現(xiàn)澆整體式鋼筋混凝土單向板肋梁樓蓋設(shè)計(jì)資料：某設(shè)計(jì)使用年限為50年工業(yè)用倉庫，采用整體式鋼筋混凝土結(jié)構(gòu)，樓蓋梁格圖1所示。?JdL乩血LfDdJJ圖1結(jié)構(gòu)平面布置圖樓面構(gòu)造層做法：20mm厚水泥砂漿打底，10mm厚水磨石面層，y=0.65KN/m215mm厚混合砂漿梁板天花抹灰?；詈奢d：標(biāo)準(zhǔn)值為5KN/m2。恒載分項(xiàng)系數(shù)為1.2；活載分項(xiàng)系數(shù)為1.3(因工業(yè)廠房樓蓋活載標(biāo)準(zhǔn)值大于4KN/m2)。材料選用：混凝土采用C30(f=14.3N/mm2，f=1.43N/mm2)。ct鋼筋梁中受力縱筋才采用HRB335級(jí)(f=300N/mm2)；y其余采用HPB235級(jí)(f=210N/mm2)。y

一、板和次梁按塑性計(jì)算1.板的計(jì)算(按考慮塑性內(nèi)力重分布方法計(jì)算)板的l/l=5400mm/2000mm=2.7<3,按沿短邊方向受力的單向板計(jì)算，應(yīng)沿21長邊方向布置足夠數(shù)量的構(gòu)造鋼筋。板的厚度按構(gòu)造要求取h=80mm>L/40=2000mm/40=50mm。次梁截面高度取1h=450mm>L/15=5400mm/15=360mm，截面寬度b=200mm，板尺寸支撐情況如圖22所示。1201780100woo1001201780100woo100I001800(1)荷載(1)荷載恒載標(biāo)準(zhǔn)值30mm面層80mm鋼筋混凝土板15mm混合砂漿天棚抹灰線恒載設(shè)計(jì)值線活載設(shè)計(jì)值合計(jì)即每米板寬圖2板的尺寸0.65KN/m20.08mX25KN/m3=2.000KN/m20.015mX17KN/m3=0.225KN/m2g=2.875KN/m2kg=1.2X2.875KN/m2=3.45KN/mq=1.3X9KN/m2=11.7KN/m15.15KN/mg+q=15.15KN/m第第#頁共15頁荷載恒載設(shè)計(jì)值由次梁傳來9.677KN/mX5.4m=52.256KN主梁自重(折合為集中荷載)1.2X25KN/m3X0.25mX(0.7m-0.08m)X2m=9.3KN梁側(cè)抹灰(折合為集中荷載)1.2X17KN/m3X0.015mX(0.7m-0.08m)X2mX2=0.760KNG=62.316KN活載設(shè)計(jì)值由次梁傳來Q=23.4KN/mX5.4m=126.36KN合計(jì)G+Q=188.676KN內(nèi)力計(jì)算邊跨L=5.4m-0.12m-0.3m/2=5.730mnL=1.025L+b/2=1.025X5.730m+0.3m/2=6.020m0n<L+a/2+b/2=5.730m+0.37m/2+0.3m/2=6.070mn中間跨L=5.4m-0.4m=5.700mnL=L+b=5.7m+0.3m=6.000m0n跨度差(6.020m-6.000m)/6.000m=0.33%<10%,可按等跨連續(xù)梁計(jì)算。由于主梁線剛度較柱的線剛度大得多，故主梁可視為鉸支柱頂上的連續(xù)梁，計(jì)算簡圖見圖9。圖9主梁的計(jì)算簡圖在各種不同分布的荷載作用下的內(nèi)力計(jì)算可采用等跨連續(xù)梁的內(nèi)力系數(shù)進(jìn)

行，跨內(nèi)和支座截面最大彎矩及剪力按下式計(jì)算，則M=KGL+KQL00V=KG+KQ式中系數(shù)K值由附錄7查得，具體計(jì)算結(jié)果以及最不利荷載組合見表7和表8,即可得主梁的彎矩包絡(luò)圖及剪力包絡(luò)圖，如圖10和圖11所示。主梁彎矩計(jì)算序號(hào)計(jì)算簡圖邊跨跨內(nèi)中間支座中間跨跨內(nèi)KM1/(KN?m)KM(M)BC/(KN?m)KM2/(KN?m)①0.24491.535-0.267-99.9970.06725.051②0,QJ…△△△￡0.289219.839-0.133-101.003-101.003③R△仝￡厶-33.667-0.133-101.0030.200151.632④ftfiAAAZ0.229112.168-0.311(-0.089)-236.180(-67.588)0.170128.872⑤AAA2^0.274134.209-0.178(0.044)-135.177(33.414)————最不①+②311.374-201-75.952利荷①+③57.868-201176.683載組①+④203.703-336.177(-167.585)66.583合①+⑤225.744-235.174(-66.583)——主梁剪力計(jì)算

