某中學(xué)四層教學(xué)樓畢業(yè)設(shè)計

重慶大學(xué)網(wǎng)絡(luò)教育學(xué)院畢業(yè)設(shè)計〔論文〕題目某中學(xué)教學(xué)樓設(shè)計學(xué)生所在校外學(xué)習(xí)中心xxxxxxxx批次層次專業(yè)112?？破瘘c本科土木工程〔工業(yè)與民用建筑方向〕學(xué)號xxxxxxxxxxx學(xué)生xxx指導(dǎo)教師xxx起止日期xxxx-x-x至xxxx-x-x摘要本工程為某中學(xué)教學(xué)樓，建筑高度為15.750米，共四層，總建筑面2726.44㎡，設(shè)計年限為50年，抗震設(shè)防烈度為6度，結(jié)構(gòu)類型為多層鋼筋混凝土框架結(jié)構(gòu)，樓板為雙向板，樓梯采用板式樓梯，根底采用柱下獨立根底。框架結(jié)構(gòu)內(nèi)力計算時，在豎向荷載作用下框架內(nèi)力近似計算時采用分層法，在水平荷載作用下框架內(nèi)力近似計算時采用改良反彎點法〔D值法〕。在計算過程中對梁的彎矩進行了調(diào)幅，板內(nèi)力計算采用彈性理論計算方法。對建筑中出現(xiàn)的墻體均直接放在梁上，墻、板的重量傳給梁，梁再傳給柱，傳力路線明確。手工計算完畢后，用結(jié)構(gòu)分析軟件PKPM進行了整體框架計算。設(shè)計成果包括計算書和施工圖紙兩局部。關(guān)鍵詞：框架結(jié)構(gòu)獨立根底板式樓梯D值法AbstractTheprojectforthedepartmentofamiddleschoolteachingbuilding,buildingheightof15.750meters,atotaloffive-story,2726.44squaremeterstotalfloorsurface,thedesignlifespanof50years,seismicintensityof6degrees,thestructureofthetypeofmulti-storeyreinforcedconcreteframestructure,thefloorfortwo-waypanels,theuseofplatestaircasestairs,basedonanindependentbasisundertheuseofcolumn.Theframeworkofthestructureofthecalculationofinternalforcesintheverticalloadapproximatecalculationofinternalforcesundertheframeworkofhierarchicalmethodused,thelevelofloadintheframeworkofapproximatecalculationofinternalforcestoimprovetheuseofanti-bend-pointmethod(Dmethod).ProcessinthecalculationofbendingmomentonthebeamtotheAM,plateinternalforcecalculationmethodofcalculatingtheuseofelasticitytheory.Appearintheconstructionofthewalldirectlyonthebeam,wall,theweightplatetothebeam,columnbeam,thenpasson,aclearlineoftransmission.Afterthecompletionofthemanualcalculation,withthestructureanalysissoftwarePKPMtheoverallframeworkcalculation.Keywords:FramestructureindependentfoundationplatestairstheDvaluemethod目錄TOC\o"1-3"\h\u27851摘要 I6569Abstract II275861設(shè)計資料 1118511.1工程概況 1131571.2建筑設(shè)計說明書 