中學綜合實驗樓畢業(yè)設計計算書

一、工程概況1、工程名稱：某綜合實驗樓2、建筑介紹：該工程為某綜合實驗樓，建筑總面積約為6000平方米，主體為6層，層高3.6米，室內設計標高為±0.000，室內外高差為0.450m，設計使用年限為50年，整個建筑全為框架結構。3、工程設計使用年限：50年4、抗震設防烈度：六度5、基礎類型：柱下獨立基礎6、地質條件：經(jīng)地質勘察部門確定，此建筑場地質類型為二類土，地基承載力為180—200KN/m2，抗震等級為六度設防，場地粗糙度為B類，基本風壓為0.7KN/m2，基本雪壓為0KN/m2。7、樓面屋面活荷載標準值依據(jù)《建筑結構設計規(guī)范》第4.1.1條房間2.0KN/mm2衛(wèi)生間2.0KN/mm2走廊，樓梯2.0KN/mm2屋面（上人）2.0KN/mm2二、樓屋蓋的設計1.設計資料（1）樓面做法：水泥砂漿結合層（20mm，重度20KN/m3）鋼筋混凝土現(xiàn)澆板（重度25KN/m3）板底混合砂漿抹灰（20mm厚，重度17KN/m3）（2）材料：混凝土：采用C25（fc=11.9N/mm2，ft=1.27N/mm2）鋼筋：梁中受力鋼筋采用HRB400級（fy=360N/mm2）其余采用HPB235級鋼筋（fy=210N/mm2）2.結構平面布置：（1）、主梁沿橫向布置，次梁沿縱向布置，主梁的跨度為7.2m，次梁的跨度為6.0m（5.1m），主梁每跨內布置兩根次梁，板的跨度為2.4m。（2）、按跨高比條件，要求板厚h≥=60mm時，對于民用建筑要求板厚h≥60mm，故取板厚h=100mm（3）、次梁：截面高度應滿足h=0~,取h=450mm。截面寬b=，取b=200mm。（4）、主梁：截面高度h=，取h=600mm，截面寬度=，取b=300mm。1、樓面板荷載計算板的永久荷載標準值取1m板帶寬計算10mm地面磚0.22KN/m22mm水泥砂漿縫一道0.002×20=0.04KN/m220mm水泥砂漿石面層0.02×20=0.4KN/m2100mm鋼筋混凝土板0.1×25=2.5KN/m220mm板底混合砂漿0.02×17=0.34KN/m2小計3.50KN/m2板的可變荷載標準值2.0KN/m2恒荷載分項系數(shù)取1.2；樓面活荷載標準值小于4.0KN/m2，所以活荷載分項系數(shù)為1.4于是板的荷載設計總值g+q=3.5×1.2+2.0×1.4=7.00KN/m2計算簡圖（取D-J軸）次梁載面為200mm×450mm板的計算跨度：邊跨：lo=ln=2400-100-100=2200mm中間：lo=ln=2400-100-100=2200mm因跨度相差小于10%，可按5跨連續(xù)等跨連續(xù)板計算。計算簡圖如下：彎矩設計查表得，板的彎矩系數(shù)分別為：端支座-1/16，邊跨跨中1/14，離端第二支座-1/11，離端第二跨中支座1/16，中間支座-1/14，中間跨跨中1/16，則MA=-(g+q)l2o1/16=-7.0×2.22/16=-2.118KN*MM1=(g+q)l2o1/14=7.0×2.22/14=2.42KN*MMB=-(g+q)l2o1/11=-7.0×2.22/11=-3.08KN*MM2=(g+q)l2o1/16=7.0×2.22/16=2.12KN*MMC=-(g+q)l2o1/14=7.0×2.22/14=-2.42KN*MM3=(g+q)l2o1/16=7.0×2.22/16=2.18KN*M跨中再分別乘以0.8MB=-3.08×0.8=-2.46KN*MM2=2.12×0.8=1.70KN*MMC=-2.42×0.8=-1.94KN*MM3=2.12×0.8=1.70KN*M正截面受彎承載力計算環(huán)境類別為一級，C25混凝土，板的最小保護層厚度C=15mm,取as=20，板厚100mm,h0=100-20=80mm;板寬b=1000mm,a1=1.0,fc=11.9N/mm2；HPB235鋼筋，fy=210N/mm2板配筋過程列于下表：板的配筋計算截面A1B2C3M(KN×M)2.1182.423.082.1182.422.118as=M/a1fcbh020.0190.0260.0340.0190.0260.019ξ0.0210.0260.0340.0210.0260.021AS=ξa1fcbh0／fy101.8146186.5101.8116.5101.8實際配筋φ8@180φ8@180φ8@180φ8@1808@1808@180AS279279279279279279計算結果表明，支座截面的ξ均小于0.35，符合塑性內力重分布原則;AS/bh=279/（1000×80）=0.35%，此值大于最下配筋率0.45ft/fy=0.45×1.27/210=0.272%，同時大于0.2%，滿足最小配筋率的要求。（按構造配筋）雙向板設計(板BE)單個雙向板按四邊簡(1)荷載設計值：永久荷載設計值：可變荷載設計值：(2)彎矩計算：非抗震設計時的基本組合以永久荷載效應控制的組合：1.35×恒載+0.7×1.4×活載以可變荷載效應控制的組合：1.2×恒載+1.4×活載恒載+活載：1.35×4.2+0.7×1.4×2.8=8.414<1.2×4.2+1.4×2.8=8.96KN/m2，取荷載總設計值為8.96KN/m2按彈性理論計算的彎矩值項目項目區(qū)格(m)(m)（KN.M）(KN.M)A2.23.40.65(0.0750+0.2×0.0271)×8.96×=3.50(0.0271+0.2×0.0750)×8.96×=1.84(3)截面設計：截面有效高度：假定選用鋼筋，=20mm，則方向跨中截面的=76mm，方向跨中截面的=68mm，支座截面的=76mm。按彈性理論計設計的截面配筋項項目截面(mm)m(KN?m)(mm2)配筋實有(mm2)A區(qū)格方向763.50230.8@220229方向681.84128.9@320157As/bh=，此值小于，同時大于0.2%，不滿足最小配筋率要求，故按構造筋配筋，=0.272%×1000×100=272，則選@180，=279mm2衛(wèi)生間地面(BC和BD)(1)荷載板的永久荷載標準值5mm陶瓷錦磚面層（馬賽克），純水泥砂漿擦縫0.12kN/m25mm1:1水泥細砂砂漿結合層0.005×20=0.1kN/m215mm1:3水泥砂漿找平層，防水涂料隔離層0.015×20=0.3kN/m2100mm鋼筋混凝土樓板0.1×25=2.5kN/m220mm板底石灰砂漿粉刷0.02×17=0.34kN/m2小計3.36kN/m2板的可變荷載標準值2.0kN/m2恒荷載的設計值g=1.2×3.36=4.03活荷載的設計值q=1.4×2.