土木工程建筑工程畢業(yè)設(shè)計(jì)辦公樓

.67/68前言大學(xué)四年的學(xué)習(xí)生活即將結(jié)束,畢業(yè)設(shè)計(jì)將成為我們展示四年學(xué)習(xí)成果的一個(gè)最好平臺(tái)。畢業(yè)設(shè)計(jì)是大學(xué)本科教育的一個(gè)重要階段,可以將我們所學(xué)的理論知識(shí)付諸于實(shí)踐,是畢業(yè)前的綜合學(xué)習(xí)階段,是對(duì)大學(xué)期間所學(xué)專業(yè)知識(shí)的全面總結(jié)。它涉及到房屋建筑學(xué)、高層建筑、抗震、混凝土、結(jié)構(gòu)力學(xué)等多門課程,應(yīng)用到了很多重要實(shí)用的專業(yè)知識(shí),比如有底部剪力法、D值法、反彎點(diǎn)法和彎矩分配法等,又涉及鋼筋混凝土的配筋和計(jì)算,幾乎涉及到了所有專業(yè)知識(shí)。為了做好本次畢業(yè)設(shè)計(jì),我對(duì)大學(xué)所學(xué)的專業(yè)知識(shí)進(jìn)行了及時(shí)而全面的復(fù)習(xí),查補(bǔ)了以前學(xué)習(xí)上的漏洞,并借閱了許多相關(guān)的書籍和規(guī)范。我會(huì)很好的把握這次畢業(yè)設(shè)計(jì)的機(jī)會(huì),將以前所學(xué)的知識(shí)應(yīng)用到實(shí)踐中去,這無(wú)論對(duì)以后的學(xué)習(xí)還是工作都將起到莫大的幫助。我所選擇的畢業(yè)設(shè)計(jì)題目是XX市政府辦公樓設(shè)計(jì),采用框架結(jié)構(gòu)。框架結(jié)構(gòu)是目前應(yīng)用最為廣泛的結(jié)構(gòu)形式之一,這種結(jié)構(gòu)形式建筑平面布置靈活,可以做成較大空間的會(huì)議室,車間,住宅等,可以分割成小房間,或拆除隔斷改成大空間結(jié)構(gòu),立面也富有變化。通過(guò)合理的設(shè)計(jì),框架結(jié)構(gòu)本身的抗震性能良好,能承受較大荷載,能承受較大變形。因此,我所設(shè)計(jì)的市政府辦公樓非常適合選用這種結(jié)構(gòu)形式。本次設(shè)計(jì)主要分為建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)。建筑設(shè)計(jì)包括：總平面圖、平面圖、立面圖、剖面圖及節(jié)點(diǎn)詳圖。結(jié)構(gòu)設(shè)計(jì)包括：梁板布置圖和配筋圖。根據(jù)民用建筑實(shí)用、經(jīng)濟(jì)原則,在可能的條件下,注意美觀的原則,本設(shè)計(jì)首先考慮辦公樓的實(shí)用性,經(jīng)濟(jì)性,充分顯示現(xiàn)代建筑的特點(diǎn)。結(jié)構(gòu)計(jì)算嚴(yán)格按照最新國(guó)家規(guī)范的要求進(jìn)行。在畢業(yè)設(shè)計(jì)的三個(gè)月里,在指導(dǎo)教師的幫助下,經(jīng)過(guò)資料查閱、設(shè)計(jì)計(jì)算、論文撰寫以及外文翻譯,我加深了對(duì)新規(guī)范、規(guī)程、手冊(cè)等相關(guān)內(nèi)容的理解,鞏固了專業(yè)知識(shí)、提高了綜合分析、解決問(wèn)題的能力,進(jìn)一步掌握了Excel、Word、AutoCAD及天正等軟件的使用,以上這些說(shuō)明從不同方面達(dá)到了畢業(yè)設(shè)計(jì)的目的與要求。本次設(shè)計(jì)得到了指導(dǎo)教師們的大力幫助,在此特別表示感謝,尤其對(duì)我的指導(dǎo)教師孫芳錦老師表示感謝。由于框架結(jié)構(gòu)設(shè)計(jì)的計(jì)算工作量很多,包括地震作用、風(fēng)荷載作用、恒載作用、活載作用下的梁端、柱端剪力、框架梁、柱的內(nèi)力組合以及內(nèi)力值的調(diào)整。在計(jì)算過(guò)程中以手算為主,輔以一些Excel計(jì)算軟件的校正。由于自己水平有限,難免有不妥和疏忽之處,敬請(qǐng)各位老師批評(píng)指正。二零一零年六月十五日1設(shè)計(jì)基本資料1.1初步設(shè)計(jì)資料XX市徐水縣擬興建6層國(guó)土資源局,建筑面積約5283.24m2,長(zhǎng)50.9m,寬17.3m。擬建房屋所在地的設(shè)計(jì)地震動(dòng)參數(shù)αmax=0.08,Tg=0.35s,基本雪壓S0=0.40KN/m2,基本風(fēng)壓ω0=0.45KN/m2,地面粗糙度為B類。年降雨量578mm,日最大降雨量85mm。常年地下水位于地表下-7.5m,水質(zhì)無(wú)侵蝕性。地區(qū)表面為一般粘土層,下部為砂土,凍土深度-1.0米,承載力情況良好。土的重度為18KN/m3,孔隙比為0.8,液性指標(biāo)為0.85,地基承載力特征值fak=230KN/m2。1.2設(shè)計(jì)任務(wù)a建筑圖紙：總平面圖,首層平面、標(biāo)準(zhǔn)層平面圖,剖面圖,屋面防水、主要立面圖,各部分節(jié)點(diǎn)詳圖等。b結(jié)構(gòu)圖紙：結(jié)構(gòu)布置圖、框架配筋圖、梁柱截面配筋圖等。c結(jié)構(gòu)計(jì)算說(shuō)明書：1>計(jì)算一榀框架的內(nèi)力及配筋。2>對(duì)典型樓板進(jìn)行必要的設(shè)計(jì)驗(yàn)算。3>外文文獻(xiàn)及翻譯。1.3設(shè)計(jì)過(guò)程1>確定結(jié)構(gòu)體系與結(jié)構(gòu)布置2>根據(jù)經(jīng)驗(yàn)對(duì)構(gòu)件進(jìn)行初估3>確定計(jì)算模型及計(jì)算簡(jiǎn)圖4>荷載計(jì)算5>內(nèi)力計(jì)算及組合6>構(gòu)件設(shè)計(jì)7>編寫設(shè)計(jì)任務(wù)說(shuō)明書8>圖紙繪制1.4建筑設(shè)計(jì)工程概況該工程為框架結(jié)構(gòu)體系多層辦公樓,主體為6層,高25.2米,建筑面積約5283.42m2。1～6層層高均為3.6m,局部突出電梯間為3.6m,1.4.2平面設(shè)計(jì)由于本建筑冬季氣溫較低,因此采用內(nèi)廊式辦公樓,走廊凈寬為2.4m,柱網(wǎng)為7.2m×7.2m。首層設(shè)有值班室,接待室,配電室,檔案室,資料室,食堂,開水間,傳達(dá)室等；2~6層是標(biāo)準(zhǔn)層,設(shè)有辦公室,會(huì)議室,,活動(dòng)室,咖啡廳,雜物室,單人辦公室；頂層設(shè)有大會(huì)議室,局長(zhǎng)辦公室和圖書閱覽室,。為了辦公的舒適,每層均設(shè)有開水間。1.4.3立面設(shè)計(jì)建筑物高度25.2m,高寬比H/B=1.46<4,可以采用底部剪力法計(jì)算水平地震作用。頂層設(shè)電梯機(jī)房,屋面為上人屋面,女兒墻高為1.2m。本建筑的窗一般采用雙層塑鋼窗,且為平推窗,因?yàn)殡p層窗具有保溫的作用,而推拉窗在高層建筑中使用起來(lái)比平面方便,可使之免于受風(fēng)的破壞,窗的尺寸為2.4m×1.5m和1.2m×1.5m。為了避免地坪層受潮,使室內(nèi)外地坪標(biāo)高差為600mm,為了解決這個(gè)600mm的高差,使人容易上到地坪層,在門廳前做了三個(gè)臺(tái)階,臺(tái)階是供人們正常出入的,由于臺(tái)階伸出屋面,為了防雨而在其上設(shè)置了雨蓬。1.4.4剖面設(shè)計(jì)建筑主體為6層,層高均為3.6m,室內(nèi)外地坪高差為600mm,為了室內(nèi)裝修和阻隔結(jié)構(gòu)層中需要,進(jìn)行吊頂,這樣樓中各種電線,保溫管等都從吊頂中穿過(guò),為了避免上下層之間固體傳聲,在吊頂中加入吸音材料。2結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖2.1結(jié)構(gòu)布置及梁、柱截面尺寸的初選2.1.1結(jié)構(gòu)平面布置方案根據(jù)辦公樓的結(jié)構(gòu)型式、受力特點(diǎn)和建筑使用要求及施工條件等因素綜合考慮,本設(shè)計(jì)采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。主體結(jié)構(gòu)6層,層高為3.6m。建筑物總高為25.2m。根據(jù)辦公樓的使用功能要求,并考慮柱網(wǎng)的布置原則,本工程主體柱網(wǎng)為7.2m×7.2m。填充墻內(nèi)墻采用200mm厚的加氣混凝土砌塊砌筑,外墻采用300mm厚的加氣混凝土砌塊砌筑。門為木門和玻璃門,窗為塑鋼窗。圖2-1平面結(jié)構(gòu)布置圖Fig.2-1Flatdistributionofthestructure圖2-2結(jié)構(gòu)計(jì)算簡(jiǎn)圖Fig.2-2Drawingofthestructuraldesign梁截面尺寸初選樓蓋及屋蓋均采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu),樓板厚度按跨度的1/45估算,取樓板厚度為120mm。梁的截面尺寸應(yīng)滿足承載力、剛度及延性要求。截面高度按一般取梁跨度l的1/12～1/8估算。為防止梁產(chǎn)生剪切脆性破壞,梁的凈跨截面高度之比不宜小于4。由此估算梁的截面尺寸見(jiàn)表2-1,表中還給出了各層梁、柱和板的混凝土強(qiáng)度等級(jí)。其設(shè)計(jì)強(qiáng)度C35〔fc=16.7N/m2,ft=1.57N/m2,C30<fc=14.3N/m2,ft=1.43N/m2>。表2-1梁截面尺寸及各層混凝土強(qiáng)度等級(jí)Form2-1Thesectionalsizeofaroofbeamoftheformandgradeofintensityofeverylayerconcrete`混凝土強(qiáng)度等級(jí)橫梁b×hABCDBC縱梁b×h次梁b×h2-6C30350×750250×450350×750300×6001C35350×750250×450350×750300×6002.1.3柱截面尺寸初選1>柱的軸壓比設(shè)計(jì)值按照公式1-1計(jì)算： <2-1>式中：β：考慮地震作用組合后柱軸力壓力增大系數(shù),邊柱取1.3,等跨內(nèi)柱取1.2,不等跨取1.25；F：按照簡(jiǎn)支狀態(tài)計(jì)算柱的負(fù)載面積；g：折算后在單位面積上的重力荷載代表值,近似?。籲：驗(yàn)算截面以上樓層層數(shù)；2>框架柱驗(yàn)算 <2-2>由計(jì)算簡(jiǎn)圖2-1可知邊柱和中柱的負(fù)載面積分別為7.2×3.6m2和7.2×4.8m2。由公式〔2-2得第一層柱截面面積為：邊柱中柱如取柱截面為正方形,則邊柱和中柱截面高度分別為410.4mm和410mm。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)中柱截面尺寸取值如下：1層2～6層框架結(jié)構(gòu)平面布置如圖2-1所示,計(jì)算簡(jiǎn)圖如圖2-2所示。取頂層柱的形心線作為框架柱的軸線,梁軸線取至板底,2-6層柱高度即為層高3.6m；基礎(chǔ)選用獨(dú)立基礎(chǔ),基礎(chǔ)埋深取2.5m。底層柱高度從基礎(chǔ)頂面取至一層板底,即。3重力荷載代表值計(jì)算3.1屋面及樓面的永久荷載標(biāo)準(zhǔn)值1>頂層上人屋面30厚細(xì)石混凝土保護(hù)層 5mm厚的焦油聚氨酯防水涂料20厚水泥砂漿找平層 150厚水泥蛭石保溫層 120厚鋼筋混凝土板 V型輕鋼龍骨吊頂 合計(jì) 2>1～5層樓面瓷磚地面〔包括水泥粗砂打底100厚鋼筋混凝土板 V型輕鋼龍骨吊頂 合計(jì) 3.2屋面及樓面可變荷載標(biāo)準(zhǔn)值上人屋面均布活荷載標(biāo)準(zhǔn)值 樓面活荷載標(biāo)準(zhǔn)值 屋面雪荷載標(biāo)準(zhǔn)值 式中：μr為屋面積雪分布系數(shù),取。3.3梁、柱墻門重力荷載標(biāo)準(zhǔn)值計(jì)算梁、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)度上的重力荷載。計(jì)算結(jié)果見(jiàn)表3-1。表3-1梁、柱重力荷載標(biāo)準(zhǔn)值Form3-1Roofbeam,postgravityloadstandardvalue層次構(gòu)件bmhmγKN/m3βGKNlimnGiKNΣGiKN1邊橫梁0.350.75251.057.3836.616791.462679.46中橫梁0.250.40251.052.6251.8839.9次梁0.300.60251.054.7257.014463.05縱梁0.350.75251.057.3836.6281385.05柱0.600.60251.109.95.68362024.3522024.3522~6邊橫梁0.350.75251.057.3836.7516791.462679.46中橫梁0.250.40251.052.6251.95839.9次梁0.300.60251.054.7257.014463.05縱梁0.350.75251.057.3836.6281385.05柱0.450.45251.105.5693.636721.74721.74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。3.4墻重力荷載標(biāo)準(zhǔn)值計(jì)算外墻為300mm厚加氣混凝土砌塊〔加氣混凝土砌塊密度為15KN/m3,外墻面貼瓷磚〔0.5KN/m2,內(nèi)墻面為20mm厚抹灰,則外墻單位墻面重力荷載為：內(nèi)墻為200mm厚加氣混凝土砌塊,兩側(cè)均為20mm厚抹灰,則內(nèi)墻單位墻面重力荷載為：木門單位面積重力荷載為0.2；鋁合金門窗單位面積重量取0.4。3.5重力荷載代表值集中于各質(zhì)點(diǎn)的重力荷載Gi,為計(jì)算單元范圍內(nèi)各層樓面上的重力荷載代表值及上下各半層的墻、柱等重量。各可變荷載的組合值系數(shù)按規(guī)范規(guī)定采用：無(wú)論是否為上人屋面,其屋面上的可變荷載均取雪荷載。簡(jiǎn)單的計(jì)算過(guò)程如下：頂層重力荷載代表值包括：屋面恒載、50%屋面荷載、梁自重、半層柱自重、半層墻自重。其它層重力荷載代表值包括：樓面荷載、50%樓面均布活荷載、梁自重、樓面上下個(gè)半層的柱自重、墻自重。第一層：樓板面積：柱：外墻面積：鋁合金門窗：內(nèi)墻面積：內(nèi)墻木門鋁合金門窗：木門：第二~五層：第六層：機(jī)房：建筑物總重力和在標(biāo)準(zhǔn)值為:圖3-1各質(zhì)點(diǎn)重力荷載代表值Figure3-1variousparticlesgravityloadrepresentativeplants4框架側(cè)移剛度計(jì)算4.1框架梁的線剛度計(jì)算表4-1橫梁線剛度計(jì)算表Form4-1Linerigidityibreckonerofthecrossbeam類別層次ECN/mm2bmmh,mmI0,mm4l,mmEc×I0/lN·mm1.5Ec×I0/lN·mm2.0Ec×I0/lN·mm邊橫梁13.15×10435075072005.768×10108.652×101011.54×10102~63.0×10435075072005.493×10108.24×101010.986×1010走道梁13.15×1042504001.333×10924001.7496×10102.6244×10103.5×10102~63.0×1042504001.333×10924001.6661×10102.5×10103.334×1010表4-2柱線剛度ic計(jì)算表Form4-2Threadrigidityicreckonerofthepost層次hc,mmEc,N/mm2>b×h,mm2I0,mm4EcI0/hc,N·mm156803.15×104600×6001.08×10105.9894×10102~636003.0×1044450×4503.417×102.8475×1010圖4-1C-10柱及與其相連梁的相對(duì)線剛度Figure4-1C-10columnanditsconnectedLiang'srelativestiffness根據(jù)梁、柱線剛度比的不同,結(jié)構(gòu)平面布置圖中的柱可分為中框架中柱和邊柱、邊框架中柱和邊柱等?，F(xiàn)以第2層C-10柱的側(cè)移剛度計(jì)算為例,說(shuō)明計(jì)算過(guò)程,其余柱的計(jì)算過(guò)程從略,計(jì)算結(jié)果分別見(jiàn)表4-3和表4-4。第2層C-3柱及與其相連的梁的相對(duì)線剛度如圖4-1所示,圖中數(shù)據(jù)取自表4-1和表4-2。圖4-1C-10柱及與其相連梁的相對(duì)線剛度得：表4-3中框架各柱側(cè)移剛度D值〔N/mmForm4-3TheframepostsideofChinamovesrigidityDvalue層次邊柱〔14根αcDi1中柱〔14根αcDi2ΣDi15.02810.7154188653.85740.65861736850726225.15380.7204189973.9540.6641175135111403~62.51040.6674148681.92610.617913765400862表4-4邊框架柱側(cè)移剛度D值<N/mm>Form4-4TheframepostsidemovesrigidityDlue層次A-1,D-1,A-10,D-10,αcDi1B-1,C-1,B-8,C-10,αcDi2ΣDi12.89330.5613148023.77110.65341723012812822.96560.5972157483.86530.659173781325043~61.44460.5645125761.88280.613713672104992將上述不同情況下得到的同層框架柱側(cè)移剛度相加,即得框架各層層間側(cè)移剛度∑Di,如表4-5所示。表4-5橫向框架層間側(cè)移剛度〔N/mmForm4-5Thesidemovesrigidityamongthehorizontalframelayer層次123456∑Di505854643644635390635390635390635390由表可知,,故該框架為規(guī)則框架。5橫向水平荷載作用下框架的內(nèi)力和側(cè)移計(jì)算5.1橫向水平地震作用下框架的內(nèi)力和側(cè)移計(jì)算5.1.1橫向自振周期計(jì)算按公式5-1〔5-1將折算到主體結(jié)構(gòu)的頂層,即結(jié)構(gòu)頂點(diǎn)的假想位移由公式5-2～公式5-4。計(jì)算過(guò)程間表5-1,其中第6層的Gi為G7與Ge之和?！?-2〔5-3〔5-4表5-1結(jié)構(gòu)頂點(diǎn)的假想位移計(jì)算Form5-1Theimaginationdisplacementofthesummitpinnacleofthestructureiscalculated層次Gi,kNVGi,kN∑Di,N/mm△ui,mmui,mm611065.0311065.0363593017.4428.9512374.24323439.27363593036.9411.5412374.24335813.51663593056.41374.6312374.24348187.75963539075.8318.2212374.24360562.00264364494.1242.4114448.5975010.592505854148.3148.3按公式5-5〔5-5計(jì)算基本周期T1,其中μT的量鋼為m,取YT=0.7,則5.1.2水平地震作用及樓層地震剪力計(jì)算本設(shè)計(jì)中,結(jié)構(gòu)主體高度不超過(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)值計(jì)算如下：因,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經(jīng)查表,計(jì)算得：各質(zhì)點(diǎn)的水平地震作用按公式5-6〔5-6計(jì)算。將上述δn和FEK代入可得具體計(jì)算過(guò)程見(jiàn)表5-2。各樓層地震剪力按公式5-7〔5-7計(jì)算,結(jié)果列入表5-2表5-2各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表Form5-2Cutthestrengthreckonerineveryparticlehorizontalhorizontalearthquakefunctionandfloorearthquake層次Hi,mGi,KNGiHi,KN·mGiHi／∑GiHiFi,KNVi,KN27.28517.0514105.120.01331.88×3=95.6495.64623.6810430.07246984.060.231558.47590.35520.0812374.243248474.80.232562.071152.42416.4812374.243203927.520.191461.491613.91312.8812374.243159380.250.149360.831974.7429.2812374.243114832.980.107260.082238.8215.6814448.5982067.990.077185.952420.77各質(zhì)點(diǎn)水平地震作用及樓層地震剪力沿房屋高度的分布見(jiàn)圖5-1圖5-1橫向水平地震作用及樓層地震剪力Fig5-1crosswisehorizontalearthquakefunctionandfloorearthquakeshearingforce5.1.3多遇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△ui和頂點(diǎn)位移ui分別按公式5-8和公式5-9?！?-8〔5-9計(jì)算。計(jì)算過(guò)程見(jiàn)表5-3。表中還計(jì)算了各層的層間彈性位移角。表5-3橫向水平地震作用下的位移驗(yàn)算Form5-3Displacementcheckingcomputationsunderhorizontalhorizontalearthquakefunction層次Vi,KN∑Di,N/mm△ui/mmui/mmhi/mmθe=6590.3563563900.9316.6736001/387451152.4263563901.8115.7436001/198441613.9163563902.5413.9336001/141731974.7463563903.1111.3736001/115822238.826436443.478.2636001/103612420.775058544.794.7956801/1186由表5-3可見(jiàn),最大層間彈性位移角發(fā)生在第3層,其值為1/1036〈1/550,滿足要求,其中限值。5.1.4水平地震作用下框架內(nèi)力計(jì)算以圖2-1中⑩軸線橫向框架內(nèi)力計(jì)算為例,說(shuō)明計(jì)算方法,其余框架內(nèi)力計(jì)算從略。框架柱端剪力及彎矩分別按公式5-10和公式5-11。<5-10><5-11>計(jì)算,其中Dij取自表4-3,∑Dij取自表4-5,層間剪力取自表5-2。各柱反彎點(diǎn)高度比y按公式5-12。<5-12>確定。本例中底層柱需考慮修正值y2,第2層柱需考慮修正值y1和y3,其余柱均無(wú)修正。具體計(jì)算過(guò)程及結(jié)果見(jiàn)表5-4、表5-5。表5-4各層邊柱端彎矩及剪力計(jì)算Form5-4Curvedsquareofpostendofeverysidelayerandcuttingstrengthcalculated層次hi,mVi,KN∑DijN/mm邊柱Di1N/mmVi1NKymMijbKN·mMijuKN·m63.6590.356353901736816.143.85740.4526.1431.9553.61152.426353901736831.503.85740.556.756.743.61613.916353901736844.123.85740.579.4179.4133.61974.746353901736853.983.85740.597.1697.1623.62234.826436441751360.813.9540.5033110.18109.4515.682420.775058541376565.871.92610.603695225.88148.274表5-5各層中柱端彎矩及剪力計(jì)算Form5-5Curvedsquareofpostendofeverymiddlelayerandcuttingstrengthcalculated層次hi,mVi,kN∑DijN/mm中柱Di1N/mmVi1NKymMijbKN·mMijuKN·m63.6590.356353901886517.535.02810.4528.3934.7053.61152.426353901886534.225.02810.561.5961.5943.61613.916353901886547.925.02810.586.2586.2533.61974.746353901886558.635.02810.5105.54105.5423.62234.826436441899765.965.15380.5118.73118.7315.682420.775058541486871.152.51040.5755232.586171.546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公式5-13～公式5-15<5-13><5-14><5-15>計(jì)算。其中梁線剛度取自表5-1,具體計(jì)算過(guò)程見(jiàn)表5-6。表5-6梁端彎矩、剪力及柱軸力計(jì)算Form5-6Curvedsquareofroofbeamend,cuttingthestrengthandstrengthofaxisofacylindercalculated層次邊梁走道梁柱軸力7MblMbrlVbMblMbrlVb邊柱N中柱N631.9526.647.28.148.068.062.46.72-8.141.42582.8469.097.221.120.8920.892.417.41-29.245.114136.11113.517.234.6734.3334.332.428.61-63.9111.173176.57147.267.244.9844.5344.532.437.11-108.8919.042206.61172.27.252.6152.0752.072.443.39-161.528.261258.454220.887.266.5767.467.42.456.17-232.1438.66注：1柱軸力的負(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)兩根柱為壓力。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圖所示。圖5-2地震作用下的框架彎矩Fig5-2Thesqareofframeunderearthquake圖5-3地震作用下的框架梁端剪力及柱軸力圖Fig5-3Thestrenghofbeamandaxisofpillarunderearthquake5.2橫向風(fēng)荷載作用框架結(jié)構(gòu)內(nèi)力和側(cè)移計(jì)算5.2.1風(fēng)荷載標(biāo)準(zhǔn)值基本風(fēng)壓ω0=0.45KN/m2,μs=0.8〔迎風(fēng)面,μs=-0.5〔背風(fēng)面,B類地區(qū),H/B=23.68/50.9=0.465,由表查v=0.42,T1=0.78s,ω0T12=0.4×0.782=0.274KN.s2/m2,ξ=1.3022,,仍?、廨S線橫向框架,其負(fù)載寬度為7.8m,由公式得沿房屋高度的荷載標(biāo)準(zhǔn)值根據(jù)各層標(biāo)高處的高度Hi由表查取μz,代入上式可得各樓層標(biāo)高處的q<z>見(jiàn)下表5-7,q<z>沿房屋高度的分布見(jiàn)下圖5-3表5-7沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值Form5-7Highlydistributethewindandloadstandardvaluealongthehouse層次HiHi/Hμzβzq1<z>,KN/mq2<z>,KN/m622.21.001.28741.03.3372.086518.60.8381.21921.03.161.9754150.6761.141.02.9551.847311.40.5141.03921.02.6941.68427.80.3511.0001.02.5921.6214.20.1891.0001.02.5921.62圖5-4風(fēng)荷載沿房屋高度的分布<單位：KN/m>Fig5-4Highwindloaddistributionalongthehousing<KN/m>《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βZ來(lái)考慮風(fēng)壓脈動(dòng)的影響。本結(jié)構(gòu)房屋高度H=28.15m<30m,且H/B=23.68/17.3=1.371.5,由表5-1可見(jiàn)βZ沿房屋高度在1.100~1.387范圍內(nèi)變化,即風(fēng)壓脈動(dòng)的影響較小。因此,該房屋不必考慮風(fēng)壓脈動(dòng)的影響?？蚣芙Y(jié)構(gòu)分析時(shí),應(yīng)按靜力等效原理將圖5-3的分布風(fēng)荷載轉(zhuǎn)化為節(jié)點(diǎn)集中荷載,如圖5-4。例如,第5層的集中荷載F5的計(jì)算過(guò)程如下：圖5-5等效節(jié)點(diǎn)集中風(fēng)荷載<kN>Figure5-5ConcentratedwindloadingonequivalentnodalKN表5-8各層節(jié)點(diǎn)集中荷載Form5-8Everylayernodeconcentratesonloading層次123456集中荷載16.428615.163215.760817.287218.4869.76145.2.2風(fēng)荷載作用下水平位移驗(yàn)算根據(jù)圖5-4所示的水平荷載,由公式5-10計(jì)算層間剪力Vi,然后求出⑩軸線框架的層間側(cè)移剛度,再式計(jì)算各層的相對(duì)側(cè)移和絕對(duì)側(cè)移。計(jì)算過(guò)程見(jiàn)下表5-9。表5-9風(fēng)荷載作用下框架層間剪力及側(cè)移Form5-9Cutstrengthandsidemoveamongtheframelayerunderthefunctionofloadingofwind層次Fi,kNVi,kN∑Di,N/mm△ui,mmui,mmHi,mm△ui/hi69.76149.7614724660.13474.667936001／26726518.48628.2474724660.38984.533236001／9236417.287245.5346724660.62844.143436001／5729315.760861.2954724660.84593.51536001／4256215.163276.4586730201.04712.669136001／3438116.426892.8854572661.6221.62242001／3502風(fēng)荷載作用下框架最大層間位移角為1/3438<1/550,滿足規(guī)范要求。5.2.3風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算表5-10風(fēng)荷載作用邊柱端彎矩及剪力計(jì)算Form5-10Thewindloadsthecurvedsquareofpostendoffunctionandcutsstrengthcalculated層次hi,mVi,KN∑DijN/mm邊柱Di1N/mmVi1N/mmkymMijbKN·mMijuKN·m63.69.7672466173682.343.85740.453.794.6353.628.2572466173686.773.85740.512.1912.1943.645.53724661736810.913.85740.519.6419.6433.661.3724661736814.693.85740.526.4526.4523.676.46730201751318.343.9540.503333.2332.7914.292.89572661376522.331.92610.60395656.6437.14表5-11風(fēng)荷載作用中柱端彎矩及剪力計(jì)算Form5-11Thewindloadsthecurvedsquareofpostendoffunctionandcutsstrengthcalculated層次hi,mVi,KN∑DijN/mm中柱Di1N/mmVi1N/mmkymMijbKN·mMijuKN·m63.69.7672466188652.545.02810.454.125.0353.628.2572466188657.355.02810.513.2413.2443.645.53724661886511.855.02810.521.3421.3433.661.3724661886515.965.02810.528.7228.7223.676.46730201899719.895.15380.535.8135.8114.292.89572661486824.122.51040.5755258.343表5-12風(fēng)荷載作用下梁端彎矩﹑剪力及柱軸力Form5-12Curvedsquareofroofbeamendunderthefunctionofloadingofwind,cuttingthestrengthandstrengthofaxisofacylinder層次邊梁走道梁柱軸力MblMbrlVbMblMbrlVb邊柱N中柱N64.633.867.21.181.171.172.40.98-1.180.19515.9813.337.24.074.034.032.43.36-5.250.9431.8326.557.28.118.038.032.46.69-13.362.32346.0938.447.211.7411.6211.622.49.68-24.984.38259.2449.557.214.9814.9814.982.412.48-39.966.88170.3760.517.218.318.318.32.415.25-58.269.93橫向框架在水平風(fēng)荷載作用下的框架彎矩圖、梁端剪力及柱軸力圖如圖5-6所示圖5-6橫向框架在水平風(fēng)荷載作用下的框架彎矩圖Fig5-6Thesqareofframeunderwindload圖5-7橫向框架在水平風(fēng)荷載作用下的框架梁端剪力及柱軸力圖Fig5-7Thestrenghofbeamandaxisofpillarunderwindload6豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算6.1橫向框架內(nèi)力計(jì)算6.1.1計(jì)算單元?、廨S線橫向框架進(jìn)行計(jì)算,計(jì)算單元寬度為7.8m,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圖中的斜線陰影線所示,計(jì)算單元范圍內(nèi)的其余樓面則通過(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)上有集中力矩。圖6-1橫向框架計(jì)算單元Figure6-1ThediagramofCrosswiseframecomputingelement6.1.2荷載計(jì)算6.1.2.1恒載計(jì)算圖6-2各層梁上作用的恒荷載Fig6-2ThediagramofPermanentloadofeachbeam在上圖中,q1、q1′代表橫梁自重,為均布荷載形式。對(duì)于第6層：,q2和q2′分別為房間和走道板傳給橫梁的梯形荷載和三角形荷載,由圖7-2所示幾何關(guān)系可以得出：,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、樓板重等重力荷載,計(jì)算如下：集中力矩對(duì)2～5層,,集中力矩對(duì)1層,,集中力矩6.1.2.2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6-3所示圖6-3各層梁上作用的活荷載Figure6-3ThediagramofTheliveloadofeachbea對(duì)于第7層,同理,在屋面雪荷載作用下,對(duì)2～5層,,對(duì)第1層,,將上述計(jì)算結(jié)果匯總,見(jiàn)表6-1和表6-2。表6-1橫向框架恒載匯總表Form6-1Summaryinpermanentyearofthehorizontalframe層次q1KN/mq1′KN/mq2KN/mq2′KN/mP1KNP2KNM1KN·mM2KN·m67.3832.62518.48612.324199.4922186.23167.4816.9842～519.5812.62511.887.92190.78785229.72417.1558.615119.5812.62511.887.92188.505227.894421.20725.64表6-2橫向框架活載匯總表Form6-2Summaryinlivingyearofthehorizontalframe層次q2,KN/mq2′,KN/mP1,KNP2,KNM1,KN·mM2,KN·m67.2〔1.444.8〔0.9632.4〔6.4846.8〔9.321.215〔0.2431.755〔0.3512～57.24.832.446.81.2151.75517.24.832.446.83.6455.265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。6.1.3內(nèi)力計(jì)算梁端、柱端彎矩采用彎矩二次分配法計(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)程如下圖6-4和圖6-5。梁端剪力可根據(jù)梁上豎向荷載引起來(lái)的剪力與梁端彎矩引起的剪力相疊加而得。柱軸力可由梁端剪力和節(jié)點(diǎn)集中力疊加而得到。計(jì)算柱底軸力還需要考慮柱的自重,如表6-6和表6-7所示。圖6-4恒荷載作用下橫向框架的二次分配法,kN·mFigure6-4Cacluationofmomentseconddistributionofthehorizontalframeofdeadload,kN·m圖6-5活荷載作用下橫向框架的二次分配法,kN·mFigure6-5Cacluationofmomentseconddistributionofthehorizontalframeofliveload,kN·m圖6-6豎向恒荷載作用下框架彎矩圖,kN·mFigure6-5Bendingmomentdiagramoftheverticalframeofdeadload圖6-7豎向活荷載作用下框架彎矩圖,kN·mFigure6-5Bendingmomentdiagramoftheverticalframeofliveload表6-3恒載作用下梁端剪力及柱軸力〔KNForm6-3Roofbeamendcutstrengthandstrengthofaxisofacylinderunderthefunctionpermanentyear層次荷載引起剪力AB跨BC跨VA=VBVB=VC彎矩引起剪力AB跨BC跨VA=-VBVB=VC總剪力AB跨BC跨VAVBVB=VC柱軸力A柱B柱N頂N底N頂N底676.4910.54-3.68072.8180.1710.54272.3292.35276.94296.995102.577.9-3.19099.38105.767.9582.51602.56629.84649.894102.577.9-3.22099.35105.797.9892.7912.75985.41005.453102.577.9-3.22099.35105.797.91202.891222.941340.961361.012102.577.9-3.26099.31105.837.91513.041533.091696.571716.621102.577