1、雨蓬计算书一、基本资料1设计规范: 建筑结构荷载规范 （GB500092001）混凝土结构设计规范 （GB500102002）砌体结构设计规范 （GB500032001）2设计参数: 几何信息类型: 雨篷梁宽 bb: 300mm梁高 hb: 400mm挑板宽 L: 1500mm梁槛高 ha: 0mm梁槛宽 ba: 0mm墙厚 bw: 300mm板下沉 h0: 100mm板斜厚 h1: 0mm板净厚 h2: 130mm上翻板高 h3: 200mm上翻板厚 t1: 80mm悬挑长度 t2: 0mm第一排纵筋至梁近边距离 as: 30mm荷载信息板端集中活载标准值 Pk: 1.00kN/m板上均布活
2、载标准值 qk: 0.70kN/m2板上均布恒载标准值 gk: 0.80kN/m2混凝土容重 L: 28.00kN/m3恒载分项系数 G: 1.20活载分项系数 Q: 1.40指定梁上抗倾覆荷载 Gr: 100.00kN/m墙体容重 W: 5.50kN/m3过梁上墙高 Hw: 1100mm墙洞宽 ln: 1800mm墙洞高 hn: 0mm梁伸入墙内 Dl: 500mm墙洞下墙高 hw: 0mm材料信息混凝土等级: C30混凝土强度设计值 fc: 14.30N/mm2主筋级别: HRB335(20MnSi)主筋强度设计值 fy: 300N/mm2箍筋级别: HPB235(Q235)强度设计值 f
3、yv: 210N/mm2墙体材料: 砌块砌体抗压强度设计值 f: 1.700N/mm2100802001001000250450二、计算过程1计算过梁截面力学特性根据混凝土结构设计规范式 7.6.3-1 过梁截面Wt = (3h - b) = 300/6(3400 - 300) = 150000mm3b26cor = 2(bcor + hcor) = 2(300 - 30 2 + 400 - 30 2) = 1160mm过梁截面面积A = bbhb = 300400 = 120000mm22荷载计算21 计算 x0x0 = 0.13l1,L1 = bwx0 = 39mm22 倾覆荷载计算=28
4、.00x（0+2*130）*1/2=3.64KN/m gT = L(f(h1 + 2h2,2)qT = G(gk + gT) + Qqk = 1.20(0.80 + 1.10) + 1.400.70 = 3.260kN/m2PT = GgF + QPk = 1.200.45 + 1.401.00 = 1.94kN/m倾覆力矩MOV = 12qT(L + x0)2 + PT(L + x0)=1/2x3.26x(1500+39)/10 +1.94x(1500+39)/10 = 6.85kNm23 挑板根部的内力计算MTmax = MOV = 6.85kNmVTmax = qTL + pT = 3.
5、261000/103 + 1.94 = 5.2kN/m24 计算过梁内力因为墙体材料是砌块，所以hw0 = min(hw,ln/2) = min(1100,1800/2) = 1100mmgw = wbwhw0 = 5.50 300 1100 = 1.81kN/mgL = L(bbhb + haba) = 28.00(300400 + 00)/106 = 3.36kN/mqL = G(gL + gW) + qTL + pT= 1.20 (3.36 + 1.81) + 3.260 1000/1000 + 1.94 = 9.5kN/ml0 = 1.05ln = 1.05 1800 = 1890.0
6、mmMmax = 1/8ql*lo2=1/8*9.5*18902=4.24KN/mVmax = =1/2ql*lo=1/2*9.5*1890=8.98KN12qLl0 = 1213.99 3780 = 26.44kNTmax = 12lnqTLL + bb2 + pT(L + f(bb,2)= 1/2*1800*【3.26*1500* （1500+300）/ （2*10 6）+1.94*（1500+300/2）/103】/103= 6.85kNm3抗倾覆验算l1 = bw = 300mml2 = l1/2 = 150mml3 = ln/2 = 900mmGr = wbwHw(ln + 2Dl
7、+ 2l3) - (lnhn + l32)ln + 2Dl=5.5*300*【1100*（1800+2*500+2*900）-（1800*0） 】/（1800+2*500 ）*1/106=2.98kN/m实际计算出来的 Gr Mov = 6.85kNm ,满足抗倾覆要求4挑板相关计算41 挑板截面尺寸验算按混凝土结构设计规范(7.5.1)0.25cfcbh0 = 0.251.0014.301000100 = 357.5103NVmax = 8.98kN 0.0033取 cu = 0.0033按混凝土结构设计规范(7.1.4-1)b = 0.5511 + fyEscu =0.801 + 3002