162501.3結(jié)構(gòu)說明書 5156291.3.1設(shè)計樓面活荷載55091.3.2樓板5206921.3.3梁、柱6104391.3.4墻體6151641.3.5構(gòu)造柱6158451.3.6其他6115232結(jié)構(gòu)的選型和布置 7191472.1結(jié)構(gòu)選型 7324402.2結(jié)構(gòu)布置 738602.3初估梁柱截面尺寸 876232.3.1按大跨度進行計算896752.3.2柱的截面尺寸9222943框架計算簡圖及梁柱線剛度 10302413.1確定框架計算簡圖 1049753.2框架梁柱的線剛度計算 10211593.3框架柱抗側(cè)移剛度計算 11318154荷載計算 129014.1恒載標(biāo)準(zhǔn)值的計算 12295974.1.1屋面1269884.1.2各層樓面13245904.1.3梁自重13131264.1.4柱自重1457164.1.5外縱墻自重14213734.1.6內(nèi)縱墻自重14132394.1.7內(nèi)隔墻自重15112194.1.8女兒墻自重1564814.2活荷載標(biāo)準(zhǔn)值計算 15119884.2.1屋面和樓面荷載標(biāo)準(zhǔn)值15256474.2.2雪荷載16321594.3豎向荷載下框架受荷總圖 16143394.3.1在A-B及C-D軸內(nèi)1675354.3.2在A-B軸間框架梁16300344.3.3在B-C軸間框架梁18172544.3.4C-D軸間框架梁同A-B軸間框架梁18198084.3.5A軸柱縱向集中荷載的計算18129324.3.6B軸柱縱向集中荷載的計算1968614.4恒活荷載作用下的彎矩計算 20307244.5風(fēng)荷載計算 2199005內(nèi)力計算 24272305.1恒〔活〕載作用下框架的內(nèi)力 24102115.2恒〔活〕載作用下框架的彎矩計算 24278085.3恒活荷載作用下的梁柱端剪力計算 28310966內(nèi)力組合 3315226.1框架結(jié)構(gòu)柱的內(nèi)力組合 33276987構(gòu)件配筋計算 44267187.1框架梁截面設(shè)計 44126127.2框架柱截面設(shè)計 51327087.3板的截面設(shè)計 69134037.4樓梯設(shè)計 7290267.5根底設(shè)計 7610680結(jié)論 8528998參考文獻 8619577致謝 871設(shè)計資料1.1工程概況建設(shè)地點：某市郊區(qū)工程名稱：某中學(xué)教學(xué)樓工程工程概況：四層混凝土框架填充墻結(jié)構(gòu)，建筑面積2726.44m2，樓板及屋蓋均采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu)，樓板厚度取150mm，填充墻采用加氣混凝土砌塊。建筑總高為15.750m，共四層，每層層高3.60m，室內(nèi)外高差0.45m。氣候條件：夏季主導(dǎo)風(fēng)向為南風(fēng)，冬季主導(dǎo)風(fēng)向為北風(fēng)。根本風(fēng)壓，根本雪壓。地質(zhì)條件：第一層為雜填土夾有碎磚、有機物，厚為0.5m；第二層為亞粘土，可塑狀態(tài)fk=180kN/㎡，灰黃色，厚度為4.2m～5.5m；第三層為輕亞粘土，軟塑狀態(tài)fk=160kN/㎡，灰褐色，厚度為4.0m～4.5m；第四層為粉沙，灰黃色fk=180kN/㎡，厚度較大，未鉆透。地下水位在地表下1.8m處，對混凝土無侵蝕。不考慮凍土深度。場地情況：場地平坦，無障礙物，地下無古代建筑，用地四周無住宅區(qū)。抗震設(shè)防烈度為6度，建筑耐火等級二級，建筑設(shè)計基準(zhǔn)期為50年。1.2建筑設(shè)計說明書本說明是對建筑方案的必要說明。根據(jù)防火疏散要求確定樓梯位置，走廊與梯段凈寬，以及房間布置，墻體防水等構(gòu)造做法。此外根據(jù)標(biāo)準(zhǔn)給出了建筑的等級要求。該工程位于浙江省某市，交通方便，各種材料供給及時。