雨蓬计算书一、基本资料1.设计规范:《建筑结构荷载规范》(GB50009—2001)《混凝土结构设计规范》(GB50010—2002)《砌体结构设计规范》(GB50003—2001)2.设计参数:几何信息类型: 雨篷梁宽b b: 300mm梁高h b: 400mm挑板宽L: 1500mm梁槛高h a: 0mm梁槛宽b a: 0mm墙厚b w: 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a s: 30mm 荷载信息板端集中活载标准值P k: 1.00kN/m板上均布活载标准值q k: 0.70kN/m2板上均布恒载标准值g k: 0.80kN/m2混凝土容重γL: 28.00kN/m3恒载分项系数γG: 1.20活载分项系数γQ: 1.40指定梁上抗倾覆荷载G r: 100.00kN/m墙体容重γW: 5.50kN/m3过梁上墙高H w: 1100mm墙洞宽l n:1800mm墙洞高h n: 0mm梁伸入墙内D l: 500mm墙洞下墙高h w: 0mm材料信息混凝土等级: C30混凝土强度设计值f c: 14.30N/mm2主筋级别: HRB335(20MnSi)主筋强度设计值f y: 300N/mm2箍筋级别: HPB235(Q235)强度设计值f yv: 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W t = b26(3h - b) = 3002/6×(3×400 - 300) = 150000mm3μcor = 2(b cor + h cor) = 2×(300 - 30 × 2 + 400 - 30 × 2) = 1160mm 过梁截面面积A = b b h b = 300×400 = 120000mm22.荷载计算2.1 计算x0x0 = 0.13l1,L1 =b wx0 = 39mm2.2 倾覆荷载计算g T = γL(h1 + 2h22) =28.00x(0+2*130)*1/2=3.64KN/m2q T = γG(g k + g T) + γQ q k = 1.20×(0.80 + 1.10) + 1.40×0.70 = 3.260kN/m2 P T = γG g F+ γQ P k= 1.20×0.45 + 1.40×1.00 = 1.94kN/m倾覆力矩M OV = 12q T(L + x0)2 + PT(L + x0)=1/2x3.26x(1500+39)2/106+1.94x(1500+39)/103= 6.85kN·m2.3 挑板根部的内力计算M Tmax = M OV = 6.85kN·mV Tmax = q T L + p T = 3.26×1000/103 + 1.94 = 5.2kN/m 2.4 计算过梁内力因为墙体材料是砌块,所以h w0 = min(h w,l n/2) = min(1100,1800/2) = 1100mmg w = γw b w h w0 = 5.50 × 300 × 1100 = 1.81kN/mg L = γL(b b h b + h a b a) = 28.00×(300×400 + 0×0)/106 = 3.36kN/m q L= γG(g L + g W) + q T L + p T= 1.20 × (3.36 + 1.81) + 3.260 × 1000/1000 + 1.94 = 9.5kN/m l0 = 1.05l n = 1.05 × 1800 = 1890.0mmM max = 1/8q l*lo2=1/8*9.5*18902=4.24KN/mV max = 12q L l0 =12×13.99 × 3780 = 26.44kN =1/2ql*lo=1/2*9.5*1890=8.98KNT max = 12l n[q T LL + b b2+ p T(L +b b2)]= 1/2*1800*【3.26*1500*(1500+300)/(2*106)+1.94*(1500+300/2)/103】/103= 6.85kN·m3.抗倾覆验算l1 = b w = 300mml2 = l1/2 = 150mml3 = l n/2 = 900mmG r = γw b w[H w(l n + 2D l + 2l3) - (l n h n + l32)]l n + 2D l=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G r < 用户输入的G r取G r = 100.00kN/ml1 = b w = 300mml2 = 0.5l1 = 150mmG r产生的抗倾覆力矩M rG = 0.8G r(L2 - x0) = 0.8 × 100.00 × (150 - 39) = 8.800kN·m 过梁自重产生的抗倾覆力矩M rL = 0.8×g L(0.5b b - x0) = 0.8 × 3.36 × (0.5 × 300 - 39) = 0.298kN·m 总的抗倾覆力矩M r = M rG + M rL = 8.8 + 0.298 = 9.098kN·m > M ov = 6.85kN·m , 满足抗倾覆要求4.