Experiments on Hybrid Precast Concrete Shear Walls Emulating Monolithic Construction with Different Amounts of Posttensioned Strands and Different Debond Lengths of Grouted Reinforcements

Table 3

Test observations of the specimens.

Specimen number	Crack initiate	Concrete over spalling	Concrete crushing	Crack	Failure
MW	= 225 kN	= 1.33%	= 2.00%	Ordinary flexural-shear crack	Reinforcement fracture
HPWEM1	= 250 kN	= 1.33%	= 2.66%	More inclined flexural-shear crack	Reinforcement fracture
HPWEM2	= 250 kN	= 1.33%	= 2.66%	More inclined flexural-shear crack	Reinforcement fracture
HPWEM3	= 250 kN	= 1.33%	= 2.66%	More inclined flexural-shear crack	Reinforcement fracture
HPWEM4	= 300 kN	= 1.33%	= 2.66%	More inclined flexural-shear crack	Reinforcement fracture
HPWEM5	= 250 kN	= 1.33%	= 2.66%	More inclined flexural-shear crack	Reinforcement fracture
HPWEM6	= 300 kN	= 1.33%	= 2.66%	More inclined flexural-shear crack	Reinforcement fracture

Note: 1 kN = 0.22 kips.
The slant degrees of the diagonal crack of Specimens HPWEM1–6 were compared with Specimen MW.
Unlike Specimen MW, the reinforcement fracture occurred by axial tension as well as torsion shear resulted from unavoidable minimal out-of-plane torsion during large lateral displacement stage.