本文關(guān)鍵詞：輕型組合橋面UHPC層的彎拉靜力及疲勞性能試驗(yàn)研究　出處：《湖南大學(xué)》2015年碩士論文　論文類型：學(xué)位論文

  更多相關(guān)文章： 正交異性鋼橋面 超高性能混凝土 鋼-UHPC輕型組合結(jié)構(gòu) 靜力與疲勞受彎性能 裂縫寬度

【摘要】：基于現(xiàn)代橋梁和組合結(jié)構(gòu)的發(fā)展要求,針對常規(guī)正交異性鋼橋面的兩大難題,湖南大學(xué)邵旭東教授提出將配筋UHPC通過抗剪連接件與鋼橋面板形成組合結(jié)構(gòu)而協(xié)同受力,即鋼-UHPC輕型組合橋面系。本文為探究該組合橋面系的橫向抗彎性能,對10塊鋼-UHPC組合簡支板進(jìn)行試驗(yàn)研究及其開裂強(qiáng)度與承載力分析,得出:保護(hù)層厚度與截面配筋率對UHPC層開裂荷載影響十分顯著,設(shè)計(jì)時應(yīng)當(dāng)將橫橋向鋼筋置于縱橋向鋼筋之上,并適當(dāng)提高配筋率;當(dāng)裂縫寬度小于0.2mm時,荷載與最大裂縫寬度關(guān)系近似線性。正彎矩作用下,純彎段裂縫間距幾乎與橫向鋼筋的間距相同;在極限荷載前,荷載與最大裂縫寬度關(guān)系近似線性;鋼板將純彎段UHPC最大裂縫寬度有效限制在0.2mm左右。采用彈性分析方法計(jì)算UHPC的開裂強(qiáng)度為18.4MPa~32.7MPa,大于實(shí)橋荷載作用下UHPC頂面橫向拉應(yīng)力;采用塑性分析方法計(jì)算鋼-UHPC組合板的抗彎承載力,與試驗(yàn)值吻合較好。本文基于已建的肇慶馬房大橋與在建的岳陽洞庭湖二橋均采用了帶縱向開口加勁肋的輕型組合橋面,開展了不同配筋率的工字鋼梁-UHPC輕型組合梁彎拉疲勞試驗(yàn)研究,得出:該輕型組合梁低、高配筋率的UHPC層靜力彎拉開裂強(qiáng)度crf分別為33.2MPa與54.6MPa;當(dāng)UHPC拉應(yīng)力幅均為0.49crf~0.15crf時,低、高配筋UHPC層的等效脈動應(yīng)力分別為14.8MPa、24.3MPa,低、高配筋截面鋼-UHPC輕型組合梁分別歷經(jīng)273.4萬次、374.0萬次彎拉疲勞荷載后,其整體抗彎剛度只稍微減小,UHPC頂面只出現(xiàn)一條細(xì)小橫向裂縫,說明該輕型組合梁具有良好的抗彎拉疲勞性能;隨著截面配筋率的提高,UHPC層的疲勞開裂壽命明顯延長,UHPC剩余彎拉強(qiáng)度越大,并且剩余強(qiáng)度與靜載強(qiáng)度的比值也越大。本文分別采用Mode code 2010中的推薦公式、基于我國GB50010-2010規(guī)范的修正公式與法國UHPFRC-2013規(guī)范的推薦公式計(jì)算鋼-UHPC輕型組合板的裂縫寬度,對比計(jì)算結(jié)果與試驗(yàn)值可知:基于我國GB50010-2010規(guī)范的修正公式可用于預(yù)測組合板在負(fù)彎矩作用下的開裂荷載,預(yù)測值有一定精度且偏安全;對于對于保護(hù)層厚較大的組合板,當(dāng)裂縫寬度小于0.1mm時,可用法國UHPFRC-2013規(guī)范的推薦公式的折減計(jì)算值來預(yù)測負(fù)彎矩作用下UHPC頂面的最大裂縫寬度。
[Abstract]:Based on the development requirements of modern bridges and composite structures, there are two difficult problems in conventional orthotropic steel deck. Professor Shao Xudong of Hunan University proposed that reinforced UHPC should be combined with steel bridge panel to form a composite structure. In order to study the transverse bending behavior of the composite deck system, 10 steel-UHPC composite simply supported plates were tested and their cracking strength and bearing capacity were analyzed. It is concluded that the thickness of the protective layer and the ratio of section reinforcement have a significant effect on the cracking load of UHPC layer. The transverse bridge reinforcement should be placed on the longitudinal bridge steel bar and the reinforcement ratio should be increased properly when designing. When the crack width is less than 0.2 mm, the relationship between the load and the maximum crack width is approximately linear. Before the ultimate load, the relationship between the load and the maximum crack width is approximately linear. The maximum crack width of pure bending segment UHPC is effectively limited to about 0.2 mm. The crack strength of UHPC calculated by elastic analysis method is 18.4MPa ~ 32.7 MPA. The transverse tensile stress of the top surface of UHPC is larger than that of the real bridge. The bending capacity of steel-UHPC composite plate is calculated by plastic analysis method. Based on the existing Zhaoqing Mafang Bridge and the Yueyang Dongting Lake Bridge under construction, the light composite deck with longitudinal stiffening rib is adopted in this paper. The bending and tensile fatigue test of I-beam UHPC light composite beam with different reinforcement ratio was carried out, and it was concluded that the light composite beam was low. The static flexural tensile cracking strength (crf) of UHPC layer with high reinforcement ratio was 33.2 MPA and 54.6 MPA, respectively. When the tensile stress amplitude of UHPC is 0.49 CRF 0.15crf, the equivalent pulsating stress of UHPC layer with high reinforcement is 14.8MPa and 24.3MPa, respectively. The overall flexural stiffness of high reinforced steel-UHPC light composite beams is only slightly reduced after two million seven hundred and thirty-four thousand times and 3.74 million times of flexural and tensile fatigue loading respectively. There is only one small transverse crack on the top surface of UHPC, which indicates that the light composite beam has good flexural and tensile fatigue performance. With the increase of section reinforcement ratio, the fatigue cracking life of UHPC layer obviously prolongs the tensile strength of UHPC residual bending. And the ratio of residual strength to static strength is larger. This paper uses the recommended formula of Mode code 2010. The crack width of steel-UHPC light composite plate is calculated based on the modified formula of GB50010-2010 code in China and the recommended formula of UHPFRC-2013 code in France. Comparing the calculated results with the experimental results, it can be seen that the modified formula based on GB50010-2010 code in China can be used to predict the cracking load of composite plates under negative bending moment, and the prediction value has a certain accuracy and is somewhat safe. For the composite plate with larger cover thickness, the crack width is less than 0.1 mm. The maximum crack width of the top surface of UHPC under negative bending moment can be predicted by the reduction calculation value of the recommended formula of UHPFRC-2013 code in France.
【學(xué)位授予單位】：湖南大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2015
【分類號】：U441