=2.81.35×4.03+0.7×1.4×2.8=8.1845<1.2×4.03+1.4×2.8=8.756KN/m2，取荷載總設計值為8.756KN/m2(2)、計算簡圖按塑性內力重分布設計，板的計算跨度邊跨L0=Ln-200=2200mm中跨L0=Ln-200=2200mm按等跨計算，取1m寬板帶為計算單元，彎矩設計值查得板的彎矩系數(shù)am為端支座—邊跨跨中離端第二支座-中跨中中間支座所以MA=-(g+q)l02=-x8.756x2.22=-2.65KN/m2M1=(g+q)l02=x8.756x2.22=3.03KN/m2MB=-(g+q)l02=-x8.756x2.22=-3.85KN/m2M2=(g+q)l02=x8.756x2.22=2.65KN/m2正截面受彎承載力計算環(huán)境類別一級，C25混凝土，板的最小保護層厚度C=15mm，板厚100mm，h0=100-20=80mm；板寬=1000mm。C25混凝土，α1=1.0，fc=11.9N/mm2，HRB235鋼筋，fy=210N/mm2板的配筋計算過程列于表如下：截面A1B2彎矩設計值-2.653.03-3.852.65=/（b）0.0350.0400.0510.035=1-0.0360.0410.0520.036=b/163.2185.9235.7163.2實際配筋Φ8@180Φ8@180Φ8@180Φ8@180As（mm2）279279279279計算結果表明，支座截面的ξ均小于0.35，符合塑性內力重分布的原則。As/bh=，此值大于，同時大于0.2%，滿足最小配筋率的要求。（按構造筋配筋）其余區(qū)格板計算均與板A,B相同，計算結果表明，均按構造配筋。2、上人屋面板計算結構布置同樓面板，屋面板按彈性方法設計板的永久荷載標準值40mm厚C20細石防水混凝土0.04×25=1.0KN/m2平鋪玻纖布一層隔離層防水層4mm厚SBS剛性瀝青防水卷材0.05KN/m220mm厚1：3水泥砂漿找平層0.02×20=0.4KN/m2保溫隔熱層70mm厚憎水性膨脹珍珠巖板0.07×4=0.28KN/m220mm厚1：3水泥砂漿找平層0.02×20=0.4KN/m2100mm厚鋼筋混泥土0.1×25=2.5KN/m220mm厚水泥砂漿抹灰0.02×17=0.34KN/m2小計4.97KN/m2上人屋面均布活荷載2.0永久荷載設計值可變荷載設計值折算荷載設計值（2）、計算簡圖、跨度邊跨中間跨（3）內力設計值《查混凝土結構》中冊附錄6得彎矩（4）正截面受彎承載力計算環(huán)境類別一級，C25混凝土，板的最小保護層厚度C=15mm，板厚100mm，h0=100-20=80mm，，板寬b=1000mm。屋面板配筋截面1B2C彎矩設計值3.45-4.541.71-3.15=/（b）0.0450.060.0220,041=1-0.0460.0620.0220.042軸線計算配筋=b/208.5281.199.7190.4實際配筋Ф8@180Ф8@180Ф8@180Ф8@180As=279As=279As=279As=279同時大于0.2%，滿足最小配筋率要求。屋面雙向板(板BE)(1)荷載設計值：永久荷載設計值：可變荷載設計值：(2)彎矩計算：非抗震設計時的基本組合以永久荷載效應控制的組合：1.35×恒載+0.7×1.4×活載以可變荷載效應控制的組合：1.2×恒載+1.4×活載恒載+活載：1.35×5.964+0.7×1.4×2.8=10.8<1.2×5.964+1.4×2.8=11.08KN/m2，取荷載總設計值為11.08KN/m2按彈性理論計算的彎矩值項目項目區(qū)格(m)(m)（KN.M）(KN.M)A2.23.40.65(0.0750+0.2×0.0271)×11.084×=4.31(0.0271+0.2×0.0750)×11.08×=2.26(3)截面設計：截面有效高度：假定選用鋼筋，=20mm，則方向跨中截面的=76mm，方向跨中截面的=68mm，支座截面的=76mm。按彈性理論計設計的截面配筋項項目截面(mm)m(KN?m)(mm2)配筋實有(mm2)A區(qū)格方向764.31284@170296方向682.26166.6@320157As/bh=，此值小于，同時小于0.2%，不滿足最小配筋率要求，故按構造筋配筋，=0.272%×1000×100=272，則選@180，=279mm2三、次梁設計、荷載計算永久荷載設計值板傳來永久荷載4.2×1.2×2=10.08KN/m次梁自重0.2×(0.45-0.1)×25×1.2=2.1KN/m次梁粉刷0.02×(0.45-0.1)×2×17×1.2=0.29KN/m小計12.47KN/m可變荷載設計值q=2.8×1.2×2=6.72KN/m荷載總設計值g+q=19.19KN/m、計算簡圖主截面為300mm×600mm計算跨度：邊跨lo=ln=6000-150-125=5725mm,中間跨lo=ln=6000-300=5700mm因跨度相差小于10%，故按等跨連續(xù)梁計算，簡圖如下：(3)、內力計算MA=-(g+q)l2o1/24=-19.19×5.72/24=-25.98KN*mM1=(g+q)l2o1/14=44.53KN*mMB=-(g+q)l2o1/11=-56.68KN*mM2=(g+q)l2o1/16=38.97KN*mMC=-(g+q)l2o1/14=-44.53KN*m剪力設計值VA=0.50(g+q)ln1=0.50×19.19×5.7=54.69KNVBL=VBR=VC=0.55(g+q)ln=0.55×19.19×5.7=60.16KN(4)、承載力計算1）正截面受重承載力正截面受彎承載力計算時，跨內按T形截面計算，翼緣寬度bf’=，又bf’==200+2400=2600mm,故bf’=2000mm。環(huán)境類別一級，C25混凝土，梁的最小保護層厚度C=25mm，一排縱向鋼筋h0=450-35=415mm，α1=1.0，fc=11.9N/mm2，縱向鋼筋采用HRB335鋼筋，fy=300KN/mm2，箍筋采用HRB335鋼筋，fyv=210KN/mm2承載力計算過程截面A1B2C彎矩設計值（KN·m）25,9844.53-56.6838.97-44.53=/（b）或=/（bf’）=1-0.0650.0110.180.0090.12=b/214.0362.15556.92296.31395.08選配鋼筋（mm2）216=308216=402316=603.1214=308216=402計算結果表明，支座截面的ξ均小于0.35，符合塑性內力重分布的原則。，此值大于，同時大于0.2%，滿足最小配筋率的要求。