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按我国钢筋混凝土结构设计规范(TJ 10—74以下简称“规范”)第50条及第51条规定,对矩形、T形和工字形截面的受弯构件当KQ>0.07Rabh。时,应按规范公式(37)计算要求配箍筋或按公式(38)计算要求配箍筋和弯(走尺)钢筋。一般在设计过程中只要KQ>0.07bh。·Ra,就在梁全长度范围内均按计算要求配腹筋。这样的的设计方法对承受均布荷载的简支梁来说是不经济和不合理的。从均布荷载简支梁剪力图知道在梁支承边缘处剪力值最大,在梁中点处剪力值为零。因此,凡均布荷载作用下的简支梁在梁中间必然有一段KQ<0.07Rab·ho,此段不需按计算配腹筋,可按构造要求配腹筋。如按这样设计就可节省大量箍筋。为此,笔者建议在进行均布荷载简支梁斜截面强度计算时,把梁净跨长度范围
According to the provisions of Articles 50 and 51 of China’s Design Specification for Reinforced Concrete Structures (TJ 10-74 hereinafter referred to as “the Code”), the bending resistance of rectangular, T-shaped, and I-shaped cross-sections is KQ>0.07 Rabh. At the time, the required stirrups shall be calculated according to the norm formula (37), or the required stirrups and bent (walking) bars shall be calculated according to formula (38). Generally, as long as the design process KQ> 0.07bh. ·Ra, it is calculated according to the calculation requirements in the full length of the beam. Such a design method is uneconomical and unreasonable for simply supported beams subjected to uniform loads. From the uniformly supported beam shear force diagram, it is known that the shear force at the edge of the beam is maximum, and the shear force at the midpoint of the beam is zero. Therefore, the simple supported beam under the uniform load must have a section of KQ<0.07 Rab·ho in the middle of the beam. This section does not need to be calculated according to the calculation. The reinforcement can be configured according to the requirements of the structure. If you design in this way, you can save a lot of stirrups. For this reason, the author proposes that the net span length range of the beam be calculated when the oblique section strength of the uniformly loaded uniform beam is calculated.