1.6,0结点,4,2.9,0结点,5,5.1,0结点,6,6.4,0结点,7,7.3,0结点,8,8,0结点,9,0.7,1结点,10,-0.5,1结点,11,1,1结点,12,2.9,1结点,13,5.1,1结点,14,7,1结点,15,7.3,1结点,16,8.5,1结点,17,1.6,-7.9127结点,18,6.4,-7.9127单元,3,17,1,1,1,1,1,1单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,6,18,1,1,1,1,1,1单元,10,9,1,1,1,1,1,1单元,9,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,0单元,12,13,1,1,0,1,1,0单元,13,14,1,1,0,1,1,1单元,14,15,1,1,1,1,1,1单元,15,16,1,1,1,1,1,1单元,9,2,1,1,0,1,1,0单元,12,4,1,1,0,1,1,0单元,13,5,1,1,0,1,1,0单元,15,7,1,1,0,1,1,0结点支承,17,6,0,0,0,0结点支承,18,6,0,0,0,0结点支承,16,1,90,0单元材料性质,10,16,1,1,0,0,-1单元材料性质,1,1,-1,0.2485,0,0,-1单元材料性质,9,9,-1,0.2485,0,0,-1单元材料性质,2,8,-1,0.3112,0,0,-1单元材料性质,17,20,-1,1,0,0,-1单元荷载,10,1,90.023,1/2,90文本,2.3609,-6.6729,刚性承台,0,0,12文本,7.2453,-6.7214,刚性承台,0,0,12文本,3.4333,1.9119,桥面,0,0,15文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.6678,-0.9612,盖梁墩柱间模拟为刚结,0,0,10文本,-0.5864,1.8014,人行道,0,0,12文本,7.0973,1.8566,人行道,0,0,12文本,1.6703,-3.9715,墩柱高h2=7.9127m,0,0,10文本,2.7447,-0.2702,墩柱间距4.8m,0,0,10布置：墩柱轴力输出：双侧行人布载时，根据结构横向对称，且荷载横向对称，得每个墩柱受力相等且为-90.023KN。无需采用电算！至此发现单侧布载人群荷载产生的荷载反力反而大于双侧布载时荷载所产生的荷载反力。由于荷载取值采用最不利状态组合来取，则采用双孔双车道布载、双孔单侧人行道布载、上部结构恒载，桥墩结构自重恒载进行承载力极限状态组合作为桩基桩顶竖向力的设计荷载。结点,1,0,0结点,2,0.7,0结点,3,1.6,0结点,4,2.9,0结点,5,5.1,0结点,6,6.4,0结点,7,7.3,0结点,8,8,0结点,9,0.7,1结点,10,-0.5,1结点,11,1,1结点,12,2.9,1结点,13,5.1,1结点,14,7,1结点,15,7.3,1结点,16,8.5,1结点,17,1.6,-8.6699结点,18,6.4,-8.6699单元,3,17,1,1,1,1,1,1单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,6,18,1,1,1,1,1,1单元,10,9,1,1,1,1,1,1单元,9,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,0单元,12,13,1,1,0,1,1,0单元,13,14,1,1,0,1,1,1单元,14,15,1,1,1,1,1,1单元,15,16,1,1,1,1,1,1单元,9,2,1,1,0,1,1,0单元,12,4,1,1,0,1,1,0单元,13,5,1,1,0,1,1,0单元,15,7,1,1,0,1,1,0结点支承,17,6,0,0,0,0结点支承,18,6,0,0,0,0结点支承,16,1,90,0单元材料性质,10,16,1,1,0,0,-1单元材料性质,1,1,-1,0.2485,0,0,-1单元材料性质,9,9,-1,0.2485,0,0,-1单元材料性质,2,8,-1,0.3112,0,0,-1单元材料性质,17,20,-1,1,0,0,-1移动荷载,4,308.1375,308.1375,308.1375,308.1375,1.8,1.3,1.8受荷单元,3,12,13,14文本,2.4152,-7.7442,刚性承台,0,0,12文本,7.1850,-7.6388,刚性承台,0,0,12文本,3.4333,1.9119,桥面,0,0,15文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.6678,-0.9612,盖梁墩柱间模拟为刚结,0,0,10尺寸线,1,0.2,0.2,12,1.0,0.5,0.9703,3.5163,6m荷载横向移动范围,6.9850,3.5163文本,-0.5864,1.8014,人行道,0,0,12文本,7.0973,1.8566,人行道,0,0