{"text_format":"3","workbook":"xls","n_sheets":1,"sheets":["承载力计算-抗压-轴压-混凝土柱"],"not_rendered":{"images":1,"external_links":1,"defined_names":58},"read":"whole","date_system":"1900","formulas":"cached_only"}

{"sheet":"承载力计算-抗压-轴压-混凝土柱","index":0,"n_rows":49,"n_cols":15,"rows_kept":49,"merged":[[0,0,0,3],[0,5,0,14],[1,2,1,3],[5,2,5,3],[13,0,13,3],[27,0,27,3],[34,0,34,3],[38,0,38,3],[43,0,43,3],[48,0,54,3]],"flags":["formulas_cached_only"]}
["钢筋和混凝土指标",{"$nulls":4},"混凝土强度及弹性模量"]
["C",30,"C?(20,25,30,35,40,45,50,55) 混凝土等级",null,null,"强度","类型","C20","C25","C30","C35","C40","C45","C50","C55"]
["fc＝",14.3,"(N/mm2)","混凝土抗压强度设计值 fck",null,"fc","N/mm2",9.6,11.9,14.3,16.7,19.1,21.1,23.1,25.3]
["ft＝",1.43,"(N/mm2)","混凝土抗拉强度设计值 ft",null,"ft","N/mm2",1.1,1.27,1.43,1.57,1.71,1.8,1.89,1.96]
["Ec＝",30000,"(N/mm2)","混凝土弹性模量 Ec",null,"Ec","N/mm2",25500,28000,30000,31500,32500,33500,34500,35500]
["HRB",400,"HRB(235,335,400) 纵筋强度等级",null,null,"强度","类型","HPB235","HRB335","HRB400"]
["fy＝",360,"(N/mm2)","纵筋抗拉压强度设计值 fy",null,"fy","N/mm2",210,300,360]
["Es＝",200000,"(N/mm2)",null,null,"Es","N/mm2",210000,200000,200000]
["α1＝",{"v":1,"d":"1.00"},null,"1.0<C50<内插<C80<0.94"]
["β1＝",{"v":0.8,"d":"0.80"},null,"0.8<C50<内插<C80<0.74"]
["ξb＝",{"v":0.5176470588235295,"d":"0.52"},null,"ξb＝β1/(1+fy/0.0033Es)"]
["αE＝",{"v":6.666666666666667,"d":"6.67"},null,"αE＝Es/Ec"]
[]
["偏压混凝土柱承载力计算"]
["Pi＝",{"v":3.14159265,"d":"3.1416"},null,"Pi＝3.14159265"]
["l0＝",{"v":3.2,"d":"3.200"},"(m)","偏压柱计算长度 l0"]
["b＝",300,"(mm)","偏压柱截面宽 b"]
["h＝",650,"(mm)","偏压柱截面高 h"]
["ca＝",35,"(mm)","混凝土保护层厚度 ca"]
["h0＝",615,"(mm)","偏压柱有效高度 h0"]
["e0=",120,"(mm)","偏心距 e0＝M/N 或按实际情况"]
["ea=",{"v":21.666666666666668,"d":"22"},"(mm)","附加偏心距 ea=max(20,h/30)"]
["ei=",{"v":141.66666666666666,"d":"142"},"(mm)","计算偏心距 ei=e0+ea"]
["ζ1＝",{"v":0.8219512195121952,"d":"0.822"},null,"曲率修正系数 ζ1"]
["ζ2＝",{"v":1,"d":"1.000"},null,"长细比对曲率影响系数 ζ1"]
["η＝",{"v":1.0000000617729998,"d":"1.000"},null,"偏心距增大系数 η"]
["e＝",{"v":431.66667541784165,"d":"432"},"(mm)","轴力至拉筋距离 e=ηei+h/2-ca"]
["纵向钢筋："]
["N＝",4,null,"拉筋根数 N"]
["φ＝",20,"(mm)","拉筋直径 φ"]
["As＝",{"v":1256.63706,"d":"1257"},"(mm2)","拉筋面积 As=N*Pi*φ^2/4"]
["Ny＝",3,null,"压筋根数 Ny"]
["φy＝",22,"(mm)","压筋直径 φy"]
["Asy＝",{"v":1140.39813195,"d":"1140"},"(mm2)","压筋面积 Asy=Ny*(Pi*φy^2/4)"]
["判别大小偏压，计算相对受压区高度："]
["b＝",{"v":-0.596205933600515,"d":"-0.5962"},null,"大偏压二次方程一次项 b"]
["c＝",{"v":-0.3157660403190918,"d":"-0.3158"},null,"大偏压二次方程常数项 c"]
["ξ＝",{"v":0.9342094194748135,"d":"0.9342"},null,"大偏压相对受压区高度 ξ"]
["ξ>ξb，属于小偏压！"]
["b'=",{"v":0.2562875004655716,"d":"0.2563"},null,"小偏压二次方程一次项 b"]
["c'=",{"v":-0.757056759129772,"d":"-0.7571"},null,"小偏压二次方程常数项 c"]
["ξ'＝",{"v":0.7513319912481801,"d":"0.7513"},null,"小偏压相对受压区高度 ξ"]
["σs=",{"v":62.05171115857047,"d":"62.052"},"(N/mm2)","小偏压拉筋应力 σs"]
["计算承载力："]
["x＝",{"v":462.0691746176307,"d":"462"},"(mm)","受压区高度 x"]
["Nu＝",{"v":2314.843606733361,"d":"2314.8"},"(kN)","截面承载力 Nu"]
["Mu＝",{"v":277.7812328080033,"d":"277.78"},"(kN-m)","截面承载力 Mu"]
[]
["说明：\n1。若不知道l0的值，ea,ξ1,ξ2,η可以根据经验取值！\n2。若ξ>ξb，则说明构件为小偏压，此时应重新计算ξ，当x>h时，取x＝h。但是σs依旧须按计算所得的ξ确定，并且-fy'<σs<fy！"]