人货梯基础方案

=130(KN/m2)Р 立杆垫板压力q2 =16.875÷(0.12×0.12)Р =1171.875(KN/m2)Р M = (q1 × ad22 × bd2)÷12 - (q2 × ad12 × bd1)÷12Р = (130×0.43822 ×0.4382)÷12 -(1171.875 ×0.122 ×0.12)÷12Р =0.650616(kN.m)Р W = bd2 × h0 ÷ 6Р =0.4382 ×0.352÷ 6Р =0.0089(m3)Р 砼轴心抗拉强度设计值 C40 ft=1.71(N/mm2)Р 素砼轴心抗拉强度设计值 fct=0.55 × ft =0.8635(N/mm2)Р 砼截面抵抗矩塑性影响系数rs=1.55Р fh = M ÷ (K2 × W)Р =0.6780÷(1000× 1.1×0.0089)Р =0.0693(N/mm2)Р [fh]=rs×fct=1.55×0.8635=1.3384(N/mm2)Р [fh] ≥ fh 满足要求Р (d)混凝土冲切验算Р 冲切集荷面积 S= ad2×bd2-(ad1+2× h)×(bd1+2×h)Р =0.43822-(0.12+2×0.35)×(0.12+2×0.35)Р =-0.4804(m2)Р 冲切荷载 Fc= S × K1 × RР =-0.4804×1×130Р =-62.4495(KN)Р 冲切面积 S1= 2 × h × (aa1 + bb1 + 2 × h )Р = 2 ×0.35×(0.12+0.12+2×0.35)Р =0.658(m2)Р 抗冲切能力 Fck=0.7×ft×S1Р =0.7×1.57×1000×0.658Р =723.142(KN)Р Fc ≤ Fck 满足要求!Р八、附图Р1、人货梯平面布置图Р2、加固大样Р3、人货梯防雷连接方式Р4、预留孔留置大样图