,12文本,1.6703,-3.9715,墩柱高h3=8.6699m,0,0,10文本,2.7447,-0.2702,墩柱间距4.8m,0,0,10荷载布置：墩柱单元轴力包络图输出：单侧人群布载：命令：结点,1,0,0结点,2,0.7,0结点,3,1.6,0结点,4,2.9,0结点,5,5.1,0结点,6,6.4,0结点,7,7.3,0结点,8,8,0结点,9,0.7,1结点,10,-0.5,1结点,11,1,1结点,12,2.9,1结点,13,5.1,1结点,14,7,1结点,15,7.3,1结点,16,8.5,1结点,17,1.6,-8.6699结点,18,6.4,-8.6699单元,3,17,1,1,1,1,1,1单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,6,18,1,1,1,1,1,1单元,10,9,1,1,1,1,1,1单元,9,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,0单元,12,13,1,1,0,1,1,0单元,13,14,1,1,0,1,1,1单元,14,15,1,1,1,1,1,1单元,15,16,1,1,1,1,1,1单元,9,2,1,1,0,1,1,0单元,12,4,1,1,0,1,1,0单元,13,5,1,1,0,1,1,0单元,15,7,1,1,0,1,1,0结点支承,17,6,0,0,0,0结点支承,18,6,0,0,0,0结点支承,16,1,90,0单元材料性质,10,16,1,1,0,0,-1单元材料性质,1,1,-1,0.2485,0,0,-1单元材料性质,9,9,-1,0.2485,0,0,-1单元材料性质,2,8,-1,0.3112,0,0,-1单元材料性质,17,20,-1,1,0,0,-1单元荷载,10,1,90.023,1/2,90文本,2.3609,-6.6729,刚性承台,0,0,12文本,7.2453,-6.7214,刚性承台,0,0,12文本,3.4333,1.9119,桥面,0,0,15文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.6678,-0.9612,盖梁墩柱间模拟为刚结,0,0,10文本,-0.5864,1.8014,人行道,0,0,12文本,7.0973,1.8566,人行道,0,0,12文本,1.6703,-3.9715,墩柱高h3=8.6699m,0,0,10文本,2.7447,-0.2702,墩柱间距4.8m,0,0,10布置：墩柱轴力输出：双侧行人布载时，根据结构横向对称，且荷载横向对称，得每个墩柱受力相等且为-90.023KN。无需采用电算！至此发现单侧布载人群荷载产生的荷载反力反而大于双侧布载时荷载所产生的荷载反力。由于荷载取值采用最不利状态组合来取，则采用双孔双车道布载、双孔单侧人行道布载、上部结构恒载，桥墩结构自重恒载进行承载力极限状态组合作为桩基桩顶竖向力的设计荷载。结点,1,0,0结点,2,0.7,0结点,3,1.6,0结点,4,2.9,0结点,5,5.1,0结点,6,6.4,0结点,7,7.3,0结点,8,8,0结点,9,0.7,1结点,10,-0.5,1结点,11,1,1结点,12,2.9,1结点,13,5.1,1结点,14,7,1结点,15,7.3,1结点,16,8.5,1结点,17,1.6,-7.3127结点,18,6.4,-7.3127单元,3,17,1,1,1,1,1,1单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,6,18,1,1,1,1,1,1单元,10,9,1,1,1,1,1,1单元,9,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,0单元,12,13,1,1,0,1,1,0单元,13,14,1,1,0,1,1,1单元,14,15,1,1,1,1,1,1单元,15,16,1,1,1,1,1,1单元,9,2,1,1,0,1,1,0单元,12,4,1,1,0,1,1,0单元,13,5,1,1,0,1,1,0单元,15,7,1,1,0,1,1,0结点支承,17,6,0,0,0,0结点支承,18,6,0,0,0,0结点支承,16,1,90,0单元材料性质,10,16,1,1,0,0,-1单元材料性质,1,1,-1,0.2485,0,0,-1单元材料性质,9,9,-1,0.2485,0,0,-1单元材料性质,2,8,-1,0.3112,0,0,-1单元材料性质,17,20,-1,1,0,0,-1移动荷载,4,308.1375,308.1375,308.1375,308.1375,1.8,1.3,1.8受荷单元,3,12,13,14文本,2.4152,-7.7442,刚性承台,0,0,12文本,7.1850,-7.6388,刚性承台,0,0,12文本,3.4333,1.9119,桥面,0,0,15文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.6678,-0.9612,盖梁墩柱间模拟