Cyclic tests of steel frame with unbonded steel plate brace encased in wall panel, which is referred to as panel buckling restrained braced frame (panel BRBF), were carried out to investigate the effects of constructional details, including panel BRBs, connections, strengthening measures, etc., on hysteretic behavior of the panel BRBFs. The tests revealed that the two new type panel BRBs with composite panel and assembled panel have good ductility and qualified cumulative inelastic axial deformation capacity when the panels remain intact. It is feasible that the ends of brace with stiffeners were directly welded to the steel frames. The reinforcing ways at the ends of beams in the specimens with moment-resisting beam-to-column connections ensure stable working behavior for both panel BRBs and steel frames. For the specimen with non-moment-resisting beam-to-column connections, the cracks and tension fracture occurred on the steel angles because the non-moment connections have to bear some in-plane bending moments. Besides, it was found that yielding of panel BRBs and steel frames occurred at inter-story drifts of about 1/355 and 1/75, respectively. The specimen with either non-moment or moment beam-to-column connections before eventual failure shows bilinear and trilinear skeleton curves in general, respectively. Local buckling of flanges of beams in the specimens with moment-resisting beam-to-column connections occurred at the drift of about 1/50, and cracks and tension fracture of the buckled flanges occurred at the drifts far larger than 1/50. Eventual failure of specimens is due to tension fracture of steel components, which occurred at story drifts far larger than 1/50. All specimens exhibited stable behavior prior to final failure.