1.2.1設(shè)計依據(jù)建設(shè)行政主管局部對本工程的批復(fù)文件。與甲方簽訂的設(shè)計合同及經(jīng)甲方同意的建筑方案。現(xiàn)行國家有關(guān)建筑工程設(shè)計標(biāo)準(zhǔn)、標(biāo)準(zhǔn)：《教學(xué)樓建筑設(shè)計標(biāo)準(zhǔn)》(JGJ36-2005)《建筑抗震設(shè)計標(biāo)準(zhǔn)》(GB50011-2010)《建筑設(shè)計防火標(biāo)準(zhǔn)》(GB50016-2006)《混凝土結(jié)構(gòu)設(shè)計標(biāo)準(zhǔn)》(GB50010-2002)《建筑結(jié)構(gòu)荷載標(biāo)準(zhǔn)》(GB50009-2001)1.2.2方案說明(1)該工程為某中學(xué)教學(xué)樓工程，建筑結(jié)構(gòu)形式為鋼筋混凝土框架結(jié)構(gòu)，建筑主體高度為15.750m，根底形式為獨立根底。(2)本設(shè)計中柱距為3.90m，進深為7.50m。(3)按二級防火要求，樓梯設(shè)在了建筑的兩端，且在建筑的兩端均有平安出口，滿足防火要求。(4)本設(shè)計中建筑長38.400m，在建筑每層都設(shè)有廁所，廁所地面低于同層寢室的室內(nèi)地面30mm。(5)為了防潮和預(yù)防洪水季節(jié)雨水進入室內(nèi)，設(shè)室內(nèi)外高差，高差為450mm。(6)為了采光通風(fēng)滿足要求，窗地比均大于1/7，窗臺高900mm。(7)屋面防水采用二級防水，不上人屋面。1.2.3等級說明(1)根據(jù)建筑抗震設(shè)計標(biāo)準(zhǔn)，本工程為丙類建筑。(2)本工程平安等級為二級，設(shè)計使用年限為50年。(3)本工程抗震設(shè)防烈度為6度，所以不進行抗震驗算。(4)建筑物抗震等級：框架為四級。(5)本工程地基根底設(shè)計等級為丙級。(6)本建筑物防火等級為二級。1.2.4建筑設(shè)計說明及構(gòu)造做法(1)長度單位毫米為mm，標(biāo)高單位米為m。(2)本工程共四層，室內(nèi)外高差為450mm，首層室內(nèi)地坪標(biāo)高±0.000m，建筑總標(biāo)高15.750m。(3)建筑材料：現(xiàn)澆的框架柱、梁、板、樓梯間混凝土均為C30，梁柱受力筋HRB335，箍筋HPB300，所有的板鋼筋HPB300，內(nèi)、外墻加氣混凝土砌塊240mm寬。(4)衛(wèi)生間：地面低于同層樓地面30mm，向地漏找坡1%。地面采用防滑地磚，墻面采用防水砂漿墻面，一般做法：防水做法：(衛(wèi)生間、廚房等處適用)1、5厚防滑地磚300×3002、20厚1:3水泥砂漿3、聚氨酯防水涂膜1.2厚4、1:3水泥砂漿找平兼找1%坡，最薄處不小于20厚5、混凝土底板或素土夯實。(5)屋面做法：1、40厚C30細石混凝土(雙向Φ6@150)2、40厚擠塑板3、1.2厚三元乙丙橡膠卷材4、20厚1：2.5水泥砂漿找平層(刷基層處理劑一遍)5、鋼筋混凝土屋面(2‰坡度)。(6)樓地面作法：水磨石地面10mm面層水磨石地面20mm水泥砂漿打底水磨石地面素水泥漿結(jié)合層一道混凝土底板或素土夯實。(7)頂棚作法：1：1：6水泥石灰砂漿打底15厚面刮膩子5厚噴涂內(nèi)墻乳膠漆涂料。(8)外墻面作法：外墻為乳膠漆聚合物水泥基防水涂膜1.0厚1：2.5水泥砂漿打底15厚(摻防水劑)。(9)內(nèi)墻面作法：1：1：6水泥石灰砂漿打底15厚面刮膩子5厚噴涂內(nèi)墻乳膠漆涂料；防水做法：(衛(wèi)生間、廚房等處適用)1：2.5水泥砂漿打底15厚(摻5%防水劑)純水泥膏貼200×300瓷磚滿貼至天花底。(10)墻體作法：本工程框架填充墻為MU5加氣混凝土砌塊，M5混合砂漿，外墻厚度為240mm，衛(wèi)生間隔墻厚度為120mm。(11)門窗：標(biāo)準(zhǔn)塑鋼門窗，5厚玻璃。(12)落水管直徑為100mm。1.3結(jié)構(gòu)說明書1.3.1設(shè)計樓面活荷載(1)不上人屋面：0.5kN/m2(2)教室：2.0kN/m2(3)走廊、樓梯：2.5kN/m21.3.2樓板(1)板的混凝土保護層厚度均為20mm。