基于mcft理論的割線(xiàn)剛度法介紹-資料下載頁(yè)
2025-01-18 14:16本頁(yè)面
【正文】 22000002000001322000002000001422000002000001422000002000001522000002000001522000002000001622000002000001622000002000001722000002000001722000002000001822000002000001822000002000001922000002000001922000002000002022000002000002022000002000002122000002000002122000002000002222000002000002222000002000002322000002000002322000002000002422000002000002422000002000002522000002000002522000002000002622000002000002622000002000002722000002000002722000002000002845200000200000285520000020000029302000002000002932200000200000302920000020000030292000002000003128200000200000312620000020000032282000002000003224200000200000332720000020000033222000002000003427200000200000342120000020000035272000002000003520200000200000362620000020000036192000002000003726200000200000371820000020000038262000002000003817200000200000392620000020000039162000002000004025200000200000401620000020000041252000002000004115200000200000422520000020000042152000002000004325200000200000431420000020000044252000001999994414200000200000452520000019999945142000002000004625200000199998461320000020000047252000001999974713200000200000482519999919999548132000002000004924199999199992491220000019999950241999981999885012200000199999512419999819998251122000001999995224199997199973521220000019999853241999951999615312200000199997542419999319994454122000001999965524199991199921551219999919999456241999871998895611199999199992572419998219984557101999991999895824199975199786581019999819998559241999671997075910199998199979602419995519960260101999971999716124199940199464611019999619996162241999201992836210199994199948632419989519904763101999921999316424199862198743641019999019990965241998201983516510199987199881662419976719785066101999831998456724199700197213671019997819979968241996151964086810199972199740692419950919539669101999651996667024199376194129701019995519957371241992101925537110199943199456722419900519060072101999281993107324198750188193731019991019912974251984361852427410199887198903752519804918164575101998591986237625197572177283761019982519827777251969871720267710199782197850782619626816572978101997301973217926195384158243791119966519666980271942961494138011199585195861812819295213909781111994861948588229191285127184821319936219361183311892021136208313199205192052841001037202137841519900519009185100112085161987461876058610000861919840018442787100數(shù)據(jù)異常，不作參考8722197924180333881008827197238175043891008934196196168268901009042194510159800911009155191553149508921009283185418136523931009310012712787906在第84個(gè)荷載步處，切線(xiàn)剛度迭代法不再收斂，程序跳出條件由最大迭代步數(shù)控制。若把最大迭代步數(shù)加大，情況也是一樣，得不到收斂的結(jié)果。而割線(xiàn)剛度迭代法在第93個(gè)荷載步才由最大迭代步數(shù)控制，跳出迭代循環(huán)?？梢钥吹降囊稽c(diǎn)是，對(duì)于這兩種算法，不收斂荷載步所對(duì)應(yīng)的鋼筋應(yīng)力中，向鋼筋已達(dá)到了屈服應(yīng)力463，即配筋率少的一向（向）達(dá)到了屈服，這正是二者產(chǎn)生分歧的峰值點(diǎn)處。為了進(jìn)一步使問(wèn)題明朗化，改用鋼筋的一個(gè)十分簡(jiǎn)單的本構(gòu)關(guān)系——兩折線(xiàn)模型來(lái)進(jìn)行分析。基于切線(xiàn)剛度的NR法（兩折線(xiàn)模型）割線(xiàn)剛度迭代法（兩折線(xiàn)模型）荷載步迭代步數(shù)x向鋼筋切線(xiàn)剛度y向鋼筋切線(xiàn)剛度x向鋼筋應(yīng)力y向鋼筋應(yīng)力荷載步迭代步數(shù)x向鋼筋割線(xiàn)剛度y向鋼筋割線(xiàn)剛度x向鋼筋應(yīng)力y向鋼筋應(yīng)力132000002000001320000020000022200000200000222000002000003220000020000032200000200000422000002000004220000020000052200000200000522000002000006220000020000062200000200000722000002000007220000020000082200000200000822000002000009220000020000092200000200000102200000200000102200000200000112200000200000112200000200000122200000200000122200000200000132200000200000132200000200000142200000200000142200000200000152200000200000152200000200000162200000200000162200000200000172200000200000172200000200000182200000200000182200000200000192200000200000192200000200000202200000200000202200000200000212200000200000212200000200000222200000200000222200000200000232200000200000232200000200000242200000200000242200000200000
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