双向板计算书

σsq/Es*(1.9*C+0.08*Deq/ρte) (混规(7.1.2-1)Р =1.9*0.693*245.908/2.0×105*(1.9*20+0.08*14/0.0100)Р =0.2465mm > 0.20 mm, 不满足规范要求Р 4.支座右方向裂缝Р 1) 计算荷载效应Р Mox = βMxР = 1.8*7.355Р = 13.239 kN*mР 2) 光面钢筋,所以取值vi=0.7Р 3) 计算按荷载效应的准永久组合作用下,构件纵向受拉钢筋应力Р σsq=Mq/(0.87*ho*As) 混规(7.1.4-3)Р =13.239×106/(0.87*80*807)Р =235.699N/mmР 4) 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Р 矩形截面积,Ate=0.5*b*h=0.5*1000*100=50000 mm2Р ρte=As/Ate 混规(7.1.2-4)Р =807/50000 = 0.0161Р 5) 计算裂缝间纵向受拉钢筋应变不均匀系数ψР ψ=1.1-0.65*ftk/(ρte*σsq) 混规(7.1.2-2)Р =1.1-0.65*1.540/(0.0161*235.699)Р =0.837Р 6) 计算单位面积钢筋根数nР n=1000/dist = 1000/140Р =7Р 7) 计算受拉区纵向钢筋的等效直径deqР deq= (∑ni*di2)/(∑ni*vi*di)Р =7*12*12/(7*0.7*12)=17 mmР 8) 计算最大裂缝宽度Р ωmax=αcr*ψ*σsq/Es*(1.9*C+0.08*Deq/ρte) (混规(7.1.2-1)Р =1.9*0.837*235.699/2.0×105*(1.9*20+0.08*17/0.0161)Р =0.2304mm > 0.20 mm, 不满足规范要求