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雨棚计算:1计算条件计算跨度:Lx=1.020mLy=1.000m_板厚h=110mm_板容重=26.00kN/m3；板自重荷载设计值=3.43kN/m2恒载分项系数=1.20；活载分项系数=1.40活载调整系数=1.00；荷载设计值(不包括自重荷载):均布荷载q=2.60kN/m2_砼强度等级:C20,fc=9.60N/mm2,Ec=2.55×104N/mm2支座纵筋级别:HRB400,fy=360.00N/mm2,Es=2.00×105N/mm2板底纵筋级别:HRB400,fy=360.00N/mm2,Es=2.00×105N/mm2_纵筋混凝土保护层=15mm,配筋计算as=20mm,泊松比=0.20_支撑条件=四边_上:自由_下:自由_左:固定_右:自由角柱_左下:无_右下:无_右上:无_左上:无2计算结果_弯矩单位:kN.m/m,配筋面积:mm2/m,构造配筋率:0.20%弯矩计算方法:单向板按公式法---------------------------------------------------------------_2.1跨中:[水平]_[竖向]_弯矩-0.8__0.0_面积220(0.20%)_220(0.20%)_实配(0)_(0)_2.2四边:[上]__[下]__[左]__[右]_弯矩0.0_0.0__-3.1__0.0_面积220(0.20%)_220(0.20%)_220(0.20%)_220(0.20%)_实配E8@200(251)_E8@200(251)_E10@150(524)_E10@150(524)_2.3平行板边:[左]__[中]__[右]_下边弯矩:-3.1__-0.8__0.0_下边配筋:220(0.20%)_220(0.20%)_220(0.20%)_下边实配:E12@200(565)_(0)_E12@200(565)_右边弯矩:0.0__0.0__0.0_右边配筋:220(0.20%)_220(0.20%)_220(0.20%)_右边实配:E12@200(565)_E12@200(565)_E12@200(565)_上边弯矩:0.0__-0.8__-3.1_上边配筋:220(0.20%)_220(0.20%)_220(0.20%)_上边实配:E12@200(565)_(0)_E12@200(565)