等截面悬链线拱桥M值计算表
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M值sin1cos1L F
3.50.718480.6955445.718489.15223
K
1.9248473
X比值K*比值chK*比值Y
119.666240.860319066 1.655982831 2.714562199 6.276827038
216.266240.711582712 1.369688063 2.094153075 4.005576241
312.762740.558318649 1.074678145 1.635227885 2.325500681实空分界12.659240.55379094 1.065962995 1.624014016 2.284447918
表值P四分之L拱脚
恒载0.553990.126030.52253
P506.5516147腹孔上部结构恒载
M四分之L1317.126557104.119
MJ5460.907245
集中荷载
1号横墙94.65244277198.7714428
2号横墙53.94069514158.0596951
3号拱座7.12150342653.31000343
实腹段路面恒载
189.8886
实腹段长度比值比值*K ch比值*K sh比值*K F1
0.55379094 1.065962995 1.624014016 1.2796177268.933364083
实腹段填料恒载重心位置
95.400904119.55343545
荷载大小力臂1弯矩1力臂2弯矩2
P506.55161471317.1265575460.907245 P1198.7714428 3.193634.6772168 P2158.0596951 6.5931042.08757 P353.31000343-1.33312-71.0686317710.0965538.2444496 P4189.8886 5.1968.4318616.529623138.7864 P595.40090411 1.87618455178.989702413.305804551269.385784
2393.47948812084.08867
对应比值0.19806868理论M 3.647449873 y/f y cos d/2cos y-d/2cos y+d/2cos
19.1520.695540.7198.4339.871
0.8019217.3390.753450.664 6.6768.003 0.634833 5.8100.805830.620 5.190 6.431 0.494427 4.5250.851440.587 3.938 5.112 0.377084 3.4510.889770.562 2.889 4.013 0.279778 2.5610.920930.543 2.018 3.104
0.2 1.8300.945520.529 1.302 2.359 0.135693 1.2420.964370.5180.723 1.760 0.0851980.7800.978370.5110.269 1.291 0.0472140.4320.988350.506-0.0740.938 0.0207610.1900.994990.503-0.3130.693 0.0051570.0470.998770.501-0.4530.548
00.00010.500-0.5000.500
X1Y1
0.2070.2172
shK*比值tan cos H
2.523657650.7779502980.789286224 5.243343284 1.8399666040.567193640.869825505
3.030748305 1.2938200160.398836850.928848772 1.387199921 1.2796177260.3944588090.930243525 1.346954255
红色字体为需手动输入数据
x
22.859
20.954 19.049 17.144 15.239 13.334 11.429 9.524 7.619 5.714 3.809 1.904 0.000