筏板冲切抗剪计算书.docVIP

北京世纪旗云软件技术有限公司筏板冲切抗剪计算书项目名称_构件编号_日期_设 计_校 对_审核_一、设计资料1.筏板信息筏板类型: 平板式筏基筏板厚度: d = 1500 mm板格边长: ln1 = 1000 mm板格边长: ln2 = 220 mm混凝土强度等级: C30筏板计算用保护层厚度as = 150 mm2.地基信息地基土净反力设计值: Fl = 267.43 kPa3.柱信息柱截面高: h = 1000 mm柱截面宽: w = 220 mm柱x方向弯矩: Mx = 256.00 kNm柱y方向弯矩: My = 65.00 kNm柱轴力设计值: N = 209.00 kN柱类型: 中柱4.柱墩信息柱墩截面宽: w1 = 0 mm柱墩截面高: h1 = 0 mm柱墩高: d1 = 0 mm5.设计时执行的规范: 建筑地基基础设计规范（GB 500072002） 以下简称 基础规范混凝土结构设计规范 （GB 500102002） 以下简称 混凝土规范二、筏板抗冲切验算1受冲切承载力计算柱截面长边与短边的比值bs计算bs = max(h,w)/min(h,w) = max(1000 , 220)/min(1000 , 220) = 4.55bs 4bs = 4受冲切承载力截面高度影响系数计算根据地基规范8.2.7条确定bhp如下: h = d = 1500 mmh小于2000mm，大于800mm，线性插值bhp = 0.9417查混凝土规范表4.1.4，混凝土轴心抗拉强度设计值ft如下: ft = 1430.00 kPa冲切抗力计算0.7(0.4+1.2/bs)bhpft = 0.7 (0.4+1.2 / 4.00) 0.94 1430.00 = 659.83 kPa2Y方向筏板抗冲切验算h0 = d - as = 1500 - 150 = 1350 mma. 计算冲切临界截面周长及极惯性矩hc = 1000mmbc = 220mm根据基础规范附录P.0.1，采用以下公式计算c1 = hc + h0 = 1000 + 1350 = 2350.00mmc2 = bc + h0 = 220+1350 = 1570.00mmum = 2c1 + 2c2 = 2 2350.00 + 2 1570.00 = 7840.00mmcAB = c1/2 = 1175.00mmIs = c1h03/6 + c13h0/6 + c2h0c12/2 = 2350.00 13503 / 6 + 2350.003 1350 / 6 + 1570.00 1350 2350.002 / 2 = 9736138125000 mm4根据基础规范公式8.4.7-3,采用如下的公式计算不平衡弯矩通过冲切临界截面上的偏心剪力来传递的分配系数: as = 0.45b. 计算作用在冲切临界截面重心上的弯矩area = (c1 + h0) (c2 + h0)= (2.350 + 1.350) (1.570 + 1.350) = 10.804 m2P = area Fl = 10.804 267.432 = 2889.335 kN由于本柱子是内柱，由于对称关系，柱截面形心与冲切临界截面重心重合,因此冲切临界截面重心上的弯矩，取柱根弯矩eP = 0eN = 0Munb = |NeN - PeP - M| = |209.000 0.000 - 2889.3350.000 - 256.000| = 256.00kNmFl = N - Fl area = 209.00 - 267.43 10.80 = -2680.34kN筏板冲切验算基础规范8.4.7条，采用以下公式计算tmax = Fl/(umh0) + asMunbcAB/Is= -2680.3353 / (7.8400 1.3500) + 0.4492 256.0000 1.1750 / 9.7361= -239.37 kPa结论tmax 0.7(0.4+1.2/bs)bhpft筏板抗冲切验算满足3X方向筏板抗冲切验算h0 = d - as = 1500 - 150 = 1350 mma. 计算冲切临界截面周长及极惯性矩hc = = 220mmbc = 1000mm根据基础规范附录P.0.1，采用以下公式计算c1 = hc + h0 = 220 + 1350 = 1570.00mmc2 = bc + h0 = 1000+1350 = 2350.00mmum = 2c1 + 2c2 = 2 1570.00 + 2 2350.00 = 7840.00mmcAB = c1/2 = 785.00mmIs = c1h03/6 + c13h0/6 + c2h0c12/2 = 1570.00 13503 / 6 + 1570.003 1350 / 6 + 2350.00 1350 1570.002 / 2 = 5424471675000 mm4根据基础规范公式8.4.7-3,采用如下的公式计算不平衡弯矩通过冲切临界截面上的偏心剪力来传递的分配系数: as = 0.35b. 计算作用在冲切临界截面重心上的弯矩area = (c1 + h0) (c2 + h0)= (1.570 + 1.350) (2.350 + 1.350) = 10.804 m2P = area Fl = 10.804 267.432 = 2889.335 kN由于本柱子是内柱，由于对称关系，柱截面形心与冲切临界截面重心重合,因此冲切临界截面重心上的弯矩，取柱根弯矩eP = 0eN = 0Munb = |NeN - PeP - M| = |209.000 0.000 - 2889.3350.000 - 65.000| = 65.00kNmFl = N - Fl area = 209.00 - 267.43 10.80 = -2680.34kN筏板冲切验算基础规范8.4.7条，采用以下公式计算tmax = Fl/(umh0) + asMunbcAB/Is= -2680.3353 / (7.8400 1.3500) + 0.3527 65.0000 0.7850 / 5.4245= -249.93 kPa结论tmax 0.7(0.4+1.2/bs)bhpft筏板抗冲切验算满足三、筏板抗剪切验算根据基础规范8.4.9条，采用以下公式计算Vs 0.7bhsftbwh0受剪切承载力截面高度影响系数计算根据地基规范8.4.5条确定bhs如下: bhs = (800/h0)1/4 = (800 / 1350.00)1/4 = 0.88剪切抗力计算: 0.7bhsftbwh0 = 0.7 0.88 1430.00 1.0 1.35 = 1185.65 kNY方向Vs = (ln1 - h)/2 - d1) Fl = (1.000 - 1.000)/2 - 0.000 - 1.350) 267.432 = -361.033kNVs 0.7bhsftbwh0筏板抗剪切验算满足X方向Vs = (ln2 - w)/2 - d1) Fl = (0.220 - 0.