B柱正截面受弯(抗震)

框架梁斜截面受剪承载力计算表（非抗震）,,,,,,,,,,,

计算公式,,一层A柱,三层A柱,六层A柱,,一层B柱,,三层B柱,,六层B柱,

,,第2组,第2组,第2组,第4组,第4组,第6组,第4组,第6组,第4组,第6组

|M|/KN.m,,103.131,112.76,155.696,85.806,126.45,139.806,105.245,144.784,92.892,141.15

N/KN,,2400.344,1052.676,415.858,289.074,1518.542,2482.568,1009.547,1658.725,286.286,451.5978

|V|/KN,,43.426,67.058,98.026,61.5,56.697,70.2168,78.234,106.798,98.2878,145.0978

b*h/mm*mm,,600*600,600*600,600*600,600*600,600*600,600*600,600*600,600*600,600*600,600*600

H/m,,4.9,3.6,3.6,3.6,4.9,4.9,3.6,3.6,3.6,3.6

as=a's/mm,,40,40,40,40,40,40,40,40,40,40

h0=hw/mm,,560,560,560,560,560,560,560,560,560,560

剪跨比λ=M/Vh0≥3取3；≤1取1,,4.240834984,3.002731111,2.836273758,2.491463415,3.982637025,3.5554678,2.402248383,2.420858604,1.687682209,1.737128829

,,3,3,2.836273758,2.491463415,3,3,2.402248383,2.420858604,1.687682209,1.737128829

hw/b,,0.933333333,0.933333333,0.933333333,0.933333333,0.933333333,0.933333333,0.933333333,0.933333333,0.933333333,0.933333333

0.25fcbh0/KN截面尺寸要求,,1201.2,1201.2,1201.2,1201.2,1201.2,1201.2,1201.2,1201.2,1201.2,1201.2

,,>V满足,>V满足,>V满足,>V满足,>V满足,>V满足,>V满足,>V满足,>V满足,>V满足

0.3fcA/KNN≥0.3fcA取0.3fcA,,1544.4,1544.4,1544.4,1544.4,1544.4,1544.4,1544.4,1544.4,1544.4,1544.4

,,1544.4,1052.676,415.858,289.074,1518.542,1544.4,1009.547,1658.725,286.286,451.5978

0.07N+1.75ftbh0/(1+λ)是否构造配筋,,318.318,283.89732,248.2914983,261.0625639,316.50794,318.318,317.8107397,361.9086906,332.8895069,338.8096626

,,>V是,>V是,>V是,>V是,>V是,>V是,>V是,>V是,>V是,>V是

,,,,,,,,,,,,

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取井字复合箍Asv=314mm2,,4Φ10,4Φ10,4Φ10,4Φ10,4Φ10,4Φ10,4Φ10,4Φ10,4Φ10,4Φ10

s,,﹤250,﹤250,﹤250,﹤250