二期底框计算书15组团2楼5.2楼梯

1、日设 计 者校对者二、示意图三、基本资料楼梯净跨: L1 = 1760楼梯高度:H = 1500梯板厚: t = 100 踏步数: n = 9(阶上平台楼梯梁宽度: b1 = 200 下平台楼梯梁宽度: b2 = 200 可变荷载：q = 面层荷载：qm = 栏杆荷载：qf = 荷载分项系数: G = 可变荷载分项系数: Q = 准值系数:q =混凝土强度等级: fc = 14.30ft = 1.43Rc=25.0 ftk = 2.01 N/mm2Ec = 3.00*104 N/mm2钢筋强度等级: HRB400fy = 360 N/mm2 Es = 2.00*105 N/mm2保护层厚度：c

2、 = 15.0Rs=20 梯段板纵筋合力点至近边距离：as = 25.00 支座负筋系数：四、计算过程踏步高度：h = 0.1667踏步宽度：b = 0.2200计算跨度：L0 L1(b1b2)/21.76(0.200.20)/21.96梯段板与水平方向夹角余弦值：cos = B1m(1)面层：gkm BB*h/b)*qm 11*0.17/0.22)*1.602.81自重：gkt Rc*B*(t/cosh/2)25*1*(0.10/0.7970.17/2)5.22抹灰：gks = RS*B*c/cos20*1*0.02/0.797 = 0.50恒荷标准值：Pk gkmgktgksqf 2.81

3、5.220.500.509.03Pn(G)=1.35*PkQ*0.7*B*q=1.35*9.031.40*0.7*1*3.50=15.63活荷控制：Pn(L)G*PkQ*B*q1.20*9.031.40*1*3.5015.74荷载设计值：Pn = max Pn(G)Pn(L) = 15.74 左端支座反力: Rl = 15.43 右端支座反力: Rr = 15.43 最大弯矩截面距左支座的距离: Lmax = 0.98 m x0.98m Mmax = Rl*LmaxPn*x2/2= =7.56 相对受压区高度：= 配筋率：=纵筋(1号)计算面积：As 294.50支座负筋(2、3号)计算面积：

4、As=*As 0.50*294.50147.25采用方案实配面积： 393 mm2 采用方案393mm2 采用方案188六、跨中挠Mk = Mgk+Mqk=(qgk + = (9.03+ = 6.019Mq = Mgk+Mqk= (qgk + = (9.03+ = 5.178sk = Mk/(0.87*h0*As)= =234.888sq Mq/(0.87*h0*As) 混规(7.1.4-= =202.092矩形截面积: Ate = 0.5*b*h = 0.5*1000*100= 50000 mm2 te = As/Ate= = k1.1-混规=1.1-= q1.1-混规=1.1-= E E

5、= ES/EC= = 矩形截面，f = As/(b*h0)= = Bsk Es*As*h02/1.15*k+0.2+6*E*/(1+3.5*f) 混规(7.2.3-= = 5.137*102 Bsq Es*As*h02/1.15*q+0.2+6*E*/(1+3.5*f) 混规(7.2.3-= = 6.070*102 当=0时，=2.0BkMk/(Mq*(-=6.019/(5.178*(2.0-= 2.761*102 Bq= = 3.035*102 B= = = 2.761*102 fmaxk =5*(qgk+ = 7.504挠度限值 f0=L0/200=1.96/200=9.800 mm 七、裂缝宽Mq = Mgk+Mqk= (qgk + = (9.03+ = 5.1783.C = sq = Mq/(0.87*h0*As)= = 202.092 矩形截面积: Ate = 0.5*b*h = 0.5*1000*100= 5000