挑板相关计算4.1 挑板截面尺寸验算按混凝土结构设计规范(7.5.1)0.25βc f c bh0 = 0.25×1.00×14.30×1000×100 = 357.5×103NV max = 8.98kN < 357.5kN, 截面尺寸满足要求4.2 挑板配筋计算4.2.1相对界限受压区高度ξb εcu = 0.0033 - (f cu,k - 50)×10-5 = 0.0033 - (30 - 50)×10-5 = 0.0035 > 0.0033 取 εcu = 0.0033按混凝土结构设计规范(7.1.4-1)ξb =β11 +f yE s εcu=0.801 +3002.0×105×0.00330= 0.554.2.2 受压区高度x按混凝土结构设计规范(7.2.1-1), A 's = 0, A 'p = 0 M = α1f c bx ⎝⎛⎭⎫h 0 - x2x = h 0 -h 02 -2Mα1f c b= 5.05mm 4.2.3 受拉钢筋截面积A s 按混凝土结构设计规范(7.2.1-2) α1f c bx = f y A s得 A s =α1f c bxf y=1.00×14.30×1000×5.00300= 238mm 2A s > A smin = ρmin A = 0.0021×100000 = 214mm 2 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! 4.3 挑板分布钢筋计算 按照最小配筋率计算 最小配筋率ρmin = max(0.45f t f y,0.002) = max(0.45×1.43300,0.002) = 0.0021A sTbfb = ρmin (h 1 + 2h 2)L/2 = 0.0021×(0 + 2×130)×1000/2 = 273mm 2 实际挑板分布钢筋配置,取直径为8mm,间距为180mm 5.梁端局部受压验算 计算梁端有效支承长度a 0 = min(10h cf ,b b) = min(153.4,300) = 153.4mm 计算局部受压面积 A l = a 0b = 153.4 × 300 = 46020mm 2 计算影响砌体局部抗压强度的计算面积 A 0 = (D l + b w )b w = (500 + 300) × 300 = 240000mm 2 局部受压强度提高系数γ =1 + 0.35A 0A l- 1 =1.72 > 1.25 γ = 1.25梁端支承处砌体局部受压承载力计算公式 N l ≤ηγfA l N l = 0.5q L l 0 = 0.5 × 9.5 × 1890 = 8.98kNηγfA l = 1.0 × 1.25 × 1.70 × 46020 = 97.8kN > 8.98kN,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 = h b = 400mm b = b b = 300mm h 0 = h - a s = 400 - 30 = 370mmM = M max = 4.24kN·m 6.1 过梁截面截面尺寸验算 按混凝土结构设计规范(7.5.1) 0.25βc f c bh 0 = 0.25×1.00×14.30×300×370 = 397×103N V max = 8.98kN < 397kN, 截面尺寸满足要求 6.2 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) f cu,k = 30 N/mm 2 < 50 N/mm 2, 故βc = 1.0V bh 0 + T0.8W t= 0.7832 ≤ 0.25βc f c = 0.25×1.00×14.30= 3.58截面尺寸满足要求。
6.3 验算可否按照构造配筋 按混凝土结构设计规范(7.6.2-1)V bh 0 + TW t= 0.6382 ﹤0.7f t = 0.7×1.43 = 1.00不需计算配筋。
