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{"sheet":"%承载力计算-抗弯-T形截面-单筋","index":0,"n_rows":35,"n_cols":15,"rows_kept":35,"merged":[[0,0,0,3],[0,5,0,14],[1,2,1,3],[5,2,5,3],[13,0,13,3],[20,0,20,3],[26,0,26,3],[34,0,39,3],[41,0,51,3]],"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",20,"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＝",9.6,"(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＝",{"v":1.1,"d":"1.10"},"(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＝",25500,"(N/mm2)","混凝土弹性模量 Ec",null,"Ec","N/mm2",25500,28000,30000,31500,32500,33500,34500,35500]
["HRB",335,"HRB(235,335,400) 纵筋强度等级",null,null,"强度","类型","HPB235","HRB335","HRB400"]
["fy＝",300,"(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＝",0.55,null,"ξb＝β1/(1+fy/0.0033Es)"]
["αE＝",{"v":7.8431372549019605,"d":"7.84"},null,"αE＝Es/Ec"]
[]
["梁截面尺寸"]
["b＝",250,"(mm)","腹板宽度 b"]
["h＝",800,"(mm)","梁总高度 h"]
["bf＝",600,"(mm)","翼缘宽度 bf (见T型构件翼缘计算宽度)"]
["hf＝",100,"(mm)","翼缘高度 hf "]
["ca＝",60,"(mm)","混凝土保护层厚度 ca"]
["h0＝",740,"(mm)","梁有效高度 h0=h-ca"]
["纵向钢筋：8φ20"]
["N＝",8,null,"纵筋根数 N"]
["φ＝",20,"(mm)","纵筋直径 φ"]
["As＝",{"v":2513.27412,"d":"2513"},"(mm2)","纵筋面积 As=N*(Pi*φ^2/4)"]
[" Fy＝",{"v":753.9822360000001,"d":"754"},"(kN)","纵筋承载力 Fy=fy*As"]
["Ff＝",576,"(kN)","翼缘混凝土承载力 Ff=α1*fc*bf*hf"]
["注意：x > hf，受压区进入腹板！"]
["x＝",{"v":174.159265,"d":"174"},"(mm)","受压区高度 x=ξ*h0"]
["Mu＝",{"v":504.7491151375918,"d":"504.7"},"(kN-m)","抗弯承载力 Mu"]
["ρ＝","不需计算",null,"纵筋配筋率 ρ＝As/(b*h)"]
["ρmin＝","不需计算",null,"最小配筋率 ρmin＝min(0.45ft/fy,0.2%)"]
["ξ＝",{"v":0.23535035810810812,"d":"0.24"},null,"相对受压区高度  ξ＝x/h0"]
["ξb＝",0.55,null,"相对界限受压区高度 ξb"]
[]
["说明：\n1。若fy*As>α1*fc*bf*hf，受压区在翼缘内，直接按矩形截面计算，此时无需验算是否超筋！\n2。若fy*As<α1*fc*bf*hf，受压区进入腹板，需将翼缘和腹板分开计算，此时无需验算最小配筋率！"]