1500mm鋼筋混凝土雨蓬計算書.doc

雨蓬計算書一、基本資料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（GB500102002）砌體結(jié)構(gòu)設(shè)計規(guī)范（GB500032001）2設(shè)計參數(shù): 幾何信息類型:雨篷梁寬bb:300mm梁高hb:400mm挑板寬L:1500mm梁檻高ha:0mm梁檻寬ba:0mm墻厚bw:300mm板下沉h0:100mm板斜厚h1:0mm板凈厚h2:130mm上翻板高h3:200mm上翻板厚t1:80mm懸挑長度t2:0mm第一排縱筋至梁近邊距離as:30mm荷載信息板端集中活載標準值Pk:1.00kN/m板上均布活載標準值qk:0.70kN/m2板上均布恒載標準值gk:0.80kN/m2混凝土容重gL:28.00kN/m3恒載分項系數(shù)gG:1.20活載分項系數(shù)gQ:1.40指定梁上抗傾覆荷載Gr:100.00kN/m墻體容重gW:5.50kN/m3過梁上墻高Hw:1100mm墻洞寬ln:1800mm墻洞高hn:0mm梁伸入墻內(nèi)Dl:500mm墻洞下墻高hw:0mm材料信息混凝土等級:C30混凝土強度設(shè)計值fc:14.30N/mm2主筋級別:HRB335(20MnSi)主筋強度設(shè)計值fy:300N/mm2箍筋級別:HPB235(Q235)強度設(shè)計值fyv:210N/mm2墻體材料:砌塊砌體抗壓強度設(shè)計值f:1.700N/mm2二、計算過程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Wt = (3h - b) = 300/6(3400 - 300) = 150000mm3mcor = 2(bcor + hcor) = 2(300 - 30 2 + 400 - 30 2) = 1160mm過梁截面面積A = bbhb = 300400 = 120000mm22荷載計算21 計算x0x0 = 0.13l1,L1 = bwx0 = 39mm22 傾覆荷載計算=28.00x（0+2*130）*1/2=3.64KN/mqT = gG(gk + gT) + gQqk = 1.20(0.80 + 1.10) + 1.400.70 = 3.260kN/m2PT = gGgF + gQPk = 1.200.45 + 1.401.00 = 1.94kN/m傾覆力矩MOV = =1/2x3.26x(1500+39)/10+1.94x(1500+39)/10= 6.85kNm23 挑板根部的內(nèi)力計算MTmax = MOV = 6.85kNmVTmax = qTL + pT = 3.261000/103 + 1.94 = 5.2kN/m24 計算過梁內(nèi)力因為墻體材料是砌塊，所以hw0 = min(hw,ln/2) = min(1100,1800/2) = 1100mmgw = gwbwhw0 = 5.50 300 1100 = 1.81kN/mgL = gL(bbhb + haba) = 28.00(300400 + 00)/106 = 3.36kN/mqL = gG(gL + gW) + qTL + pT= 1.20 (3.36 + 1.81) + 3.260 1000/1000 + 1.94 = 9.5kN/ml0 = 1.05ln = 1.05 1800 = 1890.0mmMmax = 1/8ql*lo2=1/8*9.5*18902=4.24KN/mVmax = =1/2ql*lo=1/2*9.5*1890=8.98KNTmax = = 1/2*1800*【3.26*1500*（1500+300）/（2*106）+1.94*（1500+300/2）/103】/103= 6.85kNm3抗傾覆驗算l1 = bw = 300mml2 = l1/2 = 150mml3 = ln/2 = 900mm=5.5*300*【1100*（1800+2*500+2*900）-（1800*0）】/（1800+2*500）*1/106=2.98kN/m實際計算出來的Gr Mov = 6.85kNm ,滿足抗傾覆要求4挑板相關(guān)計算41 挑板截面尺寸驗算按混凝土結(jié)構(gòu)設(shè)計規(guī)范(7.5.1)0.25bcfcbh0 = 0.251.0014.301000100 = 357.5103NVmax = 