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 聶建國;陶慕軒;聶鑫;樊健生;張振學(xué);湯洪雁;朱力;李一昕;;抗拔不抗剪連接新技術(shù)及其應(yīng)用[J];土木工程學(xué)報;2015年04期

2 丁楠;邵旭東;;輕型組合橋面板的疲勞性能研究[J];土木工程學(xué)報;2015年01期

3 陳寶春;季韜;黃卿維;吳懷中;丁慶軍;詹穎雯;;超高性能混凝土研究綜述[J];建筑科學(xué)與工程學(xué)報;2014年03期

4 徐海賓;鄧宗才;;UHPC梁開裂彎矩和裂縫試驗(yàn)[J];哈爾濱工業(yè)大學(xué)學(xué)報;2014年04期

5 邵旭東;周環(huán)宇;曹君輝;;鋼-薄層RPC組合橋面結(jié)構(gòu)栓釘?shù)目辜粜阅躘J];公路交通科技;2013年04期

6 陳斌;邵旭東;曹君輝;;正交異性鋼橋面疲勞開裂研究[J];工程力學(xué);2012年12期

7 邵旭東;張哲;劉夢麟;曹君輝;;正交異性鋼-RPC組合橋面板彎拉強(qiáng)度的實(shí)驗(yàn)研究[J];湖南大學(xué)學(xué)報(自然科學(xué)版);2012年10期

8 劉夢麟;邵旭東;張哲;胡佳;;正交異性鋼板-超薄RPC組合橋面板結(jié)構(gòu)的抗彎疲勞性能試驗(yàn)[J];公路交通科技;2012年10期

9 邵旭東;曹君輝;易篤韜;陳斌;黃政宇;;正交異性鋼板-薄層RPC組合橋面基本性能研究[J];中國公路學(xué)報;2012年02期

10 張彥玲;樊健生;李運(yùn)生;;連續(xù)組合梁橋裂縫發(fā)展規(guī)律分析及裂縫寬度計(jì)算[J];工程力學(xué);2011年07期

相關(guān)會議論文 前1條

1 項(xiàng)海帆;;世界大橋的未來趨勢——2011年倫敦國際橋協(xié)會議的啟示[A];第二十屆全國橋梁學(xué)術(shù)會議論文集（上冊）[C];2012年

相關(guān)碩士學(xué)位論文 前3條

1 吳金輝;鋼筋鋼纖維混凝土梁疲勞性能試驗(yàn)研究及數(shù)值分析[D];鄭州大學(xué);2013年

2 李瓊;HRB500級鋼筋混凝土足尺梁裂縫寬度的試驗(yàn)與理論研究[D];湖南大學(xué);2009年

3 季曉康;鋼—混凝土組合梁裂縫寬度計(jì)算研究與合理截面形式探討[D];湖南大學(xué);2006年

，

本文編號：1413373