《涵洞内力计算》word版

8.719kN,扭矩设计值T=0.00kN.m,(1)截面验算:满足要求(2)内外侧受力筋:Φ12@150(754mm2ρ=0.28%)>As=530mm2满足要求(3)分布筋:d8@150(335mm2/mρsv=0.03%)>Asv/s=200mm2/m截面满足4、顶板杆端弯矩设计值M=-133.10kN.m,剪力设计值V=-330.70kN,扭矩设计值T=0.00kN.m。计算结果:(1)截面验算:V=330.70kN<0.250fcbh0/γd=937.50kN截面满足(2)上部纵筋:Φ20@150(2094mm2ρ=0.58%)>As=1510mm2满足(3)下部纵筋:Φ16@150(1341mm2ρ=0.37%)>As=720mm2满足(4)分布筋:d8@150(335mm2/mρsv=0.03%)>Asv/s=248.4mm2/m截面满足(5)裂缝宽度:Wmax=0.212mm<Wlim=0.250mm,满足。跨中弯矩设计值M=78.70kN.m,剪力设计值V=-30.00kN,扭矩设计值T=0.00kN.m。计算结果:(1)截面验算:V=30.00kN<0.250fcbh0/γd=937.50kN截面满足(2)上部纵筋:Φ16@150(1341mm2ρ=0.37%)>As=720mm2满足(3)下部纵筋:Φ16@150(1341mm2ρ=0.37%)>As=872mm2满足(4)分布筋:d8@150(335mm2/mρsv=0.03%)>Asv/s=248.4mm2/m截面满足(5)裂缝宽度:Wmax=0.199mm<Wlim=0.250mm,满足。通过计算得出配筋结果分布筋d8@150布置。受力筋布置:名称选筋结果上层下层外层内层顶板Φ20@150Φ16@150底板Φ16@150Φ20@150侧板Φ12@150Φ12@150中板Φ12@150Φ12@150