【摘要】：鋼結(jié)構(gòu)在長期服役過程中,不可避免的存在各種損傷或缺陷。碳纖維增強(qiáng)復(fù)合材料(Carbon Fiber Reinforced Polymer,簡稱CFRP)具有高強(qiáng)耐腐、施工方便的特點(diǎn),利用膠粘劑把CFRP粘貼在鋼結(jié)構(gòu)表面以提高其承載力的CFRP加固方法被廣泛應(yīng)用于帶損傷鋼結(jié)構(gòu)的加固。為加固修復(fù)帶缺陷鋼梁的抗彎能力,通常做法是在其受拉翼緣粘貼CFRP。但這種加固形式往往由于CFRP材料端部缺少必要的錨固措施,造成CFRP過早剝離破壞,CFRP利用率不高,造成極大的材料浪費(fèi)。采用預(yù)應(yīng)力CFRP對帶缺陷鋼結(jié)構(gòu)進(jìn)行加固可以減小結(jié)構(gòu)變形,充分發(fā)揮CFRP材料的優(yōu)越性。本文對帶端錨預(yù)應(yīng)力CFRP板加固帶缺陷鋼梁進(jìn)行了試驗(yàn)研究,主要的研究內(nèi)容和結(jié)論如下:(1)對帶端錨預(yù)應(yīng)力CFRP板加固缺陷梁的預(yù)應(yīng)力損失情況進(jìn)行研究,利用電阻式應(yīng)變片以及光纖光柵傳感器監(jiān)測20%和40%預(yù)應(yīng)力水平的CFRP板放張瞬時及放張后中長期預(yù)應(yīng)力損失情況,結(jié)果顯示:平板錨具能夠有效錨固CFRP板,減少預(yù)應(yīng)力損失。放張瞬時,P-20%梁和P-40%梁的預(yù)應(yīng)力損失比例平均值分別為0.91%和0.73%。CFRP板的中長期預(yù)應(yīng)力損失主要發(fā)生在放張后的前30天。從CFRP板放張瞬時到放張后102天,P-20%-3梁和P-40%-3梁的預(yù)應(yīng)力總損失比例分別為1.60%和1.43%。(2)對非預(yù)應(yīng)力和預(yù)應(yīng)力CFRP板加固試件進(jìn)行靜載試驗(yàn)研究,對比不同試件的荷載-撓度曲線,荷載-應(yīng)變曲線,破壞模式等結(jié)果發(fā)現(xiàn):帶端錨預(yù)應(yīng)力CFRP板加固方式可以更有效抑制帶缺陷鋼梁的裂紋開展,提高缺陷鋼梁的極限承載力、剛度、延性和CFRP板利用率。與帶端錨非預(yù)應(yīng)力加固試件相比,20%和40%預(yù)應(yīng)力水平加固試件的極限承載力可分別提高27.5%和52.3%,CFRP板極限利用率可分別提高25.6%和39%。(3)對比不同位置的荷載-應(yīng)變曲線、不同荷載下的CFRP板應(yīng)變分布圖以及裂紋發(fā)展規(guī)律和破壞模式,結(jié)果顯示:帶端錨預(yù)應(yīng)力CFRP板加固缺陷梁的破壞始于跨中,這是由于跨中裂紋處應(yīng)力集中導(dǎo)致膠層開裂,CFRP板剝離。隨后剝離破壞向端部擴(kuò)展,最終CFRP板在接近平板錨處發(fā)生斷裂。
[Abstract]:In the long service process of steel structure, there are inevitably various kinds of damage or defects. Carbon fiber reinforced composite (Carbon Fiber Reinforced Polymer, (CFRP) has the characteristics of high strength and corrosion resistance and convenient construction. The CFRP strengthening method which uses adhesive to attach CFRP on the surface of steel structure to improve its bearing capacity has been widely used in the strengthening of steel structures with damage. In order to reinforce and repair the flexural capacity of steel beams with defects, CFRP. is usually attached to the flange of the steel beam. However, due to the lack of necessary anchoring measures at the end of CFRP material, the CFRP is destroyed prematurely, and the utilization ratio of CFRP is not high, which results in a great waste of material. Using prestressed CFRP to reinforce the steel structure with defects can reduce the deformation of the structure and give full play to the superiority of the CFRP material. The main contents and conclusions of this paper are as follows: (1) the prestressing loss of prestressed CFRP slab with end anchor is studied. Resistive strain gauges and fiber Bragg grating sensors are used to monitor the transient and long-term prestressing loss of 20% and 40% prestressed CFRP slabs. The results show that the plate Anchorage can anchor CFRP plates effectively and reduce the prestressing loss. The prestressing loss of P-20% beam and P-40% beam is 0.91% and that of 0.73%.CFRP slab mainly occurs 30 days before tensioning. From the instantaneous tensioning of CFRP plate to 102 days after tensioning, the total prestressing loss ratios of P-20-3 beam and P-40-3 beam are 1.60% and 1.43% respectively. (2) the static load test of unprestressed and prestressed CFRP plate reinforced specimens is carried out, and the load-deflection curves of different specimens are compared. The results of load-strain curve and failure mode show that the reinforcement method of prestressed CFRP plate with end anchor can restrain the crack development of steel beam with defects more effectively and improve the ultimate bearing capacity stiffness ductility and utilization ratio of CFRP plate. Compared with unprestressed reinforced specimens with end anchor, the ultimate bearing capacity of 20% and 40% prestressed horizontal strengthened specimens can be increased by 27.5% and 52.3%, respectively, and the limit utilization ratio of CFRP plates with end anchor can be increased by 25.6% and 39.1% respectively. (3) the load-strain curves at different locations are compared. The strain distribution diagram of CFRP slab under different loads, crack development law and failure mode, the results show that the failure of prestressed CFRP plate strengthened with end anchor begins in the middle of span, which is due to stress concentration in the center of span leading to the crack of glue layer and the peeling of CFRP plate. Then the peeling failure extends to the end, and finally the CFRP plate breaks near the plate anchor.
【學(xué)位授予單位】：廣東工業(yè)大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：TU391

