Review of Design Flexural Strengths of Steel–Concrete Composite Beams for Building Structures

International Journal of Concrete Structures and Materials

Table 2 Design moment strengths by plastic stress distribution method and strain compatibility method.

	AISC 360-10 and KBC 2014	Eurocode 4	JSCE 2009
PSDM⁽¹⁾
Plastic stress	Conc. 0.85f _ck, steel F _yk, and reinforcing bar f _yrk	Conc. 0.85f _cd, steel F _yd, and reinforcing bar f _yrd	Conc. 0.85f _cd, steel F _yd, and reinforcing bar f _yrd
Stress distribution
Design strength M _d	M _d = ϕM _pl and ϕ = 0.9	M _d = M _pl or βM ⁽²⁾_pl	M _d = M _pl/γ _b and γ _b = 1.1
SCM⁽¹⁾
Conc. σ–ɛ curve	Not specified⁽³⁾ Maximum compressive strain = 0.003	Parabola-rectangle⁽⁴⁾	Parabola-rectangle⁽⁵⁾
Steel σ–ɛ curve	Not specified⁽³⁾	Elastic-perfectly plastic	Bilinear with 0.01E _s hardening
Stress and strain distributions (positive bending)
Design strength M _d	M _d = ϕM _nl and ϕ = 0.9	M _d = M _nl	M _d = M _nl/γ _b and γ _b = 1.1

⁽¹⁾ PSDM plastic stress distribution method, SCM strain compatibility method.
⁽²⁾ β is the reduction factor for high strength steels of 420 and 460 MPa. β is used for positive moment only.
⁽³⁾The σ–ɛ relationships of concrete and steel shall be obtained from tests or from published results for similar materials.
⁽⁴⁾The σ–ɛ relationship is given in Eurocode 2 (European Committee for Standardization 2004b). The bilinear relationship is also available.
⁽⁵⁾The σ–ɛ relationship is given in JSCE 2007 (Japan Society of Civil Engineers 2007) (k ₁ = 1 − 0.003f _ck).