基础计算程序兼计算书-自动计算表格.xls

数数据据输输入入地基承载力标准值fk (KN/m2)220.00一层柱底荷载设计值N (KN)3381.20基础宽度修正系数b0一层墙体荷载设计值Nq (KN)0.00基础深度修正系数d1.1基底短边方向力矩设计值MB (KNm) 0.00基础底面以下土的重度 (KN/m3)9.00基底长边方向力矩设计值ML (KNm) 0.00基础底面以上土的重度0 (KN/m3)13.00柱沿基础短边方向尺寸bC (mm)450.00基础底面宽度b (m)3.00柱沿基础长边方向尺寸hC (mm)450.00基础埋置深度d (m)1.90基础长短边尺寸比L/B1.00承载力修正用基础埋置深度d (m)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以以下下几几项项当当存存在在下下卧卧层层时时输输入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dZ1.1顶面深度D1 (m)4.9地基压力扩散角1 ()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dZ1.1顶面深度D2 (m)5.5地基压力扩散角2 ()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dZ1.1顶面深度D3 (m)6.5地基压力扩散角3 ()10数数据据输输出出一一、常常规规数数据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+b(b-3)+d0(d-0.5) (KN/m2)212.85地基承载力设计值取值f=MAX(f0，1.1fk) (KN/m2)240.00二二、基基础础面面积积计计算算基础顶面荷载设计值F=N+Nq (KN)3381.20基底面积估算A0=1.2F/(f-20d) (m2)20.09基础短边尺寸B=(A0/(L/B)1/2 (m)4.50基础短边实际尺寸B (m)4.70基底短边方向抵抗矩WB=BL2/6 (m3) 17.30基础长边尺寸L=B*(L/B) (m)4.70基底长边方向抵抗矩WL=LB2/6 (m3) 17.30基础底面积实际取值A=B*L (m2)22.09基础底面平均压力设计值p=F/A+20d (KN/m2)191.06基础底面边缘最大压力值pmax=p+MB/WB+ML/WL (KN/m2)191.06基础底面边缘最小压力值pmin=p-MB/B-ML/L (KN/m2)191.06验算 pf满满足足验算 (pmax+pmin)/2f满满足足验算 pmax1.2f满满足足验算 pmin 0满满足足三三、抗抗冲冲切切验验算算基础底面净反力最大值pSmax=pmax-20d (KN/m2)153.06基础有效高度h0=h-40 (mm)860抗冲切面积At=(2bC+2hC+4h0)h0 (m2)4.51冲切面积Al=A-B(hC+2h0) (m2)17.38抗冲切力Ft=0.6ftAt (KN)3866.5冲切力Fl=pSmaxAl (KN)2660.43验算 Fl Ft满满足足四四、抗抗剪剪切切验验算算抗剪切面积AV=Bh0-(h-h1)(B-bC)/2 (m2)2.77剪切力V=pSmax(L-hC)B/2 (KN)1528.73抗剪切力0.07fcAV (KN)2769.77验算 V 0.07fcAV满满足足五五、软软弱弱下下卧卧层层验验算算下卧层地基承载力设计值fZ=fkZ+13dZ(D-0.5) (KN/m2)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+2ztg)(L+2ztg) (KN/m2)84.59下卧层顶面土自重压力标准值pCZ=12D (KN/m2)78.00pZ+pCZ (KN)162.59验算 pZ+pCZfZ满满足足六六、基基础础配配筋筋计计算算基础底面净反力平均值pS=F/A (KN/m2)153.06基础短边方向弯矩计算长度a1=(B-bC)/2 (m)2.13基础短边方向弯矩M1=pSa12(2L+hC)/6 (KNm)1134.69基础短边方向配筋AS1=M1/(0.9fyLh0) (mm2)1039.72基础长边方向弯矩计算长度a2=(L-hC)/2 (m)2.13基础长边方向弯矩M2=pSa22(2B+bC)/6 (KNm)1134.69基础长边方向配筋AS2=M2/(0.9fyBh0) (mm2)1039.72基础全截面折算高度h (mm)641.5最小配筋量ASmin=0.15%h*1000 (mm2)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)1282.82长边实配钢筋 (mm2)1282.82短边是否满足满满足足长边是否满足满满足足板板中中受受力力钢钢筋筋相相应应直直径径和和间间距距的的面面积积 （单单位位：mmmm2 2) )90901001001101101201201251251301301401408 8558.51502.65456.96418.88402.12386.66359.041010872.66785.40714.00654.50628.32604.15561.0012121256.641130.971028.16942.48904.78869.98807.8414141710.421539.381399.441282.821231.501184.141099.5616162234.022010.621827.841675.521608.501546.631436.1618182827.432544.692313.352120.582035.751957.451817.6420203490.663141.592855.992617.992513.272416.612243.9922224223.703801.333455.753167.773041.062924.102715.2325255454.154908.744462.494090.623926.993775.953506.2428286841.696157.525597.755131.274926.024736.564398.2330307853.987068.586425.985890.495654.875437.375048.99注：以1米板带计算1501501601601701701751751801801901902002008 8335.10314.16295.68287.23279.25264.56251.331010523.60490.87462.00448.80436.33413.37392.701212753.98706.86665.28646.27628.32595.25565.4914141026.25962.11905.52879.65855.21810.20769.6916161340.411256.641182.721148.931117.011058.221005.31181696.461590.431496.881454.111413.721339.311272.35202094.401963.501848.001795.201745.331653.471570.80222534.222375.832236.072172.192111.852000.701900.66253272.493067.962887.492804.992727.082583.552454.37284105.013848.453622.073518.583420.853240.803078.76304712.394417.864157.994039.193926.993720.313534.29