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为研究钢梁弯扭屈曲总势能方程中的各势能项对临界弯矩Mcr通用公式中各系数取值的影响,由总势能方程推导临界弯矩Mcr的通用公式及3种典型总势能方程下各系数的计算式,揭示各势能项与各个系数的联系,计算无侧向支撑简支钢梁临界弯矩Mcr通用公式中各系数的数值,并分别分析现行国家标准GB 50018—2002和GB 50017—2003的整体稳定系数φb设计公式存在取值各异的问题。结果表明:系数C1、C2和C3的取值除都与非线性正应变能和非线性剪应变能有关外,系数C1的取值还与圣维南扭转应变能有关,系数C2的取值还与外荷载势能有关,而影响系数C3取值的势能项则因总势能方程而异;现行国家标准GB 50018—2002和GB 50017—2003的φb设计公式应采用统一的形式,且应统一φb设计公式中系数C3的取值。
In order to study the influence of each potential term on the general formula of bending moment, torsion and buckling of steel beam to the value of each coefficient in the general formula of critical moment Mcr, the general formula of critical moment Mcr is deduced from the total potential equation and three typical equations of total potential energy The calculation formula of each coefficient reveals the relationship between each potential term and each coefficient and calculates the values of each coefficient in the general formula of the critical moment Mcr without lateral support simply supported beams and analyzes the current national standards GB 50018-2002 and GB 50017 respectively -2003 the overall stability coefficient φb design formulas exist different values of the problem. The results show that the value of coefficient C1 is related to the Saint-Venant torsional strain energy except that both the values of coefficients C1, C2 and C3 are related to nonlinear normal strain energy and nonlinear shear strain energy. The value of coefficient C2 Which is related to the external load potential. The potential energy term that affects the value of C3 varies with the total potential energy equation. The formula of φb for the current national standard GB 50018-2002 and GB 50017-2003 should be in a unified form and the φb design should be unified The value of the coefficient C3 in the formula.