钢与混凝土组合梁mathcad计算书.

荷载标准组合下的挠度挠度最终计算值Δscl := 5( g1k + g2k + ψq ⋅ qk L ⋅ 10 384Bs ( 3 4 mm Δscl = 18.151 Δ L 10 3 mm mm Δ := Δc + max ( Δsc , Δscl = 56.605 = 1 211 结论：变形不满足验算要求 4.7 栓钉数量验算一个剪跨内的剪力计算需要的栓钉数量实际布置的栓钉数量 Vs := min ( As ⋅ f , be ⋅ hc1 ⋅ fc ⋅ 10 nf := Vs ÷ Nvc n := L ⋅ ns ÷ 0.344 −3 Vs = 2.119 × 10 nf = 43.095 n = 69.767 3 KN 个个结论：栓钉数量满足完全抗剪要求 4.8 局部稳定性验算（按《钢规范》11.1.6）钢梁的轴力按《钢规范》表9.1.4 允许宽厚比（翼缘）N := 0 Χb := 9 KN 235 fy 235 fy Χb = 7.272 Χh = 58.172 χb = 6.9 χh = 52.5 允许高厚比（腹板） 3 ⎛ N ⋅ 10 ⎞ Χh := ⎜72 − 100 ⎟⋅ As ⋅ f ⎠⎝设计实际的宽厚比（翼缘）χb := χh := b2 − tw 2t2 hw tw 设计实际的高厚比（腹板）结论：局部稳定满足要求 11
4.9 混凝土翼板内横向钢筋验算 b-b 界面的剪力设计值 Vlb := ns ⋅ Nvc ⋅ 10 ai 3 Vlb = 28
5.907 3 N/mm a-a 界面的剪力设计值 ns ⋅ Nvc ⋅ 10 ⋅ b11 Vla := ai ⋅ b e k1 := 0.9 k2 := 0.19 s := 1 Vla = 131.957 N/mm 抗剪承载力折减系数应力单位纵向受剪界面的周边长度 N/mm2 lsb := 120 × 2 + 109 lsa := hc1 lsb = 349 lsa = 76 Asvb = 0.67 Asva = 0.67 VBb = 482.94 VBa = 20
6.492 mm mm mm2/mm mm2/mm N/mm
N/mm 与界面相交的横向钢筋面积 Asvb := Asva := 2Ab 1000 At + Ab 1000 纵向受剪截面的抗剪承载力 VBb := min ( k1 ⋅ s ⋅ lsb + 0.7Asvb ⋅ fy , k2 ⋅ lsb ⋅ fc VBa := min ( k1 ⋅ s ⋅ lsa + 0.7Asva ⋅ fy , k2 ⋅ lsa ⋅ fc 结论：验算满足要求 12。