坡道計(jì)算書.doc

坡道板計(jì)算書項(xiàng)目名稱_構(gòu)件編號(hào)_日期_設(shè) 計(jì)_校 對(duì)_審核_一、基本資料1設(shè)計(jì)規(guī)范建筑結(jié)構(gòu)荷載規(guī)范（GB500092001）混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（GB500102010）2幾何參數(shù)見結(jié)構(gòu)圖3荷載參數(shù)混凝土容重: gb = 25.00 kN/m3面層容重: gc1 = 22.00 kN/m3找平層容重: gc2 = 20.00 kN/m3均布活荷載標(biāo)準(zhǔn)值: q = 4.0 kN/m2可變荷載組合值系數(shù): yc = 0.70可變荷載準(zhǔn)永久值系數(shù): yq = 0.604材料參數(shù)混凝土強(qiáng)度等級(jí): C30混凝土抗壓強(qiáng)度設(shè)計(jì)值: fc = 14.3 N/mm2混凝土抗拉強(qiáng)度標(biāo)準(zhǔn)值: ftk = 2.01 N/mm2混凝土抗拉強(qiáng)度設(shè)計(jì)值: ft= 1.43 N/mm2混凝土彈性模量: Ec = 3.00 104 N/mm2鋼筋強(qiáng)度等級(jí): HRB335(20MnSi)fy = 300.00 N/mm2鋼筋彈性模量: Es = 200000 N/mm2受拉縱筋合力點(diǎn)到坡道板底邊的距離: as = 20mm二、荷載計(jì)算過程1坡道幾何參數(shù)坡道板與水平方向夾角余弦值: cosa = 0.989坡道的計(jì)算跨度: Ln = 4200 mm坡道板厚度: T = 200 mm 取1m板寬為計(jì)算單元2荷載設(shè)計(jì)值 2.1 均布恒載標(biāo)準(zhǔn)值 2.1.1 板自重gk1 = gb T 1000 = 25.00 200 /1000 = 5.0 kN/mgk1 = gk1 2.1.2 板面層自重gk3 = gc1 C2 1000 = 22.00 30 /1000 = 0.66 kN/mgk3 = gk3 2.1.3 找平層自重gk5 = gc2 C3 1000 = 20.00 20 /1000 = 0.40 kN/mgk5 = gk5 永久荷載標(biāo)準(zhǔn)值gk =（ gk1 + gk3 + gk5 ）/ cosa = （5.0 + 0.66+ 0.4 ）/0.989 = 6.13 kN/m 2.2 均布荷載設(shè)計(jì)值由活荷載控制的坡道板荷載設(shè)計(jì)值: pL = 1.2gk + 1.4q = 1.2 6.13+ 1.4 4.0 = 13kN/m由恒荷載控制的坡道板荷載設(shè)計(jì)值: pD = 1.35gk + 1.4ycq = 1.35 6.13 + 1.4 0.70 4.0= 12.2 kN/m最不利的坡道板荷載設(shè)計(jì)值: p = MaxpL,pD = Max13,12.2 = 13 kN/m三、正截面承載能力計(jì)算1配筋計(jì)算h0 = T - as = 200 - 20 = 180 mm 跨中最大彎矩, Mmax = =1/813 10-6= 28.67 kNm1) 相對(duì)界限受壓區(qū)高度xbecu = 0.0033 - (fcu,k - 50) 10-5 = 0.0033 - (30 - 50) 10-5 = 0.0035 0.0033取ecu = 0.0033按規(guī)范公式(7.1.4-1)xb = 2) 受壓區(qū)高度x按規(guī)范公式(7.2.1-1), = 0, = 0M xbh0 = 0.55 180 = 99.00mm, 按計(jì)算不需要配置受壓鋼筋3) 受拉鋼筋截面積As按規(guī)范公式(7.2.1-2)a1fcbx = fyAs得As = = 549mm24) 驗(yàn)算配筋率0.27% rmax = 1.76% 