框架A柱正截面受弯承载力计算（非抗震）

框架梁正截面配筋计算表,,,,,

层次,支座截面（按矩形截面计算）,,,,

,计算公式,梁AB,,梁BC,

,,左,右,左,右

六,M/KN·m,-237.254,-267.024,-89.648,-211.52

,b*h0/mm*mm,300*565,300*565,300*415,300*415

,αs=M/(α1fcbh02),0.17324446,0.194982713,0.121335286,0.286284577

,ξ=1-,0.090739014,0.102772444,0.062628828,0.155183202

,,＜ξb,＜ξb,＜ξb,＜ξb

,As=α1fcbh0ξ/fy/mm2,610.9382217,691.958303,309.7256511,767.4455917

,"As,min=ρminbhξ/mm2",540,540,405,405

,实配钢筋/mm2,911,911,911,911

,,2Φ14+3Φ16,2Φ14+3Φ16,2Φ14+3Φ16,2Φ14+3Φ16

,纵向受压钢筋/纵向受拉钢筋,0.75,0.75,0.6,0.6

一,M/KN·m,-305.644,-279.555,-114.39,-119.42

,b*h0/mm*mm,300*565,300*565,300*415,300*415

,αs=M/(α1fcbh02),0.223183296,0.204132933,0.154822678,0.161630599

,ξ=1-,0.118627942,0.107886181,0.080664739,0.084374858

,,＜ξb,＜ξb,＜ξb,＜ξb

,As=α1fcbh0ξ/fy/mm2,798.71205,726.3886641,398.9207441,417.2688269

,"As,min=ρminbhξ/mm2",540,540,405,405

,实配钢筋/mm2,911,911,911,911

,,2Φ14+3Φ16,2Φ14+3Φ16,2Φ14+3Φ16,2Φ14+3Φ16

,纵向受压钢筋/纵向受拉钢筋,0.75,0.75,0.6,0.6

层次,跨中截面（按T形截面计算）,,,,

,计算公式,梁AB,,梁BC,

六,M/KN·m,205.732,,39.216,

,bf'*h0/mm*mm,2100*565,,700*415,

,α1fcbf'hf'(h0-0.5hf'),1819.818,,426.426,

,αs=M/(α1fcbf'h02),0.021460983,,0.022747466,

,ξ=1-,0.01078869,,0.01143916,

,,＜ξb,,＜ξb,

,As=α1fcbf'h0ξ/fy/mm2,508.4754386,,131.9999643,

,"As,min=ρminbhξ/mm2",540,,405,

,实配钢筋/mm2,1272,,1017,

,,5Φ18,,4Φ18,

一,M/KN·m,165.8832,,23.1774,

,bf'*h0/mm*mm,2100*565,,700*415,

,α1fcbf'hf'(h0-0.5hf'),1819.818,,426.426,

,αs=M/(α1fcbf'h02),0.017304146,,0.013444184,

,ξ=1-,0.00868983,,0.006744838,

,,＜ξb,,＜ξb,

,As=α1fcbf'h0ξ/fy/mm2,409.5552941,,77.