桥台计算(挡土墙)

KN

墙体重度

24 KN/m^3

单位：m

如图示对墙趾o点取矩p1575 KNE0.7M402.5

G128.200

E1.396M39.365G21023.302E1.631M1669.167G3505.461E2.507M1267.316G40E0M0墙体重1556.96364.87345501P2454.20A35.10

69.92YES抗滑稳定验算基地摩擦系数υks=1.661YES抗倾覆验算kt=2.606YES地基承载力验算

钢桥自重铺装防撞墙车辆荷载桥台宽a10.6300 KN275 KN4 m

a20.6此表格参照库伦主动土压力计算公式（土力学地基基础p184）h10.5墙身部分土压力计算墙后填土倾角β墙北倾角ε内摩擦角φ砂砾石容重h24.97填土为砂砾石019.293019h30.600.33670.5236土体宽h40pa1土压力Ka分子4 mb10658.97470.47070.9655

b20.5pa1土压力水平分PA1Z土压力竖直分分母墙与填土摩擦角δδ+ε

b31.5574.8114322.24142.05131029.29

p1离边缘0.2土压力作用点水平矩土压力作用点竖向矩0.17450.5109

距离2.0233333332.976330031基础宽5.114495MM1163.035143959.0968069G1梯形求重心放大脚墙踵竖向土压力EM梯形上底0.5623.584.2642659.2538

梯形下底0.675制动力EM

梯形高0.51545.57501.3

y=ax+bx=（y-b)/a90yc0.237589xc0.29592245

a-5.7143b1.928575b1=1.928575

0.5G2梯形求重心梯形上底1.275梯形下底3.014495梯形高4.97y=ax+bx=（y-b)/ayc2.149090.45

xc1.131158a-5.7143b8.612865b1=8.612865

4.97

0.349999

G1梯形求重心

梯形上底梯形下底梯形高y=ax+bycxcabb1=

20

G1梯形求重心

b1b2hc

x=（y-b)/a9.1666679.541667

-20200200