简支梁桥的基础工程计算书

Рη1=0.266Рη2=0.438Рη3=0.594Рη4=0.438Рη5=0.266Р551.25Р146.633Р241.448Р327.443Р241.448Р146.633Р682.5Р181.545Р298.935Р405.405Р298.935Р181.545Р人群荷载Рη1=1.422Рη2=-0.422Рη3=0Рη4=-0.422Рη5=1.422Р14.0625Р20.157Р-5.982Р0Р-5.982Р20.157Р28.125Р40.314Р-11.96Р0Р-11.96Р40.314Р非对称布置按GM法算Р单列行车Р公路-I级Рη1=0.463Рη2=0.331Рη3=0.200Рη4=0.069Рη5=-0.063Р275.625Р127.614Р91.232Р55.125Р19.018Р-17.044Р341.25Р157.999Р112.954Р68.250Р23.546Р-21.499Р双列行车Р公I级Рη1=0.538Рη2=0.4681Рη3=0.400Рη4=0.332Рη5=0.262Р551.25Р296.573Р257.985Р220.5Р183.015Р144.28Р682.5Р367.185Р319.41Р273.00Р226.59Р178.815Р人群荷载Рη1=0.684Рη2=0.442Рη3=0.200Рη4=-0.042Рη5=-0.284Р14.0625Р9.619Р6.216Р2.813Р-0.591Р-3.994Р18.125Р19.238Р12.431Р5.625Р-1.181Р-7.988Р(4)各梁永久荷载、可变荷载反力组合:Р计算见表4,表中均取用各梁的最大值,其中冲击系数为:Р结构的冲击系数μ与结构的基频有关,故应先计算结构的基频,简支梁桥的基频简化计算公式为:Р Р其中:Р主梁的抗弯惯矩: