土木工程畢業(yè)設(shè)計(jì)（論文）-鴻運(yùn)購(gòu)物廣場(chǎng)設(shè)計(jì)

PAGEPAGEI.摘要本設(shè)計(jì)名為XXX購(gòu)物商場(chǎng)，擬建于XX省XX市，建筑面積為12441.6平方米。建筑主體為4層，總高度18.60米，首層高5.1米本設(shè)計(jì)的內(nèi)容包括建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)兩部分。建筑設(shè)計(jì)部分包括：平面圖設(shè)計(jì)、立面圖設(shè)計(jì)、剖面圖設(shè)計(jì)。平面設(shè)計(jì)中考慮了高層建筑對(duì)防火及抗震的要求；立面設(shè)計(jì)中考慮了商業(yè)建筑的特點(diǎn)。建筑設(shè)計(jì)合理，滿足建筑功能要求。結(jié)構(gòu)設(shè)計(jì)階段進(jìn)行了結(jié)構(gòu)平面布置、估算截面尺寸、荷載計(jì)算、風(fēng)荷載和地震作用下的側(cè)移驗(yàn)算、豎向荷載作用下的內(nèi)力計(jì)算、內(nèi)力組合及構(gòu)件設(shè)計(jì)等工作，并完成了結(jié)構(gòu)設(shè)計(jì)說(shuō)明及有關(guān)圖紙的繪制。在計(jì)算方法上，對(duì)于水平地震作用采用底部剪力法；對(duì)于豎向荷載采用彎矩二次分配法；內(nèi)力組合參照規(guī)范和混凝土課本設(shè)計(jì)與計(jì)算。關(guān)鍵詞：中型商場(chǎng)；建筑；框架結(jié)構(gòu)；樁基礎(chǔ)AbstractThisdesignnamedHongYunshoppingsquare，planstoconstructatHeilongjiangProvinceSuihua，thefloorspaceis12441.6squaremeters．Theconstructionmainbodyis4，thegrossaltitudeare18.60meters，Thefirstbuildingstoreheight5.1meters，otherbuildingstoreheight4.5meters，Themainbodyhasusedtherectangleportalframeconstruction．Thisdesigncontentincludingarchitecturaldesignandstructuraldesigntwoparts．Thefollowingworkisdoneinthearchitecturaldesign:theplanedesign,theelevationdesignandthesectiondesign.Duringtheplanedesign,consideringthedemandsofearthquakeresistanceandfireresistance;intheelevationdesign,consideringtheofficebuildingcharacteristic.Thearchitecturedesignisreasonableandsatisfiestheconstruction’sfunctionrequest.Thestructuraldesignstagehascarriedonthestructureplanearrangement，theestimatesectionsize，theloadcomputation，thewindloadandundertheearthquakefunctionsidemovesworkandsoonundercheckingcalculation，verticalloadfunctionendogenicforcecomputation，endogenicforcecombinationandcomponentdesign，andhascompletedthestructuraldesignexplanationandtherelatedblueprintplan．Inthecomputationalmethod，usesthebaseshearingforcelawregardingthehorizontalearthquakefunction，Usesthebendingmomenttwomethodsofdistributionregardingtheverticalload，Endogenicforcecombinationreferencestandardandconcretetextbookdesignandcomputation．Keywords：Medium-sizedmarket;Building;Framestructure;Stakefoundation前言在大學(xué)的四年里,我學(xué)習(xí)了材料力學(xué)、結(jié)構(gòu)力學(xué)、巖土力學(xué)、混凝土及砌體結(jié)構(gòu)、鋼結(jié)構(gòu)、房屋建筑學(xué)、橋梁結(jié)構(gòu)、路基路面結(jié)構(gòu)、土木工程施工等課程。通過(guò)這些課程的學(xué)習(xí)，使我具備工程力學(xué)、建筑設(shè)計(jì)及施工的基本理論和基本知識(shí)。這些積累的知識(shí)最終要運(yùn)用到實(shí)踐中去。畢業(yè)設(shè)計(jì)是土木工程專業(yè)學(xué)生畢業(yè)前的最后學(xué)習(xí)和綜合訓(xùn)練的階段，是知識(shí)深化、拓寬的重要過(guò)程，是學(xué)生學(xué)習(xí)、研究和實(shí)踐的全面總結(jié)，也是對(duì)學(xué)生綜合素質(zhì)與工程實(shí)踐能力的全面檢驗(yàn)，是實(shí)現(xiàn)本科培養(yǎng)目標(biāo)的重要階段。這次畢業(yè)設(shè)計(jì)給我一個(gè)將所學(xué)知識(shí)融匯貫通的機(jī)會(huì)。本著科學(xué)的原則,在做這個(gè)畢業(yè)設(shè)計(jì)之前我翻閱了大量的資料,為這個(gè)畢業(yè)設(shè)計(jì)做了一定的準(zhǔn)備。本畢業(yè)設(shè)計(jì)的題目為鴻運(yùn)購(gòu)物廣場(chǎng)設(shè)計(jì),這類建筑應(yīng)符合城市規(guī)劃和環(huán)境保護(hù)的要求，并應(yīng)合理地組織交通路線，方便群眾和體現(xiàn)對(duì)殘疾人員的關(guān)懷，并應(yīng)符合適用、安全、衛(wèi)生等基本要求。由于框架結(jié)構(gòu)的建筑平面布置靈活，可以用隔墻分隔空間，以適應(yīng)不同使用功能的要求。同時(shí)本建筑根據(jù)標(biāo)準(zhǔn)貨架寬、柜臺(tái)寬、店員通道寬、購(gòu)物顧客寬度、顧客股數(shù)等考慮結(jié)構(gòu)的經(jīng)濟(jì)性采用框架結(jié)構(gòu)體系。由于本建筑樓板的平面形狀比較接近單向板受力，所以設(shè)計(jì)成單向承重的結(jié)構(gòu)體系。豎向荷載同時(shí)傳給縱橫梁，縱橫梁與柱均設(shè)計(jì)成剛性連接，構(gòu)成雙向框架結(jié)構(gòu)體系。我把自己的汗水凝結(jié)在這份畢業(yè)設(shè)計(jì)中,通過(guò)自身努力和老師同學(xué)的幫助下,我把它獻(xiàn)給我的母校,也獻(xiàn)給我自己PAGE大慶石油學(xué)院本科生畢業(yè)設(shè)計(jì)（論文）PAGEPAGE22第一章建筑設(shè)計(jì)本設(shè)計(jì)商場(chǎng)地點(diǎn)位于黑龍江省綏化市，本地區(qū)地面平坦。考慮基地形狀與周圍環(huán)境城市規(guī)劃的要求，擬建商場(chǎng)設(shè)計(jì)為四層，總建筑面積12441.6，其中營(yíng)業(yè)面積為7464.96，占總建筑面積的60%，大于規(guī)范規(guī)定的45%；倉(cāng)儲(chǔ)面積414.72，占總面積的3.33%，小于規(guī)范規(guī)定的30%；輔助部分面積2073.6，占總建筑面積的16.67%，小于規(guī)范規(guī)定的25%。其設(shè)計(jì)既符合《商店建筑設(shè)計(jì)規(guī)范》JGJ62-90的規(guī)定,也符合設(shè)計(jì)任務(wù)書(shū)的要求。根據(jù)商場(chǎng)使用類別和建筑面積劃分，本商場(chǎng)屬于中型商場(chǎng)。