11723.48 0 887723.5 分块面积A 1511.830403 0 556.7813885 17723910.87 0 494267910.9 310663690406.96 -955.0490149 0.00 10693202823 0 10836309593 ix=ai*(yu-yi)2 86163837.82 0 -6003355917 -5917192079 83933114.73 0 5756160650 0 5840093765 86197214.14 0 321500000000.00 截面惯性矩 ` 287552000000.00 299028000000.00 变化点截面 ai至梁顶的距离yi 对梁顶端自身惯性矩 的面积距 469700000 0 -14945166.16 454754833.8 469700000 0 15183442.14 0 484883442.1 476544000 0 293469192079.30 293469192079.30 293187906235.35 293187906235.35 310095987363.34 yu-yi -10.35224384 -1226.148264 -721.2794356 10.21735882 -1205.578661 -700.7098329 0 9.91960918 -1246.080391 804000 584.2039801 0 -11539.5 792460.5 1800 1295.131172 573.8517363 804000 584.2039801 0 11723.48 0 815723.5 1800 1295.131172 0 594.4213389 876000 544 0 1800 20
11723.48 0 887723.5 分块面积A 1128000 0 -11539.5 1116461 1128000 0 11723.48 0 1139723 1128000 0 1295.131172 0 553.9196092 支点截面 ai至梁顶的距离yi 652.6136364 1800 830.5664349 650.7743538 652.6136364 1800 830.5664349 0 654.444103 616.7021277 1800 15183442.14 0 491727442.1 310095987363.34 -741.2115627 0.00 6440815423 0 6527012637 ix=ai*(yu-yi)2 3815979.227 0 -373016557.8 -369200578.5 3779485.81 0 363651460.7 0 367430946.5 5458831.554 0 316623000000.00 截面惯性矩 341730000000.00 342417000000.00 对梁顶端自身惯性矩 的面积距 736148181.8 0 -9584321.375 726563860.4 736148181.8 0 9737127.543 0 745885309.4 695640000 0 342099200578.53 342099200578.53 342049569053.52 342049569053.52 363872307798.58 yu-yi -1.839282552 -1149.225646 -179.792081 1.830466604 -1145.555897 -176.1223319 0 2.199861286 -1181.098011 21
11723.48 0 1139723 A 792460.5 792460.5 792460.5 1116461 815723.5 815723.5 815723.5 1139723 887723.5 830.5664349 0 618.9019889 yu 567.96 570.70 573.85 650.77 600.24 597.54 594.42 654.44 558.86 9737127.543 0 705377127.5 yb 1232.04 1229.30 1226.15 1149.23 1199.76 1202.46 1205.58 1145.56 1241.14 363872307798.58 ep 1132.04 941.13 721.28 179.79 1099.76 914.29 700.71 176.12 1141.14 -211.6644459 0 I 278976000000.00 282847000000.00 287552000000.00 341730000000.00 307489000000.00 303669000000.00 299028000000.00 342417000000.00 325475000000.00 525233369.9 0 530692201.4 Wu=I/yu 491192811.4 495617417.5 501091103.9 525112887.4 512276701.1 508202259.7 503057310.4 523218099.8 582394730.5 364403000000.00 Wb=I/yb 226433507.3 230087152.4 234516500.6 297356747.2 256292105.5 252538893.2 248036905.1 298909028.3 262237979.5 Wp=I/ep 246435693.3 300538449.3 398669344.8 1900695504 279596473.8 332134708.3 426750112.5 1944199786 285218257.4 各控制界面不同阶段的截面几何特性汇总 22
887723.5 887723.5 1139723
556.78 553.92 618.90 1243.22 1246.08 1181.10 955.05 741.21 211.66 321500000000.00 316623000000.00 364403000000.00 577425910.1 571604606.1 588789511.9 258602949.7 254095163 308529009.9 336631937.2 427169536.9 1721607039 7. Calculation of carrying capacity ultimate limit state
1) Normal section capacity compress height x
fpdAp?fsdAsfcdb,f1260?2940?330?0?75.1?h,f?180mm
22.4?2200x??Neutral axis is in the compression flange plate calculation of bearing capacity of rectangular cross section. So,Type 1 T beam. Normal section capacity
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a?fpdApap?fsdAsasfpdAp?fcdAs?1260?2940?100?330?0?45 ?87.（5mm）1260?3360?330?0 ho=h-a=1800-87.5=1712.5mm Md=5519.1KN.m
Mu?fcdb,fx(h0?x/2)?22.4?2200?75.1?(1712.5?75.1/2)?6199KN.M
Mu?6199KN.M?Md?5519KN.M
2)Inclined section capacity
Check of maximum and minimum shear strength (1)shear capacity
0.50?10?3?2ftdbh0??0Vd?0.51?10?3fcu,kbh0
b=200mm Vd?630.3KN fcu,k?50MPaa?fpdApap?fsdAsasfpdAs?fsdAs?1260?2940?504.7?330?0?45?504.7mm
1260?2940?330?0 So: ho=1800-504.7=1295.3mm
?2?1.25 ?0Vd?1.0?630.3?630.3KN
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