.9-2.380100.19104.957.91821.791878.022049.462105.69表6-4活載作用下梁端剪力及柱軸力〔KNForm6-4Roofbeamendcutthestrengthandstrengthofaxisofacylinderunderthefunctionlivingyear層次荷載引起剪力AB跨BC跨VA=VBVB=VC彎矩引起剪力AB跨BC跨VA=-VBVB=VC總剪力AB跨BC跨VAVBVB=VC柱軸力A柱B柱N頂=N底N頂=N底619.44〔3.892.88〔0.58-3.3〔0.06016.14〔3.9522.74〔3.832.88〔0.5848.54〔10.4365.94〔13.37519.442.88-2.28〔-4.51017.17〔17.0721.72〔21.822.88118.16〔43.6150.91〔49.32419.442.88-2.34017.1021.782.88167.66〔63.65215.89〔69.37319.442.88-2.34017.1021.782.88217.16〔83.7280.87〔89.421219.442.88-3.22016.2222.662.88265.78〔103.75346.73〔109.47119.442.88-1.68017.7621.122.88315.94〔123.8411.05〔129.52注：表中括號(hào)內(nèi)數(shù)值為屋面作用雪荷載〔0.20KN/m2,其它層樓面作用活荷載〔12KN/m2。V以向上為正。6.2橫向框架內(nèi)力組合6.2.1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、地震烈度、房屋高度等因素,由查表可知,本工程的框架為三級(jí)抗震等級(jí)。6.2.2框架梁內(nèi)力組合本例考慮了四種內(nèi)力組合,即1.2SGk+1.4SQk,1.2SGk+0.9×1.4<SQk+Swk>,1.35SGk+SQk和1.2SGE+1.3Swk[2]。此外,對(duì)于本工程,1.2SGk+1.4Swk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6-5,表中SGk、SQk兩列中的梁端彎矩M為經(jīng)過(guò)調(diào)幅后的彎矩〔調(diào)幅系數(shù)取0.8。表6-5框架梁內(nèi)力組合表Form6-5Theframesetsaroofbeaminplacetheinternalforcemakesformsup層次截面位置內(nèi)力SGkSQkSEk一層AM-70.45-14.54±258.45V100.1917.76?66.57B左M-84.14-17.77?220.88V104.9521.12±66.57B右M-17.72-3.35±67.4V7.92.88?56.17跨間MABMBC四層AM-59.95-12.59±136.11V99.3517.1?34.67B左M-78.5-17.08?113.51V105.7921.78±34.67B右M-23.71-5.74±34.33V7.92.88?28.61跨間MABMBC六層AM-34.3-8.41±31.95〔-4.22V72.8116.14?8.14〔3.95B左M-55.47-14.74?26.64〔-3.88V80.1722.74±8.14〔3.83B左M-26.54-7.37±8.06〔-1.42V105.42.88?6.72〔0.58跨間MABMBC層次截面位置內(nèi)力γRE[1.2<SGk+0.5SQk>+1.3SEk]1.35SGk+SQk1.2SGk+1.4SQkV=γRE[ηvb<Mlb+Mrb>/ln+VGb]→←一層AM182.04-321.94-109.65-104.9186.96V37.69184.81153.02145.09B左M-299.08131.64-131.36-125.85V191.3744.26162.8155.51B右M48.26-83.17-27.27-25.9596.1V-52.5471.5913.5513.51跨間MAB274.89145.59MBC54.42-77.01四層AM73.41-192-93.04-89.13151.82V71.75148.36151.22143.16B左M-189.0132.34-123.06-118.11V157.3380.7164.6157.44B右M9.55-57.39-37.75-36.4975.8V-20.0941.1413.5513.51跨間MAB159.21487.38MBC15.71-51.24六層AM-3.5-65.81-54.72-52.9394.71V73.5191.49114.43109.97B左M-82.53-30.58-89.62-87.2V102.3684.38130.97128.04B左M-19.34-35.06-43.2-42.1732.34V101.55116.443.70145.17130.51跨間MAB127.88113.37MBC-11.28-27下面以第一層AB跨梁考慮地震作用的組合為例,說(shuō)明各內(nèi)力的組合方法。對(duì)支座負(fù)彎矩按相應(yīng)的組合情況進(jìn)行計(jì)算,求跨間最大正彎矩時(shí),可根據(jù)梁端彎矩組合及梁上荷載設(shè)計(jì)值,由平衡條件確定。由圖6-8可得圖6-8均布載荷梯形荷載下的計(jì)算圖形Figure6-8calculationgraphicsofuniformloadunderthetrapezoidalload若,說(shuō)明x≤al,其中x為最大正彎矩截面至A支座的距離,則x可由下式求解：將求得的x值代入下式即可得跨間最大正彎矩若,說(shuō)明,則同理,可求得三角形分布荷載和均布荷載6-9均布和三角形荷載下的計(jì)算圖形Figure6-9calculationgraphicsofuniformandloadunderthetrapezoidalload作用下的VA、x和Mmax的計(jì)算公式x由下式解得本設(shè)計(jì)中,梁上荷載設(shè)計(jì)值：左震說(shuō)明則,即解得則右震﹥7.2m說(shuō)明發(fā)生在右支座則剪力計(jì)算：AB凈跨左震右震則6.2.3框架柱內(nèi)力組合取每層柱頂和柱底兩個(gè)控制截面進(jìn)行組合,組合結(jié)果及柱端彎矩設(shè)計(jì)值的調(diào)整下表,在考慮地震作用效應(yīng)的組合中,取屋面為雪荷載時(shí)的內(nèi)力進(jìn)行組合。表6-6橫向框架A柱彎矩內(nèi)力組合表Form6-6ThecurvedsquareofhorizontalframeApostandaxlestrengthassociation層次截面內(nèi)力SGkSQkSEk6柱頂M34.679.09〔5.09?31.95N272.348.54〔10.43?8.14柱底M-33.78-7.67〔-6.23±26.14N292.3548.54〔10.43?8.145柱頂M33.927.13〔7.13?56.7N582.51118.16〔43.6?29.24柱底M-33.89-7.21±56.7N602.56118.16<43.6?29.244柱頂M33.897.21?79.41N892.7167.66<63.65?63.91柱底M-33.89-7.21±79.41N912.75167.66<63.65?63.913柱頂M33.897.21?97.16N1202.89217.16<83.7?108.89柱底M-34.26-7.31±97.16N1222.94217.16<83.7?108.892柱頂M31.346.69?109.45N1513.04265.78<103.75>?161.5柱底M-26.47-5.72±110.18N1533.09265.78<103.75>?161.51柱頂M40.228.77?148.274N1821.79315.94<123.8>?232.14柱底M-21.48-4.68±225.88N1878.02315.94<123.8>?232.14續(xù)表6-6層次截面內(nèi)力γRE[1.2〔SGk+0.5SQk+1.3SEk]1.35SGk+SQK1.2SGK+1.4SQK│Mmax│NNminMNmaxM→←6柱頂M2.3464.6455.8954.3364.642.3455.89N241.83257.70416.15394.72257.70241.83416.15柱底M-7.72-58.69-53.27-51.27-58.69-7.72-53.27N259.87275.75443.21418.78275.75259.87443.215柱頂M-21.5589.0252.9250.6989.02-21.5552.92N515.37572.39904.55864.44572.39515.37904.55柱底M21.54-89.03-52.96-50.76-89.0321.54-52.96N533.42590.43931.62888.50590.43533.42931.624柱頂M-46.59118.5852.9650.76118.58-46.5952.96N821.08954.011372.811305.96954.01821.081372.81柱底M46.59-118.58-52.96-50.76-118.5846.59-52.96N840.33973.261399.871330.02973.26840.331399.873柱頂M-65.05137.0452.9650.76137.04-65.0552.96N1081.701308.201841.061747.491308.201081.701841.06柱底M64.65-137.44-53.56-51.35-137.4464.65-53.56N1100.951327.441868.131771.551327.441100.951868.132柱頂M-80.53147.1349.0046.97147.13-80.5349.00N1334.361670.282308.382187.741670.281334.362308.38柱底M86.43-142.74-41.45-39.77-142.7486.43-41.45N1353.611689.532335.452211.801689.531353.612335.451柱頂M-111.38197.0363.0760.54197.03-111.3863.07N1566.922049.772775.362628.462049.771566.922775.36柱底M212.05-257.78-33.68-32.33-257.78212.05-33.68N1620.902103.752851.272695.942103.751620.902851.27表6-7橫向框架A柱柱端組合彎矩設(shè)計(jì)值的調(diào)整Form6-7TheadjustofthetransversedirectionframeApostcombinationbendingmomentdesignvalue層次截面γRE<Mc=ηMb>γREN6柱頂──柱底──5柱頂──柱底──4柱頂98.7954.01柱底80.16973.263柱頂92.641308.2柱底83.461327.442柱頂89.341670.28柱底121.721689.531柱頂118.022049.77柱底`322.232103.75表6-8橫向框架A柱剪力組合表Form6-8ThecurvedsquareofhorizontalframeBpostandaxlestrengthassociation層次SGkSQkSEk6-19.01-4.66〔-3.14±16.145-18.84-3.98〔-3.98±31.54-18.83-4.01±44.123-18.93-4.03±53.982-16.06-3.45±60.811-10.86-2.37±65.87續(xù)表6-8層次γRE[1.2<SGk+0.5SQk>+1.3SEk]1.35SGk+SQK1.2SGK+1.4SQKγRE[ηvc<Mbc+Mlc>/Hn]→←6-3.16-38.83-30.32-29.3449.14513.56-56.05-29.41-28.1870.94427.50-70.00-29.43-28.2171.26338.28-81.01-29.59-28.3670.165248.36-84.64-25.13-24.1084.09160.50-85.07-17.03-16.35106.31表6-9橫向框架B柱彎矩內(nèi)力組合表Form6-9ThecurvedsquareofhorizontalframeBpostandaxlestrengthassociation層次截面內(nèi)力SGkSQkSEk6柱頂M-29.18-7.49〔-3.43?34.7N276.9465.94〔13.37?1.42柱底M29.436.52〔5.45±28.39N296.9965.94〔13.37?1.425柱頂M-30-6.15〔-6.42?61.59N629.84150.91〔49.32?5.11柱底M29.926.2±61.59N649.89150.91〔49.32?5.114柱頂M-29.92-6.2?86.25N985.4215.89〔69.37?11.17柱底M29.926.2±86.25N1005.45215.89〔69.37?11.173柱頂M-29.92-6.2?105.54N1340.96280.87〔89.42?19.04柱底M29.816.28±105.54N1361.01280.87〔89.42?19.042柱頂M-27.59-5.71?118.73N1696.57346.73<109.47?28.26柱底M22.844.75±118.73N1716.62346.73<109.47?28.261柱頂M-34.54-7.2?171.546N2049.46411.05<129.52?38.66柱底M18.293.81±232.586N2105.69411.05<129.52?38.66續(xù)表6-9層次截面內(nèi)力γRE[1.2〔SGk+0.5SQk+1.3SEk]1.35SGk+SQK1.2SGK+1.4SQK│Mmax│NNminMNmaxM→←6柱頂M-61.646.03-46.88-45.50-61.646.03-46.88N256.65253.88439.81424.64256.65253.88439.81柱底M56.621.2646.2544.4456.621.2646.25N274.69271.92466.88448.70274.69271.92466.885柱頂M-89.9430.16-46.65-44.61-89.9430.16-46.65N594.03584.071001.19967.08594.03584.071001.19柱底M89.77-30.3346.5944.5889.77-30.3346.59N612.08602.111028.26991.14612.08602.111028.264柱頂M-121.4058.00-46.59-44.58-121.4058.00-46.59N990.90967.661546.181484.73990.90967.661546.18柱底M121.40-58.0046.5944.58121.40-58.0046.59N1010.15986.911573.251508.791010.15986.911573.253柱頂M-141.4678.06-46.59-44.58-141.4678.06-46.59N1350.041310.442091.172002.371350.041310.442091.17柱底M141.39-78.1346.5244.56141.39-78.1346.52N1369.291329.692118.232026.431369.291329.692118.232柱頂M-152.7194.25-42.96-41.10-152.7194.25-42.96N1710.641651.862637.102521.311710.641651.862637.10柱底M147.69-99.2735.5834.06147.69-99.2735.58N1729.891671.112664.172545.371729.891671.112664.171柱頂M-215.02141.79-53.83-51.53-215.02141.79-53.83N2069.861989.443177.823034.822069.861989.443177.82柱底M261.28-222.5028.5027.28