剪跨比為1.5的無腹筋簡(jiǎn)支梁受剪性能試驗(yàn)研究及有限元分析

1、重慶大學(xué)碩士學(xué)位論文剪跨比為1.5的無腹筋簡(jiǎn)支梁受剪性能試驗(yàn)研究及有限元分析姓名：蔣寧申請(qǐng)學(xué)位級(jí)別：碩士專業(yè)：結(jié)構(gòu)工程指導(dǎo)教師：張川20050601重慶大學(xué)碩士學(xué)位論文IIABSTRACTEight simply supported beams without web reinforcements and different ratio oflongitudinal reinforcement were tested under sta

2、tic top loading, with the shear- spanratio being kept around 1.5.Among them, four beams were doubly reinforced and theleft four beams were simply reinforced. On this basis, the overall process of failureunder shear and t

3、he effect of longitudinal reinforcement ratio on cracking, failure modes,strain distribution of reinforcements and ultimate capacity of RC beams without webreinforcements were investigated.In the experiments, development

4、 of the cracks was carefully recorded. Strains onthe longitudinal reinforcements and deflection of the beams were measured in detail.Furthermore, correlation between the measured strain profiles of the reinforcement andt

5、he observed cracking development of each specimen was pursued. Principal factorscontributing to the cracking pattern and failure mode were figured out as a result.Secondly, comparison of the tested results between the be

6、ams with and withoutweb reinforcements unveiled effect of the stirrups on development of cracking, finalfailure mode, strains on the longitudinal reinforcements and ultimate capacity. At thesame time, compare the result

7、of nonlinear finite element program VecTor2 and theresult of experiment, the author evaluate the validity of the program to analysis deepsimply supported beam and the rationality of the basis theory.Primary conclusions w

8、ere thus drawn.⑴With the increment of longitudinal reinforcements ratio, the failure mode ofbeams without web reinforcements was change from flexural failure to shear failure.The development of the flexural cracks was le

9、ss sufficiency and the position of theshear cracks was moved from the load point to the support.⑵With the increment of longitudinal reinforcements ratio, shear capacity indexu 0 / c V f bh of beams increased. When the te

10、nsile reinforcements ratio was the same, theshear capacity index of simply reinforced beam was bigger than the index of doublyreinforced beam. Furthermore, the simply reinforced beam L4 has the biggest shearcapacity inde