mm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（GB500092023）混凝土结构设计规范（GB500102023）砌体结构设计规范（GB500032023）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: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) = 300/6(3400 - 300) = 150000mm3mcor = 2(bcor + hcor) = 2(300 - 30 2 + 400 - 30 2) = 1160mm过梁截面面积A = bbhb = 300400 = 120230mm22荷载计算21 计算x0x0 = 0.13l1,L1 = bwx0 = 39mm22 倾覆荷载计算=28.00x（0+2*130）*1/2=3.64KN/mqT = gG(gk + gT) + gQqk = 1.20(0.80 + 1.10) + 1.400.70 = 3.260kN/m2PT = gGgF + gQPk = 1.200.45 + 1.401.00 = 1.94kN/m倾覆力矩MOV = =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 = 3.261000/103 + 1.94 = 5.2kN/m24 计算过梁内力由于墙体材料是砌块，所以hw0 = min(hw,ln/2) = min(1100,1800/2) = 1100mmgw = gwbwhw0 = 5.50 300 1100 = 1.81kN/mgL = gL(bbhb + haba) = 28.00(300400 + 00)/106 = 3.36kN/mqL = gG(gL + gW) + qTL + pT= 1.20 (3.36 + 1.81) + 3.260 1000/1000 + 1.94 = 9.5kN/ml0 = 1.05ln = 1.05 1800 = 1890.0mmMmax = 1/8ql*lo2=1/8*9.5*18902=4.24KN/mVmax = =1/2ql*lo=1/2*9.5*1890=8.98KNTmax = = 1/2*1800*【3.26*1500*（1500+300）/（2*106）+1.94*（1500+300/2）/103】/103= 6.85kNm3抗倾覆验算l1 = bw = 300mml2 = l1/2 = 150mml3 = ln/2 = 900mm=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 ,满足抗倾覆规定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 = 0.251.0014.301000100 = 357.5103NVmax = 8.98kN 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 - = 5.05mm423 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%，满足规定! 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 + 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) = 153.4mm计算局部受压面积Al = a0b = 153.4 300 = 46020mm2计算影响砌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 1.25g = 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 9.5 1890 = 8.98kNhgfAl = 1.0 1.25 1.70 46020 = 97.8kN 8.98kN,满足局部受压规定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 = 4.24kNm61 过梁截面截面尺寸验算按混凝土结构设计规范(7.5.1)0.25bcfcbh0 = 0.251.0014.30300370 = 397103NVmax = 8.98kN 397kN, 截面尺寸满足规定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 50 N/mm2, 故bc = 1.0 = 0.7832 0.25bcfc = 0.251.0014.30= 3.58截面尺寸满足规定。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） = 0.6382 0.7ft = 0.71.43 = 1.00不需计算配筋。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=0.0382N/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满足规定610 计算抗扭钢筋根据混凝土结构设计规范7.6.8-3TbtWt + 1.2fyv由于 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 = 241mm2取As = 241mm2取As = Asmin = 241mm2612 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 = As + Astl每侧面纵向钢筋面积Amid = Astl腹板顶部纵向钢筋实际配筋:3B16腹板底部纵向钢筋实际配筋:4B16单侧中部: 2B16