为刚结,0,0,10尺寸线,1,0.2,0.2,12,1.0,0.5,0.9703,3.5163,6m荷载横向移动范围,6.9850,3.5163文本,-0.5864,1.8014,人行道,0,0,12文本,7.0973,1.8566,人行道,0,0,12文本,1.6703,-3.9715,墩柱高h4=7.3127m,0,0,10文本,2.7447,-0.2702,墩柱间距4.8m,0,0,10荷载布置：墩柱单元轴力包络图输出：单侧人群布载：命令：结点,1,0,0结点,2,0.7,0结点,3,1.6,0结点,4,2.9,0结点,5,5.1,0结点,6,6.4,0结点,7,7.3,0结点,8,8,0结点,9,0.7,1结点,10,-0.5,1结点,11,1,1结点,12,2.9,1结点,13,5.1,1结点,14,7,1结点,15,7.3,1结点,16,8.5,1结点,17,1.6,-7.3127结点,18,6.4,-7.3127单元,3,17,1,1,1,1,1,1单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,6,18,1,1,1,1,1,1单元,10,9,1,1,1,1,1,1单元,9,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,0单元,12,13,1,1,0,1,1,0单元,13,14,1,1,0,1,1,1单元,14,15,1,1,1,1,1,1单元,15,16,1,1,1,1,1,1单元,9,2,1,1,0,1,1,0单元,12,4,1,1,0,1,1,0单元,13,5,1,1,0,1,1,0单元,15,7,1,1,0,1,1,0结点支承,17,6,0,0,0,0结点支承,18,6,0,0,0,0结点支承,16,1,90,0单元材料性质,10,16,1,1,0,0,-1单元材料性质,1,1,-1,0.2485,0,0,-1单元材料性质,9,9,-1,0.2485,0,0,-1单元材料性质,2,8,-1,0.3112,0,0,-1单元材料性质,17,20,-1,1,0,0,-1单元荷载,10,1,90.023,1/2,90文本,2.3609,-6.6729,刚性承台,0,0,12文本,7.2453,-6.7214,刚性承台,0,0,12文本,3.4333,1.9119,桥面,0,0,15文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.6678,-0.9612,盖梁墩柱间模拟为刚结,0,0,10文本,-0.5864,1.8014,人行道,0,0,12文本,7.0973,1.8566,人行道,0,0,12文本,1.6703,-3.9715,墩柱高h4=7.3127m,0,0,10文本,2.7447,-0.2702,墩柱间距4.8m,0,0,10布置：墩柱轴力输出：双侧行人布载时，根据结构横向对称，且荷载横向对称，得每个墩柱受力相等且为-90.023KN。无需采用电算！至此发现单侧布载人群荷载产生的荷载反力反而大于双侧布载时荷载所产生的荷载反力。由于荷载取值采用最不利状态组合来取，则采用双孔双车道布载、双孔单侧人行道布载、上部结构恒载，桥墩结构自重恒载进行承载力极限状态组合作为桩基桩顶竖向力的设计荷载。结点,1,0,0结点,2,0.7,0结点,3,1.6,0结点,4,2.9,0结点,5,5.1,0结点,6,6.4,0结点,7,7.3,0结点,8,8,0结点,9,0.7,1结点,10,-0.5,1结点,11,1,1结点,12,2.9,1结点,13,5.1,1结点,14,7,1结点,15,7.3,1结点,16,8.5,1结点,17,1.6,-7.6105结点,18,6.4,-7.6105单元,3,17,1,1,1,1,1,1单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,6,18,1,1,1,1,1,1单元,10,9,1,1,1,1,1,1单元,9,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,0单元,12,13,1,1,0,1,1,0单元,13,14,1,1,0,1,1,1单元,14,15,1,1,1,1,1,1单元,15,16,1,1,1,1,1,1单元,9,2,1,1,0,1,1,0单元,12,4,1,1,0,1,1,0单元,13,5,1,1,0,1,1,0单元,15,7,1,1,0,1,1,0结点支承,17,6,0,0,0,0结点支承,18,6,0,0,0,0结点支承,16,1,90,0单元材料性质,10,16,1,1,0,0,-1单元材料性质,1,1,-1,0.2485,0,0,-1单元材料性质,9,9,-1,0.2485,0,0,-1单元材料性质,2,8,-1,0.3112,0,0,-1单元材料性质,17,20,-1,1,0,0,-1移动荷载,4,308.1375,308.1375,308.1375,308.1375,1.8,1.3,1.8受荷单元,3,12,13,14文本,2.4152,-7.7442,刚性承台,0,0,12文本,7.1