柱抗震斜截面受剪承载力计算 (2).xlsVIP免费

计算公式1|M|/kN·m273.45N/kN1638.62|V|/kN126.32b×h/mm×mm700×700H/m5406603.0924862028408630.942857142857143截面尺寸要求1928.852454.91638.62是否构造配箍424.868159778265取井字复合箍4101层A柱内力组合＞V满足＞V是实际配箍非加密区加密区实际箍筋加密区长度取值633柱子长边尺寸700最终值柱全长柱子轴压比0.200246853232311柱子最小配箍特征值0.08箍筋加密区体积配箍率0.636190476190476采用井字箍筋是是否满足要求二级抗震加密区s＜Min（8d，100mm）H0/6>0.6%满足v/vcyvff柱子斜截面受剪承载力计算表1111167.32129.5277.48180.69965.5353.524645.862806.125.8444.3536.960.13700×700700×700700×700700×7003.23.253.24040404066066066066040.92954990215264.1713641488162310.72510822510821985.604395604433330.9428571428571430.9428571428571430.9428571428571430.9428571428571431928.851928.851928.851928.852454.92454.92454.92454.9965.5353.522454.92454.997.8582798935872270.202910791367280.101702233709172.481952074614104104104104层A柱内力组合7层A柱内力组合1层B柱内力组合4层B柱内力组合＞V满足＞V满足＞V满足＞V满足＞V是＞V是＞V是＞V是513513633513700700700700700700柱全长7000.1179885127703780.04320175974581450.567745325675180.3429206892337770.080.080.120.0840.6361904761904760.6361904761904760.9542857142857140.668＜Min（8d，100mm）＜Min（8d，100mm）＜Min（8d，100mm）＜Min（8d，100mm）>0.6%满足>0.6%满足>0.6%满足>0.6%满足面受剪承载力计算表1111101.39262.13105.3162.59507.986457.183948.24463.3182.7647.5299.19434.82700×700750×750700×700700×7003.253.23.2404040406607106606600.7925304067786017.354938271604941.51671395445970.205635172518021<2<2<230.9428571428571430.9466666666666670.9428571428571430.9428571428571431928.852223.18751928.851928.852454.92454.92454.92454.9507.982454.92454.9463.3743.688847163377323.770513852974676.2090197261121085.274371638634104104104108层B柱内力组合1层D柱内力组合4层D柱内力组合8层D柱内力组合＞V满足＞V满足＞V满足＞V满足＞V是＞V是＞V是＞V是410@150410@80513633513513700750700700柱全长柱全长柱全长柱全长0.06207747769766590.6873910844976710.4824929732371990.05661737748991810....