8、.01050.00330 =422 受压区高度 x按混凝土结构设计规范(7.2.1-1), A s = 0, Ap = 0M = 1fcbx(h0 - x2)x = h0 - = 5.05mmh02 - 2M1fcb423 受拉钢筋截面积 As按混凝土结构设计规范(7.2.1-2)1fcbx = fyAs得 As = 238mm2 1fcbxfy =1.0014.3010005.00300 =As Asmin = minA = 0.0021100000 = 214mm2根据计算，挑板负筋实际配置为,直径 12mm，间距为 150mm,每 1000mm 的实际配筋率为 0.7540%计算每 10
9、00mm 的配筋率 0.2383%，满足要求! 43 挑板分布钢筋计算按照最小配筋率计算最小配筋率 min = max(0.45f(ft,fy) = max(0.45f(1.43,300) = 0.0021AsTbfb = min(h1 + 2h2)L/2 = 0.0021(0 + 2130)1000/2 = 273mm2实际挑板分布钢筋配置,取直径为 8mm,间距为 180mm5梁端局部受压验算计算梁端有效支承长度a0 = min(10 ,bb) = min(153.4,300) = 153.4mmhcf计算局部受压面积Al = a0b = 153.4 300 = 46020mm2计算影响砌
10、体局部抗压强度的计算面积A0 = (Dl + bw)bw = (500 + 300) 300 = 240000mm2局部受压强度提高系数=1.72 1.25 =1 + 0.35A0Al - 1 = 1.25梁端支承处砌体局部受压承载力计算公式Nl fAlNl = 0.5qLl0 = 0.5 9.5 1890 = 8.98kNfAl = 1.0 1.25 1.70 46020 = 97.8kN 8.98kN,满足局部受压要求6过梁截面配筋计算在以下计算过程中h = hb = 400mmb = bb = 300mmh0 = h - as = 400 - 30 = 370mmM = Mmax = 4
11、.24kNm61 过梁截面截面尺寸验算按混凝土结构设计规范(7.5.1)0.25cfcbh0 = 0.251.0014.30300370 = 397103NVmax = 8.98kN 0.175ft = 0.1751.430 = 0.2502N/mm2TWt =计算时不能忽略扭矩的影响67 验算是否可以忽略剪力根据混凝土结构设计规范 7.6.11=0.0382N/mm2 1.01.51 + 0.5VT Wtbh01.51 + 0.526437114583339886140250420取 t=1.069 计算腹板箍筋数量根据混凝土结构设计规范式 7.6.8-3Astls = T - 0.35ft
12、Wt1.2fyvAcor= 98861401000 - 0.351.311.43114583331.2 1.202100= 0.203腹板采用双肢箍筋（n=2） ，腹板上单肢箍筋所需截面面积间距比为Asvns + Astls = 0.0002 + 0.203 = 0.203mm2mmsv,min = 0.191满足要求610 计算抗扭钢筋根据混凝土结构设计规范 7.6.8-3T t Wt + 1.2 fyv(0.35ft + 0.05Np0A0) AstlAcors因为 = 1.20，N p0 = 098861401.309 11458333 + 1.2(0.351.43) 1.20Astl7
13、4100.00s解上方程Astls = 0.20mm2mmAstl = = 1.200.20 = 198mm2Astlucorfyvsfy 11602103000.0033取 cu = 0.0033按混凝土结构设计规范(7.1.4-1)b = 0.5511 + fyEscu =0.801 + 3002.01050.00330 =按混凝土结构设计规范(7.2.1-1), A s = 0, Ap = 0M = 1fcbx(h0 - x2)x = h0 - = 420 - 17mmh02 - 2M1fcb 4202 - 224.981061.0014.30250 = bh0 = 0.55420 =
14、231.00mm按混凝土结构设计规范(7.2.1-2)1fcbx = fyAs得 As = 202mm21fcbxfy =1.0014.3025017300 =最小配筋率min = max(0.45f(ft,fy) = max(0.45f(1.43,300) = 0.0021As Asmin = minA = 0.0021112500 = 241mm2取 As = 241mm2取 As = Asmin = 241mm2612 梁钢筋划分顶部纵向钢筋面积 Atop = As + Astlbcorucor =241 + 3943901160 = 374mm2底部纵向钢筋面积 Abot = As + Astlbcorucor =241 + 3943901160 = 374mm2每侧面纵向钢筋面积 Amid = Astlhcorucor = 3941901160 = 64mm2腹板顶部纵向钢筋实际配筋:3 B16腹板底部纵向钢筋实际配筋:4 B16单侧中部: 2B16