為了顧客購(gòu)物和貨物運(yùn)輸?shù)谋憷?，營(yíng)業(yè)部分設(shè)置自動(dòng)扶梯，倉(cāng)儲(chǔ)部分設(shè)置兩部貨梯。1.1平面設(shè)計(jì)功能分析：商場(chǎng)建筑按使用功能分為營(yíng)業(yè)，倉(cāng)儲(chǔ)，輔助三個(gè)部分，其中以營(yíng)業(yè)部分為主，要處理好貨流，顧客和職工流之間的關(guān)系。根據(jù)設(shè)計(jì)任務(wù)書(shū)中建筑總面積及各房間使用面積的要求，初步確定每層的房間的面積，形狀，尺寸等，并確定與其他部分的關(guān)系。根據(jù)功能分析，流線分析進(jìn)行平面組合設(shè)計(jì)。首先確定組合方式。從商場(chǎng)建筑的使用功能及任務(wù)書(shū)所給的條件看，采用以營(yíng)業(yè)廳為中心，周邊布置輔助房間的大廳式組合較為合理。(1)根據(jù)功能要求和劃分的房間(2)初步確定柱網(wǎng)尺寸。及總平面中確定的平面形狀，進(jìn)行組合設(shè)計(jì)，從而得出一個(gè)初步的平面形狀。根據(jù)標(biāo)準(zhǔn)貨架寬，柜臺(tái)寬，店員通道寬，購(gòu)物顧客寬度，顧客股數(shù)等考慮結(jié)構(gòu)的經(jīng)濟(jì)性，初步確定柱網(wǎng)尺寸為7200mm×7200mm。(3)在此基礎(chǔ)上，根據(jù)周圍環(huán)境，道路分布及走向，商店內(nèi)流線分析，顧客流量等因素初步確定入口及樓梯的位置，數(shù)量及形狀。(4)初步確定門(mén)窗的形狀，尺寸和位置。1.2剖面設(shè)計(jì)根據(jù)任務(wù)書(shū)要求確定層數(shù)及各部分標(biāo)高。層數(shù)：4層；首層：5.1m；標(biāo)準(zhǔn)層4.5m；室內(nèi)外高差450mm?？紤]到商店?duì)I業(yè)廳通常沿墻布置貨架，剖面上對(duì)窗的尺寸沒(méi)有過(guò)多的限制，因此營(yíng)業(yè)廳窗臺(tái)高度和窗的尺寸由立面設(shè)計(jì)確定。倉(cāng)儲(chǔ)部分與營(yíng)業(yè)部分的隔墻不設(shè)窗，其余窗臺(tái)高度設(shè)為900mm。確定空間形狀。根據(jù)商店建筑的使用功能要求，其剖面形狀應(yīng)采用矩形。確定豎向組合方式。由于該商場(chǎng)功能分區(qū)明確，各層房間數(shù)量和面積基本一致，因此采用上下空間一致的豎向組合方式即可。1.3立面設(shè)計(jì)根據(jù)平面，剖面設(shè)計(jì)，繪出初步的建筑體型，并在此基礎(chǔ)上調(diào)整，修改。根據(jù)平，剖面設(shè)計(jì)繪出初步的建筑立面，在此基礎(chǔ)上進(jìn)行立面設(shè)計(jì)，即根據(jù)建筑構(gòu)圖規(guī)劃，恰當(dāng)?shù)拇_定門(mén)，窗，柱，雨蓬，檐口，勒腳及必要的花飾等部分的比例，尺度，位置。重點(diǎn)處理：重點(diǎn)對(duì)建筑物出入口，樓梯轉(zhuǎn)角，檐口等部位進(jìn)行設(shè)計(jì)。為增加商場(chǎng)的觀賞性，在二側(cè)設(shè)置玻璃幕墻。1.4防火設(shè)計(jì)與疏散1.4.1.防火設(shè)計(jì)商場(chǎng)的防火設(shè)計(jì)不僅要符合《建筑設(shè)計(jì)防火規(guī)范》，還應(yīng)符合《商店建筑設(shè)計(jì)規(guī)范》第四章的內(nèi)容。本商場(chǎng)按照建筑耐火等級(jí)二級(jí)設(shè)計(jì)。防火間距最大允許長(zhǎng)度150米，每層最大允許建筑面積2500，當(dāng)建筑內(nèi)設(shè)置自動(dòng)滅火系統(tǒng)時(shí)，每層允許建筑面積按上述增加一倍。防火分區(qū)采用防火卷簾。本商場(chǎng)劃分為二個(gè)防火分區(qū)，其最大允許建筑面積符合規(guī)定。商場(chǎng)中廳設(shè)自動(dòng)扶梯。屋蓋采用非燃燒體。1.4.2.安全疏散商場(chǎng)營(yíng)業(yè)部分疏散人數(shù)的計(jì)算，可按每層營(yíng)業(yè)面積和顧客服務(wù)面積乘以換算系數(shù)來(lái)確定。底層外門(mén)，樓梯，走道的各自寬度符合防火規(guī)范的規(guī)定。商場(chǎng)營(yíng)業(yè)廳每個(gè)防火分區(qū)至少有兩個(gè)安全出口，且營(yíng)業(yè)廳任一點(diǎn)至最近安全出口直線距離不超過(guò)25米。商場(chǎng)營(yíng)業(yè)廳的出入門(mén)，安全門(mén)凈寬度不小于1.4米，并不設(shè)門(mén)檻。樓梯梯段寬度也大于1.4m，踏步寬300mm，踏步高150mm本商場(chǎng)設(shè)置四部樓梯，樓梯布置均勻，空間導(dǎo)向性強(qiáng)，并使?fàn)I業(yè)廳內(nèi)任一點(diǎn)至最近樓梯的直線距離小于25m。1.5構(gòu)造設(shè)計(jì)本商場(chǎng)采用現(xiàn)澆整體式框架結(jié)構(gòu)，總長(zhǎng)72m，設(shè)伸縮縫。1.6局部設(shè)計(jì)1.6.1.屋頂本建筑的屋面采用平屋頂，排水方式為外排水，坡度為2%，采用SBS防水卷材。1.6.2.門(mén)窗門(mén)窗均采用塑鋼門(mén)窗，具體尺寸見(jiàn)門(mén)窗表。按生活習(xí)慣，窗離地0.9m,窗高3.3m。1.6.3.樓梯本建筑設(shè)有樓梯四個(gè)，自動(dòng)扶梯一部，貨梯兩部，客梯兩部。扶梯，電梯均根據(jù)本商場(chǎng)的場(chǎng)地等各種條件和廠家預(yù)定。樓梯：初定為雙跑樓梯，樓梯間寬為3.8m，樓梯段寬為1.8m，梯井寬為0.1米，滿足防火疏散要求。1.6.4.衛(wèi)生間每層設(shè)置一個(gè)衛(wèi)生間。衛(wèi)生間為套間室，設(shè)前室。衛(wèi)生間設(shè)洗手盆，鏡子等衛(wèi)生器具的數(shù)量根據(jù)規(guī)范滿足《企業(yè)設(shè)計(jì)衛(wèi)生標(biāo)準(zhǔn)》中規(guī)定的衛(wèi)生器具數(shù)量。第2章結(jié)構(gòu)設(shè)計(jì)2.1方案確定2.1.1根據(jù)該建筑的使用功能及建筑設(shè)計(jì)的要求，進(jìn)行了建筑平面立面及剖面設(shè)計(jì)。主體結(jié)構(gòu)共4層，首層層高為m,上部各層層高均為m。柱網(wǎng)選用7.2×7.2m。2.1.22.1.2.1填充墻采用390㎜厚的陶?？招钠鰤K。門(mén)為玻璃門(mén)、塑鋼門(mén)、防火門(mén)，門(mén)洞尺寸依次為1.8×3m,0.9×1.8m,1.8×2.1m,0.9×1.8m。窗為鋁合金窗，洞口尺寸為1.5×1.5m,2.1×樓蓋及屋蓋均采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu)，樓板厚度取100㎜。梁截面高度按梁跨度的1/12～1/8估算，由此休息的梁截面尺寸見(jiàn)表，表中還給出了各層梁，柱和板的混凝土強(qiáng)度等級(jí)：（=14.3Nm㎡,=1.43Nm㎡）表2-1梁截面尺寸（mm）及各層混凝土強(qiáng)度等級(jí)層次混凝土強(qiáng)度等級(jí)橫梁（bh）縱梁（bh）次梁（bh）2～430070030070030070030060013007003007003007003006002.1.2.2梁的截面尺寸應(yīng)滿足承載力、剛度及延性要求。截面高度一般取梁跨度的1/12～1/8，為防止梁產(chǎn)生剪切脆性破壞，梁的凈跨與截面高度之比不宜小于4。梁的截面高度可取1/3～1/2梁高，同時(shí)不小于1/2梁寬，且不應(yīng)小于250㎜?？蚣芰海涸谠O(shè)防烈度為7度，高度h55mm,高度比h/L=18.6/45=0.413,梁高取柱距的1/12～1/8即h=(1/12～1/8)×7500=625～937.5㎜故取h=700㎜。梁寬：b=(1/3～1/2)h=(1/3～1/2)750=250～375㎜取b=300㎜。