(2)HPB300鋼筋所注長度不包括彎鉤長度錨固長度為24d，板中受力筋的短向鋼筋放在長向鋼筋之上。1.3.3梁、柱(1)混凝土保護層厚度均為35mm。(2)混凝土柱錨入根底梁的鋼筋應(yīng)在根底施工時預(yù)埋，預(yù)埋鋼筋的直徑數(shù)量同上部柱。1.3.4墻體(1)填充墻的長度>5m時，每隔3-4m在墻中設(shè)200×墻厚混凝土構(gòu)造柱，柱主筋上下分別錨入梁內(nèi)，錨入長度500mm，箍筋為Φ8@200。(2)女兒墻在每一相交軸線上均設(shè)250×250混凝土構(gòu)造柱。1.3.5構(gòu)造柱(1)構(gòu)造柱縱筋錨于根底內(nèi)直段長度>la，并彎直鉤>250mm直鉤.縱筋層間搭接長度>la，箍筋為@100，且加密高度不能小于500。(2)穿樓面的構(gòu)造柱，縱筋在穿樓面處應(yīng)上下貫穿，在樓面以上才能搭接。(3)墻與柱連接處沿柱高每500mm設(shè)2Φ8拉結(jié)筋，拉結(jié)筋伸入墻體內(nèi)長度不小于1000mm，遇門窗洞按實際長度截取，鋼筋伸入柱內(nèi)不少于210mm。1.3.6其他衛(wèi)生間及管井周邊均做混凝土反邊，寬度同墻。所有設(shè)備根底均以廠家訂貨為準(zhǔn)，且待設(shè)備到貨核實前方可施工。未經(jīng)技術(shù)鑒定或設(shè)計許可，不得改變結(jié)構(gòu)的用途和使用環(huán)境。2結(jié)構(gòu)的選型和布置2.1結(jié)構(gòu)選型本建筑只有4層，且功能較少，為方便布置房間和便于管理采用大柱網(wǎng)框架結(jié)構(gòu)。為使結(jié)構(gòu)有較大的剛度本設(shè)計中樓面、屋面、樓梯等均采用現(xiàn)澆結(jié)構(gòu)；根底為獨立根底。2.2結(jié)構(gòu)布置本設(shè)計中柱距為3.9m。根據(jù)結(jié)構(gòu)布置，本建筑平面均為雙向板。本建筑由于樓面活荷載較大，樓面板和屋面板厚度取150mm。材料選用：墻體：內(nèi)外墻均采用MU5加氣混凝土砌塊，M5混合砂漿，重度=6.5kN/m3。窗：鋼塑門窗，=0.35kN/m2。門：木門。具體情況見結(jié)構(gòu)布置圖2-1。圖2-1結(jié)構(gòu)平面布置圖2.3初估梁柱截面尺寸2.3.1按大跨度進行計算縱向框架梁：h=(1/8~1/12)L=(1/8~1/12)×3900=325~487.5L—縱向柱距，取h=400mm。，考慮抗震取b=250mm橫向邊跨梁：h=(1/8~1/12)L=(1/8~1/12)×7500=625~937.5L—縱向柱距，取h=750mm。，取b=250mm橫向中跨梁：取h=400mm，b=250mm邊跨次梁：取h=400mm，b=200mm2.3.2柱的截面尺寸式中：—根據(jù)抗震設(shè)防烈度為6度時取0.9。β—邊柱取1.3，不等跨內(nèi)柱取1.25。gE—各層的重力荷載代表值取14kN/m2F—柱的負荷面積，如圖2-2所示，對于中柱為3.9(7.5/2+2.4/2)=19.305m2，對于邊柱為3.97.5/2=14.625m2圖2-2柱的負荷面積邊柱中柱如取柱截面為正方形，那么邊柱和中柱的截面寬度分別為321.6mm、369.4mm。初選柱的截面尺寸為：中柱為b×h=400mm×400mm。其慣性矩3框架計算簡圖及梁柱線剛度3.1確定框架計算簡圖框架的計算單元如圖2-1所示，取②軸的一榀框架計算。假定框架柱嵌固于根底頂面框架梁與柱剛接，由于各層柱的截面尺寸不變，故梁跨等于軸線之間的距離。底層柱高從根底頂面算至二層樓層，基頂?shù)臉?biāo)高根據(jù)地址條件室內(nèi)外高差定為-1.00m，一層樓面標(biāo)高為3.60m，故底層的為4.60m，其余各層柱高樓面算至上一層樓面(即層高)故均為3.60米。由此給出框架計算簡圖如圖3-1所示。