2）、斜截面受剪承載力斜截面受剪承載力計算包括：截面尺寸的復核、腹筋計算和最小配箍率驗算。驗算截面尺寸：，截面尺寸按下式計算：，截面尺寸滿足要求。計算所需腹筋：采用直徑6mm的HRB235雙肢箍筋，計算支座B左側截面，因為，由Vcs=0.7ftbh0+1.25fyvAsv/Sh;可得箍筋間距S=1.25fyvAsvh0/Vbl-0.7ftbh0<0采用構造配筋Φ6@200。驗算配箍率下限值：彎矩調幅時要求的配箍率下限為：0.3ft/fyv=0.3×14.3/300=0.14%.實際配箍率Psv=Asv/bs=56.6/（200×200）=0.142%>0.14%，滿足要求。四、樓梯計算層高3.6m,踏步尺寸150mm×300mm,采用C25混凝土，板采用HPB235鋼筋，梁縱筋采用HRB335鋼筋，樓梯上均布活荷載值qk=2.0KN/m2.樓梯板設計h=(1/30-1/25)L=84～104mm,取h=100mm,板傾斜角的余弦cosa=0.894,tana=0.5,取1m寬板帶計算。樓梯結構平面圖如下：荷載計算梯段板永久荷載計算如下：13mm厚地面磚面層0.013×(0.3+0.15)×22/0.3=0.429KN/m2mm水泥砂漿一道2×(0.3+0.15)/0.3×0.02=0.06KN/m20mm水泥砂漿找平層20×(0.3+0.15)/0.3×0.02=0.60KN/m三角形踏步0.5×0.3×25×0.15/0.3=1.88KN/m混凝土斜板0.1×25×/0.894=2.80KN/m板底抹灰0.02×17/0.894=0.38KN/m小計6.149KN/m可變荷載標準值2.0KN/m總荷載設計值1.35×6.149+0.7×1.4×2=10.26KN/m1.2×6.149+1.4×2=10.18KN/m取總荷載設計值P=10.26KN/m截面設計板水平計算跨度ln=3.3m，彎矩設計值M=1/10(g+q)ln2=0.1×10.26×3.32=11.17KN*m，板的有效高度ho=120-20=80mm.as=M/a1fcbho2=11.17×106/1.0×11.9×1000×802=0.147rs=0.5×(1+)=0.92As=M/rsfyho=12.51×106/0.94×210×100=722.69mm2選配Ф10@100As=785.0mm2分布筋每級踏步配一根Ф8鋼筋平臺板設計設平臺板厚h=100mm，取1m板寬計算1）荷載計算13mm厚地磚面層1×0.013×22=0.286KN/m2mm厚水泥砂漿1×20×0.002=0.04KN/m20mm厚水泥砂漿找平層20×0.02=0.4KN/m100mm厚混凝土板0.1×25=2.5KN/m20mm厚板底抹灰17×0.02=0.34KN/m小計3.566KN/m活荷載標準值2.0KN/m總荷載設計值P=1.2×3.566+1.4×2=7.78KN/m截面設計平臺板的計算跨度lo=2.1+h/2+b/2=2100+100/2+200/2=2250mm，M=1/10(g+q)lo2=1/10×7.78×2.252=3.94KN*m板的有效高度ho=100-20=80mm。as=M/a1fcbho2=3.94×106/1.0×11.9×1000×802=0.052rs=0.5×(1+)=0.973As=M/rsfyho=3.94×106/0.973×210×80=241mm2由于p=As/bh=0.242%<0.45ft/fy=0.45×1.27/210=0.272%故按構造配筋As=0.272%bh=272mm選Ф8@180As=279mm2平臺梁設計截面尺寸取h=400mm，b=200mm荷載計算斜板傳來荷載6.149×3.3/2=10.15KN/m平臺傳來荷載3.566×2.25/2=4.01KN/m平臺梁自重25×0.2×(0.40-0.10)=1.50KN/m梁側抹灰17×2×(0.40-0.10)×0.02=0.204KN/m小計15.864KN/m活載(斜板及平臺傳來)q=2.0×(3.3/2+2.252)=5.55KN/m總荷載設計值：P=1.2×15.864+1.4×4.5=26.737KN/m截面設計計算跨度lo=1.05ln=1.05×(3.6-0.2)=3.57m，彎矩設計值M=1/8Plo2=1/8×26.737×3.572=42.60KN*m剪力設計值V=1/2Pln=1/2×26.737×3.57=47.73KN截面按倒L形計算，b’f=b+5h’f=200+5×100=700mm，梁的有效高度ho=400-35=365mm.判別倒L形截面類型。a1fcb'fh'f(ho-hf/2)=1×11.9×700×100×(365-100/2)=262.40×106N*mmM=42.60×106N*mm故屬于第一類T形截面as=M/a1fcb'fho2=42.60×106/1×11.9×700×3652=0.038rs=0.5×(1+)=0.962As=M/rsfyho=42.60×106/0.962×300×365=422.8mm2選配2Ф16As=402mm2箍筋選用φ8@200，則斜截面受剪承載力Vcs=0.7ftbho+1.25fyv×Asv/S×ho=0.7×1.27×200×365+1.25×210×100.48/200×365=113.03KN>4737.KN滿足要求。五、框架結構設計設計資料(1)設計標高：室內設計標高±0.000,室內外高差450mm。(2)墻身做法：墻身為普通機制磚(240×115×53)，用M5混合砂漿砌筑。內粉刷為混合砂漿底，紙筋灰面，厚20mm，“803”內墻涂料兩度。外粉刷為1:3水泥砂漿底，厚20mm，陶瓷錦磚貼面。(3)樓面做法：地面磚面層，水泥砂漿結合層，鋼筋混凝土樓板，20mm厚石灰砂漿抹底。(4)屋面做法：40mmC20細石防水混凝土，平鋪玻纖布一層隔離層，二道防水層（4mm厚SBS剛性瀝青防水卷材，20mm厚1：3水泥砂漿找平層）保溫隔熱層（70mm厚憎水性膨脹珍珠巖，20mm厚1：3水泥砂漿找平層），100mm厚鋼筋混泥土，20mm厚水泥砂漿抹灰(5)門窗做法：為鋁合金門窗(6)地質條件：屬Ⅱ類建筑場地。(7)基本風壓：Wo=0.7KN/m2(場地粗糙度屬于B類)(8)活荷載：屋面、樓面活荷載2.0KN/m2，走廊樓面活荷載2.0KN/m22、結構平面布置圖及結構計算簡圖結構平面布置如圖所示主梁h=600mm，b=300mm次梁h=450mm，b=200mm柱截面500mm×500mm，現(xiàn)澆樓板厚h=100mm。根據(jù)地質資料，確定基礎頂面離室外地面為500mm，由此求得底層層高為4.55m，各梁柱構件的線剛度經(jīng)計算后列于下圖中。