双柱设基础梁之基础计算程序兼计算书

双柱设基础梁之基础计算程序兼计算书Q1x(KN)15Q2x(KN)62240.00Q1y(KN)5.5Q2y(KN)-11.32.70N1(KN)-676.5N2(KN)-1807.5700.00M1x(KN·m)27M2x(KN·m)-89.7500.00M1y(KN·m)-135.7M2y(KN·m)-268.62.2254C30x方向3002102.0E+0514.31.002.013.0E+042.10.7253816.3716.373.004.8011.527.2014.40230.25238.31满足满足满足满足900.00800.001.64实际取值1.650.751.83552.9750.00690.20.09538748740.94986323032301025150121467.45890.5-393.8552.150.0164143.660.01640.5440.54435.7200.170.20满足满足500.00450.00101.6836836141026.3150满足满足钢筋直径d(mm)钢筋间距s(mm)钢筋实际配筋面积AS(mm2)是否满足钢筋面积AS=Mb/0.9fyh0b(mm2)按构造配筋五、基础配筋计算五、基础配筋计算基础翼板高度取值hb(mm)梁顶负弯距M-max=qjs2/8-(M+max+qj*(MIN[a1,a2]-bC/2)2/2)(KN·m)四、基础梁裂缝验算四、基础梁裂缝验算短期正弯矩M+S=M+max/1.25(KN·m)ρte=AS/0.5bLhLσsk=M+S/ηh0LAS(N/mm2)ρte实际取值(ρte≥0.01)基础翼板有效高度h0b=hb-50(mm)基础板弯距Mb=(pmax-20d)*[(B-bL)/2]2/2(KN·m)斜截面受剪承载力VCS(KN)箍筋直径d(mm)箍筋间距S(mm)钢筋直径d(mm)钢筋数量钢筋实际配筋面积AS(mm2)最大裂缝宽度限值ωlim(mm)验算ωmax≤ωlimγS=(1+(1-2αS)1/2)/2梁底正弯距M+max=qj*(MAX[a1,a2]-bC/2)2/2(KN·m)注：左式中bC取相应柱尺寸混凝土轴心抗压设计值fc(N/mm2)剪力V=qj*(MAX[a1,a2]-bC/2)(KN)几肢箍基底面积估算A0=1.2F/(f-20d)(m2)纵向受拉