向陽(yáng)中學(xué)綜合辦公樓建筑、結(jié)構(gòu)設(shè)計(jì)

PAGE2PAGE題目：向陽(yáng)中學(xué)綜合辦公樓建筑、結(jié)構(gòu)設(shè)計(jì)摘要本次畢業(yè)設(shè)計(jì)為結(jié)構(gòu)設(shè)計(jì)，主要是根據(jù)任務(wù)書(shū)要求，對(duì)一棟8-10層的綜合辦公樓進(jìn)行其建筑、結(jié)構(gòu)設(shè)計(jì)。本設(shè)計(jì)應(yīng)當(dāng)首先著手于建筑構(gòu)思，再按照建筑、結(jié)構(gòu)、地基基礎(chǔ)的順序進(jìn)行設(shè)計(jì)。設(shè)計(jì)要求完成建筑圖紙：總平面及設(shè)計(jì)說(shuō)明、首層建筑平面圖、二層建筑平面圖、標(biāo)準(zhǔn)層建筑平面圖、頂層建筑平面圖、正立面圖、背立面圖、樓梯剖面圖以及其他詳圖等。結(jié)構(gòu)圖紙:結(jié)構(gòu)設(shè)計(jì)說(shuō)明、平面結(jié)構(gòu)布置圖、梁平法施工圖、柱平法施工圖、基礎(chǔ)平面布置圖以及基礎(chǔ)詳圖、樓梯雨蓬詳圖等，所有的圖紙?jiān)O(shè)計(jì)以及繪制都按照國(guó)家規(guī)范要求進(jìn)行，力求做到空間布局合理，結(jié)構(gòu)安全可靠，建設(shè)經(jīng)濟(jì)合理，并能滿(mǎn)足使用要求。本工程是多、高層混凝土框架結(jié)構(gòu)綜合辦公樓，設(shè)計(jì)使用天正CAD、PKPM繪圖，計(jì)算主要以手算為主，電算為輔，并進(jìn)行手算與電算對(duì)比分析。本計(jì)算書(shū)主要內(nèi)容為重力荷載計(jì)算、橫縱框架側(cè)移剛度的計(jì)算、橫向水平地震作用以及風(fēng)荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算和側(cè)移計(jì)算、梁柱截面承載力計(jì)算、樓梯荷載計(jì)算及截面設(shè)計(jì)、樓板荷載計(jì)算、基礎(chǔ)設(shè)計(jì)計(jì)算等計(jì)算內(nèi)容以及繪制恒荷載、活荷載、雪荷載等作用下的彎矩圖。本工程設(shè)計(jì)是在查閱現(xiàn)行國(guó)家、專(zhuān)業(yè)規(guī)范后進(jìn)行，并尋得指導(dǎo)老師的認(rèn)可，符合結(jié)構(gòu)、經(jīng)濟(jì)、外觀、使用等方面的要求。關(guān)鍵詞：綜合辦公樓；鋼筋混凝土框架結(jié)構(gòu)；建筑設(shè)計(jì)；結(jié)構(gòu)設(shè)計(jì)；基礎(chǔ)設(shè)計(jì)Thebuildingdesignandstructuraldesignofreinforcedconcreteframestructure’sXiangyangmiddleschoolcomprehensiveofficebuildingAbstract:Thisgraduationprojectisastructuraldesign,mainlyaccordingtotherequirementsoftheletterofassignment,thebuilding,structure,basicdesignofacomprehensiveofficebuildingof8-10floors.Thedesignshouldfirststartwiththearchitecturalconception,andthenproceedwiththedesignintheorderofarchitecture,structureandfoundation.Designrequirementscompletearchitecturaldrawings:generalplananddesigndescription,floorplan,floorplan,standardfloorplan,topfloorplan,frontelevation,backelevation,stairsectionandotherdetails.Structuraldrawings,structuraldesign,planelayout,MrLeungping-lawconstructiondrawing,flatmethodconstructiondrawing,layoutanddetailoffoundations,stairdetailviewrainloose,etc.,allthedrawingsdesignanddrawingaccordingtothenationalstandardrequirements,makeseveryefforttoachievespatiallayoutisreasonable,thestructureissafeandreliable,economicandreasonableconstruction,andcansatisfytheuserequirement.Thisprojectisacomprehensiveofficebuildingwithmulti-storeyandhigh-riseconcreteframestructure.TianzhengCADandPKPMareusedinthedesign.Thecalculationismainlybasedonmanualcalculationandsupplementedbyelectroniccalculation.Thestatementofthemaincontentforthegravityloadcalculation,calculationoftransverseandlongitudinalframelateralstiffness,lateralhorizontalseismiceffectandframestructureunderwindloadcalculationofinternalforcecalculationandlateral,bearingcapacitycalculationofcolumnsectionandbeamsection,stairloadcalculationandcrosssectiondesign,floorloadcalculation,calculationcontentssuchasfoundationdesignandcalculation,anddrawtheconstantload,liveloadandsnowloadundertheactionofbendingmomentdiagram.Theprojectdesigniscarriedoutafterconsultingthecurrentnationalandprofessionalstandards,andfindingtheapprovaloftheinstructor,inlinewiththestructure,economy,appearance,useandotherrequirements.Keywords:comprehensiveofficebuilding;reinforcedconcreteframestructure;Architecturaldesign;Structuraldesign;Foundationdesign目次摘要 ⅠAbstract Ⅱ1工程概況 12結(jié)構(gòu)方案及布置 13構(gòu)件初估 23.1柱截面尺寸的確定 23.2梁尺寸確定 33.3樓板厚度的確定 33.4柱高度 34重力荷載計(jì)算 34.1屋面及樓面的恒荷載標(biāo)準(zhǔn)值 34.2屋面及樓面的活荷載標(biāo)準(zhǔn)值 44.3梁、柱、墻、窗、門(mén)重力荷載計(jì)算 44.4重力荷載代表值 65框架側(cè)移剛度計(jì)算 75.1橫向框架側(cè)移剛度計(jì)算 75.2縱向框架側(cè)移剛度計(jì)算 106橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算 