其中在求梁截面慣性矩時考慮到現(xiàn)澆樓板的作用，取I=2I0（I0為不考慮樓板翼緣作用的梁截面慣性矩）。AB、CD跨梁：i=2Ec×1/12×0.3×0.63/7.2=15×10-4Ec(m3)BC跨梁：i=2Ec×1/12×0.3×0.63/2.4=45×10-4Ec(m3)上部各層柱：i=Ec×1/12×0.5×0.53/3.6=11.47×10-4Ec(m3)底層柱：i=Ec×1/12×0.3×0.63/4.55=11.45×10-4Ec(m3)結構計算簡圖注：圖中數(shù)字為線剛度，單位：×10-4Ec(m3)3、荷載計算①、線荷載計算屋面線荷載框架梁自重：0.3×（0.6-0.1）×25=3.75KN/m梁側粉刷：2×(0.6-0.1)×0.02×17=0.34KN/m則，作用在頂層框架梁上的線荷載為：g6AB=g6BC=g6CD=3.75+0.34=4.09KN/m樓面框架梁線荷載標準值框架梁及梁側粉刷4.09KN/m框架梁上填充墻自重0.2×3.6×5.5=3.96KN/m墻面粉刷0.02×2×17×3.6=2.448KN/m則，作用在樓面梁上的線荷載為：gAB=gCD=10.498KN/m，gBC=4.09KN/m、框架結點集中荷載標準值（1）、屋面節(jié)點荷載標準值A、邊柱連系梁自重0.25×（0.6-0.1）×6×25=22.5KN粉刷0.02×(0.6-0.10)×2×6×17=2.04KN1.2m高女兒墻自重1.2×6×0.20×5.5=7.92KN粉刷1.2×0.02×2×6×17=4.896KN連系梁傳來屋面自重1.2×6×4.97=35.784KN小計，頂層邊結點集中荷載G6A=G6D=87.24KNB、中柱節(jié)點荷載連系梁自重0.3×（0.6-0.1）×6×25=22.5KN次梁傳來的板自重4.97×2.4×6=71.568KN粉刷0.02×(0.6-0.10)×2×6×17=2.04KN小計，頂層中柱節(jié)點集中荷載G6bB=G6C=96.108KNC、次梁傳來的節(jié)點荷載次梁自重0.2×（0.45-0.1）×25×6=10.5KN粉刷0.02×(0.45-0.10)×2×6×17=1.428KN次梁傳來的板自重4.97×2.4×6=71.568KN小計，頂層中間節(jié)點集中荷載G6b1=G62=83.496KN（2）、樓面框架節(jié)點集中荷載標準值樓面板自重3.5KN/m2A、邊柱連系梁自重及粉刷24.54KN鋁合金窗自重2×2.1×2.1×0.45=3.969KN墻體自重0.2×（6×3.6-2×2.1×2.1）×5.5=14.058KN粉刷2×0.02×（6×3.6-2×2.1×2.1）×17=8.69KN框架柱自重0.5×0.5×3.6×25=24.75KN粉刷4×0.5×3.6×0.02×17=2.448KN連系梁傳來樓面自重6×1/2×2.4×3.50=25.2KN小計，中間層邊節(jié)點集中荷載GA=GD=101.4KNB、中柱集中荷載中柱連系梁自重22.5KN粉刷2.04KN連系梁傳來的板自重3.5×2.4×6=50.4KN墻體自重0.2×（6×3.6-2.1×2.1-1.0×2.1）×5.5=16.599KN粉刷2×0.02×（6×3.6-2.1×2.1-1.0×2.1）×17=10.26KN鋁合金窗自重2.1×2.1×0.45=1.98KN門窗自重2.1×1.0×0.45=0.945KN框架柱自重及粉刷22.5+2.448=24.948KN小計，中柱節(jié)點集中荷載GB=GC=129.676KNC、中間次梁傳來的節(jié)點荷載次梁自重10.5KN粉刷1.428KN次梁傳來的板自重3.50×2.4×6=50.4KN小計，頂層中間節(jié)點集中荷載G1=G2=62.33KN③、恒荷載作用下的結構計算簡圖④、樓面活荷載計算樓面活荷載作用下的結構計算簡圖如下，圖中各荷載值計算如下P6A=P6D=2.0×1.2×6=14.4KNP6B=P6C=2.0×2.4×6=28.8KNP61=P62=2.0×2.4×6=28.8KNPA=PD=2.0×1.2×6=14.4KNPB=PC=2.0×2.4×6=28.8KNP1=P2=2.0×2.4×6=28.8KN風荷載計算風壓標準值計算公式為W=βz×Us×Uz×w因結構高度H=22.8m<30m，可取βz=1.0，對于矩形平面Us=1.3,Uz可查《建筑結構荷載規(guī)范》。將風荷載按算成作用于框架每層節(jié)點上的集中荷載，計算過程如下表所示，表中Z為框架結點至室外地面的高度，A為一榀框架各層節(jié)點的受風面積，計算結果如下圖所示。風荷載計算層次βzUsZ(m)Uzwo(KN/m2)A(m2)Pw(KN)61.01.321.61.280.71820.9751.01.318.01.210.721.623.7841.01.314.41.120.721.622.0131.01.310.81.020.721.620.0521.01.37.20.880.721.617.4511.01.34.050.6080.721.611.95風荷載作用下的計算簡圖5內力計算恒荷載作用下的內力計算恒荷載作用下的內力計算采用力矩二次分配法。各節(jié)點分配系數(shù)對稱結構6層A=Dμ下柱=14.47/（14.47+15）=0.491μ右梁=15/（14.47+15）=0.509B=Cμ左梁=15/（14.47+15+45）=0.202μ右梁=45/（14.47+15+45）=0.604μ下柱=14.47/（14.47+15+45）=0.1945-2層Aμ下柱=14.47/（14.47×2+15）=0.329μ上柱=14.47/（14.47×2+15）=0.329μ右梁=15/（14.47×2+15）=0.342Bμ左梁=15/（14.47×+15+45）=0.168μ右梁=45/（14.47×2+15+45）=0.506μ下柱=μ上柱=14.47/（14.47×2+15+45）=0.1631層Aμ上柱=14.47/（14.47+14.45+15）=0.354μ下柱=14.45/（14.47+14.45+15）=0.280μ右梁=15/（14.47+14.45+15）=0.366Bμ上柱=14.47/（14.47+11.45+15+45）=0.168μ下柱=14.45/（14.47+11.45+15+45）=0.133μ左梁=15/（14.47+11.45+15+45）=0.175μ右梁=45/（14.47+11.45+15+45）=0.524（2）固端彎矩MAB=-MBA=-1/12ql2MAB=-Pab2/lMBA=Pa2b/l即：6層MAB=-MBA=-1/12