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 完海鷹;王春宇;杜維鳳;馮然;;二次受力下CFRP板加固鋼梁靜力試驗(yàn)和數(shù)值分析[J];建筑科學(xué);2016年05期

2 霍君華;王連廣;張海伏;劉生辰;;預(yù)應(yīng)力CFRP布加固腐蝕鋼梁試驗(yàn)研究[J];建筑結(jié)構(gòu)學(xué)報(bào);2015年11期

3 鄧?yán)誓?趙思敏;廖羚;余兆航;姬帥;;預(yù)應(yīng)力碳纖維板加固鋼結(jié)構(gòu)預(yù)應(yīng)力損失研究[J];工業(yè)建筑;2014年02期

4 盧亦焱;龔田牛;李杉;吳濤;;預(yù)應(yīng)力碳纖維布加固鋼梁抗彎承載力研究[J];鐵道學(xué)報(bào);2013年06期

5 鄭云;岳清瑞;陳煊;李忠煜;;碳纖維增強(qiáng)材料(CFRP)加固鋼梁的疲勞試驗(yàn)研究[J];工業(yè)建筑;2013年05期

6 尚守平;吳建任;張毛心;張寶靜;;預(yù)應(yīng)力碳纖維板加固系統(tǒng)的預(yù)應(yīng)力損失試驗(yàn)[J];公路交通科技;2012年01期

7 袁菁穎;王春江;李向民;許清風(fēng);;CFRP布加固H型鋼梁承載力試驗(yàn)研究[J];建筑結(jié)構(gòu);2011年10期

8 葉華文;T. Ummenhofer;強(qiáng)士中;;預(yù)應(yīng)力CFRP板加固鋼梁抗彎疲勞試驗(yàn)研究[J];公路交通科技;2009年12期

9 鄧軍;黃培彥;;預(yù)應(yīng)力CFRP板加固梁的界面應(yīng)力分析[J];工程力學(xué);2009年07期

10 趙芳琴;牛忠榮;魯棟;閆艷;;CFRP加固焊接工字鋼梁的有限元分析[J];鋼結(jié)構(gòu);2009年06期

相關(guān)碩士學(xué)位論文 前4條

1 謝偉志;CFRP加固帶缺陷鋼結(jié)構(gòu)的界面應(yīng)力有限元分析[D];廣東工業(yè)大學(xué);2016年

2 段熹;預(yù)應(yīng)力CFRP板加固鋼梁錨具靜力行為研究[D];西南交通大學(xué);2016年

3 李洪;CFRP板加固鋼梁的受力性能研究[D];廣西大學(xué);2011年

4 楊亞;大CFRP片材用量下波形齒錨具的預(yù)應(yīng)力施工工藝和應(yīng)力損失研究[D];重慶大學(xué);2010年

，

本文編號：2288741