The strain, ε d, in the un-cracked beam portion was found by (15).
where n c and n are the layer number in the internal crack arm and in the un-cracked beam portion, respectively.
To study the feasibility of precast construction of coupling beams, the beam portion was constructed first, and the stubs at the ends of the beam representing in situ shear walls were fabricated in the next step.
The strain, ε d, in the un-cracked beam portion, x ≥ 0, was found from the following equilibrium equation: frac{F}{2}={displaystyle sunderset{z_{isplaystyle underset{z_{1 i}}{overset{z_{1 i+1}{intt }}{sigma}_i bd{z}_1}.} (57).
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In all specimens studied in the present work, the coupling beam portion was precast first, and the stubs at the ends of the beam that represented in situ shear walls were constructed later, allowing cold joints between the beam and stubs.
The longitudinal strain, ε d, in the un-cracked beam portion, x ≥ 0, was found from the following equilibrium equation: frac{F}{2}={displaystyle underset{-{h}_1-{h}_2}{overset{-{h}_2}{int }}{sigma}_f bd{z}_1}+{displaystyle underset{-{h}_2}{overset{0}{sigma}_cigma}_c bd{z}_1}, (15).
Each beam represented a portion of the width of a layered wood concrete longitudinal deck specimen.
(mm) 0.007 0.1788) Ultimate tensile strength, ksi (MPa) 400 (2758) Average modulus of elasticity, ksi (GPa) 33,000 (228) Average ultimate strain 1.8 Open image in new window Figure 4 Application of CFRP sheet for Beam-0°/90°, test 1. Figure 1a,b,c shows the portions of Beam-45° strengthened for tests 1, 2, and 3, respectively.
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