2.1.2.3柱截面尺寸可根據(jù)柱的軸壓比按下列公式計(jì)算：式中N——組合的軸壓設(shè)計(jì)值；F——計(jì)算的柱的負(fù)載面積；——折算在單位面積上的重力荷載代表值，可根據(jù)實(shí)際荷載計(jì)算，也可近似取12～15KN/m；——考慮地震作用組合后柱軸壓力增大系數(shù)，邊柱取1.3，不等跨內(nèi)柱取1.25，等跨內(nèi)柱取1.2；n——驗(yàn)算截面以上樓層層數(shù)；——柱截面面積；——為混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值；——框架柱軸壓比限值，對(duì)一級(jí)、二級(jí)、三級(jí)抗震等級(jí)分別取0.7、0.8、0.9。由此,=0.8，=15KN/m。邊柱及中柱的負(fù)載面積分別為:㎡㎡。由式（2-1）（2-2）得第一層柱截面面積為：邊柱：m㎡中柱：m㎡取柱截面為正方形，根據(jù)上述計(jì)算結(jié)果并綜合考慮其它因素,本設(shè)計(jì)柱截面尺寸取值：1層750×750㎜2～4層750×750㎜按上述方法確定的柱截面高度不宜小于400mm，寬度不宜小于350mm，柱凈高與截面長(zhǎng)邊尺寸之比大于4，滿2.1.2采用樁基礎(chǔ),埋深取2.0m,基礎(chǔ)高度取1m,框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖所示，取頂層形心線為框架柱軸線，梁軸線取至板底,2～4層柱高即為層高取4.5m,底層柱高度從基礎(chǔ)頂面取至一層2.2框架結(jié)構(gòu)計(jì)算2.2.12.2.1屋面20厚細(xì)石混凝土保護(hù)層22×0.02=0.44kN/SBS卷材防水層0.4kN/20厚水泥砂漿找平層20×0.02=0.4kN/150厚水泥蛭石保溫層5×0.15=0.75kN/一氈一油隔氣層0.05KN/100厚水泥爐渣找坡層13×0.1=1.3kN/20厚水泥砂漿找平層20×0.02=0.4kN/鋼筋混凝土結(jié)構(gòu)層25×0.1=2.5kN/V輕型鋼龍骨吊頂0.25kN/總計(jì)6.49kN/合計(jì)6.49KN/㎡1～3層樓面:瓷磚地面（水泥粗沙打底）0.55kN/100厚鋼筋混凝土結(jié)構(gòu)層25×0.1=2.5kN/V輕型龍骨吊頂0.25kN/總計(jì)3.30kN/合計(jì)3.55KN/㎡2.2.1上人屋面均布活荷載標(biāo)準(zhǔn)值2.0KN/㎡樓面活荷載標(biāo)準(zhǔn)值3.5KN/㎡屋面雪荷載標(biāo)準(zhǔn)值KN/㎡式中為屋面雪分布系數(shù)取2.2.1.3梁柱墻窗梁，柱可根據(jù)截面尺寸材料容重及粉刷等計(jì)算出單位長(zhǎng)度上重力荷載。對(duì)墻門(mén)窗等算出單位面積上重力荷載，具體計(jì)算過(guò)程從略，計(jì)算結(jié)果見(jiàn)表2-2。墻體為390㎜陶?？招钠鰤K,外墻面貼瓷磚(0.5KN/㎡),內(nèi)墻為20㎜厚抹灰,則外墻單墻面重力荷載為：0.5＋15×0.39＋17×0.02=6.69KN/㎡；內(nèi)墻為200㎜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：KN/㎡表2-2梁柱重力荷載標(biāo)準(zhǔn)值層次構(gòu)件b(m)H(m)r/(KN/㎡)Bg(KN/m)Li(m)n(KN)(KN)1主梁次梁柱0.30.30.70.70.60.72525251.051.051.15.9064.72513.4756.456.455.1124518044271554.35497.811479.12～4主梁次梁柱0.30.30.70.70.60.72525251.051.051.15.9064.72513.4756.456.454.512451804723.61554.3485111128.9注：=1\*GB3①表中為考慮梁、柱的粉刷層重力荷載而對(duì)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柱長(zhǎng)度取層高2.2.1集中于各樓層標(biāo)高處的重力荷載代表值可根據(jù)如下計(jì)算結(jié)果得出（見(jiàn)圖2-1）女兒墻(0.34+7.5×0.19+0.5)×28×7.2×1.2=547.95kNG板3.3×7.2×7.2×100=10264.32KN底層G門(mén)+G窗=0.2×1.8×3.0×9+0.45(0.9×1.8×7+1.8×2.1×12)+0.4×1.5×1.5×11+1.2×2.1×3.90×13=174.54KN底層G墻=(7.2×12+10.5×3+3.9×2+4.386×7)×6.1×1.88+7.2×32×6.1×3.18=6205.68其它層G墻=(7.2×16+10.5×5+3.9×2+4.386×7)×4.5×1.88+7.2×32×4.5×3.18=4383.04其它層G門(mén)+G窗=0.45(0.9×1.8×5+1.8×2.1×15)+0.4×1.5×1.5×14+1.2×2.1×3.90×15=191.07主梁：35.56×68=2275.84kN次梁：30.48×78=2255.52kN柱：底層82.20×80=6576kN其它層60.64×80=4851.2kN=10264.32+2275.84+2255.52+547.95+3065.04+(29.16+161.91+4851.2+2157.69+3297.02)/2=31869.95kN==10264.32+29.16+161.91+2275.84+2255.52+4851.2+2157.69+3297.02+10886.4/2=30735.86kN=10264.32+(35.24+139.2+6576+4851.2+1736.38+2157.69+4469.3+3297.02+10886.4)/2+2275.84+2255.52=31869.95kN圖2-1各質(zhì)點(diǎn)重力代表值2.2.22.2.2框架側(cè)移剛度橫梁線剛度：（由于橫向剛度比縱向大跟多，以橫向?yàn)槔?。梁長(zhǎng)：L=7.2m,混凝土，截面b×h=300×700N/m㎡中框架:N㎜邊框架:N㎜柱的線剛度:2～4層:層高4.5m,混凝土,截面b×h=700×700N/m㎡N/m㎡1層:層高5.1m,混凝土,截面b×h=700×700N㎜框架的抗側(cè)移剛度:1)梁柱線剛度比梁線剛度最大值：N㎜柱線剛度最小值：N㎜則:,所以選用D值法進(jìn)行計(jì)算。2)框架的抗側(cè)移剛度見(jiàn)表2-3。表2-3框架柱側(cè)移剛度D值層次邊框架中框架(N㎜)(N㎜)2～4邊柱0.8060.2871.8371.8840.4853.10414700401312300中柱04030.1681.0752.150.5183.3151邊柱0.8310.2941.91.940.492.355395980450000中柱0.4150.1721.4592.220.5263.5（2-3）式中D——柱側(cè)移剛度；——柱側(cè)移剛度修正系數(shù)；——柱線剛度。柱的側(cè)移剛度按式（2-3）計(jì)算,根據(jù)梁柱線剛度的不同,圖中的柱子可分為中框架邊柱和中柱,邊柱架中柱和邊柱。2～4層應(yīng)用公式，1層應(yīng)用公式。3）各層抗側(cè)移剛度總計(jì)由于結(jié)構(gòu)縱向抗側(cè)移剛度遠(yuǎn)大于橫向抗側(cè)移剛度，故只計(jì)算橫向抗側(cè)移剛度。2～4層：1層：滿足滿足規(guī)范要求。表2-4各層層間側(cè)移剛度(N·mm)層次12341762300186602018660201866020由表2-4得故該框架為規(guī)則框架。（1）橫向自振周期計(jì)算按式折算到主體結(jié)構(gòu)的頂層，結(jié)構(gòu)頂點(diǎn)的假想側(cè)移由式,,計(jì)算,計(jì)算過(guò)程見(jiàn)表2-5。表2-5結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)算層次（KN）（KN）（KN/㎜）（㎜）（㎜）423657.1623657.16186602012.68153.84330735.8654393.02186602029.15141.16230735.8685128.88186602045.62112.01131869.95116998.83176230066.3966.39結(jié)構(gòu)基本自震周期考慮填充墻影響折減系數(shù)，其中的量綱為,則結(jié)構(gòu)的基本自震周期為：S（2）水平地震作用及樓層地震剪力計(jì)算結(jié)構(gòu)高度不超過(guò)40m，質(zhì)量和剛度沿高度分布比較均勻，變形以剪切型為主，故可用底部剪力法計(jì)算水平地震作用，結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值按下式計(jì)算，即：KN由于該工程所在地區(qū)抗震設(shè)防烈度為7度，場(chǎng)地土為Ⅱ類，設(shè)計(jì)地震分組為第一組，規(guī)范查得:S，由于S,（地震影響系數(shù)）底部總剪力:，因S，所以不考慮頂部附加水平地震作用。