1、錐型柱基計算書項目名稱j18日設(shè) 計 者校一、示意圖基礎(chǔ)類型：錐型柱基平面:期對 者計算形式：驗算截面尺寸B= 250(mm),無偏心：B2 = 900(mm),A = 600(mm)A2 = 1400(mm)基礎(chǔ)埋深 d = 2000(mm),鋼筋合力重心到板底距離 = 50(mm), 3荷載值：(1)作用在基礎(chǔ)頂部的基本組合荷載豎向荷載 F = 1335.00kNMx = 12.30kN*mVx = 30.00kNMy = 9.00kN*mVy = 74.00kN(2)作用在基礎(chǔ)底部的彎矩設(shè)計值繞 X 軸彎矩: M0 x = Mx - Vy * d = 12.30 - (74.00)*1.

2、00 = -61.70kN*m繞 y 軸彎矩: M0y = My + Vx * d = 9.00 + (30.00)*1.00 = 39.00kN*m 4材料信息：混凝土： C25鋼筋： HRB335(20MnSi)三、計算過程1修正地基承載力修正后的地基承載力特征值 fa = 240.00 kPa 2軸心荷載作用下地基承載力驗算計算公式：按建筑地pk = (FkGk)/A礎(chǔ)設(shè)計規(guī)范（GB 50007-2002）下列公式驗算：(式 5.2.41)其中：A = 2.80 * 1.80 = 5.04m2Fk = F/Ks = 1335.00/1.25 = 1068.00kN Gk = A*d*20

3、 = 5.04*1.00*20 = 100.80kNpk = (FkGk)/A = ( 1068.00 100.80 ) / 5.04 = 231.90 kPa fa, 滿足要求3偏心荷載作用下地基承載力驗算計算公式：按建筑地礎(chǔ)設(shè)計規(guī)范（GB 50007-2002）下列公式驗算：當 eb/6 時,pkmax=3(FkGk)/3la X、Y 方向同時受彎:Mxk = M0 x/Ks = 61.70/1.25 = 49.36kN*m Myk = M0y/Ks = 39.00/1.25 = 31.20kN*m Fk = F/Ks = 1335.00/1.25 = 1068.00kNGk = G/1.

4、35 = 136.08/1.35 = 100.80kN(式 5.2.42)(式 5.2.23)(式 5.2.24)pkmax = 273.53 kPa 4基礎(chǔ)抗沖切驗算計算公式：按建筑地1.2 * fa = 1.2 * 240.00 = 288.00 kPa, 滿足要求礎(chǔ)設(shè)計規(guī)范（GB 50007-2002）下列公式驗算：Fl 0.7 * hp * ft * am * h0Fl = pj * Al(8.2.71)(8.2.72)am = (at ab)/2(1)柱子對基礎(chǔ)的沖切驗算： X 方向(a 方向)：pj = pjmax = 316.91 kPa Alx = 0.52 m2Flx = p

5、j * Ax= 316.91 * 0.52= 163.41 kNab = Minbc2*ho，b= Min 0.60 2 * 0.50 ，2.80= 1.60 mamx = (atab)/2= (0.60 1.60)/2= 1.10 m(8.2.73)Flx 0.7 * hp * ft * amx * ho = 0.7 * 1.00 * 1270.00 * 1.100 * 0.500= 488.95 kN, 滿足要求Y 方向(b 方向)：pj = pjmax = 316.91 kPa Aly = 1.00 m2Fly = pj * Ay= 316.91 * 1.00= 318.29 kNab

6、= Minac2*ho，a= Min 0.25 2 * 0.50 ，1.80= 1.25 mamy = (atab)/2= (0.25 1.25)/2= 0.75 mFly 0.7 * hp * ft * amy * ho = 0.7 * 1.00 * 1270.00 * 0.750 * 0.500= 333.38 kN, 滿足要求5基礎(chǔ)受壓驗算計算公式：混凝土結(jié)構(gòu)設(shè)計規(guī)范（7.8.1-1）Fl 1.35*c*l*fc * Aln局部荷載設(shè)計值：Fl = 1335.00 kN混凝土局部受壓面積：Al = bc * hc = 0.25 * 0.60 = 0.15m2混凝土受壓時計算底面積：Ab

7、= 1.35m2混凝土受壓時強度提高系數(shù)：= sqr(Ab/Al) = sqr(1.35/0.15) = 3.001.35 * c * * fc * Al= 1.35 * 1.00 * 3.00 * 11900.00 * 0.15= 7229.25 kN Fl = 1335.00 kN 滿足要求！6基礎(chǔ)受彎計算計算公式：按建筑地礎(chǔ)設(shè)計規(guī)范(GB 50007-2002)下列公式驗算：M=a1*2*(2*l+a)*(pmax+p-2*G/A+(pmax-p)*l)/12 (8.2.74)M=(la)*2 * (2*bb)*(pmax+pmin-2*G/A)/48 (8.2.75) (1)柱根部受彎

8、計算：X 方向受彎截面基底反力設(shè)計值：pnx=pminx(pmaxxpminx)*(l/2.0lo/2.0)/l=266.09(317.67266.09)*(1.800.25)/1.80/2=288.30 kPaY 方向受彎截面基底反力設(shè)計值：pny=pminy(pmaxypminy)*(b/2.0bo/2.0)/b=265.65(318.11265.65)*(2.800.60)/2.80/2=286.26 kPa-截面處彎矩設(shè)計值：M= (l/2-l0/2)*(l/2-l0/2)*(2*b+bo)*(pmaxx+pnx-2*G/A)+(pmaxx-pnx)*b)/12= (1.80/2-0.

9、25/2)*(1.80/2-0.25/2)*(2*2.80+0.60)*(317.67+288.30-2*136.08/5.04)+(317.67-288.30)*2.80)/12= 175.41 kN.m-截面處彎矩設(shè)計值：M= (b/2-bo/2)*(b/2-bo/2)*(2*l+lo)*(pmaxy+pny-2*G/A)+(pmaxy-pny)*l)/12= (2.80/2-0.60/2)*(2.80/2-0.60/2)*(2*1.80+0.25)*(318.11+286.26-2*136.08/5.04)+(318.11-286.26)*1.80)/12= 219.44kN.m-截面受彎計算：相對受壓區(qū)高度： = 0.021284配筋率： = 0.000768 min = 0.0015計算面積：2310.00 mm2-截面受彎計算： = min = 0.0015相對受壓區(qū)高度： = 0.041855計算面積：1494.21