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["Np=σpe*Ap-σl5*As (N)",{"$nulls":3},"=",3626374.7612083466,null,"σl1=","a*Es/l=",null,20,null,null,"简支&固定"]
["epn=(σpe*Ap*ypn-σl5*As*ysn)/Np (mm)",{"$nulls":3},"=",481.4701609518759,null,"σl2=","σcon*(kx+μθ)=",{"$nulls":3},"弯矩系数",0.5625]
["σpe=σcon-σl (N/mm)",{"$nulls":3},"=",1275,null,"σl3=","2Δt="]
["σpc=Np/An+Np*epn*yn/In+M2*yn/In (N/mm)",{"$nulls":3},"=",{"v":21.1566713866522,"d":"2.116E+01"},null,"σl4=","应力松弛砼规6.2.1",{"$nulls":3},"计算恒载",48,"(N/mm)"]
["σp0=σcon-σl+ae*σpc (N/mm)",{"$nulls":3},"=",{"v":1395.895265066584,"d":"1395.90"},null,"σl5=","收缩徐变砼规6.2.5",null,70,null,"计算活载",12,"(N/mm)"]
["不出现裂缝","Bs=0.85*Ec*I0",null,null,"=",{"v":1243115088413352.8,"d":"1.243E+15"},null,"σl6=","=",null,30]
["允许裂缝","Bs=0.85EcI0/(kcr+(1-kcr)ω)",null,null,"=",1731464779829029.8,null,"σl=∑σli=",null,null,120]
[null,"kcr=Mcr/Mk",null,null,"=",1.1442411967686505,null,"且σl（后张）≥",null,null,80,null,"M设计值",{"v":2514375000,"d":"2.51E+09"}]
[null,"ω=(1.0+0.21/αEρ)(1+0.45γf)-0.7",null,null,"=",2.9553654565544765,null,"σl 结果=",null,null,120,null,"M恒",{"v":1701562500,"d":"1.70E+09"},"(N*mm)"]
[null,"Mcr=(σpc+γftk)W0",null,null,"=",2333179315.2860765,{"$nulls":6},"M活",{"v":337500000,"d":"3.38E+08"},"(N*mm)"]
[null,"γf=(bf-b)hf/bh0",null,null,"=",0,null,"砼信息",{"$nulls":4},"短期弯矩 Ms",{"v":2039062500,"d":"2.04E+09"},"(N*mm)"]
["B=Mk/(Mq(θ-1)+Mk)*Bs",{"$nulls":3},"=",{"v":640098323224205,"d":"6.40E+14"},null,"混凝土强度等级",null,"C35",null,null,"长期弯矩 Ml",{"v":1920937500,"d":"1.92E+09"},"(N*mm)"]
[{"$nulls":7},"弹性模量Ec",null,{"v":31500,"d":"3.150E+04"},null,null,"M2",{"v":-505519410.700443,"d":"-5.06E+08"},"(N*mm)"]
[{"$nulls":7},"ftk .. fcm",2.2,{"v":19,"d":"19.0"},null,null,"准永久系数",0.65]
["正截面裂缝验算 ",{"$nulls":6},"钢砼弹模比"]
["一级",{"$nulls":6},"ep/ec",null,{"v":6.190476190476191,"d":"6.190E+00"}]
["σck-σpc≤0",{"$nulls":6},"es/ec",null,{"v":5.714285714285714,"d":"5.714E+00"}]
["σck-σpc=",null,{"v":2.1308181396929555,"d":"2.13E+00"}]
["判断","NO",{"$nulls":5},"荷载"]
[{"$nulls":7},"Mk--荷载效应的标准组合",null,null,{"v":2039062500,"d":"2.04E+09"},"(N*mm)"]
["二级",{"$nulls":6},"Mq--荷载效应的准永久组合",null,null,{"v":1920937500,"d":"1.92E+09"},"(N*mm)"]
["短期效应组合",null,"σck-σpc≤ftk"]
["σck=Mk/W0=",null,{"v":21.171822387679935,"d":"2.12E+01"}]
["σck-σpc=",null,{"v":2.1308181396929555,"d":"2.13E+00"}]
["判断","OK",{"$nulls":5},"其他参数"]
["准永久组合",null,"σcq-σpc≤0",{"$nulls":4},"θ","规范8.2.5",2]
["σcq=Mq/W0=",null,19.94531681487641,{"$nulls":4},"Bs=","不出现裂缝选1",null,1]
["σcq-σpc=",null,{"v":0.9043125668894305,"d":"9.043E-01"},{"$nulls":4},1243115088413352.8,"允许出现裂缝选2"]