261.28-222.5028.50N2123.842043.433253.733102.302123.842043.433253.73表6-10橫向框架B柱柱端組合彎矩設(shè)計(jì)值的調(diào)整Form6-10MaketheadjustmentofthedesigningvalueofcurvedsquareupinhorizontalframeBpostpostend層次截面γRE<Mc=ηMb>γREN6柱頂──柱底──5柱頂──柱底──4柱頂145.61967.66柱底94.53986.913柱頂127.231310.44柱底100.511329.692柱頂121.251651.86柱底141.671671.111柱頂202.351989.44柱底`278.132043.43表6-11橫向框架B柱剪力組合表Form6-11CutthestrengthassociationinhorizontalframeBpost層次SGkSQkSEk616.283.89〔2.47±17.53516.643.43〔3.51±34.22416.623.44±47.92316.593.47±58.63214.012.91±65.9619.31.94±71.15續(xù)表6-11層次γRE[1.2<SGk+0.5SQk>+1.3SEk]1.35SGk+SQK1.2SGK+1.4SQKγRE[ηvc<Mbc+Mlc>/Hn]→←637.24-1.5125.8724.9847.12556.58-19.0525.8924.7771.6471.66-34.2425.8824.7695.68383.48-46.0925.8724.7790.74288.66-57.1121.8220.89104.76189.10-68.1514.5013.88116.03.7截面設(shè)計(jì)考慮地震作用時(shí),結(jié)構(gòu)構(gòu)件的截面設(shè)計(jì)采用下面的公式7-1：〔7-1式子中：—承載力調(diào)整系數(shù),見(jiàn)表7-1；S—地震作用效應(yīng)或地震作用效應(yīng)與其他荷載效應(yīng)的基本組合；R—結(jié)構(gòu)構(gòu)件的承載力。注意在截面配筋時(shí),組合表中與地震力組合的內(nèi)力均應(yīng)乘以后再與靜力組合的內(nèi)力進(jìn)行比較,挑選最不利內(nèi)力。表7-1承載力抗震調(diào)整系數(shù)γREForm7-1Beartheweightofstrengthantidetonationandadjustcoefficient結(jié)構(gòu)構(gòu)件受力狀態(tài)γRE梁受彎0.75軸壓比小于0.15的柱偏壓0.75軸壓比不小于0.15的柱偏壓0.80抗震墻偏壓0.85各類構(gòu)件受剪、偏拉0.857.1框架梁這里僅以第一層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7-2和表7-37.1.1梁的正截面受彎承載力計(jì)算從表6-5中分別選出AB跨跨間截面及支座截面的最不利內(nèi)力,并將支座中心處的彎矩?fù)Q算為支座邊緣控制截面的彎矩進(jìn)行配筋。支座彎矩跨間彎矩取控制截面,即支座邊緣處的正彎矩,由框架梁內(nèi)力組合表求得相應(yīng)的剪力則支座邊緣處當(dāng)梁下部受拉時(shí),按T型截面設(shè)計(jì),當(dāng)梁上部受拉時(shí),按矩形截面設(shè)計(jì),翼緣計(jì)算寬度當(dāng)按跨度考慮時(shí),按梁間距考慮時(shí),按翼緣厚度考慮時(shí),此種情況不起控制作用。故取梁內(nèi)縱向鋼筋選HRB400級(jí)鋼,,2下部跨間截面按單筋

T型截面計(jì)算。因?yàn)閷俚谝活怲型截面,實(shí)配鋼筋,418,滿足要求。將下部跨間截面的418鋼筋伸入支座,作為支座負(fù)彎矩作用下的受壓鋼筋<>,再計(jì)算相應(yīng)的受拉鋼筋A(yù)s,即支座A上部說(shuō)明富裕,且達(dá)不到屈服,可近似取實(shí)取420支座上部實(shí)取420,滿足要求。7.1.2梁斜截面受剪承載力計(jì)算7.1.2.1AB跨：故截面滿足要求,箍筋加密區(qū)4肢φ8100,箍筋用HPB235級(jí)鋼筋。則加密區(qū)長(zhǎng)度取1.125m,非加密區(qū)取4肢φ8150,箍筋設(shè)置滿足要求。7.1.2.1BC跨：若梁端箍筋加密區(qū)取4肢φ10100,則其承載力為由于非加密區(qū)長(zhǎng)度較小,故全跨均可按加密區(qū)配置。表7-2框架梁縱向鋼筋計(jì)算表Form7-2Framegirderlongitudinalreinforcementcalculator層次截面MKN·mζmm2mm2實(shí)配鋼筋A(yù)s,mm2ρ%6支座A-47.65<0628205320<942>0.670.393Bl-62.21<0628267.9320<942>0.670.393AB跨間139.740.008569.45220<628>0.261支座Br15.94<0402150.1316<603>0.670.72BC跨間-11.280.01589.42216<402>0.484支座A-162.550.0241018705.3420<1256>0.8120.524Bl-157.76<01018679.41420<1256>0.8120.524AB跨間169.810.009692.22418<1018>0.425支座Br65.63<0804599418<1018>0.791.2BC跨間-15.710.048131.08416<804>0.961支座A-273.020.02210181175.8420<1256>0.8120.524Bl-248.42<010181069.85420<1256>0.8120.524AB跨間214.310.010874.068418<1018>0.425支座Br85.624<08041018418<1018>0.791.2BC跨間-54.420.047460416<804>0.96表7-3框架梁箍筋數(shù)量計(jì)算表Form7-3Framegirderstirrupquantitycalculator層次截面KNKN梁端加密區(qū)非加密區(qū)7A、Bl43.68615.62>γRE2φ8100〔1.012φ8150〔0.216Br88.61425.42>γRE2φ8100〔1.012φ8100〔0.2894A、Bl115.87615.62>γRE2φ8100〔1.012φ8150〔0.216Br117.48425.42>γRE2φ8100〔1.012φ8100〔0.2891A、Bl133.25718.94>γRE2φ8100〔1.012φ8150〔0.216Br152.53485.14>γRE2φ8100〔1.012φ8100〔0.289注：表中V為換算至支座邊緣處的梁端剪力。7.2框架柱7.2.1剪跨比和軸壓比驗(yàn)算表7-4計(jì)算出了框架柱各層剪跨比和軸壓比計(jì)算結(jié)果,其中剪跨比λ也可取,表中的,和都不應(yīng)考慮承載力抗震調(diào)整系數(shù)。由表可知,各柱的剪跨比和軸壓比均滿足規(guī)范要求。表7-4柱的剪跨比和軸壓比驗(yàn)算Form7-4Boththatofpostshearspanratioandaxleloadratioproven柱號(hào)層次bmmh0mm,N/mm2KN·mVCKNKNA柱645041014.386.1945.68367.674.6>20.127<0.9445041014.3158.1182.351297.684.7>20.448<0.9160056016.7343.71100.0828056.1>20.467<0.9B柱645041014.382.1943.81362.564.6>20.125<0.9445041014.3151.7584.311315.884.4>20.454<0.9160056016.7268.78104.822724.574.6>20.453<0.97.2.2柱正截面承載力計(jì)算以第一層A軸柱為例,根據(jù)a柱內(nèi)力組合表,將支座中心處的彎矩?fù)Q算至支座邊緣,并與柱端組合彎矩