钢筋混凝土雨蓬计算书.doc

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:250mm梁高hb:450mm挑板宽L:1000mm梁槛高ha:0mm梁槛宽ba:0mm墙厚bw:250mm板下沉h0:100mm板斜厚h1:0mm板净厚h2:100mm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gL:28.00kN/m3恒载分项系数gG:1.20活载分项系数gQ:1.40指定梁上抗倾覆荷载Gr:100.00kN/m墙体容重gW:5.50kN/m3过梁上墙高Hw:2550mm墙洞宽ln:3600mm墙洞高hn:0mm梁伸入墙内Dl:500mm墙洞下墙高hw:2550mm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fyv:210N/mm2墙体材料:砌块砌体抗压强度设计值f:1.700N/mm2二、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) = (3450 - 250) = 11458333mm3mcor = 2(bcor + hcor) = 2(250 - 30 2 + 450 - 30 2) = 1160mm过梁截面面积A = bbhb = 250450 = 112500mm22荷载计算21 计算x0x0 = 0.13l1,L1 = bwx0 = 32.50mm22 倾覆荷载计算qT = gG(gk + gT) + gQqk = 1.20(0.80 + 2.80) + 1.400.70 = 5.300kN/m2PT = gGgF + gQPk = 1.200.45 + 1.401.00 = 1.94kN/m倾覆力矩MOV = = 4.83kNm23 挑板根部的内力计算MTmax = MOV = 4.83kNmVTmax = qTL + pT = 5.301000/103 + 1.94 = 7.24kN/m24 计算过梁内力因为墙体材料是砌块，所以hw0 = min(hw,ln/2) = min(2550,3600/2) = 1800mmgw = gwbwhw0 = 5.50 250 1800 = 2.48kN/mgL = gL(bbhb + haba) = 28.00(250450 + 00)/106 = 3.15kN/mqL = gG(gL + gW) + qTL + pT= 1.20 (3.15 + 2.48) + 5.30 1000/1000 + 1.94 = 13.99kN/ml0 = 1.05ln = 1.05 3600 = 3780.0mmMmax = Vmax = Tmax = = = 9.89kNm3抗倾覆验算l1 = bw = 250mml2 = l1/2 = 125mml3 = ln/2 = 1800mm=5.28kN/m实际计算出来的Gr Mov = 4.826kNm ,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)0.25bcfcbh0 = 0.251.0014.30100070 = 250.3103NVmax = 7.24kN 0.0033取 ecu = 0.0033按混凝土结构设计规范(7.1.4-1)xb = 0.55422 受压区高度x按混凝土结构设计规范(7.2.1-1), As = 0, Ap = 0M = x = h0 - = 70 - 5.00mm423 受拉钢筋截面积As按混凝土结构设计规范(7.2.1-2)a1fcbx = fyAs得As = 238mm2 As Asmin = rminA = 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1000mm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AsTbfb = rmin(h1 + 2h2)L/2 = 0.0021(0 + 2100)1000/2 = 214.50mm2实际挑板分布钢筋配置,取直径为8mm,间距为200mm5梁端局部受压验算计算梁端有效支承长度a0 = min(10,bb) = min(,250) = 163mm计算局部受压面积Al = a0b = 163 250 = 40674mm2计算影响砌体局部抗压强度的计算面积A0 = (Dl + bw)bw = (500 + 250) 250 = 187500mm2局部受压强度提高系数 1.25g = 1.25梁端支承处砌体局部受压承载力计算公式NlhgfAlNl = 0.5qLl0 = 0.5 13.99 3780.0 = 26.4kNhgfAl = 1.0 1.25 1.70 40674 = 86.43kN 26.4kN,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 = 450mmb = bb = 250mmh0 = h - as = 450 - 30 = 420mmM = Mmax = 24.98kNm61 过梁截面截面尺寸验算按混凝土结构设计规范(7.5.1)0.25bcfcbh0 = 0.251.0014.30250420 = 375.4103NVmax = 26.44kN 375.4kN, 截面尺寸满足要求62 验算截面剪扭承载力限制条件按混凝土结构设计规范（7.6.1-1）fcu,k = 30 N/mm2 0.7ft = 0.71.43 = 1.00需计算配筋。64 计算受扭纵筋最小配筋率按混凝土结构设计规范（10.2.5） = = 1.50 0.175ft = 0.1751.430 = 0.2502N/mm2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= 0.252N/mm2 1.0取bt=1.069 计算腹板箍筋数量根据混凝土结构设计规范式7.6.8-3= 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 rsv,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7.6.8-3TbtWt + 1.2fyv因为 z = 1.20，Np0 = 098861401.30911458333 + 1.2解上方程Astl = z = 1.200.20 = 198mm2 0.0033取 ecu = 0.0033按混凝土结构设计规范(7.1.4-1)xb = 0.55按混凝土结构设计规范(7.2.1-1), As = 0, Ap = 0M = x = h0 - = 420 - 17mm xbh0 = 0.55420 = 231.00mm按混凝土结构设计规范(7.2.1-2)a1fcbx = fyAs得As = 202mm2最小配筋率 As Asmin = rminA = 0.0021112500