6.4 计算受扭纵筋最小配筋率 按混凝土结构设计规范(10.2.5)T Vb = 988614026437×250= 1.50 < 2.0 按混凝土结构设计规范(10.2.5)ρtl,min = 0.6T Vb f tf y= 0.6×988614026437×250×1.43300= 0.35%A tl,min = ρtl,min bh = 0.35%×250×450 = 394mm 26.5 计算剪扭箍筋最小配箍率 按混凝土结构设计规范(10.2.12) ρsv,min = 0.28f t f yv= 0.28×1.43210 = 0.191%⎝⎛⎭⎫A sv s min = ρsv,min b = 0.191% × 250 = 0.477mm 2/mm6.6 验算是否可以忽略扭矩 根据混凝土结构设计规范7.6.11TW t= 0.6N/mm 2 > 0.175f t = 0.175×1.430 = 0.2502N/mm 2计算时不能忽略扭矩的影响6.7 验算是否可以忽略剪力 根据混凝土结构设计规范7.6.11Vbh 0= =0.0382N/mm 2 < 0.35×f t = 0.35×1.430 = 1.4300N/mm 2 计算时可以忽略剪力的影响,取A svs= 0.0 6.8 计算混凝土受扭承载力降低系数 按混凝土结构设计规范(7.6.8-2)βt =1.51 + 0.5V T W t bh 0 = 1.51 +0.5×26437×114583339886140×250×420= 1.309 > 1.0取 βt =1.06.9 计算腹板箍筋数量根据混凝土结构设计规范式7.6.8-3A stl s = T - 0.35f t W t1.2ζf yv A cor=9886140×1000 - 0.35×1.31×1.43×114583331.2×1.20×210×0= 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A sv ns + A stl s = 0.0002 + 0.203 = 0.203mm 2mm< ρmin b = 0.191%×250 = 0.4767mm 2/mm, 取A sv ns + A stl s = 0.477mm 2mm取采用双肢箍筋(n=2),箍筋间距为100mm,箍筋直径为8mm 相应的配筋率为 ρsv = A sv /bs = 2×50.3/(250×100) = 0.402% > ρsv,min = 0.191% 满足要求6.10 计算抗扭钢筋根据混凝土结构设计规范7.6.8-3 T ≤βt ⎝⎛⎭⎫0.35f t + 0.05N p0A 0 W t + 1.2ζ f yv A stl A cors因为 ζ = 1.20,N p0 = 09886140≤1.309()0.35×1.43 ×11458333 + 1.2×1.20 A stl ×74100.00s解上方程 A stl s = 0.20mm 2mmA stl = ζA stl u cor f yv sf y = 1.20×0.20×1160×210300= 198mm 2 <A stl,min = 393.513309mm 2取 A stl = A stl,min = 394mm 26.11 计算受弯钢筋εcu = 0.0033 - (f cu,k - 50)×10-5 = 0.0033 - (30 - 50)×10-5 = 0.0035 > 0.0033 取 εcu = 0.0033按混凝土结构设计规范(7.1.4-1)ξb =β11 +f yE s εcu=0.801 +3002.0×105×0.00330= 0.55按混凝土结构设计规范(7.2.1-1), A 's = 0, A 'p = 0 M = α1f c bx ⎝⎛⎭⎫h 0 - x2x = h 0 -h 02 -2Mα1f c b= 420 - 4202- 2×24.98×1061.00×14.30×250= 17mm< ξb h 0 = 0.55×420 = 231.00mm按混凝土结构设计规范(7.2.1-2) α1f c bx = f y A s得 A s =α1f c bxf y=1.00×14.30×250×17300 = 202mm 2最小配筋率ρmin = max(0.45f tf y,0.002) = max(0.45×1.43300,0.002) = 0.0021A s < A smin = ρmin A = 0.0021×112500 = 241mm 2 取A s = 241mm 2取A's = A smin = 241mm 2 6.12 梁钢筋划分 顶部纵向钢筋面积A top = A's + A stl ·b cor u cor =241 + 394×3901160 = 374mm 2底部纵向钢筋面积A bot = A s + A stl ·b cor u cor =241 + 394×3901160 = 374mm 2每侧面纵向钢筋面积A mid = A stl ·h cor u cor = 394×1901160= 64mm 2腹板顶部纵向钢筋实际配筋:3B 16 腹板底部纵向钢筋实际配筋:4B 16单侧中部: 2B 16。