阳台雨蓬挑檐计算书.doc

北京世纪旗云软件技术有限公司阳台雨蓬挑檐计算书项目名称_构件编号_日期_设 计_校 对_审核_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:挑檐梁宽bb:240mm梁高hb:500mm挑板宽L:1300mm梁槛高ha:0mm梁槛宽ba:0mm墙厚bw:240mm板下沉h0:180mm板斜厚h1:20mm板净厚h2:100mm上翻板高h3:200mm上翻板厚t1:80mm翻板斜高h4:300mm翻板角度A:90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:0.50kN/m2板上均布恒载gk:0.50kN/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:100.00kN/m墙体容重gW:19.00kN/m3过梁上墙高Hw:2600mm墙洞宽ln:4000mm墙洞高hn:1500mm梁伸入墙内Dl:1100mm墙洞下墙高hw:1300mm材料信息混凝土等级:C25混凝土强度设计值fc:11.90N/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:砖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) = (3500 - 240) = 12096000mm3mcor = 2(bcor + hcor) = 2(240 - 302 + 500 - 302) = 1240mm过梁截面面积A = bbhb = 240500 = 120000mm22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(0.50 + 2.75) + 1.400.50 = 4.600kN/m2PT = gGgF + gQPk = 1.200.60 + 1.400.00 = 0.72kN/m倾覆力矩MOV = = 5.03kN?m23 挑板根部的内力计算MTmax = MOV = 5.03kN?mVTmax = qTL + pT = 4.601300/103 + 0.72 = 6.70kN/m24 计算过梁内力因为墙体材料是砖，所以hw0 = min(hw,ln/3) = min(1300,4000/3) = 1300mmgw = gwbwhw0 = 19.00 240 1300 = 5.93kN/mgL = gL(bbhb + haba) = 25.00(240500 + 00)/106 = 3.00kN/mqL = gG(gL + gW) + qTL + pT= 1.20 (3.00 + 5.93) + 4.60 1300/1000 + 0.72 = 17.41kN/ml0 = 1.05ln = 1.05 4000 = 4200.0mmMmax = Vmax = Tmax = = = 11.25kN?m3抗倾覆验算l1 = bw = 240mml2 = l1/2 = 120mml3 = ln/2 = 2000mm=15.15kN/m实际计算出来的Gr Mov = 5.034kN?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 = 0.251.0011.90100090 = 267.8103NVmax = 6.70kN 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 - = 90 - 4.83mm423 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 = 192mm2最小配筋率 As计算每1000mm的配筋率0.2400%，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 = 0.0020(20 + 2100)1300/2 = 286.00mm2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(,240) = 171mm计算局部受压面积Al = a0b = 171 240 = 41160mm2计算影响砌体局部抗压强度的计算面积A0 = (Dl + bw)bw = (1100 + 240) 240 = 321600mm2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 17.41 4200.0 = 36.6kNhgfAl = 1.0 1.25 1.70 41160 = 87.46kN 36.6kN,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 = 500mmb = bb = 240mmh0 = h - as = 500 - 30 = 470mmM = Mmax = 38.40mm61 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 = 0.251.0011.90240470 = 335.6103NVmax = 36.57kN 335.6kN, 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 = 25 0.7ft = 0.71.27 = 0.89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） = = 1.28 0.175ft = 0.1751.270 = 0.2222N/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= 0.324N/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= 0.269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 = 0.169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 = 0112540001.27712096000 + 1.2解上方程Astl = z = 1.200.27 = 280mm2 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 - = 470 - 30mm Asmin = rminA = 0.0020120000 = 240mm2取As = Asmin = 240mm2612 梁钢筋划分顶部纵向钢筋面积Atop = As + Astl底部纵向钢筋面积Abot =