新规范混凝土梁挠度验算计算书.doc

结构构件计算书挠度验算计算书项目名称_日 期_设 计 者_校 对 者_一、构件编号: L_1二、示意图: 三、设计依据: 混凝土结构设计规范 (GB 50010-2010) 砌体结构设计规范 (GB 50003-2001)四、计算信息1. 几何参数截面宽度b = 400 mm截面高度h = 1200 mm受拉翼缘宽bf = 600 mm受拉翼缘高hf = 120 mm计算跨度l0 = 18000 mm2. 材料信息混凝土等级: C30ftk = 2.010N/mm2EC = 3.00104N/mm2纵筋种类: HRB400ES = 2.00105N/mm2受拉区纵筋实配面积 AS = 3800 mm2受压区纵筋实配面积 AS = 1500 mm23. 计算信息纵向受拉钢筋合力点至近边距离 as = 60 mm2有效高度 h0 = h - as = 1200 - 60 = 1140 mm最大挠度限值 f0 = l0/2004. 荷载信息永久荷载标准值 qgk = 18.000 kN/m可变荷载标准值 qqk = 3.000 kN/m准永久值系数 q = 0.800 kN/m五、计算过程1. 计算标准组合弯距值:MkMk = Mgk+Mqk = (qgk+qqk)*l02/8 = (18.000+3.000)*18.0002/8 = 850.500 kN*m2. 计算永久组合弯距值:MqMq = Mgk+q*Mqk = (qgk+q*qqk)*l02/8 = (18.000+0.8*3.000)*18.0002/8 = 826.200 kN*m3. 计算受弯构件的短期刚度:BS 3.1 计算按荷载荷载效应的两种组合作用下，构件纵向受拉钢筋应力Sk = Mk/(0.87*h0*AS) = (850.500106/(0.87*1140*3800) = 225.666 N/mm2Sq = Mq/(0.87*h0*AS) = (826.200106/(0.87*1140*3800) = 219.219 N/mm2 3.2 计算按有效受拉混凝土截面面积计算的纵向受拉钢筋配筋率T形截面积:Ate= 0.5*b*h = 0.5*400*1200 = 240000mm2te = AS/Ate = 3800/240000 = 1.583% 3.3 计算裂缝间纵向受拉钢筋应变不均匀系数k = 1.1-0.65*ftk/(te*Sk) = 1.1-0.65*2.01/(1.583%*225.666) = 0.734q = 1.1-0.65*ftk/(te*Sq) = 1.1-0.65*2.01/(1.583%*219.219) = 0.724 3.4 计算钢筋弹性模量与混凝土模量的比值 EE = ES/Ec = 2.00105/3.00104 = 6.667 3.5 计算受压翼缘面积与腹板有效面积的比值 ff = (bf-b)*hf/b/h0 = (600-400)*120/400/1140 = 0.053 3.6 计算纵向受拉钢筋配筋率=AS/(b*h0)=3800/(400*1140)=0.833% 3.7 计算受弯构件的短期刚度 BSBSk = ES*AS*h02/(1.15*k+0.2+6*E*/(1+3.5*f) = 2.00*105*3800*11402/(1.15*0.734+0.2+6*6.667*0.833%/(1+3.5*0.053) = 744.880103 kN*m2BSq = ES*AS*h02/(1.15*q+0.2+6*E*/(1+3.5*f) = 2.00*105*3800*11402/(1.15*0.724+0.2+6*6.667*0.833%/(1+3.5*0.053) = 751.894103 kN*m24. 计算受弯构件的长期刚度:B 4.1 确定考虑荷载长期效应组合对挠度影响增大影响系数=AS/(b*h0)=1500/(400*1140)=0.329%当0时,在2-1.6间线性内插得=1.842 4.2 计算受弯构件的长期刚度 BBk = MK/(Mq*(-1)+MK)*BSk = 850.500/(826.200*(1.842-1)+850.500)*744880.422 = 409.715103 kN*m2Bq = BSq/ = 751893.505/1.842 = 408.171103 kN*m2B = min(BSk,BSq = min(409715.038,408170.760) = 408.171103 kN*m25. 计算受弯构件挠度fmax = (qgk+q*qqk)*l04/B