80-0.156=0.324=0.378-0.056=0.322=0.198-0.007=0.191=20.070=0.140梁端剪力横向分布系数计算(杠杆原理法)汽车荷载及人群荷载(图2-4):汽车荷载:(0.948+0.076)=0.478(1+0.389)=0.693(1+0.381+1.429)=0.762(1+0.381+1.429)=0.762人群荷载:1.3839-0.38100图2-42.2作用效应计算永久作用效应永久荷载假定桥面构造各部分重力平均分配给主梁承担,计算见表2-3已知人行道和栏杆自重线密度按单侧6kN/m,按人行道横向分布系数分摊至各梁的板重为:1号、7号梁:2号、6号梁:3号、5号梁:4号梁:表2-3各梁永久荷载汇于表2-4表2-4梁号主梁横隔梁栏杆及人行道铺装层合计1、7号14.1700.8581.9445.50222.4742、6号14.1701.7161.9325.50223.3203、5号14.1701.7161.1465.50222.5344号14.1701.7160.8405.50222.228永久作用效应计算影响线面积计算见表2-5表2-5项目计算面积影响线面积永久作用效应计算见表2-6表2-6梁号1,722.4747.531068.1822.4735.65801.1922.479.75219.122,623.3247.531108.3923.3235.65831.3523.329.75227.373,522.5347.531071.0422.5335.65803.3322.539.75219.70422.2247.531056.4922.2235.65792.4222.229.75216.72可变作用效应汽车荷载冲击系数简支梁的自振频率为:=4.36Hz介于1.5Hz至14HZ之间,按《桥规》4.3.2定,冲击系数按下式计算:
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