钢筋混凝土过梁计算书.doc

结构构件计算书钢筋混凝土过梁计算书二、示意图: 四、计算信息1. 几何参数过梁高度h = 300 mm过梁宽度b = 240 mm过梁净跨Ln = 2500 mm过梁梁端的支承长度a = 300 mm过梁上墙体高度hw = 1000 mm墙体厚度bw = 240 mm2. 材料信息砌体类型: 烧结普通砖砌体强度等级: MU10砂浆强度: M5砌体材料抗压强度设计值调整系数 a = 1.00纵筋种类: HPB300 fy = 270.00 N/mm2 Es = 210000.00 N/mm2箍筋种类: HPB300 fyv = 270.00 N/mm2箍筋间距: s = 200 mm3. 计算信息结构重要性系数: o = 1.0纵筋合力点至近边距离: as = 35 mm4. 荷载信息恒载分项系数: G = 1.35砌体材料容重: W = 18.00 kN/m3过梁容重: L = 25.00 kN/m3梁板传来荷载设计值: qb = 10.00 kN/m五、计算过梁荷载设计值1. 墙体荷载gkW = W*bw*Ln/3 = 18.00*0.24*2.50/3 = 3.60 kN/m2. 过梁自重gkL = L*b*h = 25.00*0.24*0.30 = 1.80 kN/m3. 过梁上荷载设计值p = OG(gkW+gkL)+qb = 1.001.35(3.60+1.80)+10.00 = 17.29 kN/m六、过梁截面配筋1. 计算过梁的计算跨度Lo = min(Ln+a,1.05Ln) = min(2.50+0.30,1.05*2.50) = 2.625 m2. 计算过梁跨中最大弯矩Mmax = 1/8*p*Lo2 = 1/8*17.29*2.6252 = 14.89 kNm3. 计算截面有效高度ho=h-as=300-35=265mm4. 计算相对界限受压区高度b=1/(1+fy/(Es*cu)=0.80/(1+270/(2.1*105*0.0033)=0.5765. 确定计算系数s=o*M/(1*fc*b*ho*ho)=1.0*14.892*106/(1.0*7.2*240*265*265)=0.1236. 计算相对受压区高度=1-sqrt(1-2s)=1-sqrt(1-2*0.123)=0.131b=0.576满足要求。7. 计算纵向受拉筋面积As1*fc*b*ho*/fy=1.0*7.2*240*265*0.131/270=223mm2实配钢筋:212,As = 226 mm28. 验算最小配筋率=As/(b*h)=226/(240*300)=0.314=0.314min=0.200, 满足最小配筋率要求。七、过梁箍筋计算1. 计算过梁最大剪力V = 0.5*p*Ln = 0.5*17.29*2.50 = 21.61 kN2. 计算截面有效高度和腹板高度ho=h-as=300-35=265mmhw=ho=265mm3. 确定受剪面是否符合条件当hw/b=265/240=1.1044 时V0.25*c*fc*b*ho/o混规(6.3.1-1) =0.25*1.0*7.2*240*265/1.0=114.480kN截面符合条件。4. 确定是否需要按构造箍筋0.7*ft*b*ho/o=0.7*0.91*240*265/1=40.513kNV=21.613kN不进行斜截面的承载力计算，仅需按构造要求配置箍筋。5. 计算箍筋面积Asv=(0.24*ft/fyv)*b*s=(0.24*0.91/270)*240*200=39mm2实际配置双肢箍筋:6200 , Asv/s = 283 mm2/m6. 验算最小配箍率=Asv/(b*s)=57/(240*200)=0.118=0.118min=0.081,满足最小配箍率要求。八、局部受压验算1. 计算梁端支承压力设计值N1 = 0.5*p*Lo = 0.5*17.29*2.625 = 22.69 KN2. 计算有效支承长度a0 = 10*sqrt(h/f) = 10*sqrt(300/1.50) = 141 mm3. 计算混凝土局部受压面积A1 = a0b = 141*240 = 33840 mm24. 计算局部抗压强度提高系数A0 = (a+bw)*bw = (300+240)*240 = 129600 mm2 = 1+0.35*sqrt(A0/A1-1) = 1+0.35*sqrt(129600/33840-1) = 1.59当大于1.25时，取为1.25。5. 计算最大承载力