阳台雨蓬挑檐计算书.doc

阳台雨蓬挑檐计算书一、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:雨蓬梁宽bb:240mm梁高hb:400mm挑板宽L:1200mm梁槛高ha:0mm梁槛宽ba:0mm墙厚bw:240mm板下沉h0:0mm板斜厚h1:40mm板净厚h2:100mm上翻板高h3:300mm上翻板厚t1:0mm上翻板厚t2:80第一排纵筋至梁近边距离as:30mm荷载信息板端集中活载Pk:0.00kN/m板上均布活载qk:0.80kN/m2板上均布恒载gk:1.00kN/m2混凝土容重gL:25.00kN/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:75.00kN/m墙体容重gW:20.00kN/m3过梁上墙高Hw:2100mm墙洞宽ln:1200mm墙洞高hn:0mm梁伸入墙内Dl:500mm墙洞下墙高hw:1400mm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:HPB235(Q235)主筋强度设计值fy:210N/mm2箍筋级别:HPB235(Q235)强度设计值fyv:210N/mm2墙体材料:砖砌体抗压强度设计值f:10.000N/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) = (3400 - 240) = 9216000mm3mcor = 2(bcor + hcor) = 2(240 - 302 + 400 - 302) = 1040mm过梁截面面积A = bbhb = 240400 = 96000mm22荷载计算21 计算x0x0 = 0.13L1,L1 = bwx0 = 31.20mm22 倾覆荷载计算qT = gG(gk + gT) + gQqk = 1.20(1.00 + 3.00) + 1.400.80 = 5.920kN/m2PT = gGgF + gQPk = 1.200.60 + 1.400.00 = 0.72kN/m倾覆力矩MOV = = 5.37kN.m23 挑板根部的内力计算MTmax = MOV = 5.37kN.mVTmax = qTL + pT = 5.921200/103 + 0.72 = 7.82kN/m24 计算过梁内力因为墙体材料是砖，所以hw0 = min(hw,ln/3) = min(1400,1200/3) = 400mmgw = gwbwhw0 = 20.00 240 400 = 1.92kN/mgL = gL(bbhb + haba) = 25.00(240400 + 00)/106 = 2.40kN/mqL = gG(gL + gW + qTL + pT)= 1.20 (2.40 + 1.92) + 5.92 1200/1000 + 0.72 = 13.01kN/ml0 = 1.05ln = 1.05 1200 = 1260.0mmMmax = Vmax = Tmax = = = 3.64kN.m3抗倾覆验算l1 = bw = 240mml2 = l1/2 = 120mml3 = ln/2 = 600mm=3.19kN/m实际计算出来的Gr Mov = 5.373kN.m ,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 = 0.251.0014.301000110 = 393.3103NV = 7.82kN 0.0033取 ecu = 0.0033按混凝土结构设计规范(7.1.4-1)xb = 0.61422 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 - = 110 - 3.47mm423 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 = 236mm2最小配筋率 计算每1000mm的配筋率0.4290%，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 = 0.0031(40 + 2100)1200/2 = 441.26mm2实际挑板分布钢筋配置,取直径为10mm,间距为200mm5过梁梁端局部受压验算计算梁端有效支承长度a0 = min(10,bb) = min(,240) = 63mm计算局部受压面积Al = a0b = 63 240 = 15179mm2计算影响砌体局部抗压强度的计算面积A0 = (Dl + bw)bw = (500 + 240) 240 = 177600mm2局部受压强度提高系数 1.25g = 1.25梁端支持处砌体局部受压承载力计算公式NlhgfAlNl = 0.5qLl0 = 0.5 13.01 1260.0 = 8.2kNhgfAl = 0.7 1.25 10.00 15179 = 132.82kN 8.2kN,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 = 240mmh0 = h - as = 400 - 30 = 370mm61 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 = 0.251.0014.30240370 = 317.5103NV = 7.80kN 317.5kN, 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 50mm2, 故bc = 1.0 = = 0.581 0.25bcfc = 0.251.0014.30= 3.58截面尺寸满足要求。63 验算可否按照构造配筋按混凝土结构设计规范（7.6.2-1） = = 0.483 0.7ft= 0.71.43 = 1.00可以按构造配筋。64 计算受纽纵筋最小配筋率按混凝土结构设计规范（10.2.5） = = 1.94 rsv,min = 0.191满足要求66 计算受弯钢筋ecu = 0.0033 - (fcu,k - 50)10-5 = 0.0033 - (30 - 50)10-5 = 0.0035 0.0033取 ecu = 0.0033按混凝土结构设计规范(7.1.4-1)xb = 0.61按混凝土结构设计规范(7.2.1-1), As = 0, Ap = 0M = x = h0 - = 370 - 2mm xbh0 = 0.61370 = 227.16mm按混凝土结构设计规范(7.2.1-2)a1fcbx = fyAs得As = 33mm2最小配筋率 Asmin = rminA = 0.003196000 = 294mm2取As = 294mm2取As = Asmin = 294mm267