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,-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。
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