采用一维数值分析程序,对12组拉拔模型试验数据进行模拟计算,得到FRP筋的基本锚固长度,分析基本锚固长度以内界面粘结强度分布情况随拉拔应力增加时的演化,表明基本锚固长度受残余界面强度的影响很大.建立考虑极限粘结强度、残余粘结强度、直径、屈服强度等影响因素的新的FRP筋基本锚固长度的计算公式,新公式简化了计算程序,对计算结果拟合精度良好.
参考文献
[1] | ACI 440 (1996).ACI 440 (1996) State-of-the-art.Report on fiber reinforced plastic (FRP) reinforcement for concrete structures[S].Detroit Michigan |
[2] | JSCE.Recommendations for Design and construction of concrete Structures Using Continuous Fiber Reinforcing Materials[A].Reseach Committee on Continuous Fiber Reinforcing Materials.Tokyo,Japan,1997:325. |
[3] | 黄蕾鸣,黄志怀,李维朝,李国维.GFRP筋材替代钢材锚固高边坡应用试验[J].中外公路,2005(06):144-147. |
[4] | 贾新,袁勇,李焯芬.新型玻璃纤维增强塑料砂浆锚杆的黏结性能试验研究[J].岩石力学与工程学报,2006(10):2108-2114. |
[5] | A Nanni;M M Al-Zaharani S U;Al-Dulaijan.Bond of FRP Reinforcement to Concrete-Experimental Results[A].Ghennt,London,England,1995 |
[6] | L Taerwe.Non-metallic (FRP) Reinforcement for Concrete[A].Ghennt,London,England,1995 |
[7] | L J Malvar .Tensile and Bond of GFRP Reinforcing Bars[J].ACI Materials Journal,1995,92(03):276-285. |
[8] | 卢富永 .单调静力加载下FRP筋与混凝土的粘结性能[D].哈尔滨工业大学,2005. |
[9] | V S Ganga Rao;S S Faza .Bending and bond behavior and design of concrete beams reinforced with reinforced plastic rebars[R].construction facilities center,West Virginia university,Morgantown,1991. |
[10] | O Chaallal;B Benmokrane;R Masmoodi.An Innovative GlassFiber Composite Rebar for Concrete Structures[A].Sherbrooke,Canada,1992:169-177. |
[11] | O Chaallal;B Benmokrane .Pullout and Bond of Glass Fiber Bars Embedded in Concrete and Cement Grout[J].RILEM Materials and Structural Journal,1993,26(157):167-175. |
[12] | M R Ehsani;H Saadatmanesh;S Tao .Design Recommendations for Bond OF GFRP rebars to concrete[J].Journal of Strural Engineering ASCE,1996,122(03):247-257. |
[13] | E. Cosenza;G. Manfredi;R. Realfonzo .Development length of FRP straight rebars[J].Composites, Part B. Engineering,2002(7):493-504. |
[14] | 谢晶晶 .纤维增强塑料筋锚杆锚固机理及设计方法的研究[D].郑州大学,2002. |
[15] | 刘法贵;张愿章;李湘露.灰色数学及其应用[M].开封:河南大学出版社,2003 |
上一张
下一张
上一张
下一张
计量
- 下载量()
- 访问量()
文章评分
- 您的评分:
-
10%
-
20%
-
30%
-
40%
-
50%