阳台雨蓬挑檐计算书.doc

1、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

2、qk: 0.80kN/m2板上均布恒载 gk: 1.00kN/m2混凝土容重 L: 25.00kN/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: 75.00kN/m墙体容重 W: 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: 210

3、N/mm2墙体材料: 砖砌体抗压强度设计值 f: 10.000N/mm280300100401200240400二、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) = 9216000mm3b26 24026cor = 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 gT = L(f

4、(h1 + 2h2,2)= 25.00(f(40 + 2100,2) = 3.00kN/m2qT = G(gk + gT) + Qqk = 1.20(1.00 + 3.00) + 1.400.80 = 5.920kN/m2PT = GgF + QPk = 1.200.60 + 1.400.00 = 0.72kN/m倾覆力矩MOV = 12qT(L + x0)2 + PT(L + x0)= 125.92(1200 + 31.20)2/106 + 0.72(1200 + 31.20)/103= 5.37kN.m23 挑板根部的内力计算MTmax = MOV = 5.37kN.mVTmax = qT

5、L + 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 = wbwhw0 = 20.00 240 400 = 1.92kN/mgL = L(bbhb + haba) = 25.00(240400 + 00)/106 = 2.40kN/mqL = G(gL + gW + qTL + pT)= 1.20 (2.40 + 1.92) + 5.92 1200/1000 + 0.72 = 13.01kN/ml0 = 1.05ln = 1.05 12

6、00 = 1260.0mmMmax = 18qLl02 = 1813.01 12602 = 2.58kN.mVmax = 12qLl0 = 1213.01 1260 = 7.80kNTmax = 12lnqTLL + bb2 + pT(L + f(bb,2)= 12 1200 5.92 1200 1200 + 2402 + 0.72 (1200 + f(240,2)= 3.64kN.m3抗倾覆验算l1 = bw = 240mml2 = l1/2 = 120mml3 = ln/2 = 600mmGr = gL + wbwHw(ln + 2Dl + 2l3) - (lnhn + l32)ln +

7、2Dl= 2.40 + 20.00 240 2100 (1200 + 2 500 + 2 600) - (1200 0 + 6002)1200 + 2 500=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)0.25cfcbh0 = 0.251.0014.301000110 = 393.3103NV = 7.82kN 0.0033取 cu = 0.0033按混凝土结构设计规范(7.1.4-1)b = 0.6111 + fyEscu =0.801 + 2102.11050.00330 =4

8、22 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 - = 110 - 3.47mmh02 - 2M1fcb 1102 - 25.371061.0014.301000 =423 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 = 236mm21fcbxfy =1.0014.3010003.47210 =最小配筋率min = max(0.45f(ft,fy) = max(0.45f(1.43,210) = 0.0031计算每 1000mm 的配筋率 0.4290%

9、，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(1.43,210) = 0.0031AsTbfb = min(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) = 63mmhcf 10 40010.00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

10、算面积A0 = (Dl + bw)bw = (500 + 240) 240 = 177600mm2局部受压强度提高系数 1.25 =1 + 0.35A0Al - 1=1 + 0.3517760015179 - 1 = 2.14 = 1.25梁端支持处砌体局部受压承载力计算公式Nl fAlNl = 0.5qLl0 = 0.5 13.01 1260.0 = 8.2kNfAl = 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 -

11、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)0.25cfcbh0 = 0.251.0014.30240370 = 317.5103NV = 7.80kN sv,min = 0.191满足要求66 计算受弯钢筋cu = 0.0033 - (fcu,k - 50)10-5 = 0.0033 - (30 - 50)10-5 = 0.0035 0.0033取 cu = 0.0033按混凝土结构设计规范(7.1.4-1)b = 0.6111 + fyEscu =0.801 + 2102.11050.00330 =按混凝土结构设计规范(7.2.1-1), A s = 0

12、, Ap = 0M = 1fcbx(h0 - x2)x = h0 - = 370 - 2mmh02 - 2M1fcb 3702 - 22.581061.0014.30240 = bh0 = 0.61370 = 227.16mm按混凝土结构设计规范(7.2.1-2)1fcbx = fyAs得 As = 33mm21fcbxfy =1.0014.302402210 =最小配筋率min = max(0.45f(ft,fy) = max(0.45f(1.43,210) = 0.0031 Asmin = minA = 0.003196000 = 294mm2取 As = 294mm2取 As = Asmin = 294mm267 梁钢筋划分因为按照构造配筋Astl = Atl,min = 546.71mm2顶部纵向钢筋面积 Atop = As + Astlbcorucor =294 + 5473401040 = 473mm2底部纵向钢筋面积 Abot = As + Astlbcorucor =294 + 5473401040 = 473mm2每侧面纵向钢筋面积 Amid = Astlhcorucor = 5471801040 = 95mm2腹板顶部纵向钢筋实际配筋:2 A18腹板底部纵向钢筋实际配筋:2 A18单侧中部: 2A10