各質(zhì)點(diǎn)水平地震作用按式（2-4）計(jì)算，結(jié)果見(jiàn)表2-6。（2-4）（2-5）式中——每層剪力；——每層的重力荷載代表值；——各層總剪力。表2-6各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算（KN）（m）（KN）（KN/m）（KN）（KN）419.623657.164636800.3213791379315.130735.86464111.50.3213792758210.630735.86325800.10.225969.613727.6116.131869.95194406.70.134577.54305.11其中KNm圖2-2水平地震作用分布圖2-3水平地震作用下層間剪力分布（3）水平地震作用下的位移驗(yàn)算根據(jù)規(guī)范查得鋼筋混凝土框架彈性層間位移角限值為1/550。由此：樓層最大位移與樓層層高之比：滿足位移要求。（4）水平地震作用下框架內(nèi)力計(jì)算（2-6）式中——i層柱的側(cè)移剛度?？蚣苤思袅皬澗胤謩e按式（2-6）計(jì)算，其中取自表2-4取自表2-5，層間剪力取自表2-4，各柱反彎點(diǎn)高度比按式確定，其中由表查得，本例中底層柱需考慮修正值，第2層柱需考慮修正值和其余均無(wú)修正，具體計(jì)算過(guò)程見(jiàn)表2-7。表2-7各層柱端彎矩及剪力計(jì)算層次邊柱中柱44500137918660203104022.941.8840.330.9772.263315024.502.150.444.166.1534500275818660203104045.881.8840.482.58123.8833150492.150.4599.23121.28245003722.6118660203104062.011.8840.5139.52139.523315066.222.150.5149149161004305.1117623002355051.531.9400.7245.65105.283500085.502.220.62323.36198.19注：上端：，下端：，單位為KNm，V單位為KN。梁端彎矩，剪力及柱軸力分別按列各式計(jì)算，具體過(guò)程見(jiàn)表2-8。（2-3）（2-4）（2-5）（2-6）（2-7）式中——梁左、右兩端端彎矩?！稀⑾露硕藦澗??！蚣艿膭偠?。表2-8梁端彎矩，剪力及柱軸力計(jì)算層次邊梁中梁軸力邊柱中柱472.2633.087.214.6333.0833.087.29.19-14.635.443154.8582.697.232.9982.6982.697.222.97-47.6215.462222.1124.127.265.33124.12124.127.234.48-112.9546.311244.8173.67.258.11173.6173.67.248.22-171.0656.2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)兩根柱為拉縫，對(duì)應(yīng)的右側(cè)兩柱為壓力。（2）表中單位為KNm，單位為KN，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圖2-4所示。圖2-4水平地震作用下框架彎矩圖圖2-5水平地震作用下梁端剪力及軸柱力2.2.2（1）風(fēng)荷載標(biāo)準(zhǔn)值風(fēng)荷載標(biāo)準(zhǔn)值按式計(jì)算，基本風(fēng)壓KN/㎡由〈〈荷載規(guī)范〉〉第7.3節(jié)查得（迎風(fēng)面）和（背風(fēng)面）B類地區(qū)，由于建筑高度H=18.6mm，且高寬比故不考慮風(fēng)振系數(shù)，取。仍取平面圖中軸線3橫向框架其負(fù)載寬度為7.2m，由式得沿房屋高度的分布荷載標(biāo)準(zhǔn)值根據(jù)樓層標(biāo)高處的高度由表查取代入上式可得各樓層標(biāo)高處的見(jiàn)表2-9沿房屋高度的分布見(jiàn)圖2-5?！础春奢d規(guī)范〉〉規(guī)定，對(duì)于高度小于30m，且高寬比小于1.5的房屋結(jié)構(gòu)不需要考慮脈動(dòng)系數(shù)對(duì)結(jié)構(gòu)的影響。表2-12沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值層次m419.600.842.6601.663315.100.742.3441.465210.600.742.3441.46516.100.742.3441.465圖2-6（a）風(fēng)荷載眼沿房屋高度的分布（KN/m）圖2-6（b）等效節(jié)點(diǎn)集中風(fēng)荷（KN）框架結(jié)構(gòu)分析時(shí)應(yīng)按靜力等效原理將圖的分布風(fēng)荷載轉(zhuǎn)化為節(jié)點(diǎn)集中荷載，計(jì)算過(guò)程如下=(2.344+1.465)6.100.5+(2.344+1.465)6.101/3=19.285kN，其它計(jì)算方法相同。（2）風(fēng)荷載作用下位移驗(yàn)算根據(jù)圖2-6(B)所示的水平荷載由式計(jì)算層間剪力然后依據(jù)表2-4,求3軸線框架的層間側(cè)移剛度,再按式,計(jì)算各層的相對(duì)側(cè)移和絕對(duì)側(cè)移.計(jì)算過(guò)程由表2-10可見(jiàn)風(fēng)荷載作用下框架的最大層間位移為1/118605,遠(yuǎn)小于1/550,滿足規(guī)范要求。表2-10風(fēng)荷載作用下框架層間剪力及側(cè)移計(jì)算層次123476.99357.70840.37419.0680.0440.0750.0970.10717623001866020186602018660200.0440.0310.0220.01mm6.14.54.54.51/1386361/1451611/2045451/450000表2-12梁端彎矩，剪力及柱軸力計(jì)算層次邊梁中梁軸力邊柱中柱40.9990.4587.20.200.4580.4587.20.13-0.200.0732.2421.9237.20.581.9231.9237.20.53-0.7780.11823.371.8797.20.731.8791.8797.20.52-1.5070.32716.2772.8277.21.2642.8272.8277.20.79-2.7710.801（3）風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算過(guò)程與水平地震作用下的相同,此處從略,平面圖中3軸線橫向框架在風(fēng)荷載作用下的柱端彎矩及剪力,梁端彎矩、剪力及柱軸力分別見(jiàn)表2-11和表2-12。2.2.32.2.3（1）計(jì)算單元取3軸線橫向框架進(jìn)行計(jì)算,計(jì)算單元寬度為7.8m,如圖2-6所示,由于房間的布置有次梁,故直接傳給該框架的樓面荷載，如圖所示的水平陰影線所示,計(jì)算單元范圍內(nèi)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,由于縱向框架梁的中心線與柱的中心線不重合,因此在框架節(jié)點(diǎn)上還作（2）荷載計(jì)算在圖2-7中代表橫梁自重,為均布荷載形式,對(duì)于第4層：KN/mKN/m分別由邊縱梁直接傳給柱的恒載,它包括梁自重,樓板重和女兒墻等重力荷載計(jì)算如下：圖2-7各層梁上作用的恒載=6.897.2+1.987.21.2+4.3317.2+4.342.87.2=49.61+17.11+31.18+87.49=185.39kN=6.897.2+4.3317.22+4.342.87.22=49.61+62.36+174.99=286.96kN集中力矩KNm,集中力矩?zé)o偏心，則，取0。