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{"sheet":"双柱基础梁","index":0,"n_rows":58,"n_cols":8,"rows_kept":58,"merged":[[0,0,1,3],[2,0,2,2],[2,4,2,6],[3,4,3,6],[4,4,4,6],[5,4,5,6],[6,4,6,6],[7,4,7,6],[8,0,8,2],[8,4,8,6],[9,0,9,2],[9,4,9,6],[10,0,11,3],[10,4,10,6],[11,4,11,6],[14,0,15,3],[16,0,16,2],[17,0,17,2],[17,4,17,6],[18,0,18,2],[18,4,18,6],[19,0,19,2],[19,4,19,6],[21,0,21,2],[22,0,22,2],[22,4,22,6],[23,0,23,2],[23,4,23,6],[24,0,24,2],[24,4,24,6],[25,0,25,2],[25,4,25,6],[26,0,26,6],[27,0,27,7],[28,0,28,2],[28,4,28,6],[30,0,30,2],[31,0,31,2],[31,4,31,6],[32,0,32,4],[33,0,33,2],[33,4,33,6],[34,0,34,2],[34,4,34,6],[35,0,35,4],[35,6,35,7],[36,0,36,2],[36,4,36,6],[37,0,37,2],[37,4,37,6],[38,0,38,2],[38,4,38,6],[39,0,39,2],[39,4,39,6],[40,0,40,2],[40,4,40,6],[41,0,41,2],[42,0,42,4],[42,6,42,7],[44,0,44,2],[45,0,45,2],[45,4,45,6],[46,0,46,2],[46,4,46,6],[47,0,47,2],[47,4,47,6],[48,0,48,2],[48,4,48,6],[49,0,49,6],[50,0,50,2],[50,4,50,6],[52,0,52,2],[53,0,53,2],[53,4,53,6],[54,0,54,6],[55,0,55,6],[56,0,56,2],[56,4,56,6],[57,0,57,2],[57,4,57,6]],"flags":["formulas_cached_only"]}
["数据输入"]
[]
["一、荷载数据",{"$nulls":3},"二、常规数据"]
["Q1x (KN)",15,"Q2x (KN)",62,"地基承载力设计值f (KN/m2)",null,null,{"v":240,"d":"240.00"}]
["Q1y (KN)",5.5,"Q2y (KN)",-11.3,"基础埋置深度d (m)",null,null,{"v":2.7,"d":"2.70"}]
["N1 (KN)",-676.5,"N2 (KN)",-1807.5,"柱1沿基础长边方向尺寸b1C (mm)",null,null,{"v":700,"d":"700.00"}]
["M1x (KN·m)",27,"M2x (KN·m)",-89.7,"柱2沿基础长边方向尺寸b2C (mm)",null,null,{"v":500,"d":"500.00"}]
["M1y (KN·m)",-135.7,"M2y (KN·m)",-268.6,"柱1与柱2间距s (m)",null,null,2.22]
["一层墙体荷载设计值Nq (KN)",null,null,54,"混凝土强度等级",null,null,"C30"]
["柱1与柱2的相对关系",null,null,"x方向","受力钢筋强度设计值fy (N/mm2)",null,null,300]
["注：柱1与柱2的判定原则为x方向时，柱1在左；y方向时，柱1在下",{"$nulls":3},"箍筋强度设计值fyv (N/mm2)",null,null,210]
[{"$nulls":4},"钢筋弹性模量ES (N/mm2)",null,null,{"v":200000,"d":"2.0E+05"}]
[]
[]
["数据输出"]
[]
["一、常规数据"]
["混凝土轴心抗压设计值fc (N/mm2)",null,null,14.3,"系数α1 ",null,null,{"v":1,"d":"1.00"}]
["混凝土抗拉标准值ftk (N/mm2)",null,null,2.01,"混凝土弹性模量EC (N/mm2)",null,null,{"v":30000,"d":"3.0E+04"}]
["构件受力特征系数αcr",null,null,2.1,"纵向受拉钢筋表面特征系数ν",null,null,0.7]
[]
["二、基础面积计算"]
["基础顶面荷载设计值F=N1+N2+Nq (KN)",null,null,2538,"基底面积估算A0=1.2F/(f-20d) (m2)",null,null,{"v":16.374193548387094,"d":"16.37"}]
["基础短边尺寸取值B (m)",null,null,{"v":3,"d":"3.00"},"基础长边尺寸取值L (m)",null,null,{"v":4.8,"d":"4.80"}]
["基底短边方向抵抗矩WB=BL2/6 (m3)",null,null,{"v":11.520000000000001,"d":"11.52"},"基底长边方向抵抗矩WL=LB2/6 (m3)",null,null,{"v":7.199999999999999,"d":"7.20"}]
["基础底面积实际取值A=B*L (m2)",null,null,{"v":14.399999999999999,"d":"14.40"},"基底平均压力值p=F/A+20d (KN/m2)",null,null,{"v":230.25000000000003,"d":"230.25"}]