136.1橫向水平地震作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算 136.1.1橫向自振周期計(jì)算 136.1.2水平地震作用及樓層地震剪力計(jì)算 146.1.3水平地震作用下的位移驗(yàn)算 166.1.4水平地震作用下框架內(nèi)力計(jì)算 166.2橫向風(fēng)荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算 226.2.1風(fēng)荷載標(biāo)準(zhǔn)值 226.2.2風(fēng)荷載作用下的水平位移驗(yàn)算 276.2.3風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算 277豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算 327.1橫向框架內(nèi)力計(jì)算 327.1.1計(jì)算單元 327.1.2荷載計(jì)算 337.1.3內(nèi)力計(jì)算 377.2橫向框架內(nèi)力組合 497.2.1結(jié)構(gòu)抗震等級(jí) 497.2.2框架梁內(nèi)力組合 497.2.3框架柱內(nèi)力組合 538截面設(shè)計(jì) 678.1框架梁 678.1.1梁的正截面受彎承載力計(jì)算 678.12梁斜截面受剪承載力計(jì)算 718.2框架柱 728.2.1剪跨比和軸壓比驗(yàn)算 728.2.2柱正截面承載力計(jì)算 728.2.3柱斜截面受剪承載力計(jì)算 748.3框架梁柱節(jié)點(diǎn)核心區(qū)截面抗震驗(yàn)算 759樓梯設(shè)計(jì) 769.1平臺(tái)板計(jì)算 789.1.1荷載計(jì)算 789.1.2截面設(shè)計(jì) 789.2梯段板計(jì)算 799.2.1荷載計(jì)算 799.2.2截面設(shè)計(jì) 799.3平臺(tái)梁計(jì)算 799.3.1荷載計(jì)算 809.3.2正截面承載力計(jì)算 809.3.3斜截面承載力計(jì)算 8010梁板設(shè)計(jì) 8110.1板的計(jì)算 8110.1.1單向板計(jì)算 8110.1.2雙向板計(jì)算 8210.2梁的計(jì)算 8710.2.1彈性理論 8710.2.2塑性理論 9211基礎(chǔ)設(shè)計(jì) 9311.1場(chǎng)地土層條件 9311.2結(jié)構(gòu)型式 9311.3材料選擇 9311.4確定基礎(chǔ)埋深d 9311.6計(jì)算邊柱（以D/軸柱為例） 9411.6.1確定基礎(chǔ)基底尺寸 9411.6.2驗(yàn)算基礎(chǔ)底面應(yīng)力 9411.6.3計(jì)算基礎(chǔ)底板厚度h 9511.6.4基礎(chǔ)底板配筋 9511.7計(jì)算中柱（以B/軸柱為例） 9611.7.1確定基礎(chǔ)基底尺寸 9611.7.2驗(yàn)算基礎(chǔ)底面應(yīng)力 9711.7.3計(jì)算基礎(chǔ)底板厚度h 9711.7.4基礎(chǔ)底板配筋 97N結(jié)論 100致謝 101參考文獻(xiàn) 1021工程概況本工程設(shè)計(jì)為一建筑主體結(jié)構(gòu)共有9層，無(wú)地下室的綜合辦公樓，其底層為3.6m，其他層層高均為3.3m；總高度32.1m。建筑面積6846.03m2，占地面積760.67m2。地震設(shè)計(jì)烈度7度，建筑場(chǎng)地類(lèi)別為Ⅱ類(lèi)，場(chǎng)地特征周期為0.35s，基本風(fēng)壓為0.35kN/m2，基本雪壓0.30kN/m2，地面粗糙度為C類(lèi)。2結(jié)構(gòu)方案及布置該建筑為綜合辦公樓，根據(jù)房屋的使用功能以及建筑設(shè)計(jì)要求，建筑平面布置較靈活，有較大空間?；炷量蚣芙Y(jié)構(gòu)具有整體性好，能滿(mǎn)足大空間要求，耐久性也好等特點(diǎn)。此外，該結(jié)構(gòu)結(jié)構(gòu)占地面積小，在地面上可以留下較大的活動(dòng)空間，來(lái)滿(mǎn)足綠化，交通、保護(hù)既有建筑物等要求，其內(nèi)外觀造型新穎美觀，藝術(shù)效果好，而且其建筑采光好，視野也開(kāi)闊。綜合考慮框架結(jié)構(gòu)體系的各種特點(diǎn)，根據(jù)本地地形地貌、抗震等級(jí)，經(jīng)濟(jì)方面，以及任務(wù)書(shū)的其他要求，本工程建筑選用混凝土框架結(jié)構(gòu)形式。本工程為全現(xiàn)澆混凝土結(jié)構(gòu)體系，1～5層混凝土強(qiáng)度等級(jí)為C40，以上各層均為C30，結(jié)構(gòu)平面布置如下圖.3構(gòu)件初估3.1柱截面尺寸的確定使用公式A=a來(lái)確定柱子截面尺寸,式中：A為橫截面面積，取方形時(shí)邊長(zhǎng)為a；G為結(jié)構(gòu)單位面積的重量，根據(jù)經(jīng)驗(yàn)估算鋼筋砼高層建筑約為12～18KN/m，由于框架結(jié)構(gòu)辦公樓荷載較小，按15kN/m考慮；n為驗(yàn)算截面以上樓層層數(shù)；F為驗(yàn)算柱的負(fù)荷面積，可根據(jù)柱網(wǎng)尺寸確定；為砼軸心抗壓強(qiáng)度設(shè)計(jì)值；本工程建筑建筑高度大于30m，設(shè)防烈度為7度且是框架結(jié)構(gòu)，抗震等級(jí)為二級(jí)，故而柱軸壓比限值取0.8；為地震及中、邊柱的相關(guān)調(diào)整系數(shù)，在7度設(shè)防地區(qū)，中柱取1，邊柱取1.1.對(duì)于中柱，F(xiàn)=7.2×(6.6+2.4)/2=32.4m，1層中柱（n取9；C40混凝土，=19.1MPa）;A=a2a=0.572m.6層中柱（n取4；C30混凝土，=14.3MPa）A=a2=GnFa=0.440m.所以初步選定中柱截面尺寸600mm600mm；對(duì)于邊柱，A軸邊柱F=7.2×6.6/2=23.76m，1層（n取9；C40混凝土，=19.1MPa）;A=a2=GnFa=0.514m.6層邊柱（n取4；C30混凝土，=14.3MPa）A=a2=GnFa=0.396m。所以初步選定邊柱截面尺寸550mm550mm;根據(jù)以上結(jié)果并綜合考慮其他因素，本工程設(shè)計(jì)柱截面尺寸取值如下：1層700mm×700mm,2～6層600mm×600mm,7～9層550mm×550mm。3.2梁尺寸確定梁截面高度應(yīng)為hb=(1/121/8)l,l為跨長(zhǎng),邊跨l=6600mm，中跨l=2400mm；梁截面寬度bb=（1/31/2）hb.因?yàn)闄M向框架跨數(shù)少，主梁沿橫向布置有利于提高建筑物的橫向抗側(cè)剛度，故而本工程框架采用橫向承重，根據(jù)梁跨度可初步確定橫向框架主梁截面尺寸為240mm650mm，次梁為240mm500mm；縱向連系梁為240mm650mm.3.3樓板厚度的確定樓板為現(xiàn)澆單向板，一般厚度取（1/401/30）板（短向長(zhǎng)度）且不小于80mm，本建筑3600/40=90m,取100mm＞90mm,滿(mǎn)足要求.3.4柱高度底層柱高度h=3.9m+0.45m+0.75m=4.8m，其中3.6m為底層層高，0.45m為室內(nèi)外高差，0.75m為基礎(chǔ)頂面至室外地面的高度。其他柱高等于層高，即3.3m。