预应力T形梁截面特性计算程序

马蹄2700155418500520833

∑79806357132860980

ys1=72.35cm

ys2=79.66cm

支点截面

分块面积分分块面积

分块面积块面积形心对上缘静分块面积

分块名称到上缘距离矩自身惯矩

cm2cmcm3cm4

大毛截面

翼板36007.52700067500

三角承托15016.6672500208

腹板891097.586872520214563

∑1266089822520282271

小毛截面

翼板27007.52025050625

三角承托15016.6672500208

腹板891097.586872520214563

∑1176089147520265396

ys1=70.95cm

ys2=75.81cm

g=17.25

g1=20.18g2=10.96

恒载内力

跨中四分点变化点

α0.500.250.05

一期弯距2110.911583.18387.95

剪力0.00145.58263.05

二期弯距1152.17864.13211.75

剪力0.0079.46143.58

Σ弯距3263.082447.31599.69

剪力0.00225.04406.62

内力组合计算

跨中截面四分点截面

MmaxQmaxMmaxQmax

荷载类型KN.mKNKN.mKN

一期恒载2110.910.001583.18145.58

二期恒载1152.170.00864.1379.46

总恒载=1+23263.080.002447.31225.04

汽-201935.88104.331603.57195.59

挂-1002350.40162.091913.60266.09

恒+汽5198.96104.334050.88420.63

恒+挂5613.48162.094360.91491.13-75.3415324174158450073077152933632508分块面积di=ys-yi对截面形I=Ii+Ix心惯矩cmcm4cm463.45144931791456067954.28441994442202-26.55628075426495317212159274149819868.31125973061264793159.14524608524816-21.694193425244079881731533937580736kx=46.20cm支点0.000.00291.160.00158.920.00450.08变化点截面支点MmaxQmaxQmaxKN.mKNKN387.95263.05291.16211.75143.58158.92599.69406.62450.08404.70225.05292.50490.02276.53277.561004.39631.67742.581089.71683.15727.64