{"text_format":"3","workbook":"xls","n_sheets":2,"sheets":["基础","附录"],"not_rendered":{"images":1},"read":"whole","date_system":"1900","formulas":"cached_only"}

{"sheet":"基础","index":0,"n_rows":73,"n_cols":4,"rows_kept":73,"merged":[[0,0,1,1],[24,0,25,1],[28,0,28,2],[29,0,29,2],[36,0,36,2],[37,0,37,2],[38,0,38,2],[39,0,39,2],[44,0,44,2],[54,0,54,2],[55,0,55,3],[56,0,56,2],[57,0,57,2],[61,0,61,2],[62,0,62,2],[63,0,63,2],[64,0,64,2],[65,0,65,2],[66,0,66,2],[67,0,67,2]],"flags":["formulas_cached_only"]}
["数据输入"]
[]
["地基承载力标准值fk (KN/m2)",{"v":220,"d":"220.00"},"一层柱底荷载设计值N (KN)",{"v":3381.2,"d":"3381.20"}]
["基础宽度修正系数ηb",0,"一层墙体荷载设计值Nq (KN)",{"v":0,"d":"0.00"}]
["基础深度修正系数ηd",1.1,"基底短边方向力矩设计值MB (KN·m)",{"v":0,"d":"0.00"}]
["基础底面以下土的重度γ (KN/m3)",{"v":9,"d":"9.00"},"基底长边方向力矩设计值ML (KN·m)",{"v":0,"d":"0.00"}]
["基础底面以上土的重度γ0 (KN/m3)",{"v":13,"d":"13.00"},"柱沿基础短边方向尺寸bC (mm)",{"v":450,"d":"450.00"}]
["基础底面宽度b (m)",{"v":3,"d":"3.00"},"柱沿基础长边方向尺寸hC (mm)",{"v":450,"d":"450.00"}]
["基础埋置深度d (m)",{"v":1.9,"d":"1.90"},"基础长短边尺寸比L/B",{"v":1,"d":"1.00"}]
["承载力修正用基础埋置深度d' (m)",{"v":0,"d":"0.00"},"混凝土强度等级","C30"]
["基础高度h (mm)",900,"受力钢筋强度设计值fy (N/mm2)",300]
["基础边缘高度h1 (mm)",300]
["以下几项当存在下卧层时输入"]
["基础所在土层以下第一层土"]
["地基承载力标准值fkZ (KN/m2)",180,"深度修正系数ηdZ",1.1]
["顶面深度D1 (m)",4.9,"地基压力扩散角θ1 (°)",10]
["基础所在土层以下第二层土"]
["地基承载力标准值fkZ (KN/m2)",140,"深度修正系数ηdZ",1.1]
["顶面深度D2 (m)",5.5,"地基压力扩散角θ2 (°)",10]
["基础所在土层以下第三层土"]
["地基承载力标准值fkZ (KN/m2)",140,"深度修正系数ηdZ",1.1]
["顶面深度D3 (m)",6.5,"地基压力扩散角θ3 (°)",10]
[]
[]
["数据输出"]
[]
["一、常规数据"]
["混凝土抗拉设计值ft (N/mm2)",1.43,"混凝土轴心抗压设计值fc (N/mm2)",14.3]
["地基承载力设计值f0=fk+ηbγ(b-3)+ηdγ0(d'-0.5) (KN/m2)",null,null,212.85]
["地基承载力设计值取值f=MAX(f0，1.1fk) (KN/m2)",null,null,{"v":240,"d":"240.00"}]
[]
["二、基础面积计算"]
["基础顶面荷载设计值F=N+Nq (KN)",{"v":3381.2,"d":"3381.20"},"基底面积估算A0=1.2F/(f-20d) (m2)",{"v":20.086336633663365,"d":"20.09"}]
["基础短边尺寸B=(A0/(L/B))1/2 (m)",{"v":4.5,"d":"4.50"}]
["基础短边实际尺寸B (m)",{"v":4.7,"d":"4.70"},"基底短边方向抵抗矩WB=BL2/6 (m3)",{"v":17.303833333333337,"d":"17.30"}]
["基础长边尺寸L=B*(L/B) (m)",{"v":4.7,"d":"4.70"},"基底长边方向抵抗矩WL=LB2/6 (m3)",{"v":17.303833333333337,"d":"17.30"}]
["基础底面积实际取值A=B*L (m2)",null,null,{"v":22.090000000000003,"d":"22.09"}]
["基础底面平均压力设计值p=F/A+20d (KN/m2)",null,null,{"v":191.06473517428697,"d":"191.06"}]
["基础底面边缘最大压力值pmax=p+MB/WB+ML/WL (KN/m2)",null,null,{"v":191.06473517428697,"d":"191.06"}]