ql2-2/9Pl=-1/12×4.09×7.22-2/9×83.5×7.2=-151.26KN×mMBC=-MCB=-1/12ql2=-1/12×4.09×7.22=-17.67KN×m5-1層MAB=-MBA=-1/12ql2-2/9Pl=-1/12×10.498×7.22-2/9×62.33×7.2=-106.02KN×mMBC=-MCB=-1/12ql2=-1/12×4.09×7.22=-17.67KN×m將各固端彎矩及分配系數(shù)歸并，恒荷載作用下的力矩二次分配見表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.490.510.20.190.60.60.190.20.510.49六層-151151-1817.7-15115174.377-27-26-8180.725.927-77-7417.4-1338.5-7.240.3-407.2-3913.5-17-1.9-2-14-14-4343.313.914.52.011.9489.8-90148-47-10110147-14889.8-900.330.330.340.170.160.160.510.510.160.160.170.340.330.33五層-1061060-1817.70-10610634.934.936.3-15-14-14-4544.714.414.414.8-36-35-3537.117.4-7.418.1-13-7.222.4-22137.2-187.42-37-17-16-16-16-3.4-3.3-3.3-1010.33.313.313.4116.115.515.556.536.8-93106-31-25-5050.330.724.9-10693.3-57-370.330.330.340.170.160.160.510.510.160.160.170.340.330.33四層-1061060-1817.70-10610634.934.936.3-15-14-14-4544.714.414.414.8-36-35-3517.417.4-7.418.1-7.2-7.222.4-227.27.2-187.42-17-17-9-9-9.4-4.4-4.3-4.3-1313.24.254.254.389.399.039.0343.343.3-87105-26-26-5353.225.925.9-10586.6-43-430.330.330.340.170.160.160.510.510.160.160.170.340.330.33三層-1061060-1817.70-10610634.934.936.3-15-14-14-4544.714.414.414.8-36-35-3517.417.4-7.418.1-7.2-7.222.4-227.27.2-187.42-17-17-9-9-9.4-4.4-4.3-4.3-1313.24.254.254.389.399.039.0343.343.3-87105-26-26-5353.225.925.9-10586.6-43-430.330.330.340.170.160.160.510.510.160.160.170.340.330.33二層-1061060-1817.70-10610634.934.936.3-15-14-14-4544.714.414.414.8-36-35-3517.418.8-7.418.1-7.2-7.422.4-227.27.42-187.42-17-19-9.5-9.5-9.8-4.3-4.2-4.2-1313.14.224.224.349.849.479.4742.944.2-87105-26-26-5353.125.826-10587-43-440.350.280.370.180.170.130.520.520.170.130.180.370.350.28一層-1061060-1817.70-10610637.529.738.8-15-15-12-4646.314.811.815.5-39-38-3017.4-7.719.4-7.223.2-237.2-197.73-17-3.4-2.7-3.6-6.2-5.9-4.7-1918.55.944.76.193.553.442.7251.527-79104-28-16-5959.32816.5-10478.5-52-2713.5-8.28.23-13（3）各梁跨中彎矩最大值計算及梁端剪力計算由ΣMA=0ΣMB=0得：VAB=（MAB+Pl-MBA+1/2ql2）/lVBA=（MBA+Pl-MAB+1/2ql2）/l由ΣMB=0ΣMC=0得：VBC=VCB=1/2ql=1/2×4.09×7.2=14.724KN六層VAB=（89.77-148.3+83.496×7.2+1/2×4.09×7.22）/7.2=90.0KNVBA=（148.3-89.77+83.496×7.2+1/2×4.09×7.22）/7.2=106.43KN同理，五層VAB=97.12KNVBA=103.12KN四層VAB=96.61KNVBA=103.63KN三層VAB=96.61KNVBA=103.63KN二層VAB=96.21KNVBA=103.6KN一層VAB=95.72KNVBA=104.52KN當Vx=0時，Mx為跨中最大彎矩，由平衡方程得：q×x+p=VAB+VxX=(VAB-p)/q六層X=2.4m五層X=3.31m四層X=3.26m三層X=3.26m二層X=3.27m一層X=3.00m由ΣMA=0得Mx,max+1/2q×x2+p×2.4-MAB=0得M6,max=-100.10KN*mM5,max=-80.6KN*mM4,max=-83.2KN*mM3,max=-82.9KN*mM2,max=-82.3KN*mM1,max=-86.1KN*m彎矩圖及梁剪力圖如下柱軸力計算：柱軸力=梁端剪力+柱端集中力+上部柱傳來的軸力 計算結果如下(對稱結構，取邊柱及中柱)層數(shù)邊柱A中柱B673.14+90.0=163.1496.108+106.43+14.724=217.265163.14+101.4+97.12=361.8217.26+129.676+103.12+14.724=464.784559.34712.813757.35960.842955.391208.8411170.511457.76恒荷載作用下彎矩調幅及剪力調幅（算至柱邊）由V’=V-q×b/2M’=(M-V’×b/2)×0.8得層數(shù)VAB’MAB’VBA’MBA’VBC’MBC’688.9954.02105.4197.5613.7078.28594.555.75100.564.6113.7037.5493.9950.46101.0163.7213.7039.83393.9950.46101.0163.7213.7039.83294.0250.02100.9963.7713.7039.74193.144.18101.962.6413.7044.73調幅后的彎矩圖如下：2、活荷載作用下的內力計算因活荷載作用產(chǎn)生的內力遠小于恒荷載作用產(chǎn)生的內力，故按滿布荷載法布置?