["判断","NO",{"$nulls":5},"截面抵抗矩塑性影响γ=(0.7+120/h)γm=",{"$nulls":3},1.3949999999999998]
[{"$nulls":7},"γm值按表8.2.4=",null,1.55]
["三级","标准组合并考虑长期作用的最大裂宽",{"$nulls":5},"h按表8.2.4上方=",null,600]
["ωmax≤ω1im",{"$nulls":6},"ρ=(Ap+As)/(bh0)=",null,0.013839902868844919]
["ω1im-最大裂缝宽度限值按第3.3.4条采用",{"$nulls":3},0.2,null,null,"受拉翼缘截面面积与腹板有效截面面积的比值"]
["ωmax=αcr*ψ*σsk/Es*(1.9c+0.08deq/ρte)=",{"$nulls":3},0.1741822628203023,null,null,"γf=(bf-b)hf/(b*h0)=",null,0]
["ψ=1.1-0.65ftk/(ρte*σsk)=",{"$nulls":3},0.6852770707098761]
["deq=Σni*(di)^2/Σni*vi*di=",{"$nulls":3},25.97172236503856]
["V1  V2","按表8.1.2-2",null,1,0.5]
["ρte=(As+Ap)/Ate=",null,null,"ok",0.02380463293441326]
["Ate=0.5bh+(bf-b)hf=",null,"暂时不考虑bf.hf",null,250000]
["σsk=(Mk±M2-Np0(z-ep))/((Ap+As)z)=",{"$nulls":3},144.84933342828182]
["e=ep+((Mk±M2)/Np0)=",{"$nulls":3},764.356153239271]
["z=[0.87-0.12(1-r'f)*(h0/e)^2]*h0=",{"$nulls":3},617.5573240119688]
["γ'f=(b'f-b)*h'f/(b*h0)=",null,"暂时不考虑bf.hf",null,0,null,null,"钢筋信息"]
["ep=epn-ap=",{"$nulls":3},341.4701609518759]
["αcr-构件受力特征系数按表8.1.2-1",{"$nulls":3},1.7,null,null,"预应力钢筋"]
["C=","最外层纵向受拉钢筋外边缘至受拉区底边的距离(mm):",{"$nulls":5},"预钢筋数n",21,"fpy",1070]
[null,"当c<20时取c=20;当c>65时取c=65",null,null,60,null,null,"钢筋直径d0",13.5,"fpyk",1860]
["判断","OK",{"$nulls":5},"单根钢筋Ap",143.13881527918494,"Ep",195000]
[{"$nulls":7},"总面积∑Ap",3005.9151208628837,"受力中心ap",140]
["挠度验算 "]
["正常使用极限状态下的挠度fl1=S*Ml*l^2/B=",{"$nulls":3},{"v":125.04182497594982,"d":"1.25E+02"},null,null,"σcon=fpyk*(0.65~0.75)"]
["预应力产生的短期反拱f2l=Np1*epn*l^2/8/Ec/Io=",{"$nulls":3},{"v":67.06444642007042,"d":"6.706E+01"},null,null,"取σcon=fpyk*0.75=",null,null,1395]
["预应力产生的长期反拱f2l=Np*epn*l^2/8/Ec/Io*2=",{"$nulls":3},{"v":119.38496827774821,"d":"1.194E+02"}]
["挠度限值表3.3.2 [f]=lo/",null,300,"=",66.66666666666667,null,null,"普通钢筋"]
["构件挠度 f=f1l-f2l=",{"$nulls":3},{"v":5.656856698201608,"d":"5.66E+00"},null,null,"钢筋数n",6,"fpy",340]
["挠度判断","OK",{"$nulls":5},"钢筋直径d0",25,"fpyk"]
[{"$nulls":7},"单根钢筋As",490.8738521234052,"Es",180000]
[{"$nulls":7},"总面积∑As",2945.243112740431,"受力中心as",35]
[]
[]
[{"$nulls":7},"截面信息",null,"孔道"]
[{"$nulls":7},"(梁长L)",20000,"直径",40]
[{"$nulls":7},"(梁宽b)",500,"数量",6]
[{"$nulls":7},"(梁高h)",1000,"排数",2]
[{"$nulls":7},"A=bxh",500000,"A孔",7539.822368615503]
[]
[{"$nulls":7},"换算截面",null,"净截面"]
[{"$nulls":7},"A0",{"v":521947.0260283063,"d":"5.219E+05"},"An",{"v":506344.8951628751,"d":"5.063E+05"}]
[{"$nulls":7},"S0",{"v":251614688.30315638,"d":"2.516E+08"},"Sn",{"v":249430389.981996,"d":"2.494E+08"}]
[{"$nulls":7},"W0",96310202.43144245,"Wn",{"v":88638025.15654501,"d":"8.864E+07"}]
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