4重力荷載計(jì)算4.1屋面及樓面的恒荷載標(biāo)準(zhǔn)值屋頂（不上人）均布荷載標(biāo)準(zhǔn)值：30厚細(xì)石混凝土保護(hù)層22kN/m3×0.03m=0.66kN/m2三氈四油防水層0.40kN/m220厚水泥砂漿找平層20kN/m3×0.02m=0.40kN/m2150厚水泥蛭石保溫層5kN/m3×0.15m=0.75kN/m21:8水泥爐渣找坡層1.2kN/m2100厚鋼筋混凝土板結(jié)構(gòu)層25kN/m3×0.1m=2.5kN/m2合計(jì)5.91kN/m2屋頂恒荷載標(biāo)準(zhǔn)值:[(51.6+0.72×2)×(15.6+0.72×2)-4.2×7.2×2]×5.91=(903.802-60.48)×5.91=4984.033kN.1～8層樓面均布荷載標(biāo)準(zhǔn)值：小瓷磚地面（包括水泥粗砂打底）0.55kN/m2100厚鋼筋混凝土板結(jié)構(gòu)層25kN/m3×0.1m=2.5kN/m2V型輕鋼龍骨吊（包括保溫層）0.25kN/m2合計(jì)3.30kN/m21層樓面恒荷載標(biāo)準(zhǔn)值：[(15.6+0.24)×(51.6+0.24)-4.2×7.2×2+2.5×7.2]×3.30=(821.146-60.48+18)×3.3=778.666×3.3=2569.599kN2～8層樓面恒荷載標(biāo)準(zhǔn)值：[(15.6+0.24)×(51.6+0.24)-4.2×7.2×2]×3.3=760.646×3.3=2510.132kN.4.2屋面及樓面的活荷載標(biāo)準(zhǔn)值樓面均布活荷載標(biāo)準(zhǔn)值2.0kN/m2屋頂（不上人）均布活荷載標(biāo)準(zhǔn)值0.5kN/m2屋面均布雪荷載標(biāo)準(zhǔn)值sk=μr·s0=1.0×0.3=0.3kN/m2式中：μr為屋面積雪分布系數(shù)，取μr=1.0.樓面活荷載標(biāo)準(zhǔn)值：1層：[(15.6+0.24)×(51.6+0.24)-4.2×7.2×2+2.5×7.2]×2.0=(821.146-60.48+18)×2.0=778.666×2.0=1557.332kN2～9層：[(15.6+0.24)×(51.6+0.24)-4.2×7.2×2]×2.0=760.646×2.0=1521.292kN.屋頂（不上人）活荷載標(biāo)準(zhǔn)值：[(51.6+0.72×2)×(15.6+0.72×2)-4.2×7.2×2]×0.5=(903.802-60.48)×0.5=421.661kN.屋頂雪荷載標(biāo)準(zhǔn)值：[(51.6+0.72×2)×(15.6+0.72×2)-4.2×7.2×2]×0.3=(903.802-60.48)×0.3=252.997kN.4.3梁、柱、墻、窗、門(mén)重力荷載計(jì)算梁、柱的單位長(zhǎng)度重力荷載計(jì)算可根據(jù)截面尺寸、材料容重及粉刷等方面進(jìn)行；而對(duì)墻、門(mén)、窗等，則直接計(jì)算出單位面積上的重力荷載。其具體計(jì)算過(guò)程從略，計(jì)算結(jié)果如下表1：層次構(gòu)件b/mh/mr/(kN/m3)βg/(kN/m)Li/mnGi/kN∑Gi/kN首層KL-10.240.65251.054.0955.6720464.3731383.0831KL-20.240.50251.053.151.7842.84LL-10.240.65251.054.0956.514372.645LL-20.240.65251.054.0952.9895.004LL-30.240.65251.054.0953.58114.66LL-40.240.65251.054.09511.6295.004KL-30.240.65251.054.0953.87231.6953CL-10.240.50251.053.156.366120.204CL-20.240.40251.052.526.72233.8688KL-40.240.50251.053.152.03212.789KZ-10.50.50251.16.8754.08256.12902.02KZ-20.700.70251.1013.4754.80442845.922~6層KL-10.240.65251.054.0955.6720464.3731370.2941KL-20.240.50251.053.151.7842.84LL-10.240.65251.054.0956.514372.645LL-20.240.65251.054.0952.9895.004LL-30.240.65251.054.0953.58114.66LL-40.240.65251.054.09511.6295.004KL-30.240.65251.054.0953.87231.6953CL-10.240.50251.053.156.366120.204CL-20.240.40251.052.526.72233.8688KZ0.600.60251.109.93.30441437.487~9層KL-10.240.65251.054.0955.6720464.3731370.2941KL-20.240.50251.053.151.7842.84LL-10.240.65251.054.0956.514372.645LL-20.240.65251.054.0952.9895.004LL-30.240.65251.054.0953.58114.66LL-40.240.65251.054.09511.6295.004KL-30.240.65251.054.0953.87231.6953CL-10.240.50251.053.156.366120.204注：1）表中β為考慮梁、柱的粉刷層重力荷載而對(duì)其重力荷載的增大系數(shù)；g表示單位長(zhǎng)度構(gòu)件重力荷載；n為構(gòu)件數(shù)量。2）梁長(zhǎng)度取凈長(zhǎng)；柱長(zhǎng)度取層高。墻體為240厚粘土空心磚（15kN/m3），外墻面貼瓷磚（0.5kN/㎡），內(nèi)墻面為20厚抹灰（17kN/m3），則外墻單位墻面重力荷載為0.5+15×0.24+17×0.02=4.44kN/㎡內(nèi)墻為240厚粘土空心磚，兩側(cè)均為20厚抹灰，則內(nèi)墻單位面積重力荷載為15×0.24+17×0.02×2=4.28kN/㎡表2各層墻體自重總和：層次12～67～8頂層墻體自重（kN）3635.9173364.9623408.2363198.296木門(mén)單位面積重力荷載為0.2kN/㎡；鋁合金門(mén)窗單位面積重力荷載取0.4kN/㎡。表3各層門(mén)窗自重總和層次12～89門(mén)窗自重（kN）70.70457.88857.8404.4重力荷載代表值屋頂（不上人）重力荷載代表值包括：屋面恒載，50%屋面雪荷載，半層墻體自重。其他層重力荷載代表值包括：樓面恒載，50%樓面活荷載，縱橫梁自重，樓面上下半層柱自重，上下半層墻體自重。由此計(jì)算得集中于各樓層標(biāo)高處的重力荷載代表值Gi如下圖5框架側(cè)移剛度計(jì)算5.1橫向框架側(cè)移剛度計(jì)算橫梁線(xiàn)剛度ib計(jì)算過(guò)程見(jiàn)下表4：類(lèi)別層次Ec/(N/mm2)b×h/mm×mmIo/mm4l/mmEcIo/l/N·mm1.5EcIo/l/N·mm2EcIo/l/N·mmKL-11～53.25×104240×6505.49×10966002.703×10104.055×10105.407×10106～93.15×1042.620×10103.930×10105.243×1010KL-21～53.25×104240×5002.50×10924003.385×10105.078×10106.771×10106～93.15×1043.281×10104.921×10106.563×1010KL-41～53.25×104240×5002.50×10925003.250×10104.875×10106.500×10106～93.15×1043.150×10104.725×10106.300×1010柱線(xiàn)剛度ic計(jì)算過(guò)程見(jiàn)下表5：層次hc/mmEc/(N/mm2)b×h/mm×mmIc/mm4EcIc/hc/N·mm148003.25×104700×7002.001×101013.548×10102～53300600×6001.080×101010.636×1010633003.15×104600×6001.080×101010.309×10107～93300550×5500.763×10107.283×1010對(duì)于高度小于50m且高寬比小于4的建筑物，僅考慮柱彎曲變形引起的柱側(cè)移剛度，忽略柱的軸向變形。