进行型钢混凝土标准推出试件试验,对型钢混凝土粘结滑移性能和粘结滑移受力机理研究.根据荷载-加载端滑移曲线的试验研究结果,建立型钢混凝土特征粘结强度、特征滑移的统计回归计算公式,并提出型钢混凝土粘结滑移本构关系数学模型.进一...进行型钢混凝土标准推出试件试验,对型钢混凝土粘结滑移性能和粘结滑移受力机理研究.根据荷载-加载端滑移曲线的试验研究结果,建立型钢混凝土特征粘结强度、特征滑移的统计回归计算公式,并提出型钢混凝土粘结滑移本构关系数学模型.进一步采用所建立粘结滑移基准本构模型对型钢混凝土推出试件进行AN SY S数值模拟分析,数值模拟结果与试验结果吻合较好.研究结果表明,所建立型钢混凝土粘结滑移本构模型简单实用,并且能较全面的反映混凝土强度等级、横向配箍率、型钢埋置长度和型钢保护层厚度等主要影响因素的影响,可为型钢混凝土粘结滑移性能和型钢混凝土结构数值模拟技术研究提供参考.展开更多
A new analytical study on stresses around a post-tensioned anchor in rocks with two perpendicular joint sets is presented. The assumptions of orthotropic elastic rock with plane strain conditions are made in derivatio...A new analytical study on stresses around a post-tensioned anchor in rocks with two perpendicular joint sets is presented. The assumptions of orthotropic elastic rock with plane strain conditions are made in derivation of the formulations. A tri-linear bond-slip constitutive law is used for modeling the tendon-grout interface behavior and debonding of this interface. The bearing plate width is also considered in the analysis. The obtained solutions are in the integral forms and numerical techniques that have been used for evaluation. In the illustrative example given, the major principal stress is compressive in the anchor free zone and compressive stress concentrations of 815 k Pa and 727 k Pa(for the anchor load of 300 k N) are observed under the bearing plate and the bond length proximal end, respectively. However, large values of tensile stresses with the maximum of-434 k Pa are formed at the bond length distal end. The results obtained using the proposed solution are compared very those of numerical method(FEM).展开更多
文摘进行型钢混凝土标准推出试件试验,对型钢混凝土粘结滑移性能和粘结滑移受力机理研究.根据荷载-加载端滑移曲线的试验研究结果,建立型钢混凝土特征粘结强度、特征滑移的统计回归计算公式,并提出型钢混凝土粘结滑移本构关系数学模型.进一步采用所建立粘结滑移基准本构模型对型钢混凝土推出试件进行AN SY S数值模拟分析,数值模拟结果与试验结果吻合较好.研究结果表明,所建立型钢混凝土粘结滑移本构模型简单实用,并且能较全面的反映混凝土强度等级、横向配箍率、型钢埋置长度和型钢保护层厚度等主要影响因素的影响,可为型钢混凝土粘结滑移性能和型钢混凝土结构数值模拟技术研究提供参考.
文摘A new analytical study on stresses around a post-tensioned anchor in rocks with two perpendicular joint sets is presented. The assumptions of orthotropic elastic rock with plane strain conditions are made in derivation of the formulations. A tri-linear bond-slip constitutive law is used for modeling the tendon-grout interface behavior and debonding of this interface. The bearing plate width is also considered in the analysis. The obtained solutions are in the integral forms and numerical techniques that have been used for evaluation. In the illustrative example given, the major principal stress is compressive in the anchor free zone and compressive stress concentrations of 815 k Pa and 727 k Pa(for the anchor load of 300 k N) are observed under the bearing plate and the bond length proximal end, respectively. However, large values of tensile stresses with the maximum of-434 k Pa are formed at the bond length distal end. The results obtained using the proposed solution are compared very those of numerical method(FEM).
