Chapter 6 Members resist axial load plus uniaxial bending (Sections of equivalent eccentrically-loaded short columns)
Chapter 6 Members resist axial load plus uniaxial bending (Sections of equivalent eccentrically-loaded short columns)
讨论： ·偏心受压时，靠近压力和远离压力钢筋 As和As在构件破坏时的应力状态 ·大偏心受压、小偏心受压，区分 。P一M相互作用曲线 ·大偏心受压破坏时，增大压力对构件承 载力的影响
讨论： • 偏心受压时，靠近压力和远离压力钢筋 As’和As在构件破坏时的应力状态 • 大偏心受压、小偏心受压，区分 • P－M相互作用曲线 • 大偏心受压破坏时，增大压力对构件承 载力的影响
6.1 Axial load plus bending at ultimate limit state The combination of an axial force N and bending moment Mis equivalent to the axial load N applied at an eccentricity(偏心距)e. Equivalent Bending and axial load eccentrically loaded column Section N Section subjected to bending and axial load
6.1 Axial load plus bending at ultimate limit state The combination of an axial force N and bending moment M is equivalent to the axial load N applied at an eccentricity（偏心距） e. Section subjected to bending and axial load
Uniaxia及Bendin9 Bax心a2 Aending Uniaxial bending and biaxial bending
Uniaxial bending and biaxial bending
(e) () (a) (b) (c) (d) (a)eo=0 (b)eo<ecor (c)ecor<eo<eob (d)eo=eob (e)eo-eob (f)eo=oo ecor一截面核心距 eob—balanced eccentricity(界限偏心距) The above Fig.represents the cross-section of a member with typical strain and stress distributions for varying eccentricities eo
• The above Fig. represents the cross-section of a member with typical strain and stress distributions for varying eccentricities e0 (a) e0=0 (b) e0<ecor (c) ecor<e0<e0b (d) e0=e0b (e) e0>e0b (f)e0=∞ ecor——截面核心距 e0b——balanced eccentricity (界限偏心距)