橫向框架柱側(cè)移剛度（D）計(jì)算見(jiàn)下表6：層次位置單層柱數(shù)1邊框架邊柱4.0550.5+0.299245566邊框架中柱4.055+5.0780.439309774邊框架邊柱eq\o\ac(○,D)軸5.4070.3752646110軸6.50.395278722中框架中柱eq\o\ac(○,B)eq\o\ac(○,C)軸5.407+6.7710.4833408218eq\o\ac(○,A)軸5.407+6.50.479337994∑D13402702邊框架邊柱4.055×20.160187526邊框架中柱4.055+5.0780.300351604邊框架邊柱eq\o\ac(○,D)軸5.407×20.2032379210中框架中柱eq\o\ac(○,B)eq\o\ac(○,C)軸5.407+6.7710.3644266118eq\o\ac(○,A)軸⑥⑦5.407×2+6.50.289338712eq\o\ac(○,A)軸5.407×20.203237924∑D14218803-5邊框架邊柱4.0555×20.160187524邊框架中柱4.055+5.0780.300351604邊框架邊柱eq\o\ac(○,D)軸5.407×20.203237926中框架中柱eq\o\ac(○,B)eq\o\ac(○,C)軸5.407+6.7710.3644266112∑D14017226邊框架邊柱4.055+3.9300.162184036邊框架中柱4.921+5.078+3.930+4.0550.304345344邊框架邊柱5.243×20.2032306016中框架中柱eq\o\ac(○,B)eq\o\ac(○,C)軸5.636+6.771+5.243+5.4070.5275986618∑D16951027、8、9邊框架邊柱3.930×20.189151686邊框架中柱4.921+3.9300.378303364邊框架邊柱5.243×20.2652126716中框架中柱eq\o\ac(○,B)eq\o\ac(○,C)軸5.243+6.5630.4443563318∑D1194018由上表得橫向框架各層層間側(cè)移剛度如下表7：層次123456789∑Di(N/mm)134027014218801401722140172214017221695102119401811940181194018可見(jiàn)，∑D1∕∑D2=1340270?1421880=0.943>0.7，且1340270=∑D1>0.8(∑D2+∑D3+∑D4)?3=1126753，故該框架為橫向規(guī)則框架。5.2縱向框架側(cè)移剛度計(jì)算縱向框架側(cè)移剛度計(jì)算方法與橫向框架相同。柱在縱向的側(cè)移剛度除與柱沿縱向的截面特性有關(guān)外，還與縱梁的線(xiàn)剛度有關(guān)?？v梁線(xiàn)剛度ib計(jì)算過(guò)程見(jiàn)下表8：類(lèi)別層次Ec/(N/mm2)b×h/mm×mmIo/mm4l/mmEcIo/l/N·mm1.5EcIo/l/N·mm2EcIo/l/N·mmLL-11～53.25×104240×6505.493×10972002.479×10103.719×10104.959×10106～93.15×1042.403×10103.605×10104.806×1010LL-21～53.25×10436004.959×10107.438×10109.918×10106～93.15×1044.806×10107.210×10109.613×1010LL-31～53.25×10442004.251×10106.376×10108.501×10106～93.15×1044.120×10106.180×10108.240×1010本工程設(shè)計(jì)中，縱、橫向柱線(xiàn)剛度相同，詳見(jiàn)橫向剛度計(jì)算中相應(yīng)表格?？v向框架柱側(cè)移剛度（D）計(jì)算見(jiàn)下表9：EQ\o\ac(○,11)層次位置單層柱數(shù)1邊框邊柱EQ\o\ac(○,D)EQ\o\ac(○,1A)軸0.2750.340 239914eq\o\ac(○,A)軸0.5490.412290722邊框中柱EQ\o\ac(○,3)EQ\o\ac(○,11)軸0.8240.469330942EQ\o\ac(○,4)eq\o\ac(○,10)軸1.0200.503354932EQ\o\ac(○,5)EQ\o\ac(○,9)軸0.7450.454320352EQ\o\ac(○,6)EQ\o\ac(○,7)軸0.5490.412290722中框邊柱0.3660.366258266中框中柱EQ\o\ac(○,3)EQ\o\ac(○,11)軸0.7320.451318242EQ\o\ac(○,3)EQ\o\ac(○,11)軸1.0980.516364102eq\o\ac(○,4)eq\o\ac(○,10)軸1.3600.553376106EQ\o\ac(○,5)EQ\o\ac(○,9)軸0.9940.499352116EQ\o\ac(○,6)EQ\o\ac(○,7)軸0.7320.451318246∑D13327902-5邊框邊柱EQ\o\ac(○,D)EQ\o\ac(○,1A)軸0.3500.149174634eq\o\ac(○,A)軸0.6990.259303552邊框中柱EQ\o\ac(○,3)EQ\o\ac(○,11)軸1.0490.344403172eq\o\ac(○,4)eq\o\ac(○,10)軸1.2990.394461774EQ\o\ac(○,5)EQ\o\ac(○,9)軸0.9490.322377394EQ\o\ac(○,6)EQ\o\ac(○,7)軸0.6990.259303554中框邊柱0.4660.189 221514中框中柱EQ\o\ac(○,3)EQ\o\ac(○,11)軸0.9320.318372702EQ\o\ac(○,3)EQ\o\ac(○,11)軸1.3990.412482872eq\o\ac(○,4)eq\o\ac(○,10)軸1.7320.464543814EQ\o\ac(○,5)EQ\o\ac(○,9)軸1.2660.387453574EQ\o\ac(○,6)EQ\o\ac(○,7)軸0.9320.318372704∑D14760306邊框邊柱EQ\o\ac(○,D)EQ\o\ac(○,1A)軸0.3550.151171534eq\o\ac(○,A)軸0.7100.262297632邊框中柱EQ\o\ac(○,3)EQ\o\ac(○,11)軸1.0660.348395324eq\o\ac(○,4)eq\o\ac(○,10)軸1.3190.398452124EQ\o\ac(○,5)EQ\o\ac(○,9)軸0.9640.325369204EQ\o\ac(○,6)EQ\o\ac(○,7)軸0.7100.262297634中框邊柱0.4740.191216972中框中柱EQ\o\ac(○,3)EQ\o\ac(○,11)軸0.9320.318361242EQ\o\ac(○,3)EQ\o\ac(○,11)軸1.4210.415471432eq\o\ac(○,4)eq\o\ac(○,10)軸1.7590.468531644EQ\o\ac(○,5)EQ\o\ac(○,9)軸1.2860.391444174EQ\o\ac(○,6)EQ\o\ac(○,7)軸0.9470.321364654∑D14799587-9邊框邊柱EQ\o\ac(○,D)EQ\o\ac(○,1A)軸0.6810.254203844eq\o\ac(○,A)軸0.9900.331265642邊框中柱EQ\o\ac(○,3)EQ\o\ac(○,11)軸0.7420.271217494eq\o\ac(○,4)eq\o\ac(○,10)軸1.8390.479384414EQ\o\ac(○,5)EQ\o\ac(○,9)軸1.3440.402322624EQ\o\ac(○,6)EQ\o\ac(○,7)軸0.9900.331265644中框邊柱0.4950.198158902中框中柱EQ\o\ac(○,3)EQ\o\ac(○,11)軸1.3200.398319412EQ\o\ac(○,3)EQ\o\ac(○,11)軸1.9800.497398862eq\o\ac(○,4)eq\o\ac(○,10)軸2.4510.551442204EQ\o\ac(○,5)EQ\o\ac(○,9)軸1.7910.473379604EQ\o\ac(○,6)EQ\o\ac(○,7)軸1.3200.398319414∑D1242646縱向框架各層層間側(cè)移剛度值表10：層次123456789∑Di(N/mm)133279014760301476030147603014760301479958124264612426461242646由上表可知，∑D1∕∑D2=1332790∕1476030=0.903>0.7，且∑D1＞0.8(∑D2+∑D2+∑D2)∕3=1180824，所以該框架為縱向規(guī)則框架。6橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算6.1橫向水平地震作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算6.1.1橫向自振周期計(jì)算結(jié)構(gòu)頂點(diǎn)的假想側(cè)移由以下三公式計(jì)算。式中：Gk為集中在k層樓面處的重力荷載代表值；為把集中在各層樓面處的重力荷載代表值視為水平荷載而得的第i層的層間剪力；為第i層的層間側(cè)移剛度；、分別為第i、k層的層間側(cè)移；s為同一樓層內(nèi)框架柱的總數(shù)。計(jì)算過(guò)程見(jiàn)下表11。表11結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)算層次98894.748894.7411940187.4319.589152.2118046.95119401815.1312.179257.1927304929769350.3536654.49169510221.6274.159443.5146098.00140172232.9241.249443.5155541.51140172239.6201.639443.5164985.02140172246.416229443.5174428.53142188052.3115.6110401.5184830.04134027063.363.3由計(jì)算基本周期T1，其中uT的量綱為m，取=0.7，則s。6.1.2水平地震作用及樓層地震剪力計(jì)算本工程設(shè)計(jì)結(jié)構(gòu)高度不超過(guò)40m，質(zhì)量和剛度沿高度分析比較均勻，變形以剪切型為主，故采用底部剪力法計(jì)算水平地震作用。結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值按計(jì)算，式中為相應(yīng)于結(jié)構(gòu)基本自振周期的水平地震影響系數(shù)；為結(jié)構(gòu)等效總重力荷載，在此多質(zhì)點(diǎn)取總重力荷載代表值的85%，即=0.85∑Gi=0.85×(8894.74+9152.21+9257.19+9350.35+9443.514+10401.51)=0.85×84830.04=72105.534kN，根據(jù)地震分組和場(chǎng)地類(lèi)別得Tg=0.35s,7度設(shè)防得=0.08s。鋼筋混凝土結(jié)構(gòu)的阻尼比ξ=0.05，則衰減指數(shù)γ=0.9，Tg＜T1=0.67s<5Tg，則，=0.045×72105.534=3244.7kN由于T1=0.67s＞1.4Tg=1.4×0.35=0.49s,所以應(yīng)考慮頂部附加水平地震作用。頂部附加地震作用系數(shù)δn=0.08T1+0.07=0.08×0.67+0.07=0.1236,故ΔF8=δn=0.1236×3244.7=401.0kN,各質(zhì)點(diǎn)的水平地震作用按計(jì)算，各樓層地震剪力按，計(jì)算結(jié)果見(jiàn)下表12：表12各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表層次Hi/mGi/kNGiHi/kN·m∑GiHi/kN·mFi/kNVi/kN931.28894.74277515.891502630.440.185525.19525.19827.99152.21255346.661502630.440.170483.241008.43724.69257.19227726.871502630.440.152430.971439.40621.39350.35199162.461502630.440.133376.911816.31518.09443.51169983.181502630.440.113321.692138.00414.79443.51138819.601502630.440.092262.712400.71311.49443.51107656.011502630.440.072203.742604.4528.19443.5176492.431502630.440.051144.762749.2114.810401.5349927.341502630.440.03394.492843.70各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力沿房屋高度的分布圖如下：6.1.3水平地震作用下的位移驗(yàn)算水平地震作用下框架結(jié)構(gòu)的層間位移Δui和頂點(diǎn)位移ui分別按和計(jì)算，計(jì)算過(guò)程及結(jié)果見(jiàn)下表13。表中還計(jì)算了各層的層間彈性位移角。表13橫向水平地震作用下的位移驗(yàn)算層次Vi/kN∑Di/(N/mm)Δui/mmui/mmhi/mm9525.1911940180.4412.7133001/750081008.4311940180.8412.2733001/392971439.4011940181.2111.4333001/272761816.3116951021.0710.2233001/308452138.0014017221.539.1533001/215742400.7114017221.717.6233001/193032604.4514017221.865.9133001/177422749.2114218801.934.0533001/171012843.7013402702.122.1248001/2264可見(jiàn)，最大層間彈性位移角發(fā)生在第二層，其值為1/1710＜1/550,滿(mǎn)足的要求，其中=1/550為高度在150m以?xún)?nèi)鋼筋混凝土框架的彈性層間位移角限值。6.1.4水平地震作用下框架內(nèi)力計(jì)算取EQ\o\ac(○,6)軸一榀橫向框架計(jì)算?？蚣苤思袅皬澗胤謩e按和計(jì)算，其中取自表6，取自表7，層間剪力取自表12。各柱反彎點(diǎn)高度比y按確定，其中的四個(gè)y值均由表查得。具體計(jì)算過(guò)程及結(jié)果見(jiàn)表14。表14各層柱端彎矩及剪力計(jì)算層次hi/mVi/kN邊柱中柱EQ\o\ac(○,B)EQ\o\ac(○,C)軸93.3525.191194018212679.350.7200.309.2621.603563315.671.5940.3015.5136.2083.31008.4311940182126717.960.7200.3621.3437.933563330.091.5940.3635.7563.5573.31439.4011940182126725.640.7200.4134.6949.923563342.961.5940.4158.1283.6463.31816.3116951022306024.710.5090.4536.6944.855986664.151.1150.4595.26116.4353.32138.0014017222379236.290.5080.4553.8965.874266165.071.1450.4596.63118.1043.32400.7114017222379240.750.5080.4560.5173.964266173.061.1450.45108.49132.6033.32604.4514017222379244.210.5080.4565.6580.244266179.271.1450.45117.72143.8823.32749.2114218802379246.000.5080.5075.9075.904266182.491.1450.50136.11136.1114.82843.7013402702646156.140.3990.80215.5853.893408272.310.8990.80277.6769.42注：表中M量綱為kN·m，V量綱為kN。