；詈奢d作用下的內力計算也采用力矩二次分配法。分配系數(shù)與恒荷載作用下的相同。（1）計算梁端彎矩六層MAB=-MBA=-2/9Pl=-2/9×28.8×7.2=-46.08KN×mMBC=-MCB=0五至一層MAB=-MBA=-2/9Pl=-2/9×28.8×7.2=-46.08KN×mMBC=-MCB=0活荷載作用下彎矩二次分配法附表所示上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.490.510.20.190.60.60.190.20.510.49六層偏心矩偏心矩-4646.10000-4646.122.623.5-9.3-8.9-2827.88.949.31-23-237.58-4.711.7-3.813.9-143.76-124.65-7.6-1.4-1.5-4.4-4.3-1313.24.254.421.491.4428.8-2944.1-17-2727.116.9-4428.8-290.330.330.340.170.160.160.510.510.160.160.170.340.330.33五層-4646.10000-4646.115.215.215.8-7.7-7.5-7.5-2323.37.517.517.74-16-15-1511.37.58-3.97.88-4.5-3.811.7-124.473.76-7.93.87-11-7.6-4.9-4.9-5.1-1.9-1.8-1.8-5.75.721.841.841.95.144.944.9421.517.8-3944.3-14-13-1717.413.813.1-4439.3-22-180.330.330.340.170.160.160.510.510.160.160.170.340.330.33四層-4646.10000-4646.115.215.215.8-7.7-7.5-7.5-2323.37.517.517.74-16-15-157.587.58-3.97.88-3.8-3.811.7-123.763.76-7.93.87-7.6-7.6-3.7-3.7-3.9-2-2-2-6.16.091.961.962.023.863.713.711919-3844.2-13-13-1817.713.213.2-4438.1-19-190.330.330.340.170.160.160.510.510.160.160.170.340.330.33三層-4646.10000-4646.115.215.215.8-7.7-7.5-7.5-2323.37.517.517.74-16-15-157.587.58-3.97.88-3.8-3.811.7-123.763.76-7.93.87-7.6-7.6-3.7-3.7-3.9-2-2-2-6.16.091.961.962.023.863.713.711919-3844.2-13-13-1817.713.213.2-4438.1-19-190.330.330.340.170.160.160.510.510.160.160.170.340.330.33二層-4646.10000-4646.115.215.215.8-7.7-7.5-7.5-2323.37.517.517.74-16-15-157.588.16-3.97.88-3.8-3.911.7-123.763.87-7.93.87-7.6-8.2-3.9-3.9-4.1-2-1.9-1.9-66.031.941.9424.063.93.918.819.4-3844.2-13-13-1817.713.213.3-4438.3-19-190.350.280.370.180.170.130.520.520.170.130.180.370.350.28一層-4646.10000-4646.116.312.916.9-8.1-7.7-6.1-2424.27.746.138.06-17-16-137.58-48.43-3.812.1-123.76-8.44.03-7.6-1.3-1-1.3-2.9-2.8-2.2-8.88.782.812.232.931.31.260.9922.611.9-3543.5-14-8.4-2120.914.38.36-4434.6-23-125.95-4.24.18-6各梁跨中最大彎矩值及算至梁端剪力。（計算方法同恒荷載）計算結果列于下表中層數(shù)VABV1左V1右V2左V2右VBAXMmax626.7926.79-2.01-2.01-30.81-30.812.435.53527.8427.84-0.96-0.96-29.76-29.763.3126.61427.7527.75-1.05-1.05-29.85-29.853.2627.89327.7527.75-1.05-1.05-29.85-29.853.2627.89227.7727.77-1.03-1.03-29.83-29.833.2727.74127.4127.41-1.39-1.39-30.19-30.193.0030.56因為MBC=MCB由ΣMB=0得VBC=VCB=0彎矩剪力圖如下彎矩圖（KN×m）剪力圖（KN）(3)柱的軸力計算柱軸力=梁端剪力+柱端集中力+上部柱傳來的軸力計算結果如下（單位KN）層數(shù)邊柱A中柱B614.4+26.79=41.1928.8+30.81=59.61541.19+14.4+27.84=83.4359.61+28.8+29.76=118.174126.58176.823168.73235.472210.90294.11252.71353.09軸力圖（KN）（4）活荷載作用下彎矩調幅及剪力調幅（算至柱邊）計算方法同恒荷載計算結果如下表所示層數(shù)VAB’MAB’VBA’MBA’VBC’MBC’626.7917.6630.8129.1021.71527.8425.9029.7629.50013.9427.7524.8929.8529.39014.19327.7524.8929.8529.39014.19227.7725.0529.8329.41014.15127.4122.1630.1928.78016.68調幅后的彎矩圖（KN×m）3、風荷載作用下的內力計算（1）風荷載作用下的內力計算采用D值法。