鋼筋混凝土過梁計(jì)算書

1、精選文檔鋼筋混凝土過梁計(jì)算書二、示意圖: 四、計(jì)算信息1. 幾何參數(shù)過梁高度h = 300 mm過梁寬度b = 240 mm過梁凈跨Ln = 2500 mm過梁梁端的支承長(zhǎng)度a = 300 mm過梁上墻體高度hw = 1000 mm墻體厚度bw = 240 mm2. 材料信息砌體類型: 燒結(jié)一般磚砌體強(qiáng)度等級(jí): MU10砂漿強(qiáng)度: M5砌體材料抗壓強(qiáng)度設(shè)計(jì)值調(diào)整系數(shù) a = 1.00縱筋種類: HPB300 fy = 270.00 N/mm2 Es = 210000.00 N/mm2箍筋種類: HPB300 fyv = 270.00 N/mm2箍筋間距: s = 200 mm3. 計(jì)算信息結(jié)構(gòu)

2、重要性系數(shù): o = 1.0縱筋合力點(diǎn)至近邊距離: as = 35 mm4. 荷載信息恒載分項(xiàng)系數(shù): G = 1.35砌體材料容重: W = 18.00 kN/m3過梁容重: L = 25.00 kN/m3梁板傳來荷載設(shè)計(jì)值: qb = 10.00 kN/m五、計(jì)算過梁荷載設(shè)計(jì)值1. 墻體荷載gkW = W*bw*Ln/3 = 18.00*0.24*2.50/3 = 3.60 kN/m2. 過梁自重gkL = L*b*h = 25.00*0.24*0.30 = 1.80 kN/m3. 過梁上荷載設(shè)計(jì)值p = OG(gkW+gkL)+qb = 1.001.35(3.60+1.80)+10.00

3、= 17.29 kN/m六、過梁截面配筋1. 計(jì)算過梁的計(jì)算跨度Lo = min(Ln+a,1.05Ln) = min(2.50+0.30,1.05*2.50) = 2.625 m2. 計(jì)算過梁跨中最大彎矩Mmax = 1/8*p*Lo2 = 1/8*17.29*2.6252 = 14.89 kNm3. 計(jì)算截面有效高度ho=h-as=300-35=265mm4. 計(jì)算相對(duì)界限受壓區(qū)高度b=1/(1+fy/(Es*cu)=0.80/(1+270/(2.1*105*0.0033)=0.5765. 確定計(jì)算系數(shù)s=o*M/(1*fc*b*ho*ho)=1.0*14.892*106/(1.0*7.2

4、*240*265*265)=0.1236. 計(jì)算相對(duì)受壓區(qū)高度=1-sqrt(1-2s)=1-sqrt(1-2*0.123)=0.131b=0.576滿足要求。7. 計(jì)算縱向受拉筋面積As1*fc*b*ho*/fy=1.0*7.2*240*265*0.131/270=223mm2實(shí)配鋼筋:212,As = 226 mm28. 驗(yàn)算最小配筋率=As/(b*h)=226/(240*300)=0.314=0.314min=0.200, 滿足最小配筋率要求。七、過梁箍筋計(jì)算1. 計(jì)算過梁最大剪力V = 0.5*p*Ln = 0.5*17.29*2.50 = 21.61 kN2. 計(jì)算截面有效高度和腹板

5、高度ho=h-as=300-35=265mmhw=ho=265mm3. 確定受剪面是否符合條件當(dāng)hw/b=265/240=1.1044 時(shí)V0.25*c*fc*b*ho/o混規(guī)(6.3.1-1) =0.25*1.0*7.2*240*265/1.0=114.480kN截面符合條件。4. 確定是否需要按構(gòu)造箍筋0.7*ft*b*ho/o=0.7*0.91*240*265/1=40.513kNV=21.613kN不進(jìn)行斜截面的承載力計(jì)算，僅需按構(gòu)造要求配置箍筋。5. 計(jì)算箍筋面積Asv=(0.24*ft/fyv)*b*s=(0.24*0.91/270)*240*200=39mm2實(shí)際配置雙肢箍筋:6

6、200 , Asv/s = 283 mm2/m6. 驗(yàn)算最小配箍率=Asv/(b*s)=57/(240*200)=0.118=0.118min=0.081,滿足最小配箍率要求。八、局部受壓驗(yàn)算1. 計(jì)算梁端支承壓力設(shè)計(jì)值N1 = 0.5*p*Lo = 0.5*17.29*2.625 = 22.69 KN2. 計(jì)算有效支承長(zhǎng)度a0 = 10*sqrt(h/f) = 10*sqrt(300/1.50) = 141 mm3. 計(jì)算混凝土局部受壓面積A1 = a0b = 141*240 = 33840 mm24. 計(jì)算局部抗壓強(qiáng)度提高系數(shù)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當(dāng)大于1.25時(shí)，取為1.25。5. 計(jì)