對(duì)于1~3層，為縱梁自重和其上橫墻自重，為均部荷載，=6.89kN/m為樓板傳遞給橫梁的荷載=3.32.8=9.24kN/m，分別為邊縱梁，中縱梁直接傳遞給柱的荷載，=6.897.2+3.187.2(4.5-0.75)+4.3317.2+3.32.87.2=221.72kN=6.897.2+4.3317.22+3.32.87.22=245.03kN（3）活荷載活荷載作用下各層框架梁上的荷載分布如圖2-8對(duì)于第4層：圖2-8各層梁上作用的活荷載對(duì)于第4層=2.82=5.6kN/m=22.83.62=40.32kN=240.32=80.64kN對(duì)于1~3層=2.83.5=9.8kN/m=3.52.83.62=70.56kN=270.56=141.12kN（4）內(nèi)力計(jì)算梁端柱端彎矩采用二次分配法計(jì)算，由于結(jié)構(gòu)和荷載均對(duì)稱，故計(jì)算時(shí)可用半框架，彎矩計(jì)算過(guò)程如圖，所得彎矩圖如圖，梁端剪力可根據(jù)梁端豎向荷載引起的剪力相迭加而得。柱軸力可由梁端剪力和節(jié)點(diǎn)集中力迭加得到，計(jì)算柱底軸力還需考慮柱的自重，如表2-20所示（以3軸線框架為例）層次荷載引起的剪力彎矩引起的剪力跨跨跨跨跨跨跨跨=====-=-=-=-468.5468.5468.5468.54-5.410.5700358.0758.0758.0758.07-1.880.1900258.0758.0758.0758.07-2.280.1900158.0758.0758.0758.07-3.020.2300表2-18恒載作用下梁端總剪力表層次總剪力跨跨跨跨左右左右左右463.1373.9569.1167.9968.5468.5468.5468.54356.1959.9558.6457.8858.0758.0758.0758.07255.7960.3558.6457.8858.0758.0758.0758.07155.0561.0958.3057.8458.0758.0758.0758.07表2-19恒載作用下梁端剪力表表2-20恒載作用下柱軸力表層次柱軸力柱柱柱柱頂?shù)醉數(shù)醉數(shù)醉數(shù)?290.85365.10500.71574.96493.98568.23494.73568.983711.03785.28988.401072.65989.411063.66990.351064.6021130.801205.051496.491570.741484.841559.091485.971560.2211549.841643.421995.362088.941980.232073.811981.592075.17表2-21活載作用下梁端剪力表層次荷載引起的剪力彎矩引起的剪力跨跨跨跨跨跨跨跨=====-=-=-=-420.16(3.53)20.16(3.53)20.16(3.53)20.16(3.53)-1.35(-0.27)0.17(0.21)0(0)0(0)335.2835.2835.2835.28-1.420.1200235.2835.2835.2835.28-1.380.1200135.2835.2835.2835.28-1.830.1400圖2-9（a）恒荷載作用下橫向框架彎矩的二次分配法（KN圖2-10（a）恒荷載作用下的彎矩圖（KNm）圖2-11跨中最大彎矩示意圖圖2-12活載(雪載)作用下橫向框架彎矩的二次分配圖2-13活載作用下框架彎矩圖表2-22活載作用下梁端總剪力表層次總剪力跨跨跨跨左右左右左右418.81(3.26)21.51(3.80)20.33(3.74)19.99(3.32)20.16(3.53)20.16(3.53)20.16(3.53)20.16(3.53)333.8636.7035.4035.1635.2835.2835.2835.28233.9036.6635.4035.1635.2835.2835.2835.28133.4537.1135.4235.1435.2835.2835.2835.28表2-23活載作用下柱軸力表層次柱軸力柱柱柱柱頂?shù)醉數(shù)?69.21(23.02)142.64(47.05)140.95(46.36)141.12(46.57)3191.27(145.08)391.14(295.55)387.79(293.20)388.08(293.53)2313.34(267.21)639.60(544.01)634.63(540.04)635.04(540.49)1435.05(388.86)888.53(792.94)881.45(786.86)882.00(787.45)2.3橫向框架內(nèi)力組合（1）結(jié)構(gòu)抗震等級(jí)結(jié)構(gòu)的抗震等級(jí)可根據(jù)結(jié)構(gòu)類型，地震裂度，房屋高度等因素由表確定，由此可知本工程的框架為二級(jí)抗震等級(jí)。（設(shè)防烈度為7度，高度小于30m的框架大跨結(jié)構(gòu)）（2）框架內(nèi)力組合本例考慮了四種內(nèi)力組合,即,,及,此外,對(duì)于本工程這種內(nèi)力組合與考慮地震作用的組合相比一般比較小,對(duì)結(jié)構(gòu)設(shè)計(jì)不起控制作用,故不予考慮,各層梁的內(nèi)力組合結(jié)果見(jiàn)表2-24，2-25，2-26，2-27,表中兩列中的梁端彎矩為經(jīng)過(guò)調(diào)幅后的彎矩(調(diào)幅系數(shù)0.8)，柱的內(nèi)力組合表見(jiàn)表，2-28，2-29，2-30，2-31，2-32，2-33。表2-244層框架梁內(nèi)力組合截面內(nèi)力雪1.2(0.5+1.31.35+1.2+1.4→←→←AM-48.66-15.943.5672.262.62-77.23-84.2019.49-121.42-88.01-80.71110.75V63.1318.810.2014.633.26102.29101.8979.5551.02111.56101.09M-100.90-29.662.6233.084.45-160.04-165.17-71.90-136.41-177.74-162.60V73.9521.510.139.193.80118.98118.7385.1962.27129.95118.85M-95.37-28.052.6233.084.12-151.15-156.28-66.20-130.71-168.02-153.71105.31V69.1120.330.139.193.74111.52111.2780.3162.39121.76111.39M-65.70-19.352.6233.083.95-103.36-108.50-35.58-100.09-115.79-105.93V67.9719.990.139.193.32109.68109.4279.1361.21119.75109.55M-65.70-19.352.6233.083.95-103.36-108.50-35.58-100.09-115.79-105.93104.68V68.5420.160.139.193.53110.60110.3479.7261.80120.75110.47M-65.70-19.352.6233.083.95-103.36-108.50-35.58-100.09-115.79-105.93V68.5420.160.139.193.53110.60110.3479.7261.80120.75110.47M-65.70-19.352.6233.083.95-103.36-108.50-35.28-100.09-115.79-105.93V68.5420.160.139.193.53110.60110.3479.7261.80120.75110.47跨間73.7573.02100.30110.8672.1173.4162.8062.83112.33112.6361.0062.8165.1165.11113.79113.7963.3265.10表2-253層框架梁內(nèi)力組合截面內(nèi)力雪1.2(0.5+1.31.35+1.2+1.4→←→←AM-46.08-30.643.59154.850-94.67-101.7195.72-206.24-105.10-98.19125.88V56.1933.860.5932.990115.40114.2697.9733.64123.26114.83M-82.25-49.973.1382.690-165.59-171.73-15.89177.13-181.0-168.66V59.9536.700.0727.550123.39123.2597.3343.61132.31123.32M-78.50-44.703.1382.690-157.91-164.0511.49-172.74-172.76-160.98120.40V58.6435.400.0727.550120.0119.8695.5741.84128.72119.93