序號(hào)計(jì)算簡圖端支座內(nèi)側(cè)中間支座（左）KV/VAD/(KN)KV(V)B左C左/(KN)廠1廠廠10.73345.678-1.267-78.954①...H」(-0.733)(-45.678)(-1.000)(-62.316)QQ0.866109.428-1.134-143.292②n(-0.866)(-109.428)(0)(0)Q-0.133-16.806-0.133-16.806③n匚匚二二(0.133)(16.806)(-1.000)(-126.36)Q,Q,0.68987.062-1.311-165.658④1n■、.■■.、、(0.089)(11.246)(-0.778)(-99.572)0,0.822103.867-1.178-148.852⑤1.■-■.(-0.044)(-5.560)(0.222)(28.052)①+②155.106(-155.106)-222.246(-62.316)最不利荷①+③92.622(-28.872)-95.760(-188.676)載組①+④132.74(-34.432)-244.612(-161.888)合①+⑤149.545(-51.238)-227.806(-34.264)中間支座（右）序號(hào)計(jì)算簡圖序號(hào)計(jì)算簡圖KV(V)/(KN)B右C右rrrkJMiLT.1.00062.316①...n,.i.■■■.：?、/(1.267)(78.954)Q,Q00②(1.134)(143.292)③ft1.000126.36二二二二(0.133)(16.806)0,0,1.222154.412④1n厶匚厶—(0.089)(11.246)⑤匚二匚二0.222(-0.044)28.052(-5.560)最不利荷載組合①+②62.316(222.246)①+③188.676(95.76)①+④216.728(90.2)①+⑤90.368(73.394)截面承載力計(jì)算主梁跨內(nèi)截面按T形截面計(jì)算，其翼緣計(jì)算寬度為：b'=L/3=6000mm/3=2000mm<b+S=5400mm,并取h=700mm-35mm=665mmf000判斷T形截面類型：跨內(nèi)截面Z=0.053<h'/h=80mm/665mm=0.120,故各跨f0內(nèi)截面均屬于第一類T形截面?？鐑?nèi)截面在負(fù)彎矩作用下按矩形截面計(jì)算，取h=700mm-60mm=640mm。支座0截面按矩形截面計(jì)算，取h=700m-80mm=620mm(因支座彎矩較大考慮布置兩排縱0筋，并布置在次梁主筋下面)。主梁正截面及斜截面承載力計(jì)算表見表1-15和表1-16。主梁正截面承載力計(jì)算截面邊跨跨內(nèi)中間支座中間跨跨內(nèi)M/(KN?m)311.374-366.177176.683-75.952V?b/20/(KN?m)28.301(M-V?b/2)0/(KN?m)337.876M(X=sXfbh21c0(b=b')f0.02460.2310.01400.0519Z0.0250.2670.0140.053

As二Zabhf/f(b=b')10cyf/(mm2)15851973888405選配鋼筋2塵20+2塵254塵18+2空252塵16+2182空20實(shí)配鋼筋16102000910628主梁斜截面承載力計(jì)算截面端支座內(nèi)側(cè)離端第二支座外側(cè)離端第二支座內(nèi)側(cè)V(kN)155.106244.612188.6760.250fbh/(kN)cc0594.323>V554.125>V554.125>VV二0.7fbh/(kN)ct0166.416>V155.155<V155.155<V選用箍筋2屮82屮82屮8A=nA/(mm2)svsv1101101101s=1.25fAh/(V—V)/(mm)yvsv0c構(gòu)造構(gòu)造構(gòu)造實(shí)配箍筋間距S/(mm)200200200Vcs237.343237.343Asb422.833<0選配彎筋1塵251塵18實(shí)配彎筋面積/(mmj490.9254.5表10

（4）主梁吊筋計(jì)算由次梁傳至主梁的全部集中力為:G+Q=52.256KN+126.36KN=178.616KN則As二(G+Q)/