8.98kN 0.0033取 ecu = 0.0033按混凝土結(jié)構(gòu)設(shè)計規(guī)范(7.1.4-1)xb = 0.55422 受壓區(qū)高度x按混凝土結(jié)構(gòu)設(shè)計規(guī)范(7.2.1-1), As = 0, Ap = 0M = x = h0 - = 5.05mm423 受拉鋼筋截面積As按混凝土結(jié)構(gòu)設(shè)計規(guī)范(7.2.1-2)a1fcbx = fyAs得As = 238mm2 As Asmin = rminA = 0.0021100000 = 214mm2根據(jù)計算，挑板負筋實際配置為,直徑12mm，間距為150mm,每1000mm的實際配筋率為0.7540%計算每1000mm的配筋率0.2383%，滿足要求! 43 挑板分布鋼筋計算按照最小配筋率計算最小配筋率AsTbfb = rmin(h1 + 2h2)L/2 = 0.0021(0 + 2130)1000/2 = 273mm2實際挑板分布鋼筋配置,取直徑為8mm,間距為180mm5梁端局部受壓驗算計算梁端有效支承長度a0 = min(10,bb) = min(153.4,300) = 153.4mm計算局部受壓面積Al = a0b = 153.4 300 = 46020mm2計算影響砌體局部抗壓強度的計算面積A0 = (Dl + bw)bw = (500 + 300) 300 = 240000mm2局部受壓強度提高系數(shù)=1.72 1.25g = 1.25梁端支承處砌體局部受壓承載力計算公式NlhgfAlNl = 0.5qLl0 = 0.5 9.5 1890 = 8.98kNhgfAl = 1.0 1.25 1.70 46020 = 97.8kN 8.98kN,滿足局部受壓要求6過梁截面配筋計算在以下計算過程中h = hb = 400mmb = bb = 300mmh0 = h - as = 400 - 30 = 370mmM = Mmax = 4.24kNm61 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)0.25bcfcbh0 = 0.251.0014.30300370 = 397103NVmax = 8.98kN 397kN, 截面尺寸滿足要求62 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 N/mm2 50 N/mm2, 故bc = 1.0 = 0.7832 0.25bcfc = 0.251.0014.30= 3.58截面尺寸滿足要求。63 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） = 0.6382 0.7ft = 0.71.43 = 1.00不需計算配筋。64 計算受扭縱筋最小配筋率按混凝土結(jié)構(gòu)設(shè)計規(guī)范（10.2.5） = = 1.50 0.175ft = 0.1751.430 = 0.2502N/mm2計算時不能忽略扭矩的影響67 驗算是否可以忽略剪力根據(jù)混凝土結(jié)構(gòu)設(shè)計規(guī)范7.6.11=0.0382N/mm2 1.0取bt=1.069 計算腹板箍筋數(shù)量根據(jù)混凝土結(jié)構(gòu)設(shè)計規(guī)范式7.6.8-3= 0.203腹板采用雙肢箍筋（n=2），腹板上單肢箍筋所需截面面積間距比為 rsv,min = 0.191滿足要求610 計算抗扭鋼筋根據(jù)混凝土結(jié)構(gòu)設(shè)計規(guī)范7.6.8-3TbtWt + 1.2fyv因為 z = 1.20，Np0 = 098861401.30911458333 + 1.2解上方程Astl = z = 1.200.20 = 198mm2 0.0033取 ecu = 0.0033按混凝土結(jié)構(gòu)設(shè)計規(guī)范(7.1.4-1)xb = 0.55按混凝土結(jié)構(gòu)設(shè)計規(guī)范(7.2.1-1), As = 0, Ap = 0M = x = h0 - = 420 - 17mm xbh0 = 0.55420 = 231.00mm按混凝土結(jié)構(gòu)設(shè)計規(guī)范(7.2.1-2)a1fcbx = fyAs得As = 202mm2最小配筋率 As Asmin = rm