梁端彎矩、剪力及柱軸力分別按、和計(jì)算，其中梁線(xiàn)剛度取自表4，具體計(jì)算過(guò)程見(jiàn)下表15。表15梁端彎矩、剪力及柱軸力計(jì)算層次KL-1KL-2柱軸力邊柱NEQ\o\ac(○,B)EQ\o\ac(○,C)軸中柱N921.616.086.65.7120.1220.122.416.77-5.71-11.06847.1935.116.612.4743.9543.952.436.63-18.18-35.21771.2653.026.618.8366.3766.372.455.31-37.01-71.69679.5494.016.626.3097.0397.032.480.86-63.31-126.255102.5697.736.630.35118.63118.632.498.86-93.66-194.774127.85101.786.634.79127.45127.452.4106.21-128.45-266.183140.75112.056.638.30140.32140.322.4116.93-166.75-344.812141.55112.706.638.52141.13141.132.4117.61-205.27-423.901129.7991.256.633.49114.28114.282.495.23-238.76-485.64注：1）柱軸力中的負(fù)號(hào)表示拉力。當(dāng)為左地震作用時(shí)，左側(cè)兩根柱為拉力，對(duì)應(yīng)的右側(cè)兩根為壓力。2）表中M單位為kN·m，V單位為kN，N單位為kN，l單位為m。水平地震作用下框架的彎矩圖、梁端剪力圖及柱軸力圖如下圖：6.2橫向風(fēng)荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算6.2.1風(fēng)荷載標(biāo)準(zhǔn)值風(fēng)荷載標(biāo)準(zhǔn)值按計(jì)算?；撅L(fēng)壓=0.35kpa，本設(shè)計(jì)建筑體型系數(shù)按正多邊形平面考慮，得=0.8（迎風(fēng)面）和=－0.5（背風(fēng)面）。C類(lèi)地區(qū)，H/B=31.2/51.6=0.605，查表得ν=0.41;T1=0.67s,=0.35×0.672=0.16kN·s2/m2,查表得ξ=1.26.，取EQ\o\ac(○,6)軸為橫向框架，其負(fù)載寬度為7.2m，則沿房屋高度的分布風(fēng)荷載標(biāo)準(zhǔn)值。根據(jù)各樓層標(biāo)高處的高度Hi由查相關(guān)表取，代入上式可得各樓層標(biāo)高處的q（z），見(jiàn)下表16；表16沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值層次Hi/mHi/H/(kN/m)/(kN/m)931.21.001.0161.5083.0901.931827.90.8940.9661.4782.8791.799724.60.7780.9141.4402.6531.658621.30.6830.8611.4102.4471.529518.00.5770.831.3592.2741.421414.70.4710.741.3291.9821.239311.40.3650.741.2551.8721.17028.10.2600.741.1821.7631.10214.80.1540.741.1081.6521.033q(z)沿房屋高度的分布圖如下：《荷載規(guī)范》規(guī)定，對(duì)于高度大于30m且高寬比大于1.5的房屋結(jié)構(gòu)，應(yīng)采用風(fēng)振系數(shù)來(lái)考慮風(fēng)壓脈動(dòng)的影響。本設(shè)計(jì)房屋高度H=31.2m>30m，H/B=31.2/15.6=2>1.5，由表16知沿房屋高度在1.108～1.508范圍內(nèi)變化，即風(fēng)壓脈動(dòng)的影響較大。因此，該房屋應(yīng)考慮風(fēng)壓脈動(dòng)的影響?？蚣芙Y(jié)構(gòu)分析時(shí)，應(yīng)按靜力等效原理將上圖的分布風(fēng)荷載轉(zhuǎn)化為節(jié)點(diǎn)集中荷載，計(jì)算過(guò)程如下：F9=(3.090+1.931+2.879+1.799)×3.3×1/2+(0-3.090+0-1.931)×3.3×1/2×1/3+(3.090-2.879+1.931-1.799)×3.3×1/2×2/3=13.62kNF8=(2.879+1.799+2.653+1.658)×3.3×1/2+(3.090－2.879+1.931-1.799)×3.3×1/2×1/3+(2.879-2.653+1.799-1.658)×3.3×1/2×2/3=15.42kNF1=(1.652+1.033)×4.8×1/2+(1.763－1.652+1.102-1.033)×3.6×1/2×1/3+(1.652－0+1.033-0)×4.8×1/2×2/3=10.88kN同理，得F7=14.27KN，F(xiàn)6=13.31kN，F(xiàn)5=11.90kN，F(xiàn)4=11.01kN，F(xiàn)3=10.20kN，F(xiàn)2=9.45kN。 匯總各層結(jié)果如下圖所示：6.2.2風(fēng)荷載作用下的水平位移驗(yàn)算根據(jù)上圖所示的水平荷載，由計(jì)算層間剪力，然后依據(jù)表6求出eq\o\ac(○,3)軸框架的層間側(cè)移剛度，由和計(jì)算各層的相對(duì)側(cè)移和絕對(duì)側(cè)移。計(jì)算過(guò)程見(jiàn)下表：表17風(fēng)荷載作用下框架層間剪力及側(cè)移計(jì)算層次123456789Fi/kN10.889.4510.2011.0111.9013.3114.2715.4213.62Vi/kN110.0699.1889.7379.5368.5256.6243.3129.0413.62∑D/(N/mm)121086132906132906132906132906165852113800113800113800Δui/mm0.910.750.680.600.520.340.380.260.12ui/mm0.911.662.342.943.463.804.184.444.56Δui/hi1/52731/44001/48531/55001/63461/97061/86841/126921/27500由上表可知，風(fēng)荷載作用下框架的最大層間位移角為1/47143，遠(yuǎn)遠(yuǎn)小于1/550，滿(mǎn)足規(guī)范要求。6.2.3風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算風(fēng)荷載作用的計(jì)算方法與水平地震作用下的相同。