深圳萬科第五園一期建筑施工圖基礎(chǔ)j03a

1、錐型柱基計(jì)算書項(xiàng)目名稱J3A 日設(shè) 計(jì) 者校一、示意圖基礎(chǔ)類型：錐型柱基平面:期對(duì) 者計(jì)算形式：驗(yàn)算截面尺寸B= 250(mm),無偏心：B2 = 1300(mm),A = 500(mm)A2 = 2000(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 = 1688.00kNMx = 5.00kN*mVx = 56.00kNMy = 17.00kN*mVy = 38.00kN(2)作用在基礎(chǔ)底部的彎矩設(shè)計(jì)值繞 X 軸彎矩: M0 x = Mx - Vy * d = 5.00 - (38.00)*1

2、.00 = -33.00kN*m繞 y 軸彎矩: M0y = My + Vx * d = 17.00 + (56.00)*1.00 = 73.00kN*m 4材料信息：混凝土： C25鋼筋： HRB335(20MnSi)三、計(jì)算過程1修正地基承載力修正后的地基承載力特征值 fa = 160.00 kPa 2軸心荷載作用下地基承載力驗(yàn)算計(jì)算公式：按建筑地pk = (FkGk)/A礎(chǔ)設(shè)計(jì)規(guī)范（GB 50007-2002）下列公式驗(yàn)算：(式 5.2.41)其中：A = 4.00 * 2.60 = 10.40m2Fk = F/Ks = 1688.00/1.25 = 1350.40kNGk = A*d*

3、20 = 10.40*1.00*20 = 208.00kNpk = (FkGk)/A = ( 1350.40 208.00 ) / 10.40 = 149.85 kPa fa, 滿足要求3偏心荷載作用下地基承載力驗(yàn)算計(jì)算公式：按建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB 50007-2002）下列公式驗(yàn)算：當(dāng) eb/6 時(shí),pkmax=3(FkGk)/3la X、Y 方向同時(shí)受彎:Mxk = M0 x/Ks = 33.00/1.25 = 26.40kN*m Myk = M0y/Ks = 73.00/1.25 = 58.40kN*m Fk = F/Ks = 1688.00/1.25 = 1350.40kNGk =

4、G/1.35 = 280.80/1.35 = 208.00kN(式 5.2.42)(式 5.2.23)(式 5.2.24)pkmax = 166.61 kPa 4基礎(chǔ)抗沖切驗(yàn)算計(jì)算公式：按建筑地1.2 * fa = 1.2 * 160.00 = 192.00 kPa, 滿足要求礎(chǔ)設(shè)計(jì)規(guī)范（GB 50007-2002）下列公式驗(yàn)算：Fl 0.7 * hp * ft * am * h0Fl = pj * Al(8.2.71)(8.2.72)am = (at ab)/2(1)柱子對(duì)基礎(chǔ)的沖切驗(yàn)算： X 方向(a 方向)：pj = pjmax = 183.27 kPa Alx = 1.22 m2Flx

5、 = pj * Ax= 183.27 * 1.22= 223.70 kNab = Minbc2*ho，b= Min 0.50 2 * 0.65 ，4.00= 1.80 mamx = (atab)/2= (0.50 1.80)/2= 1.15 m(8.2.73)Flx 0.7 * hp * ft * amx * ho = 0.7 * 1.00 * 1270.00 * 1.150 * 0.650= 664.53 kN, 滿足要求Y 方向(b 方向)：pj = pjmax = 183.27 kPa Aly = 2.58 m2Fly = pj * Ay= 183.27 * 2.58= 473.63 k

6、Nab = Minac2*ho，a= Min 0.25 2 * 0.65 ，2.60= 1.55 mamy = (atab)/2= (0.25 1.55)/2= 0.90 mFly 0.7 * hp * ft * amy * ho = 0.7 * 1.00 * 1270.00 * 0.900 * 0.650= 520.06 kN, 滿足要求5基礎(chǔ)受壓驗(yàn)算計(jì)算公式：混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（7.8.1-1）Fl 1.35*c*l*fc * Aln局部荷載設(shè)計(jì)值：Fl = 1688.00 kN混凝土局部受壓面積：Al = bc * hc = 0.25 * 0.50 = 0.13m2混凝土受壓時(shí)計(jì)算底面積

7、：Ab = 1.13m2混凝土受壓時(shí)強(qiáng)度提高系數(shù)：= sqr(Ab/Al) = sqr(1.13/0.13) = 3.001.35 * c * * fc * Al= 1.35 * 1.00 * 3.00 * 11900.00 * 0.13= 6024.38 kN Fl = 1688.00 kN 滿足要求！6基礎(chǔ)受彎計(jì)算計(jì)算公式：按建筑地礎(chǔ)設(shè)計(jì)規(guī)范(GB 50007-2002)下列公式驗(yàn)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

8、根部受彎計(jì)算：X 方向受彎截面基底反力設(shè)計(jì)值：pnx=pminx(pmaxxpminx)*(l/2.0lo/2.0)/l=173.11(205.51173.11)*(2.600.25)/2.60/2=187.75 kPaY 方向受彎截面基底反力設(shè)計(jì)值：pny=pminy(pmaxypminy)*(b/2.0bo/2.0)/b=184.55(194.07184.55)*(4.000.50)/4.00/2=188.71 kPa-截面處彎矩設(shè)計(jì)值：M= (l/2-l0/2)*(l/2-l0/2)*(2*b+bo)*(pmaxx+pnx-2*G/A)+(pmaxx-pnx)*b)/12= (2.60/

9、2-0.25/2)*(2.60/2-0.25/2)*(2*4.00+0.50)*(205.51+187.75-2*280.80/10.40)+(205.51-187.75)*4.00)/12= 339.94 kN.m-截面處彎矩設(shè)計(jì)值：M= (b/2-bo/2)*(b/2-bo/2)*(2*l+lo)*(pmaxy+pny-2*G/A)+(pmaxy-pny)*l)/12= (4.00/2-0.50/2)*(4.00/2-0.50/2)*(2*2.60+0.25)*(194.07+188.71-2*280.80/10.40)+(194.07-188.71)*2.60)/12= 460.85kN.m-截面受彎計(jì)算：相對(duì)受壓區(qū)高度： = 0.017049配筋率： = 0.000628 min = 0.0015計(jì)算面積：4200.00 mm2-截面受彎計(jì)算： = min = 0.0015相對(duì)受壓區(qū)高度： = 0.035899配筋率： = 0.001322 min = 0.0015計(jì)算面積：2730