我國厚壁無縫鋼管混凝土析拱(gong)(gong)(gong)(gong)(gong)在設(she)計荷載作用下(xia)(xia)結(jie)構基本處于線性受(shou)力階段(duan)，設(she)計計算(suan)內力時采用線彈性理(li)論(lun)是合(he)理(li)的(de)。結(jie)構破(po)壞(huai)(huai)時主拱(gong)(gong)(gong)(gong)(gong)的(de)桿(gan)件破(po)壞(huai)(huai)情況，其中粗線條的(de)桿(gan)件代表示(shi)該桿(gan)件破(po)壞(huai)(huai)。由于計算(suan)工況是以(yi)左(zuo)拱(gong)(gong)(gong)(gong)(gong)腳負彎矩為控制內力，因此(ci)左(zuo)拱(gong)(gong)(gong)(gong)(gong)腳的(de)下(xia)(xia)弦(xian)壓力比上弦(xian)大。右拱(gong)(gong)(gong)(gong)(gong)腳受(shou)正彎矩，因此(ci)右拱(gong)(gong)(gong)(gong)(gong)腳上弦(xian)受(shou)壓比下(xia)(xia)弦(xian)大，所(suo)以(yi)左(zuo)拱(gong)(gong)(gong)(gong)(gong)腳下(xia)(xia)弦(xian)桿(gan)破(po)壞(huai)(huai)，右拱(gong)(gong)(gong)(gong)(gong)腳上弦(xian)桿(gan)破(po)壞(huai)(huai)。左(zuo)右拱(gong)(gong)(gong)(gong)(gong)腳的(de)上下(xia)(xia)弦(xian)桿(gan)均未出現拉力。 從厚壁無縫鋼管撓度分析來看，主拱的豎向位移遠大于邊拱，可見主拱比邊拱柔很多。撓度曲線是上拱曲線，且荷載一撓度曲線的起始點也不全在零點，這是由于計算模型中施加系桿力的方法與實際結構不同引起的。因此，如何根據實際橋梁的施工過程，厚壁無縫鋼管采用(yong)合適(shi)的計算(suan)方法.建立起符合實際情(qing)況的有(you)限(xian)元計算(suan)模(mo)型需要(yao)進一步(bu)的研究(jiu)。 在厚壁無縫鋼管混凝土拱(gong)橋的極限承載力計算中，應考(kao)慮(lv)雙(shuang)(shuang)重非(fei)(fei)(fei)線(xian)(xian)(xian)性(xing)問題，僅考(kao)慮(lv)幾何(he)非(fei)(fei)(fei)線(xian)(xian)(xian)性(xing)或材料(liao)非(fei)(fei)(fei)線(xian)(xian)(xian)性(xing)都是偏于(yu)不安全的。同時(shi)，由于(yu)幾何(he)非(fei)(fei)(fei)線(xian)(xian)(xian)性(xing)與材料(liao)非(fei)(fei)(fei)線(xian)(xian)(xian)性(xing)之間存(cun)在(zai)著藕合作用，雙(shuang)(shuang)重非(fei)(fei)(fei)線(xian)(xian)(xian)性(xing)并(bing)不是材料(liao)非(fei)(fei)(fei)線(xian)(xian)(xian)性(xing)與幾何(he)非(fei)(fei)(fei)線(xian)(xian)(xian)性(xing)的簡(jian)單迭加。 | 
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