Boundary conditions of non-loadbearing precast concrete cladding panels differ from monolithic cast-in-place walls by relying on discrete connections for attachment to the main structural system, typically at the floor diaphragms. When the panels are designed to resist far-field blast loading, discrete connections at the diaphragms are commonly idealized as horizontal lines of continuous support, with cladding panels are analyzed assuming vertical (primary) one-way flexural behavior. Two-way or horizontal (transverse) one-way flexural response can realistically occur with variations in reinforcement layout or connection spacing; however, these modes of flexural response are typically neglected in conventional design approaches but could severely limit a panel's flexural ductility and capacity. In this paper, a validated nonlinear finite element model is used to conduct a comprehensive parametric study of the flexural responses of solid non-loadbearing precast concrete façade panels with discrete connections subjected to uniform lateral (normal) pressure. Sensitivity of ultimate flexural capacity based on discrete boundary conditions is examined for different ratios of primary to transverse reinforcement as well as different vertical-to-horizontal span aspect ratios. Models with discrete connections were able to achieve a vertical mechanism by either decreasing the ratio of vertical-to-horizontal flexural capacity and/or increasing the number of lateral connections (thereby reducing the horizontal span between connections). For panels with vertical-to-horizontal span aspect ratios near 1.0, a vertical-to-horizontal flexural capacity ratio of 0.5 was needed to develop the vertical plastic mechanism. For panels with vertical-to-horizontal span aspect ratios greater than 1.5, a vertical-to-horizontal flexural capacity ratio of 1.0 was needed to develop the vertical plastic mechanism.

非承重预制混凝土砌面板的边界条件与整体式现浇墙有所不同，它依赖于离散连接来连接到主要结构系统，通常是在地板隔板处。当将面板设计为抵抗远场爆炸载荷时，通常将膜片处的离散连接理想化为连续支撑的水平线，并以竖向（主要）单向弯曲行为来分析覆面板。实际上，随着钢筋布局或连接间距的变化，可能会发生双向或水平（横向）单向弯曲响应。但是，这些弯曲响应模式通常在常规设计方法中被忽略，但可能会严重限制面板的弯曲延性和承载能力。在本文中，一个经过验证的非线性有限元模型被用于对固态非承重预制混凝土立面面板的挠曲响应进行全面的参数研究，该立面具有离散的连接，它们承受均匀的横向（法向）压力。对于不同的主筋与横向钢筋比率以及不同的纵横比纵横比，检查了基于离散边界条件的极限挠曲能力的敏感性。具有离散连接的模型能够通过减小垂直与水平弯曲容量的比率和/或增加横向连接的数量（从而减小连接之间的水平跨度）来实现垂直机制。对于纵横比宽高比接近1.0的面板，纵横弯曲挠度比为0。开发垂直塑性机制需要5个。对于垂直与水平跨度纵横比大于1.5的面板，需要垂直与水平弯曲挠度比为1.0来开发垂直塑性机制。