計(jì)算結(jié)果如下：表18各層柱端彎矩及剪力計(jì)算層次hi/mVi/kN邊柱中柱eq\o\ac(○,C)eq\o\ac(○,D)軸93.313.62113800212672.550.7200.302.525.88356334.261.5940.304.229.8583.329.04113800212675.430.7200.366.4511.46356339.091.5940.3610.8019.2073.343.31113800212678.090.7200.4110.9515.763563313.561.5940.4118.3526.4063.356.62165852230607.870.5090.4511.6914.295986620.441.1150.4530.3537.0953.368.521329062379212.270.5080.4518.2222.264266121.991.1450.4532.6639.9243.379.531329062379214.240.5080.4521.1425.844266125.531.1450.4537.9146.3333.389.731329062379216.060.5080.4523.8529.154266128.801.1450.4542.7752.2823.399.181329062379217.750.5080.5029.3029.304266131.841.1450.5052.5352.5314.8110.061210862646124.050.3990.8092.3623.093408230.980.8990.80118.9629.74表19梁端彎矩、剪力及柱軸力計(jì)算層次KL-1KL-2柱軸力邊柱Neq\o\ac(○,C)eq\o\ac(○,D)軸中柱N95.882.616.61.295.485.482.44.57-1.29-3.28813.986.216.62.4313.0213.022.410.85-2.43-8.42722.219.866.64.4020.6820.682.417.23-4.40-12.83625.2411.216.65.7030.8230.822.425.68-5.70-19.98533.9515.076.67.9039.0739.072.432.56-7.90-24.66444.0619.566.69.0143.9243.922.436.60-9.01-27.59350.3022.336.610.4050.1550.152.441.79-10.40-31.39253.1523.606.611.5052.9952.992.444.16-11.50-32.66152.3823.266.611.4845.7445.742.438.12-11.48-26.64eq\o\ac(○,4)軸橫向框架在風(fēng)荷載作用下的彎矩、梁端剪力及柱軸力見(jiàn)下圖。7豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算7.1橫向框架內(nèi)力計(jì)算7.1.1計(jì)算單元取EQ\o\ac(○,6)軸橫向框架進(jìn)行計(jì)算，計(jì)算單元寬度為7.2m，如下圖所示。由于房間內(nèi)布置有次梁，故直接傳給該框架的樓面荷載如下圖中的水平陰影線(xiàn)所示，計(jì)算單元范圍內(nèi)的其余樓面荷載則通過(guò)次梁和縱向框架梁以集中力的形式傳給橫向框架，作用于各節(jié)點(diǎn)上。縱向框架梁的中心線(xiàn)與柱的中心線(xiàn)不重合，因此在框架節(jié)點(diǎn)上還作用有集中力矩。本設(shè)計(jì)為整體現(xiàn)澆板，可沿四角點(diǎn)45度將區(qū)格劃分為小塊，如下圖：7.1.2荷載計(jì)算1）恒載計(jì)算在下圖中，、代表橫梁自重，為均布荷載形式。DDCBA4對(duì)于第9層，=4.095kN/m，=3.150kN/m。和分別為房間和走道板傳給橫梁的梯形荷載和三角形荷載，由框架計(jì)算單元所示幾何關(guān)系可得，=5.91×3.6=21.276kN/m，=5.91×2.4=14.184kN/m。P1、P2分別為由邊縱梁、中縱梁直接傳給柱的恒載，它包括梁自重、樓板重和女兒墻等的重力荷載，計(jì)算如下：集中力矩對(duì)于8層，包括梁自重和其上墻自重，為均布荷載。其他荷載計(jì)算方法同第9層。=4.095+4.28×(3.3-0.65)=15.437kN/m，=3.150kN/m，=3.3×3.6=11.88kN/m，=3.3×2.4=7.92kN/m，。2～6層，=15.437kN/m，=3.150kN/m，=11.88kN/m，=7.26kN/m，，。1層，=15.44kN/m，=3.150kN/m，=11.88kN/m，=7.92kN/m，，。。2）活荷載計(jì)算活荷載作用下各層框架梁上的荷載分布如下圖所示：DDCBA4對(duì)于第9層，=3.6×2=7.2kN/m，=2.4×2=4.8kN/m，，，，。。同理，在屋面雪荷載作用下，=3.6×0.3=1.08kN/m，=2.4×0.3=0.72kN/m，，，，。對(duì)于第8層，=3.6×2=7.2kN/m，=2.4×2=4.8kN/m，，，。7層，=7.2kN/m，=4.8kN/m，，，，。2～6層，=7.2kN/m，=4.8kN/m，，，，。1層，=7.2kN/m，=4.8kN/m，，，，。將以上計(jì)算結(jié)果匯總得以下兩表：表20橫向框架恒載匯總表層次/(kN/m)/(kN/m)/(kN/m)/(kN/m)/kN/kN/kN·m/kN·m94.0953.1521.27614.184127.16170.4219.7126.427、815.4373.1511.887.92135.03143.8620.9322.302～615.4373.1511.887.92134.45143.2924.2025.79115.4373.1511.887.92141.93150.5132.6434.62表21橫向框架活載匯總表層次/(kN/m)/(kN/m)/kN/kN/kN·m/kN·m97.2（1.08）4.8（0.72）30.24（4.536）44.64（6.696）4.69（0.703）6.92（1.038）7、87.24.830.2444.644.6906.922～67.24.830.2444.645.4438.03517.24.830.2444.646.95510.267注：表中括號(hào)內(nèi)數(shù)值對(duì)應(yīng)于屋面雪荷載作用情況。7.1.3內(nèi)力計(jì)算梁端、柱端彎矩采用二次分配法計(jì)算。。固端彎矩計(jì)算將框架梁視為兩端固定梁計(jì)算固端彎矩，計(jì)算過(guò)程如下：恒載：9層：，1～8層：=－93.62kN·m，=－3.89kN·m；活載：1～9層：，；雪載：分配系數(shù)計(jì)算由于結(jié)構(gòu)和荷載基本對(duì)稱(chēng)，在此可按對(duì)稱(chēng)計(jì)算，計(jì)算時(shí)可用半框架，半框架的梁柱線(xiàn)剛度見(jiàn)上圖。切斷的橫梁線(xiàn)剛度為原來(lái)的一倍，分配系數(shù)按與節(jié)點(diǎn)連接的各桿的轉(zhuǎn)動(dòng)剛度比值計(jì)算，遠(yuǎn)端固定SAB=4i,遠(yuǎn)端定向支承SAB=i. 8層：下柱=(4×7.283)/(4×7.283+4×5.243)=0.58，右梁=(4×5.243)/(4×7.283+4×5.243)=0.42；左梁=(4×5.243)/(4×5.243+4×7.283+13.126)=0.332，上柱=0，下柱=(4×7.283)/(4×5.243+4×7.283+13.126)=0.46，右梁=13.126/(4×5.243+4×7.283+13.126)=0.208.其他層的分配系數(shù)見(jiàn)彎矩分配圖。