Experiments on Hybrid Precast Concrete Shear Walls Emulating Monolithic Construction with Different Amounts of Posttensioned Strands and Different Debond Lengths of Grouted Reinforcements
Table 2
Parameters of specimens.
Specimen number
Posttensioned tendons
Mild steel bars
Confinement stirrups
Number of strands
Posttensioned force, kN (kips)
Wrapped length, mm (in.)
Bonded length, mm (in.)
, mm (in.)
, mm (in.)
, mm (in.)
MW
—
—
—
—
—
400 (15.75)
100 (3.94)
50 (0.98)
1.61
HPWEM1
2
0.6
312.5 (70.25)
200 (7.87)
400 (15.75)
400 (15.75)
100 (3.94)
25 (0.98)
1.27
HPWEM2
3
0.4
312.5 (70.25)
200 (7.87)
400 (15.75)
400 (15.75)
100 (3.94)
25 (0.98)
1.27
HPWEM3
4
0.3
312.5 (70.25)
200 (7.87)
400 (15.75)
400 (15.75)
100 (3.94)
25 (0.98)
1.27
HPWEM4
4
0.5
520.8 (117.08)
250 (9.84)
350 (13.78)
400 (15.75)
100 (3.94)
25 (0.98)
1.27
HPWEM5
4
0.5
520.8 (117.08)
200 (7.87)
400 (15.75)
400 (15.75)
100 (3.94)
25 (0.98)
1.27
HPWEM6
4
0.5
520.8 (117.08)
150 (5.91)
450 (17.72)
400 (15.75)
100 (3.94)
25 (0.98)
1.27
Note: = average initial strand stress; = design ultimate strength of strand, 1860 MPa (269.7 ksi); = confinement region length at wall toes (measured against the center of bars); = stirrup spacing (measured against the center of bars); = first stirrup distance from the bottom of the wall (measured to the center of bars); = the length-to-width aspect ratio of the stirrups.
