預(yù)應(yīng)力鋼筋計算表格（自動版）

1、,不計算受壓區(qū)預(yù)應(yīng)力鋼筋,應(yīng)力損失,調(diào)整系數(shù),2,Np=pe*Ap-l5*As (N),=,3626374.761,l1=,a*Es/l=,20,簡支&固定,epn=(pe*Ap*ypn-l5*As*ysn)/Np (mm),=,481.470161,l2=,con*(kx+)=,彎矩系數(shù),0.5625,pe=con-l (N/mm),=,1275,l3=,2t=,pc=Np/An+Np*epn*yn/In+M2*yn/In (N/mm),=,2.116E+01,l4=,應(yīng)力松弛砼規(guī)6.2.1,計算恒載,48,(N/mm)p0=con-l+ae*pc (N/mm),=,1395.90 ,l5=

2、,收縮徐變砼規(guī)6.2.5,70,計算活載,12,(N/mm)不出現(xiàn)裂縫,Bs=0.85*Ec*I0,=,1.243E+15,l6=,=,30,允許裂縫,Bs=0.85EcI0/(kcr+(1-kcr),=,1.73146E+15,l=li=,120,kcr=Mcr/Mk,=,1.144241197,且l（后張）,80,M設(shè)計值,2.51E+09,=(1.0+0.21/E)(1+0.45f)-0.7,=,2.955365457,l 結(jié)果=,120,M恒,1.70E+09,(N*mm),Mcr=(pc+ftk)W0,=,2333179315,M活,3.38E+08,(N*mm),f=(bf-b)h

3、f/bh0,=,0,砼信息,短期彎矩 Ms,2.04E+09,(N*mm)B=Mk/(Mq(-1)+Mk)*Bs,=,6.40E+14,混凝土強度等級,C35,長期彎矩 Ml,1.92E+09,(N*mm),彈性模量Ec,3.150E+04,M2,-5.06E+08,(N*mm),ftk . fcm,2.2,19.0,準(zhǔn)永久系數(shù),0.65,正截面裂縫驗算 ,鋼砼彈模比,一級,ep/ec,6.190E+00,ck-pc0,es/ec,5.714E+00,ck-pc=,2.13E+00,判斷,NO,荷載,Mk-荷載效應(yīng)的標(biāo)準(zhǔn)組合,2.04E+09,(N*mm),二級,Mq-荷載效應(yīng)的準(zhǔn)永久組合,1

4、.92E+09,(N*mm),短期效應(yīng)組合,ck-pcftk,ck=Mk/W0=,2.12E+01,ck-pc=,2.13E+00,判斷,OK,其他參數(shù),準(zhǔn)永久組合,cq-pc0,規(guī)范8.2.5,2,cq=Mq/W0=,19.94531681,Bs=,不出現(xiàn)裂縫選1,1,cq-pc=,9.043E-01,1.24312E+15,允許出現(xiàn)裂縫選2,判斷,NO,截面抵抗矩塑性影響=(0.7+120/h)m=,1.395,m值按表8.2.4=,1.55,三級,標(biāo)準(zhǔn)組合并考慮長期作用的最大裂寬,h按表8.2.4上方=,600,max1im,=(Ap+As)/(bh0)=,0.013839903,1im

5、-最大裂縫寬度限值按第3.3.4條采用,0.2,受拉翼緣截面面積與腹板有效截面面積的比值,max=cr*sk/Es*(1.9c+0.08deq/te)=,0.174182263,f=(bf-b)hf/(b*h0)=,0,=1.1-0.65ftk/(te*sk)=,0.685277071,deq=ni*(di)2/ni*vi*di=,25.97172237,V1 V2,按表8.1.2-2,1,0.5,te=(As+Ap)/Ate=,ok,0.023804633,Ate=0.5bh+(bf-b)hf=,暫時不考慮bf.hf,250000,sk=(MkM2-Np0(z-ep)/(Ap+As)z)=,

6、144.8493334,e=ep+(MkM2)/Np0)=,764.3561532,z=0.87-0.12(1-rf)*(h0/e)2*h0=,617.557324,f=(bf-b)*hf/(b*h0)=,暫時不考慮bf.hf,0,鋼筋信息,ep=epn-ap=,341.470161,cr-構(gòu)件受力特征系數(shù)按表8.1.2-1,1.7,預(yù)應(yīng)力鋼筋,C=,最外層縱向受拉鋼筋外邊緣至受拉區(qū)底邊的距離(mm):,預(yù)鋼筋數(shù)n,21,fpy,1070,當(dāng)c65時取c=65,60,鋼筋直徑d0,13.5,fpyk,1860,判斷,OK,單根鋼筋A(yù)p,143.1388153,Ep,195000,總面積Ap,3

7、005.915121,受力中心ap,140,撓度驗算 ,正常使用極限狀態(tài)下的撓度fl1=S*Ml*l2/B=,1.25E+02,con=fpyk*(0.650.75),預(yù)應(yīng)力產(chǎn)生的短期反拱f2l=Np1*epn*l2/8/Ec/Io=,6.706E+01,取con=fpyk*0.75=,1395,預(yù)應(yīng)力產(chǎn)生的長期反拱f2l=Np*epn*l2/8/Ec/Io*2=,1.194E+02,撓度限值表3.3.2 f=lo/,300,=,66.66666667,普通鋼筋,構(gòu)件撓度 f=f1l-f2l=,5.66E+00,鋼筋數(shù)n,6,fpy,340,撓度判斷,OK,鋼筋直徑d0,25,fpyk,單根鋼筋A(yù)s,490.8738521,Es,180000,總面積As,2945.243113,受力中心as,35,截面信息,孔道,(梁長L),20000,直徑,40,(梁寬b),500,數(shù)量,6,(梁高h(yuǎn)),1000,排數(shù),2,A=bxh,500000,A孔,7539.822369,換算截面,凈截面,A0,5.219E+05,An,5.063E+05,S0,2.516E+08,Sn,2.494E+08,W0,