后张预应力大梁计算表格不计算受压区预应力钢筋Np=pe*Ap-l5*As(N)3626374.761epn=(N/mim(pe*Ap*ypn-l5*As*ysn)/Np(mm481.470161pe=con-l(N/mim1275pc=Np/An+Np*epn*yn/In+M2*yn/In2.116E+01Bs=0.85EcI0/(kcr+ (1-kcr )p0=con-l+ae*pc(N/mn)1395.90不出现裂缝Bs=0.85*Ec*I01.243E+15允许裂缝1.73146E+15kcr=Mcr/Mk1.144241197(1.0+0.21/E)(1+0.45f)-0.72.955365457Mcr=(pc+ftk)W02333179315f=(bf-b)hf/bh0B=Mk/(Mq(-1)+M3*Bs6.40E+14正截面裂缝验算一级ck-pc0ck-pc=2.13E+00判断NO二级短期效应组合ck-pcftkck=Mk/W0=2.12E+01ck-pc=2.13E+00判断OK准永久组合cq-pc0cq=Mq/W0=19.9453168cq-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maxlim1im-最大裂缝宽度限值按第3.3.4条采用0.2max=cr*sk/Es*(1.9c+0.08deq/te)=0.174182263=1.1-0.65ftk/(te*sk)=0.685277071deq=ni*(di)/ni*vi*di=25.97172237V1V2按表8.1.2-210.5te=(As+A(p)/Ate=ok0.023804633Ate=0.5bh+(bf-b)hf=暂时不考虑bf.hf250000sk=(MkM2-Np0(z-ep)/(Ap+Az)=144.8493334e=ep+(MkM2/Np0)=764.3561532z=0.87-0.12(1-rf)*(h0/e)*h0=617.557324f=(bf-b)*hf/(b*h0)=暂时不考虑bf.hfep=epn-ap=341.470161cr-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:060OK当c20时取c=20;当c65时取c=65判断挠度验算正常使用极限状态下的挠度fl1=S*Ml*l/B=1.25E+02预应力产生的短期反拱f2l=Np1*epn*l/8/Ec/Io=6.706E+01预应力产生的长期反拱f2l=Np*epn*l/8/Ec/Io*2=1.194E+02挠度限值表3.3.2f=lo/30066.66666667构件挠度f=f1l-f2l=5.66E+00详情请下载附件：后张预应力大梁计算表格