不计算受压区预应力钢筋Np=o pe*Ap-o 15*As(N)3626374.761epn=(o pe*Ap*ypn-o 15*As*ysn)/Np (mm)481.470161o pe=o con-o 1 (N/mm)1275o pc=Np/An+Np*epn*yn/In+M2*yn/In (N/mm)2.116E+011395.90不出现裂缝BsO.85*Ec*I01.243E+15允许裂缝BsO.85EcI0/kcr+(1kcr)o)=1.73146E+15=1.144241197ω=(1.0+0.21/aEp)1+0.45YfD-0.72.9553654572333179315Y f-(bf-b)hf/bho0B=Mk/(Mg(0-1)+Mk)*Bs6.40E+14正截面裂缝验算一级0ck-0pc≤0o ck-o pc=2.13E+00判断二级短期效应组合ock-opc≤fko ck=Mk/W0=2.12E+01o ck-o pc=2.13E+00判断OK准永久组合19.9453168o cq-o pc=9.043E-01判断NO三级标准组合并考虑长期作用的最大裂宽o1im-最大裂缝宽度限值按第3.3.4条采用0.2w max=a cr**o sk/Es*(1.9c+0.08deq/p te)=0.1741822630.685277071deq=ni*(di)2/Eni*vi*di=25.97172237V1V2按表8.1.2-20.5p te=(As+Ap)/Ate=ok0.023804633Ate=0.5bh+(bf-b)hf=暂时不考虑bf.hf250000o sk=(Mk+M2-Np0(z-ep))/((Ap+As)z)=144.8493334e=ep+((Mk±M2)/Np0)=764.3561532z=[0.87-0.12(1-r'f)*(h0/e)^2]*h0=617.557324Y'f(b'f-b)*h'f/(b*h0)=暂时不考虑bf.hf0ep-epn-ap=341.470161acr-构件受力特征系数按表8.1.2-11.7C=最外层纵向受拉钢筋外边缘至受拉区底边的距离(mm):当c<20时取c-20:当c>65时取c-6560判断OK挠度验算1.25E+02预应力产生的短期反拱f21-Npl*epn*r2/8/Ec/Io=6.706E+01预应力产生的长期反拱f2-Np*epn*n2/8/Ec/Io*2=1.194E+02挠度限值表3.3.2[f=lo30066.666666675.66E+00挠度判断OK初见文库初见文初应力损失2调整系数a*Es/l=20简支&固定012=弯矩系数0.5625013=2△应力松弛砼规6.2.1计算恒载48(N/mm)收缩徐变砼规6.2.570计算活载12(N/mm)3012080M设计值2.51E+09120M恒1.70E+09N*mm)M活3.38E+08N*mm)砼信息短期弯矩M2.04E+09N*mm)混凝土强度等级C35长期弯矩1.92E+09N*mm)弹性模量Ec3.150E+04M2-5.06E+08N*mm)2.219.0准永久系数0.65钢砼弹模比ep/ec6.190E+00es/ec5.714E+00荷载Mk-荷载效应的标准组合2.04E+09N*mm)Mg-荷载效应的准永久组合1.92E+09N*mm)其他参数规范8.2.5Bs=不出现裂缝选11.24E+15允许出现裂缝选2截面抵抗矩塑性影响Y=0.7+120)Ym=1.395Ym值按表8.2.41.55h按表8.2.4上方=600p=(Ap+As/bh0=0.01384受拉翼缘截面面积与腹板有效截面面积的比值y f-(bf-b)hf/(b*h0)=