混凝土懸挑雨棚梁設(shè)計

1、混凝土懸挑雨棚梁設(shè)計1、設(shè)計規(guī)范：建筑結(jié)構(gòu)荷載規(guī)范(GB500092001)混凝土結(jié)構(gòu)設(shè)計規(guī)范(GB50010 2002)砌體結(jié)構(gòu)設(shè)計規(guī)范(GB500032001)2、設(shè)計內(nèi)容：混凝土懸挑雨棚荷載、凝土懸挑雨棚計算簡圖、混凝 土懸挑雨棚梁內(nèi)力、混凝土懸挑雨棚梁的截面設(shè)計、3、設(shè)計參數(shù)：雨篷信息：梁寬400mm、高240mm、挑板寬1200mm、 墻厚240mm、板7厚100mm、荷載信息：挑梁上墻高 2100mm、板 上均布活載qk: 0.80kN/m2板上均布恒載gk: 1.00kN/m2 混凝土 容重 L: 25.00kN/m3 梁伸入墻內(nèi)Dl: 500mm墻體容重 W:20.00kN/m

2、3過梁上墻高 Hw:2100mm 墻洞寬ln:1200mm 墻洞 下墻高h(yuǎn)w:1400mm混凝土等級：C30混凝土強度設(shè)計值fc: 14.30N/mm2混凝土強度設(shè) 計值fc: 14.30N/mm2主筋級別：HPB235(Q235)主筋強度設(shè)計值 fy: 210N/mm2 箍筋級別：HPB235(Q235)強度設(shè)計值 fyv:210N/mm2墻體材料：石專 砌體抗壓強度設(shè)計值f:4、荷載計算1 .計算過梁截面力學(xué)特性根據(jù)混凝土結(jié)構(gòu)設(shè)計規(guī)范式7.6.3-1過梁截面b22402Wt = -6 (3h - b) = -6- 乂 (3X 400 - 240) = 9216000mm3cor = 2(b

3、cor + hcor) = 2X(240 - 30X 2 + 400 - 30X 2)=1040mm過梁截面面積A = bbhb = 240 x 400 = 96000mm22 .荷載計算3 .計算x0x0 = 0.13L1,L1 = bw x0 = 31.20mm4.傾覆荷載計算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傾覆力矩八 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.挑板根部的內(nèi)力計算MTmax = MOV = 5.37kN.mVTmax = qTL + pT = 5.92 乂 1200/103 + 0.72 = 7.82kN/m計算過梁內(nèi)力因為墻體材料是磚，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.過梁截面配筋計算在以下計算過程中h = hb = 400mm b = bb = 240mmh0 = h - as = 400 - 30 = 370mm過梁截面截面尺寸驗算按混凝土結(jié)構(gòu)設(shè)計規(guī)范(7.5.1)0.25 cfcbh0 = 0.25X 1.00X 14.30X240X370 = 317.5X103NV = 7.80kN < 317.5kN,截面尺寸滿足要求驗算截面剪扭承載力限制條件按混凝土結(jié)構(gòu)設(shè)計規(guī)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截面尺寸滿足要求。驗算可否按照構(gòu)造配筋按混凝土結(jié)構(gòu)設(shè)計規(guī)范（7.6.2-1）V T 78053639168bh0 + Wt = 240X370 + 9216000 = 0.483 < 0.7ft= 0.7X 1.43 = 1.00可以按構(gòu)造配筋。計算受紐縱筋最小配筋率按混凝土結(jié)構(gòu)設(shè)計規(guī)范（10.2.5）TVb36391687805X 240=1.94 < 2.0按混凝土結(jié)構(gòu)設(shè)計規(guī)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梁鋼筋劃分 因為按照構(gòu)造配筋A(yù)stl = Atl,min = 546.71mm2頂部縱向鋼筋面積Atop = A's +bcor340Astl -Astl -UCor =294 + 547X W40 = 473mm2底部縱向鋼筋面積Abot = As +bcor340Ucor =294 + 5