M-55.74-33.873.1382.690-111.24-117.3715.22-146.03-122.67-114.31V57.8835.160.0727.550118.75118.6194.7841.05127.36118.68M-55.74-33.873.1382.690-111.24-117.3715.22-146.03-122.67-114.31120.16V58.0835.280.0727.550118.75118.6194.7841.05127.36118.68M-55.74-33.873.1382.690-111.24-117.3715.22-146.03-122.67-114.31V58.0835.280.0727.550118.75118.6194.7841.05127.36118.68M-55.74-33.873.1382.690-111.24-117.3715.22-146.03-122.67-114.31V58.0835.280.0727.550118.75118.6194.7841.05127.36118.68跨間57.9857.55128.83111.2763.4457.7655.7155.72117.13117.4261.7455.7156.7056.70117.84117.8463.4456.69表2-262層框架梁內(nèi)力組合截面內(nèi)力雪1.2(0.5+1.31.35+1.2+1.4→←→←AM-50.87-32.482.66222.100-103.91-109.12156.15-276.95-114.15-106.5214.78V55.7933.900.7365.330115.12113.69129.161.77122.78114.41M-82.25-49.972.58124.120-166.13-171.1924.51-217.53-181.0-168.66V60.3536.660.5249.870124.25123.23119.4422.19132.80123.74M-78.50-47.702.58124.120-158.45-163.5128.90-213.13-172.76-160.98135.46V58.6435.400.5249.870120.44119.42117.3320.08128.72119.93M-55.74-33.872.58124.120-111.79-116.83-55.61183.46-122.67-114.31V57.8835.160.5249.870119.19118.17116.5419.29127.36118.68M-55.74-33.872.58124.120-111.79-116.83-55.61183.46-122.67-114.31135.59V58.0735.280.5249.870119.19118.17116.5419.29127.36118.68M-55.74-33.872.58124.120-111.79-116.83-55.61183.46-122.67-114.31V58.0735.280.5249.870119.19118.17116.5419.29127.36118.68M-55.74-33.872.58124.120-119.19-116.83-55.61183.46-122.67-114.31V58.0735.280.5249.870119.19118.17116.5419.29127.36118.68跨間58.9458.78142.66122.7264.7258.8655.7055.71128.00128.4061.7455.7156.6956.69128.77128.7762.6856.69表2-271層框架梁內(nèi)力組合截面內(nèi)力雪1.2(0.5+1.31.35+1.2+1.4→←→←AM-46.77-28.421.66244.80-94.29-97.54183.8-293.56-102.93-95.91157.61V55.0533.451.2658.110114.12111.66121.257.94121.15112.89M-82.74-50.271.49173.60-168.21-171.1372.17-266.35-182.08-169.67V61.0937.110.7911.80126.04124.4983.1960.18134.43125.26M-78.81-47.881.49173.60-160.37-162.8476.79-261.74-173.43-161.6146.79V58.3035.420.7911.80120.32118.7779.9156.90128.29119.55M-55.74-33.871.49173.60-113.07-115.54103.85-234.67-122.67-114.31V57.8435.140.7911.80119.38117.8379.3756.36127.28118.60M-55.74-33.871.49173.60-113.07-115.54103.85-234.67-122.67-114.31146.78V58.0735.280.7911.80119.38117.8379.3756.36127.28118.60M-55.74-33.871.49173.60-113.07-115.54103.85-234.67-122.67-114.31V58.0735.280.7911.80119.38117.8379.3756.36127.28118.60M-55.74-33.871.49173.60-113.07-115.54103.85-234.67-122.67-114.31V58.0735.280.7911.80119.38117.8379.3756.36127.28118.60跨間62.1861.99169.45128.6767.7862.0955.5255.53137.78138.3561.5755.5356.6956.69138.74138.7462.6856.69表2-28橫向框架A柱彎矩和軸力組合層次截面內(nèi)力雪1.2(0.5+1.31.35+1.2+1.4→←→←4柱頂M60.8319.923.6572.263.28104.4697.31134.16-6.74110.01100.88134.16-6.74110.01N290.8569.210.2014.6323.02445.29446.54257.39286.86460.47445.91257.39286.86460.47柱底M-33.24-18.861.1931.460.99-65.13-67.46-7.13-69.08-71.28-66.29-71.28-7.13-69.08N365.1069.210.2014.6323.02534.39535.64324.22353.68560.71535.01560.71324.22353.683柱頂M24.3619.442.40108.800.6558.854.10136.75-75.4161.1056.45136.75-54.1061.10N711.03191.270.5832.99145.11120.341121.69674.92735.511147.341121.01674.921121.691147.34柱底M-30.94-18.801.2972.540.00-62.18-64.7134.42-107.03-68.09-63.45-107.0334.42-68.09N785.28191.270.5832.99145.11209.441210.79741.75802.331247.571210.11802.33741.751247.572柱頂M32.6521.801.37117.280.0071.0468.36153.54-75.1574.6069.7153.54-68.36-75.15N1130.8313.340.1365.33267.21795.121796.161096.251179.681833.651795.641096.251796.161179.68柱底M-41.0-24.921.12117.280.00-82.99-85.1966.23-102.46-90.24-84.09-102.4666.23-90.24N1205.05313.340.1365.33267.21884.211885.261163.081246.501933.891884.741246.501163.081933.891柱頂M17.4610.600.54131.000.0036.3235.26148.21-107.2438.4135.79148.2135.26-107.24N1549.84435.050.3858.11388.92468.592469.201517.331622.362518.632468.881517.332469.201622