不超筋rmin = 0.210% r滿足最小配筋率要求梯段中間截面實(shí)際配置受拉鋼筋為B10140, 每米寬板實(shí)際配筋面積為561mm2四、斜截面承載能力驗(yàn)算V = 0.5pL0 = 0.5 13 4200 / 1000 = 27.3kN1) 復(fù)核截面條件按規(guī)范公式(7.5.1)0.25bcfcbh0 = 0.25 1.00 14.3 1000 180 = 643.5 103 NV = 27.3 kN V = 22.2kN斜截面承載力滿足要求五、跨中撓度驗(yàn)算1荷載效應(yīng)的標(biāo)準(zhǔn)組合值pk = gk + q = 6.13 + 4.0 = 10.13 kN/m Mk = 10-6= 22.34 kNm2荷載效應(yīng)的準(zhǔn)永久組合值pq = gk + yqq = 6.13 + 0.60 4.0 = 8.53 kN/m Mq = 10-6= 18.81 kNm3撓度驗(yàn)算1) 裂縫間縱向受拉鋼筋應(yīng)變不均勻系數(shù)y: 由規(guī)范公式（8.1.3-3）, 縱向受拉鋼筋的應(yīng)力: ssk = = =254.3N/mm2對(duì)矩形截面受彎構(gòu)件, 有效受拉混凝土截面面積: Ate = 0.5bh= 0.5 1000 180 = 90000 mm2按規(guī)范公式（8.1.2-4）計(jì)算縱向鋼筋配筋率: rte = = 6.23 10-3混凝土抗拉強(qiáng)度標(biāo)準(zhǔn)值: ftk = 2.01 N/mm2按規(guī)范公式（8.1.2-2）, y = 1.1 - 0.65= 0.282) 鋼筋彈性模量和混凝土彈性模量的比值: aEaE = = 6.673) 受壓翼緣面積與腹板有效面積的比值: gf對(duì)于矩形截面, gf = 0.004) 縱向受拉鋼筋配筋率: rr = = 0.00315) 受彎構(gòu)件的短期剛度: Bs由規(guī)范公式（8.2.3-1）, Bs = = = 5626.83 kNm26) 考慮荷載長期效應(yīng)組合對(duì)撓度增大的影響系數(shù): q根據(jù)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范8.2.5條規(guī)定: r = r, 取q = 1.67) 受彎構(gòu)件的長期剛度: B根據(jù)規(guī)范公式（8.2.2）, 可得B = = = 3738.28kNm28) 跨中撓度: ff = = 11 mm9) 容許撓度: 因計(jì)算跨度L0小于7000mm, 所以容許撓度L0 = = 21.00 mm跨中最大撓度小于容許撓度, 滿足要求。六、裂縫寬度驗(yàn)算1裂縫寬度驗(yàn)算1) 裂縫間縱向受拉鋼筋應(yīng)變不均勻系數(shù)y: 由規(guī)范公式（8.1.3-3）, 縱向受拉鋼筋的應(yīng)力: ssk = = =254.3N/mm2對(duì)矩形截面受彎構(gòu)件, 有效受拉混凝土截面面積: Ate = 0.5bh= 0.5 1000 180 = 90000 mm2按規(guī)范公式（8.1.2-4）計(jì)算縱向鋼筋配筋率: rte = = 6.23 10-3混凝土抗拉強(qiáng)度標(biāo)準(zhǔn)值: ftk = 2.01 N/mm2按規(guī)范公式（8.1.2-2）, y = 1.1 - 0.65= 0.282) 構(gòu)件受力特征系數(shù) acr根據(jù)表8.1.2-1, 對(duì)于受彎的鋼筋混凝土構(gòu)件, 其構(gòu)件受力特征系數(shù)acr取為1.93) 受拉區(qū)縱向鋼筋的等效直徑 deq根據(jù)表8.1.2-2, 對(duì)于帶肋鋼筋, 其相對(duì)粘結(jié)特性系數(shù)n = 1.0根據(jù)規(guī)范公式（8.1.2-3）, deq = = 10.00 mm4) 最外層縱向受拉鋼筋外邊緣至受拉區(qū)底邊的距離 c取鋼