αc值和K值的計算公式由Djk=αc×12×ic/hj2Vjk=Djk×Vj/ΣDjk則6-2層KA=(15+15)/(2×5.93)=2.53αc=2.53/(2+2.53)=0.56KB=(2×15+2×45)/(2×5.93)=10.11αc=10.11/(2+10.11)=0.72DA=0.56×12×5.93/3.62=3.07DB=0.72×12×5.93/3.62=3.95底層KA=3.20αc=0.71DA=2.04KB=12.10αc=0.82DB=2.36（2）剪力在各柱分配，計算結果如下表層次剪力（KN）邊柱D值中柱D值ΣD邊柱剪力中柱剪力620.973.073.9514.044.165.87523.783.073.9514.049.8512.53422.013.073.9514.0414.6918.69320.053.073.9514.0419.0124.31217.453.073.9514.0422.9429.19111.952.042.368.8026.7331.38(2)、各柱反彎點計算柱底至反彎點高度yh=（y1+y2+y3）×hy1是上下層橫梁線剛度比對y0的修正值，底層y1=0y2、y3是上下層高發(fā)生變化對y0的修正值根據(jù)m=6，n=1、2、3、4、5、6查表，反彎點計算高度如下層數(shù)邊柱中柱6y0=0.427，yh=0.427hy0=0.45，yh=0.45h5y0=0.45，yh=0.45hy0=0.5，yh=0.5h4y0=0.477，yh=0.477hy0=0.5，yh=0.5h3y0=0.5，yh=0.5hy0=0.5，yh=0.5h2y0=0.5，yh=0.5hy0=0.5，yh=0.5h1y0=0.55，yh=0.55hy0=0.55，yh=0.55h注：第二層考慮y2、y3，查表得y2、y3=0；底層不考慮y3，頂層不考慮y2（3）各柱上下端彎矩值M上=層剪力×（1-y）×hM上=層剪力×y×h各層柱彎矩值計算如下：各柱反彎點及柱端彎矩（KN×m）各梁端彎矩計算可根據(jù)節(jié)點平衡和彎矩分配系數(shù)可得。彎矩圖如下風荷載作用下的彎矩圖(KN*M)剪力及柱軸力計算梁剪力計算簡圖由Σy=0ΣMA=0ΣMB=0得VAB=VBA=-(MAB+MBA)/lVBC=VCB=-(MBC+MCB)/l計算結果如下層數(shù)VAB=VBA（KN）VBC=VCB(KN)62.134.8455.9213.3649.9623.42313.6432.25217.1840.13121.4548.60柱剪力計算V上=V下=-(M上+M下)/h得計算結果如下（單位KN）層數(shù)邊柱V上=V下中柱V上=V下64.615.8759.8512.53414.6918.69319.0124.31222.9429.19126.7331.38柱軸力計算結果如下層數(shù)邊柱中柱62.132.7358.0510.17418.0123.63331.6542.24248.8365.19170.2892.34風荷載作用下的剪力、軸力圖6、內力組合：控制截面如下：（1）框架梁內力組合層數(shù)截面內力恒載活載風載恒載×1.2+活載×1.4恒載×1.2+0.9×（活載×1.4+風載×1.4）六層1M-54.02-17.66-9.51-89.548-99.058V88.9926.792.13144.294143.2272M100.1035.534.40169.862170.432V0.0000.0003M-97.56-29.10-5.81-157.812-161.059v-105.41-30.81-2.13-169.626-167.9964M-78.28-21.71-5.81-124.330-128.611V13.700.004.8416.44022.5385M-100.05-27.140.00-158.056-154.256V0.000.000.000.0000.000五層1M-55.75-25.90-26.59-103.160-133.037V94.5027.845.92152.376155.9382M80.6026.618.17133.974140.543V0.0000.0003M-64.61-29.50-16.03-118.832-134.900V-100.50-29.76-5.92-162.264-165.5574M-37.50-13.90-16.03-64.460-82.712V13.700.0013.3616.44033.2745M-49.08-17.380.00-83.228-80.795V0.000.000.000.0000.000四層1M-50.46-24.89-43.62-95.398-146.875V93.9927.759.96151.638160.3032M83.2027.8913.44138.886151.916V0.0000.0003M-63.72-29.39-28.10-117.610-148.901V-101.01-29.85-9.96-163.002-171.3734M-39.83-14.19-28.10-67.662-101.081V13.700.0023.4216.44045.9495M-51.99-17.740.00-87.224-84.740V0.000.000.000.0000.000三層1M-50.46-24.85-59.45-95.342-166.770V93.9927.7513.64151.638164.9392M82.9027.8918.13138.526157.465V0.0000.0003M-63.72-29.39-38.70-117.610-162.257V-101.01-29.8513.64-163.002-141.6374M-39.83-14.19-38.7-67.662-114.437V13.700.0032.2516.44057.0755M-51.99-17.740.00-87.224-84.740V0.000.000.000.0000.000二層1M-50.02-25.05-75.51-95.094-186.730V94.0227.7717.18151.702169.4612M82.327.7423.34137.596163.121V0.0000.0003M-63.77-29.41-48.15-117.698-174.250V-100.99-29.83-17.18-162.950-180.4214M-39.74-14.15-48.15-67.498-126.186V13.7040.1316.44067.0045M-51