850,-7.6388,刚性承台,0,0,12文本,3.4333,1.9119,桥面,0,0,15文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.6678,-0.9612,盖梁墩柱间模拟为刚结,0,0,10尺寸线,1,0.2,0.2,12,1.0,0.5,0.9703,3.5163,6m荷载横向移动范围,6.9850,3.5163文本,-0.5864,1.8014,人行道,0,0,12文本,7.0973,1.8566,人行道,0,0,12文本,1.6703,-3.9715,墩柱高h5=7.6105m,0,0,10文本,2.7447,-0.2702,墩柱间距4.8m,0,0,10荷载布置：墩柱单元轴力包络图输出：单侧人群布载：命令：结点,1,0,0结点,2,0.7,0结点,3,1.6,0结点,4,2.9,0结点,5,5.1,0结点,6,6.4,0结点,7,7.3,0结点,8,8,0结点,9,0.7,1结点,10,-0.5,1结点,11,1,1结点,12,2.9,1结点,13,5.1,1结点,14,7,1结点,15,7.3,1结点,16,8.5,1结点,17,1.6,-7.6105结点,18,6.4,-7.6105单元,3,17,1,1,1,1,1,1单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,6,18,1,1,1,1,1,1单元,10,9,1,1,1,1,1,1单元,9,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,0单元,12,13,1,1,0,1,1,0单元,13,14,1,1,0,1,1,1单元,14,15,1,1,1,1,1,1单元,15,16,1,1,1,1,1,1单元,9,2,1,1,0,1,1,0单元,12,4,1,1,0,1,1,0单元,13,5,1,1,0,1,1,0单元,15,7,1,1,0,1,1,0结点支承,17,6,0,0,0,0结点支承,18,6,0,0,0,0结点支承,16,1,90,0单元材料性质,10,16,1,1,0,0,-1单元材料性质,1,1,-1,0.2485,0,0,-1单元材料性质,9,9,-1,0.2485,0,0,-1单元材料性质,2,8,-1,0.3112,0,0,-1单元材料性质,17,20,-1,1,0,0,-1单元荷载,10,1,90.023,1/2,90文本,2.3609,-6.6729,刚性承台,0,0,12文本,7.2453,-6.7214,刚性承台,0,0,12文本,3.4333,1.9119,桥面,0,0,15文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.5999,-0.3031,盖梁线刚度小于墩柱线刚度的5倍；,0,0,10文本,6.6678,-0.9612,盖梁墩柱间模拟为刚结,0,0,10文本,-0.5864,1.8014,人行道,0,0,12文本,7.0973,1.8566,人行道,0,0,12文本,1.6703,-3.9715,墩柱高h4=7.3127m,0,0,10文本,2.7447,-0.2702,墩柱间距4.8m,0,0,10布置：墩柱轴力输出：双侧行人布载时，根据结构横向对称，且荷载横向对称，得每个墩柱受力相等且为-90.023KN。无需采用电算！至此发现单侧布载人群荷载产生的荷载反力反而大于双侧布载时荷载所产生的荷载反力。由于荷载取值采用最不利状态组合来取，则采用双孔双车道布载、双孔单侧人行道布载、上部结构恒载，桥墩结构自重恒载进行承载力极限状态组合作为桩基桩顶竖向力的设计荷载。编号上部结构恒载集度上部结构竖向力作用值(分配到单桩）墩台自重（分配到单桩）车道荷载1131.72681973.267464920.025755.712131.72681973.267464962.325755.913131.72681973.267464995.775756.044131.72681973.267464935.813755.795131.72681973.267464948.975755.850131.7268479.814869852.886280.836131.7268479.814869852.886280.83人群荷载标准值组合基本组合116.163765.164660.04116.383807.884711.33116.533841.614751.82116.253781.124679.20116.323794.414695.1622.47431636.012017.5722.47431636.012017.57结点,1,0,0结点,2,1200,0结点,3,1500,0结点,4,3400,0结点,5,5600,0结点,6,7500,0结点,7,7800,0结点,8,9000,0结点,9,1200,-1000结点,10,1900,-1000结点,11,3400,-1000结点,12,5600,-1000结点,13,7100,-1000结点,14,7800,-1000结点,15,1900,-6956.75结点,16,7