1#1板式楼梯计算书.doc

板式楼梯计算书一、TB2示意图：二、基本资料：1依据规范：建筑结构荷载规范（GB 500092001）混凝土结构设计规范（GB 500102002）2几何参数：楼梯净跨: L1 = 2240 mm楼梯高度: H = 1500 mm梯板厚: t = 100 mm踏步数: n = 9(阶)上平台楼梯梁宽度: b1 = 200 mm下平台楼梯梁宽度: b2 = 200 mm上平台宽: L3 = 250 mm2荷载标准值：可变荷载：q = 3.50kN/m2面层荷载：qm = 1.70kN/m2栏杆荷载：qf = 0.20kN/m3材料信息：混凝土强度等级: C25fc = 11.90 N/mm2ft = 1.27 N/mm2Rc=25.0 kN/m3钢筋强度等级: HRB400 fy = 360.00 N/mm2抹灰厚度：c = 20.0 mmRs=20 kN/m3梯段板纵筋合力点至近边距离：as = 20 mm支座负筋系数： = 0.25三、计算过程：1楼梯几何参数：踏步高度：h = 0.1667 m踏步宽度：b = 0.2800 m计算跨度：L0 = L1L3(b1b2)/2 = 2.240.25(0.200.20)/2 = 2.69 m梯段板与水平方向夹角余弦值：cos = 0.859 2荷载计算( 取 B = 1m 宽板带)：(1) 梯段板：面层：gkm = (BBh/b)qm = (110.17/0.28)1.70 = 2.71 kN/m自重：gkt = RcB(t/cosh/2) = 251(0.10/0.860.17/2) = 4.99 kN/m抹灰：gks = RSBc/cos = 2010.02/0.86 = 0.47 kN/m恒荷标准值：Pk = gkmgktgksqf = 2.714.990.470.20 = 8.37 kN/m恒荷控制：Pn(G) = 1.35gk1.40.7Bq = 1.358.371.40.713.50 = 14.73 kN/m活荷控制：Pn(L) = 1.2gk1.4Bq = 1.28.371.413.50 = 14.94 kN/m荷载设计值：Pn = max Pn(G) , Pn(L) = 14.94 kN/m(2) 平台板：面层：gkm = Bqm = 11.70 = 1.70 kN/m自重：gkt = RcBt = 2510.10 = 2.50 kN/m抹灰：gks = RSBc = 2010.02 = 0.40 kN/m恒荷标准值：Pk = gkmgktgksqf = 1.702.500.400.20 = 4.80 kN/m恒荷控制：Pl(G) = 1.35gk1.40.7Bq = 1.354.801.40.713.50 = 9.91 kN/m活荷控制：Pl(L) = 1.2gk1.4Bq = 1.24.801.413.50 = 10.66 kN/m荷载设计值：Pl = max Pl(G) , Pl(L) = 10.66 kN/m3正截面受弯承载力计算：左端支座反力: Rl = 18.70 kN右端支座反力: Rr = 20.00 kN最大弯矩截面距左支座的距离: Lmax = 1.35 m最大弯矩截面距左边弯折处的距离: x = 1.00 mMmax = RlLmaxPlL3(xL3/2)Pnx2/2 = 18.701.3510.660.35(1.000.35/2)14.941.002/2 = 13.39 kNm相对受压区高度：= 0.170175 配筋率：= 0.005625纵筋(1号)计算面积：As = 478.14 mm2支座负筋(2、3号)计算面积：As=As = 0.25478.14 = 119.54 mm2四、计算结果：(为每米宽板带的配筋)11号钢筋计算结果(跨中)计算面积As:478.14 mm2采用方案：f10110实配面积：714.00 mm222/3号钢筋计算结果(支座)计算面积As:119.54 mm2采用方案：f12200实配面积：565.49 mm234号钢筋计算结果采用方案：d6200实配面积：141.37 mm245号钢筋计算结果采用方案：f10110实配面积：714.00 mm2一、TB2示意图：二、基本资料：1依据规范：建筑结构荷载规范（GB 500092001）混凝土结构设计规范（GB 500102002）2几何参数：楼梯净跨: L1 = 2240 mm楼梯高度: H = 1500 mm梯板厚: t = 100 mm踏步数: n = 9(阶)上平台楼梯梁宽度: b1 = 200 mm下平台楼梯梁宽度: b2 = 200 mm下平台宽: L2 = 200 mm2荷载标准值：可变荷载：q = 3.50kN/m2面层荷载：qm = 1.70kN/m2栏杆荷载：qf = 0.20kN/m3材料信息：混凝土强度等级: C25fc = 11.90 N/mm2ft = 1.27 N/mm2Rc=25.0 kN/m3钢筋强度等级: HRB400 fy = 360.00 N/mm2抹灰厚度：c = 20.0 mmRs=20 kN/m3梯段板纵筋合力点至近边距离：as = 20 mm支座负筋系数： = 0.25三、计算过程：1楼梯几何参数：踏步高度：h = 0.1667 m踏步宽度：b = 0.2800 m计算跨度：L0 = L1L2(b1b2)/2 = 2.240.20(0.200.20)/2 = 2.64 m梯段板与水平方向夹角余弦值：cos = 0.859 2荷载计算( 取 B = 1m 宽板带)：(1) 梯段板：面层：gkm = (BBh/b)qm = (110.17/0.28)1.70 = 2.71 kN/m自重：gkt = RcB(t/cosh/2) = 251(0.10/0.860.17/2) = 4.99 kN/m抹灰：gks = RSBc/cos = 2010.02/0.86 = 0.47 kN/m恒荷标准值：Pk = gkmgktgksqf = 2.714.990.470.20 = 8.37 kN/m恒荷控制：Pn(G) = 1.35gk1.40.7Bq = 1.358.371.40.713.50 = 14.73 kN/m活荷控制：Pn(L) = 1.2gk1.4Bq = 1.28.371.413.50 = 14.94 kN/m荷载设计值：Pn = max Pn(G) , Pn(L) = 14.94 kN/m(2) 平台板：面层：gkm = Bqm = 11.70 = 1.70 kN/m自重：gkt = RcBt = 2510.10 = 2.50 kN/m抹灰：gks = RSBc = 2010.02 = 0.40 kN/m恒荷标准值：Pk = gkmgktgksqf = 1.702.500.400.20 = 4.80 kN/m恒荷控制：Pl(G) = 1.35gk1.40.7Bq = 1.354.801.40.713.50 = 9.91 kN/m活荷控制：Pl(L) = 1.2gk1.4Bq = 1.24.801.413.50 = 10.66 kN/m荷载设计值：Pl = max Pl(G) , Pl(L) = 10.66 kN/m3正截面受弯承载力计算：左端支座反力: Rl = 19.65 kN右端支座反力: Rr = 18.51 kN最大弯矩截面距左支座的距离: Lmax = 1.32 m最大弯矩截面距左边弯折处的距离: x = 1.32 mMmax = RlLmaxPnx2/2 = 19.651.3214.941.322/2 = 12.92 kNm相对受压区高度：= 0.163708 配筋率：= 0.005411纵筋(1号)计算面积：As = 459.97 mm2支座负筋(2、3号)计算面积：As=As = 0.25459.97 = 114.99 mm2四、计算结果：(为每米宽板带的配筋)11号钢筋计算结果