踏步段梯板平均厚度 T = (hs + 2 * h1') / 2 = (292+2*221)/2 = 366mm
1.2.3 梯板有效高度 h1o = h1 - as = 120-25 = 95mm
1.3 均布永久荷载标准值
1.3.1 梯板上的线形荷载换算成均布永久荷载 gk1 = Pk / B = 1/1.14 = 0.88kN/m
1.3.2 踏步段梯板自重 gk2' = γb * T = 25*0.366 = 9.16kN/m
gk2 = gk2' * Lsn / Ln = 9.16*2.08/3.28 = 5.81kN/m
1.3.3 高端平板自重 gk3' = γb * h1 = 25*0.12 = 3.00kN/m
gk3 = gk3' * Lhn / Ln = 3*1.2/3.28 = 1.10kN/m
1.3.4 踏步段梯板面层自重
gk4' = γc1 * c1 * (n - 1) * (hs + bs) / Lsn
= 20*0.025*(12-1)*(0.292+0.189)/2.08 = 1.27kN/m
gk4 = gk4' * Lsn / Ln = 1.27*2.08/3.28 = 0.81kN/m
1.3.5 高端平板面层自重 gk5' = γc1 * c1 = 20*0.025 = 0.50kN/m
gk5 = gk5' * Lhn / Ln = 0.5*1.2/3.28 = 0.18kN/m
1.3.6 梯板顶棚自重 gk6' = γc2 * c2 = 18*0.02 = 0.36kN/m
gk6 = gk6' * (Ln + Lx - Lsn) / Ln = 0.36*(3.28+3.824-2.08)/3.28 = 0.55kN/m
1.3.7 均布荷载标准值汇总 gk = gk1 + gk2 + gk3 + gk4 + gk5 + gk6 = 9.32kN/m
1.4 均布荷载设计值
由可变荷载控制的 p(L) = 1.2 * gk + 1.4 * qk = 13.99kN/m
由永久荷载控制的 p(D) = 1.35 * gk + 1.4 * ψc * qk = 14.55kN/m
最不利的荷载设计值 p = Max{p(L), p(D)} = 14.55kN/m
1.5 支座反力
永久荷载作用下均布反力标准值 Rk(D) = 15.29kN/m
可变荷载作用下均布反力标准值 Rk(L) = 3.28kN/m
最不利的均布反力基本组合值 R = 23.86kN/m
1.6 梯板斜截面受剪承载力计算
Vmax ≤ 0.7 * ft * b * ho
Vmax = 0.5 * p * Ln = 0.5*14.55*3.28 = 23.9kN
0.7 * ft * b * ho = 0.7*1.1*1000*0.095 = 73.2kN ≥ Vmax = 23.9kN,满足要求。
1.7 正截面受弯承载力计算
1.7.1 跨中 Mmax = p * Lo ^ 2 / 10 = 14.55*3.444^2/10 = 17.26kN•m
As = 682mm ξ = 0.226 ρ = 0.72%
实配 (Ⅱ)Φ12@150 (As = 754mm) 最大裂缝宽度 ωmax = 0.189mm
1.7.2 支座 Mmin = - p * Lo ^ 2 / 20 = -14.55*3.444^2/20 = -8.63kN•m
As = 457mm ξ = 0.106 ρ = 0.48%
实配 φ10@170 (As = 462mm) 最大裂缝宽度 ωmax = 0.142mm
1.8 跨中挠度验算
1.8.1 挠度验算参数
Mk = 13.43kN•m Mq = 12.01kN•m
Mk -------- 按荷载效应的标准组合计算的弯矩值
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