3769 永和桥两阶段施工设计
3769 永和桥两阶段施工设计,永和,阶段,施工,设计
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）1 131.7268 1973.267464 920.0252 131.7268 1973.267464 962.3253 131.7268 1973.267464 995.7754 131.7268 1973.267464 935.8135 131.7268 1973.267464 948.9750 131.7268 479.814869 852.8866 131.7268 479.814869 852.886车道荷载 人群荷载 标准值组合 基本组合755.71 116.16 3765.16 4660.04 755.91 116.38 3807.88 4711.33 756.04 116.53 3841.61 4751.82 755.79 116.25 3781.12 4679.20 755.85 116.32 3794.41 4695.16 280.83 22.4743 1636.01 2017.57 280.83 22.4743 1636.01 2017.57 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 S1 1 13 桥台一般构造图 S2 1 24 桥墩一般构造图 S3 1 35 主梁一般构造图 S4 1 46 预应力钢束布置 S5 1 57 施工方案示意图 S6 1 6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 Technology2008-06Harbin
收藏