.36柱底M-8.73-5.301.39305.600.00-16.53-19.26287.72-308.2-19.21-17.9-308.2-16.53-19.21N1643.42435.050.3858.11388.92580.852581.491601.551706.582644.972581.171706.582580.852644.97表2-29橫向框架A柱剪力組合層次1.2(0.5+1.31.35+1.2+1.44-20.9-8.621.0823.05-36.09-38.21-0.22-15.16-40.28-37.1556.413-12.29-8.50.8240.3-25.84-27.4524.41-54.18-28.49-26.6588.802-16.3710.380.5529.04-4.57-5.6518.25-38.38-7.57-5.11114.851-4.29-2.610.3259.62-8.49-9.1253.09-63.17-9.45-8.80109.65表2-30橫向框架B柱彎矩和軸力組合層次截面內(nèi)力雪1.2(0.5+1.31.35+1.2+1.4→←→←4柱頂M-6.86-2.025.24107.000.41-5.92-16.2097.24111.41-12.09-11.06111.4197.24-12.09N500.71142.640.139.1947.05800.02801.06459.39484.22815.74800.54484.22459.40815.75柱底M2.341.422.8271.3107.562.0372.27-66.785.154.8072.27-66.785.15N574.96142.640.139.1947.05889.12890.16526.22551.04915.98889.64526.22551.04915.983柱頂M-2.34-1.423.43170.000-1.43-8.16163.01-168.50-5.15-4.801-168.50-163.01-8.16N998.40391.140.0727.55295.551745.041746.301003.541059.561731.151745.671059.561003.551746.31柱底M2.341.422.81139.1307.552.04138.40-132.915.154.80138.4-132.912.04N1027.70391.140.0727.55295.551780.141781.401029.871085.891770.641780.771029.871085.891781.412柱頂M-2.34-1.422.35199.90-2.49-7.10192.16-197.65-5.15-4.80-197.65192.16-7.10N1496.50639.60.5249.87544.012690.712691.741552.281631.002647.072691.221631.01552.282691.74柱底M2.741.671.92199.9407.513.74198.16-191.726.045.63198.16-191.725.63N1570.7639.600.5249.87544.012779.812780.841619.101697.832747.302780.321619.111697.832780.841柱頂M-2.17-1.320.99208.300-3.48-5.42200.55-205.64-4.78-4.45-205.64200.55-5.42N1995.4888.530.7911.8792.943638.073638.672150.262200.033564.493638.372200.032105.263638.68柱底M-1.090.901.43339.9201.35-1.45330.85-332.0-0.21-0.05-332.0330.85-1.45N2088.9888.530.7911.8792.043750.363750.972189.482284.253690.823750.672284.252189.483750.97表2-31橫向框架B柱剪力組合層次1.2(0.5+1.31.35+1.2+1.442.040.760.4037.143.93.1238.39-34.033.823.5156.4131.040.630.8964.413.001.2664.02-61.582.292.1388.8021.130.691.3083.313.601.0582.55-79.902.492.32114.8510.530.361.6890.622.79-0.5188.99-87.721.221.14109.65表2-32橫向框架CD柱彎矩和軸力組合層次截面內(nèi)力雪1.2(0.5+1.31.35+1.2+1.4→←→←4柱頂M005.24107.000-4.404.40-104.28104.2800-104.29-104.290N493.98140.950.6212.7346.36789.58790.62453.03477.85805.00790.10453.03453.03805.00柱底M002.8271.3102.36-2.3669.52-69.520069.5369.530N568.23140.950.6212.7346.36878.68879.72519.85544.68905.24879.20519.86519.86905.243柱頂M003.43170.000-2.882.88-165.78165.7800-165.78-165.782.88N989.41387.780.7528.73293.201729.551730.81994.391050.421715.721730.18994.40994.401730.81柱底M002.81139.1302.36-2.36135.65-135.6500135.65135.65-2.36N1063.70387.780.7528.73293.201818.651819.911061.221117.241515.961819.281061.221061.221819.912柱頂M002.35199.940-1.971.97-194.94194.9400-194.94-194.941.97N1484.80634.630.61-40.37540.042669.772670.801540.011618.732626.472670.291540.011540.012670.80柱底M001.92199.9401.61-1.61194.94-194.9400194.94194.94-1.61N1559.10634.630.6140.37540.042758.872759.901606.831685.552726.702831.371606.841606.842759.901柱頂M000.99208.3000.830.83-203.13203.1300-203.13-203.130.83N1980.20881.450.3648.60786.863610.003610.602088.902183.673537.133610.302088.912088.913610.61柱底M001.43339.9201.20-1.20331.42331.4200331.42331.42-1.2N2073.80881.450.3648.60786.863722.293722.902173.132267.913663.463722.602173.132173.133722.90表2-33橫向框架CD柱剪力組合層次1.2(0.5+1.31.35+1.2+1.44000.4037.140.34-0.3436.21-36.210056.413000.8964.410.75-0.7562.80-62.800088.802001.3083.311.09-1.0981.2381.2300114.851001.6890.621.41-1.4188.35-88.3500109.652.3.1取每層柱頂和柱底兩個(gè)控制截面。表2-34橫向框架A柱柱端組合彎矩設(shè)計(jì)值的調(diào)整層次4321截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底130.45112.32117.43121.85133.7154.07125.46196.01340.58395.66745.17800.251150.121205.21558.66957.8表2-35橫向框架B柱柱端組合彎矩設(shè)計(jì)值的調(diào)整層次4321截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底113.4100.7145.4130.7180.43266.45176.37242.76457.3498.7947.9989.21437.51478.81967.692019.1表2-36橫向框架CD柱柱端組合彎矩設(shè)計(jì)值的調(diào)整層次4321截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底121.8103.4173.75150.42183.75183.75170.73270.35450.49491.8938.81980.121425.371466.681911.751963.192.4.