钢筋溷凝土雨蓬计算书

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: 250mm梁高h b: 450mm挑板宽L: 1000mm梁槛高h a: 0mm梁槛宽b a: 0mm墙厚b w: 250mm板下沉h0: 100mm板斜厚h1: 0mm板净厚h2: 100mm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L: 28.00kN/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G r: 100.00kN/m墙体容重W: 5.50kN/m3过梁上墙高H w: 2550mm墙洞宽l n: 3600mm墙洞高h n: 0mm梁伸入墙内D l: 500mm墙洞下墙高h w: 2550mm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/mm2100802001001000250450二、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 = b 26 (3h - b ) = 25026×(3×450 - 250) = 11458333mm 3cor = 2(b cor + h cor ) = 2×(250 - 30 × 2 + 450 - 30 × 2) = 1160mm过梁截面面积A = b b h b = 250×450 = 112500mm 22．荷载计算 2．1 计算x 0x 0 = 0.13l 1, L 1 = b wx 0 = 32.50mm 2．2 倾覆荷载计算g T =L(h 1 + 2h 22) = 28.00×(0 + 2×1002) = 2.80kN/m 2q T = G(g k + g T ) + Q q k = 1.20×(0.80 + 2.80) + 1.40×0.70 = 5.300kN/m 2P T = G g F + Q P k = 1.20×0.45 + 1.40×1.00 = 1.94kN/m倾覆力矩 M OV = 12q T (L + x 0)2 + P T (L + x 0)= 12×5.30×(1000 + 32.50)2/106 + 1.94×(1000 + 32.50)/103= 4.83kN·m2．3 挑板根部的内力计算M Tmax = M OV = 4.83kN·mV Tmax = q T L + p T = 5.30×1000/103+ 1.94 = 7.24kN/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(2550,3600/2) = 1800mmg w = w b w h w0= 5.50 × 250 × 1800 = 2.48kN/mg L = L (b b h b + h a b a ) = 28.00×(250×450 + 0×0)/106= 3.15kN/m q L = G (g L + g W ) + q T L + p T= 1.20 × (3.15 + 2.48) + 5.30 × 1000/1000 + 1.94 = 13.99kN/m l 0 = 1.05l n = 1.05 × 3600 = 3780.0mmM max = 18q L l 02 = 18×13.99 × 37802 = 24.98kN·m V max = 12q L l 0 = 12×13.99 × 3780 = 26.44kNT max = 12l n [q T L L + b b 2+ p T (L + b b2)]=12 × 3600 × [5.30 × 1000 × 1000 + 2502×106 + 1.94 × (1000 + 2502)/103]/103 = 9.89kN·m 3．抗倾覆验算l 1 = b w = 250mm l 2 = l 1/2 = 125mm l 3 = l n /2 = 1800mmG r =w b w[H w (l n + 2D l + 2l 3) - (l n h n + l 32)]l n + 2D l=5.50 × 250 × [2550 × (3600 + 2 × 500 + 2 × 1800) - (3600 × 0 + 2)](3600 + 2 × 500) × 10-6=5.28kN/m实际计算出来的G r < 用户输入的G r 取G r = 100.00kN/m l 1 = b w = 250mm l 2 = 0.5l 1 = 125mm G r 产生的抗倾覆力矩M rG = 0.8G r (L 2 - x 0) = 0.8 × 100.00 × (125 - 32.5) = 7.400kN·m 过梁自重产生的抗倾覆力矩M rL = 0.8×g L (0.5b b - x 0) = 0.8 × 3.15 × (0.5 × 250 - 32.5) = 0.233kN·m 总的抗倾覆力矩M r = M rG + M rL = 7.400 + 0.233 = 7.633kN·m > M ov = 4.826kN·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)0.25c f c bh 0 = 0.25×1.00×14.30×1000×70 = 250.3×103N V max = 7.24kN < 250.3kN, 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bcu = 0.0033 - (f cu,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= 11 + f y E s cu = 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 =1f cbx ⎝ ⎛⎭⎪⎫h 0 - x 2x = h 0 - h 02- 2M1f cb= 70 -702- 2×4.83×1061.00×14.30×1000= 5.00mm4．2．3 受拉钢筋截面积A s按混凝土结构设计规范(7.2.1-2) 1f c bx = f y A s得 A s =1f cbx f y = 1.00×14.30×1000×5.00300= 238mm 2A s > A smin = min 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min= max(0.45f t f y ,0.002) = max(0.45×1.43300,0.002) = 0.0021A sTbfb = min (h 1 + 2h 2)L/2 = 0.0021×(0 + 2×100)×1000/2 = 214.50mm 2实际挑板分布钢筋配置,取直径为8mm,间距为200mm 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(104501.70,250) = 163mm 计算局部受压面积A l = a 0b = 163 × 250 = 40674mm 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 + 250) × 250 = 187500mm 2局部受压强度提高系数=1 + 0.35A 0A l - 1 =1 + 0.3518750040674- 1 = 1.66 > 1.25 = 1.25梁端支承处砌体局部受压承载力计算公式 N l ≤fA lN l = 0.5q L l 0 = 0.5 × 13.99 × 3780.0 = 26.4kN fA l = 1.0 × 1.25 × 1.70 × 40674 = 86.43kN > 26.4kN, 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 = 450mm b = b b = 250mmh 0 = h - a s = 450 - 30 = 420mmM = M max = 24.98kN·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)0.25c f c bh 0 = 0.25×1.00×14.30×250×420 = 375.4×103N V max = 26.44kN < 375.4kN, 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c = 1.0V bh 0 + T 0.8W t = 26437250×420 + 98861400.8×11458333= 1.330 ≤ 0.25c f c= 0.25×1.00×14.30= 3.58截面尺寸满足要求。