.88-17.690-87.022-84.545V0000.0000.000一層1M-44.18-22.16-96.02-84.040-201.923V93.127.4121.45150.094173.2842M86.130.5633.65146.104184.225V0.0000.0003M-62.64-28.78-58.4-115.460-185.015V-101.9-30.19-21.45-164.546-187.3464M-44.73-16.68-58.4-77.028-148.277V13.7048.616.44077.6765M-58.11-20.850-98.922-96.003V0000.0000.000（2）框架柱內力組合層數(shù)柱號內力恒載活載風載恒載×1.2+活載×1.4恒載×1.2+0.9×（活載×1.4+風載×1.4）恒載×1.35+0.7××1.4×活載六層A柱M888.9728.779.51147.042154.997148.304M756.5021.537.0997.942103.86197.374N163.3342.192.13255.062251.839261.842V0.000.004.610.0005.8090.000B柱M8-47.02-16.94-11.62-80.140-92.410-80.078M7-30.67-13.82-9.51-56.152-66.200-54.948N217.2659.612.73344.166339.260351.719V5.870.0007.3960.000五層A柱M836.8117.8019.5069.09291.17067.138M743.2919.0315.5978.59095.56977.091N361.8584.438.05552.422550.745571.239V0.000.009.850.00012.4110.000B柱M8-24.91-13.11-22.55-48.246-74.824-46.476M7-25.85-13.23-22.55-49.542-76.103-47.863N464.78118.1710.17723.174719.444743.260V12.530.00015.7880.000四層A柱M843.2919.0327.6678.590110.77777.091M743.2919.0325.2378.590107.71677.091N559.34176.8218.01918.756916.694928.393V0.000.0014.690.00018.5090.000B柱M8-25.85-13.23-33.64-49.542-90.076-47.863M7-25.85-13.23-33.64-49.542-90.076-47.863N712.81176.8223.631102.9201107.9391135.577V18.690.00023.5490.000三層A柱M843.2919.0334.2278.590119.04377.091M742.8518.8434.2277.796118.27676.311N757.35168.7331.651145.0421161.2991187.778V0.000.0019.010.00023.9530.000B柱M8-25.85-13.23-43.76-49.542-102.827-47.863M7-25.82-13.21-43.76-49.478-102.766-47.803N960.84235.4742.241482.6661502.9231527.895V24.310.00030.6310.000二層A柱M844.1819.4141.2980.190129.49878.665M751.5322.6441.2993.532142.38891.753N955.39210.948.831441.7281473.7281496.459V0022.940.00028.9040.000B柱M8-26.04-13.32-52.54-49.896-114.232-48.208M7-27.98-14.31-52.54-53.610-117.807-51.797N1208.84294.165.191862.3481903.3131920.152V29.190.00036.7790.000一層A柱M826.9711.9154.7349.038116.33048.081M713.485.9566.8924.506107.95424.029N1170.51252.7170.281758.4061811.5791827.844V0026.730.00033.6800.000B柱M8-16.45-8.36-64.25-31.444-111.229-30.400M7-8.23-4.18-78.53-15.728-114.091-15.207N1457.76353.0992.342243.6382310.5542314.004V31.380.00039.5390.000六、框架構件截面設計1、梁截面設計1、梁截面設計⑴正截面配筋計算混凝土強度等級為C25（fc=11.9N/mm2，ft=1.27N/mm2），最小保護層厚度25mm。鋼筋：梁中受力鋼筋采用HRB400級（fy=360N/mm2），箍筋采用HPB235級鋼筋（fy=210N/mm2）梁截面尺寸為300mm×600mm，h0=600-35=565mm。梁的最小配筋率為0.2%和0.45ft/fy=0.45×1.27/360=0.159%中的較大值，即最小配筋為As.min=0.2%×350×600=360mm2，梁支座按矩形截面計算，b=300，跨中截面按T形截面計算，因h'f/h0=100/565=0.177>0.1,翼緣寬度按l/3=7.2/3=2.4m和b+Sn=0.3+2.4=2.7m中最小值確定，取h'f=2.4m。經(jīng)判別屬于第一類T形截面。取一層1截面為計算為例，M=201.92KN·m,αs=M/a1fcbh02=201.92×106/(1.0×11.9×300×5652)=0.177ξ=1-=0.354<ξb=0.55,滿足條件。γs=（1+）/2=0.902則=M/fyγsh0=201.92×106/360×0.902×565=1100.88mm2選配320，實有=941mm2其它截面計算過程列于下表層次截面彎矩M（KN.m）аs=M/а1fcbh02或bf'As配筋As6層199.060.0870.954510.252,227602170.430.0190.991845.894,168043165.060.1450.921880.732,227604128.610.1130.9406