通过8根采用自密实和常温标准养护制成的试验梁的静力加载试验,研究不同配筋率受弯构件的抗弯性能。试验结果表明:与相同基体强度和配筋率的钢筋混凝土梁相比,加入钢纤维后梁的极限承载力提高约13%,位移延性系数提高158%;加入钢纤维后梁的初裂荷载、裂缝宽度为0.1 mm时的荷载值占极限荷载的比例较对比梁大幅度提高,但裂缝宽度为0.2 mm时的荷载值与对比梁差别不大;随着钢筋配筋率的提高,试验梁极限承载力会相应的提高,相对于配筋率为0.86%的梁,配筋率分别为1.52%、2.38%时,梁的抗弯承载力分别提高72%、113%;参照CECS 38∶2004《纤维混凝土结构设计规程》,提出了钢筋超高性能纤维混凝土受弯构件正截面抗弯承载力计算方法,计算结果与试验结果吻合较好。 Through the static loading test of eight test beams made of self-compaction and room-temperature curing, the flexural behavior of flexural members with different reinforcement ratio was studied. The experimental results show that the ultimate bearing capacity of steel beam increases by about 13% and the displacement ductility coefficient increases by 158% compared with that of reinforced concrete beam with the same base strength and reinforcement ratio. The initial crack load, crack width The load value at 0.1 mm is larger than that of the contrast beam, but the difference between the load value and the contrast beam is not significant when the crack width is 0.2 mm. With the increase of the reinforcement ratio, the ultimate bearing capacity Will be correspondingly improved, relative to the beam reinforcement ratio of 0.86%, the reinforcement ratio were 1.52%, 2.38%, the beam bending resistance increased by 72%, respectively, 113%; cf CECS 38:2004 “fiber concrete Structural Design Rules ”, a calculation method of flexural capacity of normal section of flexural members reinforced with ultrahigh-strength steel fiber reinforced concrete is proposed. The calculated results are in good agreement with the experimental results.