混凝土悬挑雨棚梁设计

1、混凝土悬挑雨棚梁设计1、设计规范：建筑结构荷载规范(GB500092001)混凝土结构设计规范(GB50010 2002)砌体结构设计规范(GB500032001)2、设计内容：混凝土悬挑雨棚荷载、凝土悬挑雨棚计算简图、混凝 土悬挑雨棚梁内力、混凝土悬挑雨棚梁的截面设计、3、设计参数：雨篷信息：梁宽400mm、高240mm、挑板宽1200mm、 墙厚240mm、板7厚100mm、荷载信息：挑梁上墙高 2100mm、板 上均布活载qk: 0.80kN/m2板上均布恒载gk: 1.00kN/m2 混凝土 容重 L: 25.00kN/m3 梁伸入墙内Dl: 500mm墙体容重 W:20.00kN/m

2、3过梁上墙高 Hw:2100mm 墙洞宽ln:1200mm 墙洞 下墙高hw:1400mm混凝土等级：C30混凝土强度设计值fc: 14.30N/mm2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:210N/mm2墙体材料：石专 砌体抗压强度设计值f:4、荷载计算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b22402Wt = -6 (3h - b) = -6- 乂 (3X 400 - 240) = 9216000mm3cor = 2(b

3、cor + hcor) = 2X(240 - 30X 2 + 400 - 30X 2)=1040mm过梁截面面积A = bbhb = 240 x 400 = 96000mm22 .荷载计算3 .计算x0x0 = 0.13L1,L1 = bw x0 = 31.20mm4.倾覆荷载计算h1 + 2h240 + 2 100gT = L(-) = 25.00X (2) = 3.00kN/m2qT = G(gk + gT) + Qqk = 1.20X(1.00 + 3.00) + 1.40X0.805.920kN/m2PT = GgF + QPk = 1.20X 0.60 + 1.40X 0.00 =

4、0.72kN/m倾覆力矩八 1MOV = 2qT(L + x0)2 + PT(L + x0)1X 5.92X (1200 + 31.20)2/106 + 0.72X (1200 + 31.20)/103=5.37kN.m5.挑板根部的内力计算MTmax = MOV = 5.37kN.mVTmax = qTL + pT = 5.92 乂 1200/103 + 0.72 = 7.82kN/m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 x 240 x 400 = 1.92kN/mg

5、L = L(bbhb + haba) = 25.00X (240X400 + 0X0)/106 = 2.40kN/mqL = G(gL + gW + qTL + pT)=1.20 X (2.40 + 1.92) + 5.92 X 1200/1000 + 0.72 =13.01kN/ml0 = 1.05ln = 1.05 x 1200 = 1260.0mmMmax = 1qLl02 = 1X 13.01 x 12602 = 2.58kN.m 8811Vmax = qLl0 = 2X 13.01 x 1260 = 7.80kNTmax = 11nqTL 甘善+ pT(L + bb)12 X 120

6、0 X 5.92 X 1200 X1200 + 240240X12+ 0.72 乂 (1200 + 3)=3.64kN.m6.过梁截面配筋计算在以下计算过程中h = hb = 400mm b = bb = 240mmh0 = h - as = 400 - 30 = 370mm过梁截面截面尺寸验算按混凝土结构设计规范(7.5.1)0.25 cfcbh0 = 0.25X 1.00X 14.30X240X370 = 317.5X103NV = 7.80kN < 317.5kN,截面尺寸满足要求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 < 50m

7、m2,故 c = 1.036391680.8X9216000 = 0.581 WV T _7805bh0 + 0.8Wt = 240X 3700.25 cfc=0.25X 1.00X 14.30= 3.58截面尺寸满足要求。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 T 78053639168bh0 + Wt = 240X370 + 9216000 = 0.483 < 0.7ft= 0.7X 1.43 = 1.00可以按构造配筋。计算受纽纵筋最小配筋率按混凝土结构设计规范（10.2.5）TVb36391687805X 240=1.94 < 2.0按混凝土结构设计规范（10.2.5）tl,min = 0.6T ftVb fy=0.6X3639168 x13,7805X240 2100.57%Atl,min = tl,minbh = 0.57% x 240 x 400 = 547mm2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 = A's +bcor340Astl -Astl -UCor =294 + 547X W40 = 473mm2底部纵向钢筋面积Abot = As +bcor340Ucor =294 + 5