100,-6956.75单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,0单元,4,5,1,1,0,1,1,0单元,5,6,1,1,0,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,9,10,1,1,0,1,1,1单元,10,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,1单元,12,13,1,1,1,1,1,1单元,13,14,1,1,1,1,1,0单元,10,15,1,1,0,1,1,1单元,13,16,1,1,0,1,1,1单元,2,9,1,1,0,1,1,0单元,7,14,1,1,0,1,1,0单元,4,11,1,1,0,1,1,0单元,5,12,1,1,0,1,1,0结点支承,15,6,0,0,0,0结点支承,16,6,0,0,0,0结点支承,8,1,90,0单元材料性质,1,7,1,1,0,0,-1单元材料性质,15,18,-1,-1,0,0,-1单元材料性质,8,12,-1,1.8654,0,0,-1单元材料性质,13,14,-1,0.014689,0,0,-1移动荷载,4,233.449,233.449,233.449,233.449,1800,1300,1800受荷单元,3,3,4,5布置：肋板轴力包络图：单侧布置人群荷载：结点,1,0,0结点,2,1200,0结点,3,1500,0结点,4,3400,0结点,5,5600,0结点,6,7500,0结点,7,7800,0结点,8,9000,0结点,9,1200,-1000结点,10,1900,-1000结点,11,3400,-1000结点,12,5600,-1000结点,13,7100,-1000结点,14,7800,-1000结点,15,1900,-6956.75结点,16,7100,-6956.75单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,0单元,4,5,1,1,0,1,1,0单元,5,6,1,1,0,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,9,10,1,1,0,1,1,1单元,10,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,1单元,12,13,1,1,1,1,1,1单元,13,14,1,1,1,1,1,0单元,10,15,1,1,0,1,1,1单元,13,16,1,1,0,1,1,1单元,2,9,1,1,0,1,1,0单元,7,14,1,1,0,1,1,0单元,4,11,1,1,0,1,1,0单元,5,12,1,1,0,1,1,0结点支承,15,6,0,0,0,0结点支承,16,6,0,0,0,0结点支承,8,1,90,0单元材料性质,1,7,1,1,0,0,-1单元材料性质,15,18,-1,-1,0,0,-1单元材料性质,8,12,-1,1.8654,0,0,-1单元材料性质,13,14,-1,0.014689,0,0,-1单元荷载,1,1,44.9486,5/12,90目序号图表名称图号页数总页次1设计总说明2-2总体布置图S1113桥台一般构造图S2124桥墩一般构造图S3135主梁一般构造图S4146预应力钢束布置S5157施工方案示意图S616录序号图表名称图号页数总页次本科学生毕业设计 永和桥两阶段施工图设计系部名称： 土木工程系 专业班级： 土木工程B04-57 学生名称： XXX 指导教师： XXX 职 称： 副教授 黑 龙 江 工 程 学 院二00八年六月The Graduation Dedign For Bachelors DegreeYong He Bridge Two Stages Construction Drawings DesignCandidate: He GuanghuiSpecialty: Civil EngineeringClass: B04-57Superviser: Associate Prof. Zhang XianjunHei Long Jiang Institute of Technology2008-06HarbinSY-025-BY-2毕业设计任务书学生姓名XXX系部土木工程专业、班级土木工程B04-57指导教师姓名XXX职称副教授从事专业土木工程是否外聘是R否题目名称永和桥两阶段施工图设计一、设计目的、意义该桥梁毕业设计选题符合土木工程专业培养目标及毕业生的主要服务方向，密切结合生产实际。通过该桥梁设计，使学生掌握桥梁设计的过程，同时对施工过程和关键工艺进行思考和设计，巩固所学专业知识，并在应用中将其融会贯通。通过该桥梁设计，使学生能够正确分析现有的桥位水文、地质、气候等自然条件，根据道路等级、荷载等级、桥面净宽、航道等级等设计技术标准，结合施工队伍技术力量和设备条件，独立查阅、应用文献资料，正确使用公路桥涵设计规范进行设计计算，熟练绘制桥梁施工图并撰写设计说明书。从而综合训练学生的桥梁设计能力、计算能力、计算机应用能力以及应用中外文献资料的能力