For limit analysis modeling of the masonry system, the employment of rigid elements seems to be a generally acknowledged solution. It could be correct for some cases where the block involves a simple stress state, for instance, vertically compressed wall, while it may not be a reasonable modeling for the masonry arch or vault masonry since the combination of bending and compression should lead to a more complicated stress distribution. Consideration of the deformability of the block element could be necessary in this case. In this paper, we develop a novel brick element for the limit analysis modeling of the ring or vault structures. This element takes into account the deformation induced by both bending and axial compressing motions. New limit analysis formulation is established according to the kinematic theorem. We first construct the element velocity field referring to the classical beam theory, and the new compatibility condition for the deformable brick elements can then be obtained. No-tensile resistance (NTR) constitutive is employed to describe the material properties of the brick, with the implementation of two different linearizations. Finally, collecting all the updated conditions, we give the new limit analysis formulation for the proposed deformable brick element. Implementing the proposed theory, we perform the collapse analysis of an 80-block arch as a benchmark study, to understand the influence of using rigid or deformable modeling for the ring as well as the properties of different linearized constitutive. Several parametric studies on the compressive strength and friction condition of the brick are then carried out. The results indicate the employment of rigid or deformable modeling for the ring can lead to very distinct collapse performance. Comparatively, the brick element with quadrilateral-linearized constitutive is more likely to fail because of the occurrence of tensile stress. The corresponding arch performs better deformability in the collapse, with a conservative load prediction as well as a moderate overall motion. In contrast, the hexagon linearization leads to a much stiffer modeling of the ring, due to its upper bound approximate property. The predicted collapse performance agrees with the rigid arch. The collapse of the arch may involve crushing failure only when the compressive strength of the brick is extremely low. In this case, the load prediction from quadrilateral and hexagon linearization can get very close.