傳遞系數(shù)C遠(yuǎn)端固定，C=1/2，遠(yuǎn)端定向支承，C=-1彎矩分配過(guò)程和所得彎矩圖如下圖所示0.30.3680.2650.1990.2760.249-93.620.3680.3680.2650.3940.4060.2000.1990.2760.160.2220.2760.2490.3150.20019.26-6.71-6.41-81.0726.7512.78-8.9030.63-93.6218.40-6.36-5.49-87.07-93.6213.88-5.12-4.25-89.1125.5513.68-7.6231.6128.1813.57-8.6233.1331.77-8.3612.7827.3531.31-7.6213.3825.5598.22-15.369.63-18.61-11.482.1391.9691.531.439.20-12.7293.6292.181.856.94-10.2393.62-18.61-8.542.96-24.19-16.792.67-18.01-17.07-7.101.99-22.18-15.921.80-18.01-17.07-9.311.99-24.39-14.19-8.542.56-20.17-20.14-9.953.64-26.45-12.792.31-14.37-3.89-3.89-3.896層8層7層9層-5.77-15.34-0.83-10.40-34.14-1.84-22.9933.37-1.3313.12-16.5982.1746.66-2.9513.3836.23-66.37-2.13-8.3026.23-82.170.2080.460.3320.420.58右梁下柱上柱左梁右梁下柱上柱19.1720.9324.2024.2026.4222.3025.7925.79-9.310.3680.2762.96-27.1326.75-8.9018.1235.97CD0.3910.4040.20.3910.4040.2050.3990.3990.2030.1630.3110.3210.2040.1620.3180.3180.202-93.6214.51-5.21-4.60-88.92-93.6215.39-5.21-4.55-88.8728.0513.57-9.0732.5527.6013.57-8.9332.6932.24-8.9314.0327.1432.45-8.7814.0927.1492.542.087.26-10.4293.6292.562.107.26-10.4293.62-19.89-10.073.97-25.99-20.52-9.954.10-26.37-13.042.60-14.33-18.89-10.264.12-26.03-20.52-9.954.12-26.35-13.042.62-14.31-3.89-3.894層5層24.2024.2025.7925.7925.7925.7924.2024.23層2層-3.89-3.89-14.712.22-13.04-25.023.49-20.52-26.663.49-10.26-19.89-14.312.62-13.04-26.354.12-9.95-20.52-26.034.12-10.26-19.8993.62-10.427.261.7892.2493.62-10.427.262.1092.5627.1414.03-7.0834.0927.1414.03-7.6933.4830.81-7.6910.4528.0529.90-7.088.9328.05-88.23-3.91-5.2114.51-93.62-87.92-3.60-5.2114.51-93.620.2020.3180.3180.1620.2020.3180.3180.1620.2030.3990.3990.2030.3990.399恒載彎矩分配圖右梁下柱上柱左梁右梁下柱上柱0.3590.4580.1830.1490.2930.3730.18632.6134.62-93.62-3.8920.9027.9411.16-8.12-15.97-20.32-10.1414.03-4.065.58-10.26-3.58-4.57-1.820.71.371.750.8731.3523.37-88.3491.78-24.86-18.57-13.26DC11.699.291層7.978.06-21.4122.78-5.48-5.60-4.640.3687.978.06-21.4122.78-5.48-5.60-4.640.3680.2650.1990.2760.249-22.740.3680.3680.2650.3940.4060.2000.1990.2760.1600.2220.2760.2490.3150.2004.78-1.43-1.86-21.256.643.19-2.587.25-22.744.58-1.32-1.43-20.91-22.743.46-1.06-1.10-21.446.373.41-1.997.797.023.38-2.248.167.84-2.173.196.827.70-1.993.326.3722.74-2.862.39-3.97-3.640.5822.8822.620.232.29-2.6422.7422.700.351.73-2.1222.74-3.97-1.830.85-4.95-3.580.77-4.25-3.66-1.470.32-4.81-3.300.29-4.45-3.66-1.990.32-5.33-2.94-1.830.48-4.29-4.18-2.070.68-5.57-2.650.43-3.66-1.44-1.44-1.446層8層7層9層-5.10-0.37-3.29-10.10-0.83-7.2820.68-0.603.79-5.2522.7413.39-0.403.3210.47-18.08-0.29-2.637.58-22.740.2080.4600.3320.4200.580右梁下柱上柱左梁右梁下柱上柱4.694.695.4435.4436.926.928.0358.035-1.990.3680.2760.85-6.766.64-2.585.249.30DC0.3910.4040.2090.1630.3110.3210.204-1.446.766.993.62-2.16-4.13-4.26-2.715.443-22.7422.748.035-1.443.513.45-1.081.81-2.09-2.11-2.30-2.38-1.210.390.740.77-0.495層0.3990.3990.3990.2030.3990.3990.2030.1620.3180.3180.2020.1620.3180.3180.202-22.743.51-1.08-1.19-21.50-22.743.51-1.08-1.80-22.116.903.45-2.348.016.903.45-2.328.038.03-2.323.456.908.06-2.343.506.9022.750.401.76-2.1522.7422.750.401.76-2.1522.74-4.22-2.130.79-5.56-4.22-2.110.79-5.54-2.680.50-3.62-4.22-2.110.78-5.55-4.22-2.110.78-5.55-2.680.50-3.62-1.44-1.443層4層5.4435.4438.0358.03510.2678.0356.9555.4432層1層-1.44-1.44-3.370.12-2.05-3.870.25-4.12-5.150.19-2.11-3.23-3.720.40-2.68-5.210.63-1.62-4.22-5.700.63-2.11-4.2222.74-1.641.450.1022.6522.74-2.151.760.3222.676.903.45-2.088.275.673.45-0.948.186.03-1.207.236.76-2.082.846.90-21.15-0.48-0.822.89-22.74-21.37-1.06-1.083.51-22.740.1860.3730.2930.1490.2020.3180.3180.1620.1830.4580.3590.2030.3990.3993.02-1.94活載彎矩分配圖右梁下柱上柱左梁右梁下柱上柱DC00.208-3.4161.139-0.359-0.059-2.6951.5740.499-0.0811.9923.416-0.7180.5700.0903.178-0.9950.125-1.169-0.4500.056-0.619層7層8層-0.216-0.216-0.597-0.842-0.088-0.538--0.909-0.097-0.215-0.5973.4163.276-0.070-0.498-0.5970.360-0.4303.4160.9980.998-3.4161.103-0.3940.4990.998-3.196-0.284-0.2150.7190.2490.2760.2760.1990.2650.3680.368-3.4160.2490.2760.1990.2650.368雪載彎矩分配圖1.3910.787-0.3940.998-1.192-0.0970.2760.368-2.7721.0381.0383.1120.7030.7030.703上柱下柱右梁左梁上柱下柱右梁0