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本文给出了钢筋混凝土，少筋混凝土及混凝土水工结构的新的抗裂计算公式，推导这些公式时，采用了下述的新的条件： １．取用受拉区应力图形为梯形的假设（图４），这个图形更条例于大截面水工结构的应力分布状态； ２．根据我们研究结果，取用 ３．将钢筋折算为混凝土截面时，取用 ，并根据国外的试验资 料，给出了 的新关系。 根据上述应力图形及新的参数，推导了在力矩及偏心力共同作用下的工字形、Ｔ形，П形及矩形截面的抗裂计算公式。 确定中和轴位置的一般性公式为： 对于爱弯及偏心受压截面： 对于 ＞１的偏心受压截面：式中的Ａ、Ｂ、Ｃ 各值为： 对于工宇形截面： 对于水工结构中常遇见的矩形截面： 确定抗裂弯矩或裂缝出现时的荷载的普遍公式为： 用试验结果对本文提出的方法进行的校核的结果表明，新的抗裂计算方法是合理的。 新的计算方法可用来计算各种荷载作用下的各种常见截面的钢筋混凝土，少筋混凝土及混凝土构件的抗裂能力，亦可以用于予应力钢筋混凝土的抗裂计算。 在本文的结语中，指出了今后继续研究的问题。
In this paper, new crack-resistance calculation formulae for reinforced concrete, less-reinforced concrete, and concrete hydraulic structures are presented. When these formulas are derived, the following new conditions are used: 1. Take the hypothesis that the tension pattern of the tension zone is trapezoidal (Figure 4). This figure also stipulates the stress distribution of large-scale hydraulic structures. According to our research results, we use 3. When the steel bars were converted into concrete sections, they were used, and new relationships were given based on foreign test data. Based on the above stress graphs and new parameters, the anti-crack formulas for I, T, П, and rectangular sections under the joint action of moment and eccentric forces are deduced. The general formula for determining the position of the neutral axis is: For the love bend and the eccentric compression section: For the eccentric compression section of >1: The values of A, B, and C in the formula are: For the work section: For hydraulic work Rectangular cross-sections often encountered in structures: The general formula for determining the resistance to cracking bending moments or the load at which cracks occur is: Using the test results to verify the proposed method shows that the new cracking calculation method is reasonable. The new calculation method can be used to calculate the crack resistance of various common sections of reinforced concrete, less-reinforced concrete and concrete structures under various loads, and it can also be used to calculate the crack resistance of prestressed reinforced concrete. In the concluding remarks of this article, the problems that continue to be studied in the future are pointed out.