梁板柱配筋計(jì)算2.4.1僅以第一層AB跨梁為例，說(shuō)明計(jì)算方法和過(guò)程，其它層梁的配筋計(jì)算結(jié)果見(jiàn)表2-33。2.4.1由框架梁內(nèi)力組合表選出AB跨跨間截面的最不利內(nèi)力，并將支座中心處的彎矩?fù)Q算為支座邊緣控制界面的彎矩進(jìn)行配筋計(jì)算。支座彎矩：＝391.41-9.340.75/2=387.91kN·m=0.75387.91=290.93kN·m=355.13-70.80.75/2=328.58kN·m=0.75328.58=246.44kN·m上式中:為承載力抗震調(diào)整系數(shù)；受彎的梁和軸壓比小于0.15的偏心受壓柱取0.75，軸壓比大于0.15的偏心受壓柱取0.8；其它受剪的構(gòu)件取0.85?？玳g最大彎矩發(fā)生在跨中，不需調(diào)整，則＝70.8kN·m當(dāng)梁下部受拉時(shí)，安T截面計(jì)算，上部受拉時(shí)按矩形設(shè)計(jì)，翼緣計(jì)算寬度，當(dāng)跨度考慮時(shí)，＝l/3＝7.2/3＝2.4m，按梁間距考慮時(shí)，＝+＝2475+300＝2775mm，＝700-35＝665mm，100/665＝0.150.1。故此種情況不起控制作用,故取=2800mm。其中為T(mén)型截面受彎構(gòu)件翼緣計(jì)算寬度；為梁的腹板寬度；梁（肋）的凈距；為翼緣高度；梁截面高度；為截面有效高度；混凝土保護(hù)層厚度。梁內(nèi)縱向配筋選用級(jí)鋼筋，（360）＝0.52下部跨間截面按單筋T型計(jì)算。由于1.016.72800100(665-100/2)＝2875.7470.8kN·m屬于第一類型截面，＝70.8/(16.728006652)=0.0030.003＝0.0031.016.72800665/360＝259實(shí)配筋416（＝804）＝804/(300665)＝0.40%>0.2%上各式中：為系數(shù)，當(dāng)N/mm2時(shí)取1.0，N/mm2時(shí)取0.94；中間值時(shí)，按線性插入法取用；為相對(duì)受壓區(qū)高度；是與有關(guān)系數(shù)；為縱向受拉鋼筋截面面積；為構(gòu)件實(shí)際配筋率。支座截面按矩形計(jì)算，邊跨A支座。?。?00-35＝665mm，＝290.93/(16.7300)＝0.1121-=0.119＝0.1191.016.7300665/360＝1101實(shí)配筋420（＝1256）＝1256/(300665)＝0.63%>0.25%邊跨B支座：同樣?。?00-35＝665mm＝246.44/(16.7300/)＝0.1110.118＝0.11816.7300665/360＝1092實(shí)配筋420（＝1256）＝1256/(300665)＝0.63%>0.25%2.4.1AB跨：＝152.35KN<＝0.216.7300665＝666.33kN滿足要求。梁端加密區(qū)箍筋取2肢@100。箍筋用（f=210KN/）則+＝0.421.57300665+1.25210665100.6/100＝307.16kN>118.69kN上各式中：混凝土抗拉強(qiáng)度；為箍筋的抗拉強(qiáng)度設(shè)計(jì)值；S為箍筋間距；為單肢箍筋的截面面積；為同一截面內(nèi)箍筋的肢數(shù)；為箍筋配筋率。加密區(qū)長(zhǎng)度取1.5及500較大者，則取1100mm。非加密區(qū)箍筋長(zhǎng)度取2肢@150，箍筋設(shè)置滿足要求。表2-37框架梁縱向鋼筋計(jì)算表層次截面kN/m實(shí)配鋼筋//%4支座-97.0440.0538048244200.980.51跨間107.7770.00714504160.4-141.930.07980479242010.51-129.5670.0728045714200.710.52跨間69.8272854160.4-116.760.0658045154200.780.52-118.2720.0658045184200.780.52跨間73.6452854160.4-120.1580.0678045274200.7630.523支座-169.8190.09580475642210.52跨間155.0296524160.4-194.7070.118048734220.920.52-187.1110.1068048734220.960.52跨間103.9534354160.4-181.3350.1028048104220.990.52-182.5750.1038048164220.990.52跨間133.5345574160.4-181.3510.1028048104220.990.522支座-236.5650.13680410764220.750.63跨間173.4677334180.4-229.4290.13180410414220.770.63-221.8330.12780410044220.80.63跨間131.1475504180.4-216.050.1238049764220.820.63-217.2970.1248049824220.820.63跨間133.7325614180.4-216.0750.1238049774220.820.631支座A-187.0030.1048048244220.980.63截面kN/m實(shí)配鋼筋//%跨間179.8490.0127545180.4-180.3500.180479242210.63-236.4610.13680410754220.750.63跨間131.6275515180.4-230.3940.13380410514220.760.63-231.5440.13380410514220.760.63跨間134.4515645180.4-230.190.13280410454220.770.63表2-38框架梁箍筋數(shù)量計(jì)算表層次截面kNkN梁端加密區(qū)非加密區(qū)實(shí)配鋼筋實(shí)配鋼筋%4211.715570.570.5242肢8@1002肢8@150199.814570.570.4562肢8@100（101）2肢8@150（0.224）199.548570.570.4552肢8@100（101）2肢8@150（0.224）3229.883570.570.6272肢8@100（101）2肢8@150（0.224）221.632570.570.5802肢8@100（101）2肢8@150（0.224）220.621570.570.5782肢8@100（101）2肢8@150（0.224）2231.745570.570.6382肢8@100（101）2肢8@150（0.224）220.999570.570.5772肢8@100（101）2肢8@150（0.224）222.037570.570.5832肢8@100（101）2肢8@150（0.224）11232.592570.570.6432肢8@100（101）2肢8@150（0.224）224.691570.570.5982肢8@100（101）2肢8@150（0.224）224.068570.570.5942肢8@100（101）2肢8@150（0.224）2.4.2.2.4.2表2-39柱的剪跨比和軸壓比驗(yàn)算柱號(hào)層次mmmmN/KNKNA475071016.7194.1560.04471.574.550.053375071016.7183.1258.911069.774.380.120275071016.7219.2492.291662.003.350.187175071016.7211.1193.052275.443.200.256B475071016.7150.5245.88734.734.620.082375071016.7226.0375.721447.854.200.163275071016.7264.8997.552263.773.820.254175071016.7275.48104.953045.673.700.342C4750