["基础底面边缘最大压力值pmax=p+[M1+M2-(Q1+Q2)hL]/WL(KN/m2)",{"$nulls":6},{"v":238.31388888888893,"d":"238.31"}]
["注：上式中，当柱1与柱2的相对关系为x方向时，M1与M2取x方向，Q1与Q2取y方向；y方向相反。以下类同"]
["验算  p ≤ f",null,null,"满足","验算  pmax≤1.2f",null,null,"满足"]
[]
["三、基础梁计算"]
["基础梁宽bL (mm)",null,null,{"v":900,"d":"900.00"},"基础梁高hL (mm)",null,null,{"v":800,"d":"800.00"}]
["形心相对于N1的距离y=[N2s+M1+M2-(Q1+Q2)hL]/(N1+N2) (m)",{"$nulls":4},{"v":1.6387721417069245,"d":"1.64"},"实际取值",1.65]
["柱1沿基础长边方向至基础边距离a1 (m)",null,null,0.75,"柱2沿基础长边方向至基础边距离a2 (m)",null,null,{"v":1.8299999999999996,"d":"1.83"}]
["梁上净线荷载qj=(pmax-20d)*B (KN/m)",null,null,{"v":552.9416666666668,"d":"552.9"},"基础梁有效高度h0L=hL-50 (mm)",null,null,{"v":750,"d":"750.00"}]
["梁底正弯距M+max=qj*(MAX[a1,a2]-bC/2)2/2 (KN·m)",{"$nulls":4},{"v":690.1817883333332,"d":"690.2"},"注：左式中bC取相应柱尺寸"]
["截面抵抗矩系数αS=M+max/α1fcbLh0L2",null,null,{"v":0.0953372063656508,"d":"0.0953"},"剪力V=qj*(MAX[a1,a2]-bC/2) (KN)",null,null,{"v":873.6478333333334,"d":"874"}]
["γS=(1+(1-2αS)1/2)/2",null,null,{"v":0.9498126241193934,"d":"0.9498"},"几肢箍",null,null,6]
["钢筋面积A+S=M+max/γSfyh0L (mm2)",null,null,{"v":3229.557637917041,"d":"3230"},"箍筋直径d (mm)",null,null,10]
["钢筋直径d (mm)",null,null,25,"箍筋间距S (mm)",null,null,150]
["钢筋数量",null,null,12,"斜截面受剪承载力VCS (KN)",null,null,{"v":1467.3563487046279,"d":"1467.4"}]
["钢筋实际配筋面积AS (mm2)",null,null,{"v":5890.486225480862,"d":"5890.5"}]
["梁顶负弯距M-max=qjs2/8-(M+max+qj*(MIN[a1,a2]-bC/2)2/2) (KN·m)",{"$nulls":4},{"v":-393.77740791666645,"d":"-393.8"},"按构造配筋"]
[]
["四、基础梁裂缝验算"]
["短期正弯矩M+S=M+max/1.25 (KN·m)",null,null,{"v":552.1454306666666,"d":"552.15"},"ρte=AS/0.5bLhL ",null,null,{"v":0.016362461737446838,"d":"0.0164"}]
["σsk=M+S/ηh0LAS (N/mm2)",null,null,{"v":143.6553556617373,"d":"143.66"},"ρte实际取值(ρte≥0.01)",null,null,{"v":0.016362461737446838,"d":"0.0164"}]
["ψ=1.1-0.65ftk/ρteσsk",null,null,{"v":0.5441738843524444,"d":"0.544"},"应变不均匀系数ψ实际取值(0.2≤ψ≤1.0)",null,null,{"v":0.5441738843524444,"d":"0.544"}]
["受拉区纵筋等效直径deq=d/ν (mm)",null,null,{"v":35.714285714285715,"d":"35.7"},"最外层受拉钢筋外边缘至受拉底边距离c (mm)",null,null,20]
["最大裂缝宽度ωmax=αcrψσsk/ES(1.9c+0.08deq/ρte) (mm)",{"$nulls":6},{"v":0.17451958247861457,"d":"0.17"}]
["最大裂缝宽度限值ωlim (mm)",null,null,{"v":0.2,"d":"0.20"},"验算ωmax ≤ ωlim",null,null,"满足"]
[]
["五、基础配筋计算"]
["基础翼板高度取值hb (mm)",null,null,{"v":500,"d":"500.00"},"基础翼板有效高度h0b=hb-50 (mm)",null,null,{"v":450,"d":"450.00"}]
["基础板弯距Mb=(pmax-20d)*[(B-bL)/2]2/2 (KN·m)",{"$nulls":6},{"v":101.60303125000003,"d":"101.6"}]
["钢筋面积AS=Mb/0.9fyh0b (mm2)",{"$nulls":6},{"v":836.2389403292184,"d":"836"}]
["钢筋直径d (mm)",null,null,14,"钢筋实际配筋面积AS (mm2)",null,null,{"v":1026.2536001726658,"d":"1026.3"}]
["钢筋间距s (mm)",null,null,150,"是否满足",null,null,"满足"]