["基础底面边缘最小压力值pmin=p-MB/B-ML/L (KN/m2)",null,null,{"v":191.06473517428697,"d":"191.06"}]
["验算  p≤f","满足","验算  (pmax+pmin)/2≤f","满足"]
["验算  pmax≤1.2f","满足","验算  pmin≥ 0","满足"]
[]
["三、抗冲切验算"]
["基础底面净反力最大值pSmax=pmax-20d (KN/m2)",null,null,{"v":153.06473517428697,"d":"153.06"}]
["基础有效高度h0=h-40 (mm)",860,"抗冲切面积At=(2bC+2hC+4h0)h0 (m2)",{"v":4.5064,"d":"4.51"}]
["冲切面积Al=A-B(hC+2h0) (m2)",{"v":17.381100000000004,"d":"17.38"},"抗冲切力Ft=0.6ftAt (KN)",{"v":3866.4912,"d":"3866.5"}]
["冲切力Fl=pSmaxAl (KN)",{"v":2660.4334685378,"d":"2660.43"},"验算 Fl≤ Ft","满足"]
[]
["四、抗剪切验算"]
["抗剪切面积AV=Bh0-(h-h1)(B-bC)/2 (m2)",{"v":2.767,"d":"2.77"},"剪切力V=pSmax(L-hC)B/2 (KN)",{"v":1528.734042553191,"d":"1528.73"}]
["抗剪切力0.07fcAV (KN)",{"v":2769.7670000000003,"d":"2769.77"},"验算  V≤ 0.07fcAV","满足"]
[]
["五、软弱下卧层验算"]
["下卧层地基承载力设计值fZ=fkZ+13ηdZ(D-0.5) (KN/m2)",null,null,{"v":225.8,"d":"225.80"}]
["基底所在土层以下各土层顶面至上一土层顶面或基底的距离z1=D1-d；zn+1=Dn+1-Dn (m)"]
["下卧层顶面附加压力设计值pZ=F/(B+∑2ztgθ)(L+∑2ztgθ) (KN/m2)",null,null,{"v":84.59277458740173,"d":"84.59"}]
["下卧层顶面土自重压力标准值pCZ=12D (KN/m2)",null,null,{"v":78,"d":"78.00"}]
["pZ+pCZ (KN)",{"v":162.59277458740172,"d":"162.59"},"验算  pZ+pCZ≤fZ","满足"]
[]
["六、基础配筋计算"]
["基础底面净反力平均值pS=F/A (KN/m2)",null,null,{"v":153.06473517428697,"d":"153.06"}]
["基础短边方向弯矩计算长度a1=(B-bC)/2 (m)",null,null,{"v":2.125,"d":"2.13"}]
["基础短边方向弯矩M1=pSa12(2L+hC)/6 (KN·m)",null,null,{"v":1134.692000999698,"d":"1134.69"}]
["基础短边方向配筋AS1=M1/(0.9fyLh0) (mm2)",null,null,{"v":1039.723643410576,"d":"1039.72"}]
["基础长边方向弯矩计算长度a2=(L-hC)/2 (m)",null,null,{"v":2.125,"d":"2.13"}]
["基础长边方向弯矩M2=pSa22(2B+bC)/6 (KN·m)",null,null,{"v":1134.692000999698,"d":"1134.69"}]
["基础长边方向配筋AS2=M2/(0.9fyBh0) (mm2)",null,null,{"v":1039.723643410576,"d":"1039.72"}]
["基础全截面折算高度h' (mm)",{"v":641.4893617021277,"d":"641.5"},"最小配筋量ASmin=0.15%h'*1000 (mm2)",{"v":962.2340425531916,"d":"962.23"}]
["短边选用钢筋直径d (mm)",14,"长边选用钢筋直径d (mm)",14]
["钢筋间距s (mm)",120,"钢筋间距s (mm)",120]
["短边实配钢筋 (mm2)",{"v":1282.8170002158322,"d":"1282.82"},"长边实配钢筋 (mm2)",{"v":1282.8170002158322,"d":"1282.82"}]
["短边是否满足","满足","长边是否满足","满足"]

{"sheet":"附录","index":1,"n_rows":28,"n_cols":8,"rows_kept":28,"merged":[[0,0,2,7],[15,0,15,7]],"flags":["formulas_cached_only"]}
["板中受力钢筋相应直径和间距的面积     （单位：mm2)"]
[]
[]
[null,90,100,110,120,125,130,140]
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["注：以1米板带计算"]
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