1、陽臺雨蓬挑挑檐計算算書項目名稱_構(gòu)件編編號_日期_設(shè) 計_校 對_審核_一、基本資資料1設(shè)計計規(guī)范: 建筑結(jié)構(gòu)構(gòu)荷載規(guī)規(guī)范（GB550000920001）混凝土結(jié)結(jié)構(gòu)設(shè)計計規(guī)范（GB500102002）砌體結(jié)構(gòu)構(gòu)設(shè)計規(guī)規(guī)范（GB550000320001）2設(shè)計計參數(shù): 幾何信息類型:陽陽臺梁寬bb:2500mm梁高h(yuǎn)b:8000mm挑板寬L:15000mmm伸板寬btt:18000mmm伸板厚htt:1000mm墻厚bw:2000mm板下沉h00:3800mm板斜厚h11:0mmm板凈厚h22:1200mm上翻板高h(yuǎn)h3:3800mm上翻板厚tt1:80mmm上翻板厚tt2:0mmm第一排縱筋

2、筋至梁近近邊距離離as:30mmm荷載信息板端集中活活載Pk:1.550kNN/m板上均布活活載qk:1.000kNN/m22板上均布恒恒載gk:4.000kNN/m22混凝土容重重L:2.000kNN/m22恒載分項系系數(shù)G:4.550kNN/m22活載分項系系數(shù)Q:25.00kkN/mm3指定梁上抗抗傾覆荷荷載Gr:1.220墻體容重W:1.440過梁上墻高高Hw:80.00kkN/mm材料信息混凝土等級級:C255混凝土強度度設(shè)計值值fc:11.90NN/mmm2主筋級別:HRBB4000(200MnSSiV、20MMnSiiNb、20MMnTii)主筋強度設(shè)設(shè)計值ffy:3600N/m

3、mm2箍筋級別:HPBB2355(Q2235)強度設(shè)計值值fyv:2100N/mmm2墻體材料:磚砌體抗壓強強度設(shè)計計值f:1.7700NN/mmm2二、計算過過程1荷載載計算11 計算x0 x0 = 0.113l1,L1 = bwx0 = 26.00mmm12 傾覆荷荷載計算算 EQ gT = L(f(h1 + 2h2,2) EQ = 25.00(f(0 + 2120,2) = 3.00kN/m22qT = G(gk + gT) + Qqk = 1.220(4.000 + 3.00) + 1.44011.000 = 9.8800kkN/mm2PT = GgF + QPk = 1.22000.

4、766 + 1.44011.500 = 3.001kNN/m傾覆力矩MOV = EQ f(1,2)qT(L + x0)2 + PT(L + x0) EQ = f(1,2)9.80(1500 + 26.00)2/1066 + 3.001(15000 + 266.000)/1103= 16.01kkN?mm13 挑板根根部的內(nèi)內(nèi)力計算算MTmaxx = MOV = 166.011kN?mVTmaxx = qTL + pT = 9.880115000/1003 + 3.001 = 177.711kN/m14伸伸板根部部內(nèi)力計計算gS = Lht/1003 = 25.001000/10000 = 22

5、.500kN/m2qS = G(gk1 + gS) + Qqk1= 1.220(4.550 + 2.50) + 1.44022.000 = 11.20kkN/mm2 EQ MSmaxx = f(1,22)qsbtdba33(2) EQ = f(1,2)11.202= 118.114kNN?mVSmaxx = qsbt = 11.2018000 = 200.166kN2抗傾傾覆驗算算l1 = bw = 2000mml2 = 0.55l1 = 1000mmGr產(chǎn)生的的抗傾覆覆力矩MrG = 0.8Gr(L2 - x0) = 0.8 800.000 (1000 - 266.0) = 4.7736kk

6、N?mm過梁自重產(chǎn)產(chǎn)生的抗抗傾覆力力矩MrL = 0.8ggL(0.55bb - x0) = 0.8 5.00 (0.55 2500 - 26.0) = 00.3996kNN?m伸板產(chǎn)生的的抗傾覆覆力矩MrS = 0.8(ggS + gk1)bt(0.55bt + bb - x0) = 0.8 (22.500 + 4.550) 118000 (0.5 18800 + 2250 - 226.00) = 111.3330kNN?m總的抗傾覆覆力矩Mr = MrG + MrL + MrS = 4.7366 + 0.3396 + 111.3330 = 116.4462kkN?mm MMov = 166

7、.0007kNN?m ,滿足抗傾覆覆要求3挑板板相關(guān)計計算31 挑板截截面尺寸寸驗算h = hh1 + h2 = 0 + 1220 = 1220mmmh0 = h - as = 1200 - 30 = 990mmm按混凝土結(jié)結(jié)構(gòu)設(shè)計計規(guī)范(7.55.1)0.25ccfcbh0 = 0.22511.000111.9001000090 = 2267.81103NVmax = 117.771kNN 0.00333取cu = 0.00333按混凝土結(jié)結(jié)構(gòu)設(shè)計計規(guī)范(7.11.4-1)b = EQ F(11,1 + F(ffy,Escu) = EQ F(0.80,1 + F(360,2.01050.00

8、3330) = 0.52322 受壓區(qū)區(qū)高度xx按混凝土結(jié)結(jié)構(gòu)設(shè)計計規(guī)范(7.22.1-1), As = 0, Ap = 0M = EQ 11fcbxbb bbc(h0 - F(x,2) x = hh0 - EQ r(,ho(0,2) - FF(2MM,1fcb) = 990 - EQ r(,902 - F(2116.0011106,1.0011.9010000) = 16.45mmm323 受拉鋼鋼筋截面面積As按混凝土結(jié)結(jié)構(gòu)設(shè)計計規(guī)范(7.22.1-2)1fcbxx = fyAs得As = EQ f(1fcbx,fy) = EQ f(1.0011.90100016.45,360) = 5444mmm2As AAsmiin = miinA = 0.00020012200000 = 2440mmm233 挑板分分布鋼筋筋計算按照最小配配筋率計計算最小配筋率率 EQ min = maax(00.455f(ft,fy),00.0002) = mmax(0.445f(11.2