板式樓梯計(jì)算書(shū)

1、板式樓梯計(jì)算書(shū)    板式樓梯計(jì)算書(shū)項(xiàng)目名稱(chēng)_構(gòu)件編號(hào)_日期_設(shè) 計(jì)_校 對(duì)_審核_一、設(shè)計(jì)示意圖                             二、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（GB500102002）2幾何參數(shù)樓梯類(lèi)

2、型: 板式D型樓梯(/)約束條件: 兩端簡(jiǎn)支斜梯段水平投影長(zhǎng)度: L1 = 3000 mm樓梯上部平臺(tái)水平段長(zhǎng)度: L2 = 500 mm樓梯下部平臺(tái)水平段長(zhǎng)度: L3 = 500 mm梯段凈跨: Ln = L1 + L2 + L3 = 3000 + 500 + 500 = 4000 mm樓梯高度: H = 1650 mm 樓梯寬度: W = 1200 mm踏步高度: h = 150 mm 踏步寬度: b = 300 mm樓梯級(jí)數(shù): n = 11（級(jí)） 梯段板厚: C = 100 mm面層厚度: C2 = 20 mm抹灰厚度: C3 = 20 mm上部平臺(tái)梯梁寬度: b1 = 200 mm下部

3、平臺(tái)梯梁寬度: b2 = 200 mm3荷載參數(shù)樓梯混凝土容重: gb = 25.00 kN/m3樓梯面層容重: gc1 = 25.00 kN/m3樓梯頂棚抹灰容重: gc2 = 25.00 kN/m3樓梯欄桿自重: qf = 0.50 kN/m樓梯均布活荷載標(biāo)準(zhǔn)值: q = 2.50 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 = 0.504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 = 14.30 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

4、 = 3.00 × 104 N/mm2鋼筋強(qiáng)度等級(jí): HPB235(Q235) fy = 210.00 N/mm2鋼筋彈性模量: Es = 210000 N/mm2受拉縱筋合力點(diǎn)到斜梯段板底邊的距離: as = 15 mm三、荷載計(jì)算過(guò)程1樓梯幾何參數(shù)梯段板與水平方向夾角余弦值: cosa = = 0.89斜梯段的計(jì)算跨度: L0 = MinLn + (b1 + b2)/2,1.05Ln = Min4000 + (200 + 200) / 2,1.05 × 4000 = Min4200,4200 = 4200 mm梯段板的平均厚度: T = (h + C / cosa &#

5、215; 2) / 2 = (150 + 100 / 0.89 × 2) / 2 = 187 mm2荷載設(shè)計(jì)值 2.1 均布恒載標(biāo)準(zhǔn)值 2.1.1 L1段梯板自重gk1' = gb × T / 1000 = 25.00 × 187 / 1000 = 4.67 kN/m2gk1 = gk1' × L1 / Ln = 4.67 × 3000 / 4000 = 3.50 kN/m2 2.1.2 L2、L3段梯板自重gk2' = gb × C / 1000 = 25.00 × 100 / 1000 = 2.5

6、0 kN/m2gk2 = gk2' × (L2 + L3) / Ln = 2.50 × (500 + 500) / 4000 = 0.63 kN/m2 2.1.3 L1段梯板面層自重gk3' = gc1 × C2 × (H + L1) / L1 / 1000 = 25.00 × 20 × (1650 + 3000) / 3000 / 1000 = 0.78 kN/m2gk3 = gk3' × L1 / Ln = 0.78 × 3000 / 4000 = 0.58 kN/m2 2.1.4 L2

7、、L3段梯板面層自重gk4' = gc1 × C2 / 1000 = 25.00 × 20 / 1000 = 0.50 kN/m2gk4 = gk4' × (L2 + L3) / Ln = 0.50 × (500 + 500) / 4000 = 0.13 kN/m2 2.1.5 樓梯頂棚自重gk5' = gc2 × C3 / 1000 = 25.00 × 20 /1000 = 0.50 kN/m2gk5 = gk5' × Ln + L1 × (1 / cosa - 1) / Ln =

8、 0.50 × 4000 + 3000 × (1 / 0.89 - 1) / 4000 = 0.54 kN/m2 2.1.6 將欄桿自重由線荷載折算成面荷載gk6 = qf / W × 1000 = 0.50 / 1200 × 1000 = 0.42 kN/m2 永久荷載標(biāo)準(zhǔn)值gk = gk1 + gk2 + gk3 + gk4 + gk5 + gk6 = 3.50 + 0.63 + 0.58 + 0.13 + 0.54 + 0.42 = 5.79 kN/m2 2.2 均布荷載設(shè)計(jì)值由活荷載控制的梯段斜板荷載設(shè)計(jì)值: pL = 1.2gk + 1.4q

9、= 1.2 × 5.79 + 1.4 × 2.50 = 10.45 kN/m2由恒荷載控制的梯段斜板荷載設(shè)計(jì)值: pD = 1.35gk + 1.4ycq = 1.35 × 5.79 + 1.4 × 0.70 × 2.50 = 10.27 kN/m2最不利的梯段斜板荷載設(shè)計(jì)值: p = MaxpL,pD = Max10.45,10.27 = 10.45 kN/m2四、正截面承載能力計(jì)算1斜梯段配筋計(jì)算h0 = T - as = 100 - 15 = 85 mm 跨中最大彎矩, Mmax = × 10-6= 23.05 kN·

10、m1) 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 = be2) 受壓區(qū)高度x按規(guī)范公式(7.2.1-1), = 0, = 0M aa< xbh0 = 0.61 × 85 = 52.19mm, 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 = a= 1481mm24) 驗(yàn)算配筋率r1.48% < rmax = 4.18% 不超筋rrrmin = 0.306% < 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A14100, 每米寬板實(shí)際配筋面積為1539mm2五、斜截面承載能力驗(yàn)算V = 0.5pL0 = 0.5 × 10.45 × 4200 / 1000 = 22.0 kN1) 復(fù)核截面條件按規(guī)范公式(7.5.1)0.25bcfcbh0 = 0.25 × 1.00 × 1