3.2框架梁柱的線剛度計算混凝土C30，；對于邊框架橫梁：==1/12×250×7503=0.01318m4中框架橫梁：==1/12×250×4003=0.00133m4現(xiàn)澆框架結(jié)構(gòu)梁慣性矩為：中框架梁，邊框架梁，線剛度邊跨梁=中跨梁=底層柱=其余各層柱=令，那么其余各層桿件的相對線剛度為：i邊跨梁=2.97，i底層柱=0.78，i中跨梁=1.88框架梁柱的相對線剛度如圖3-1所示。作為計算各節(jié)點桿端彎矩分配系數(shù)的依據(jù)。圖3-1結(jié)構(gòu)計算簡圖3.3框架柱抗側(cè)移剛度計算具體詳見下面的各柱D值及剪力分配系數(shù)表：表3-1各柱D值及剪力分配系數(shù)表層號及層高柱位置2~4層〔3.6m〕邊柱2.9660.5979832429600.229中柱4.8410.70811649429600.2711層(4.6m)邊柱3.790.7415846245810.238中柱6.1860.8176444245810.2624荷載計算4.1恒載標(biāo)準(zhǔn)值的計算4.1.1屋面防水層：(剛性)40厚C30細石防水混凝土0.04×25=1.0kN/m2防水層：(柔性)1.2厚三元乙丙橡膠卷材找平層：20厚1:2.5水泥砂漿找坡層：40厚水泥焦渣2‰找坡保溫層：40厚擠塑聚苯板結(jié)構(gòu)層：150厚現(xiàn)澆鋼筋混凝土板0.15×25=3.75kN/m2抹灰層：10厚混合沙漿總計：6.28kN/m24.1.2各層樓面水磨石地面10mm面層水磨石地面20mm水泥砂漿打底水磨石地面素水泥漿結(jié)合層一道結(jié)構(gòu)層：150厚現(xiàn)澆鋼筋混凝土板0.15×25=3.0kN/m2抹灰層：10厚混合沙漿總計：5.1kN/m24.1.3梁自重邊跨橫梁b×h=250mm×750mm自重0.75×0.25×25=4.69kN/m抹灰層：10厚混合砂漿0.01×[(0.75-0.15)×2+0.25]×17=0.25kN/m總計：4.94kN/m縱梁b×h=250mm×400mm自重0.4×0.25×25=2.06kN/m抹灰層：10厚混合砂漿0.01×[(0.40-0.15)×2+0.25]×17=0.13kN/m總計：2.29kN/m中跨橫梁b×h=250mm×400mm自重0.4×0.25×25=2.06kN/m抹灰層：10厚混合砂漿0.01×[(0.40-0.15)×2+0.25]×17=0.13kN/m總計2.29kN/m次梁b×h=200mm×400mm自重0.4×0.25×25=2.06kN/m抹灰層：10厚混合砂漿0.01×[(0.4-0.12)×2+0.20]×17=0.13kN/m總計2.29kN/m4.1.4柱自重b×h=400mm×400mm柱自重0.4×0.4×25=4.0kN/m抹灰層：10厚混合砂漿0.01×0.4×4×17=0.272kN/m總計4.27kN/m4.1.5外縱墻自重標(biāo)準(zhǔn)層外縱墻自重高彈涂料外墻面水泥粉刷內(nèi)墻面總計3.13kN/m底層外縱墻自重高彈涂料外墻面水泥粉刷內(nèi)墻面總計5.31kN/m4.1.6內(nèi)縱墻自重標(biāo)準(zhǔn)層外縱墻自重水泥粉刷內(nèi)墻面總計6.53kN/m4.1.7內(nèi)隔墻自重標(biāo)準(zhǔn)層內(nèi)隔墻3.0×0.19×7=3.99kN/m混合砂漿內(nèi)墻面：3.0×0.34×2=2.04kN/m總計6.03kN/m底層內(nèi)隔墻()×0.19×7=4.72kN/m混合砂漿內(nèi)墻面()×2×0.34=2.41kN/m總計7.13kN/m4.1.8女兒墻自重女兒墻自重0.7×0.24×18=3.024kN/m壓頂自重0.2×0.37×25=1.85kN/m高彈涂料外墻面0.9×0.5×2+0.5×0.25=1.025kN/m合計5.90kN/m4.2活荷載標(biāo)準(zhǔn)值計算4.2.1屋面和樓面荷載標(biāo)準(zhǔn)值根據(jù)《建筑結(jié)構(gòu)荷載標(biāo)準(zhǔn)》(GB50009-2001)查得：不上人的屋面：0.5kN/m2樓面：教室2.0kN/m2走廊2.5kN/m24.2.2雪荷載=1.0×0.4=0.4kN/m2屋面或荷載與雪荷載不同時考慮，倆者中取大值4.3豎向荷載下框架受荷總圖4.3.1在A-B及C-D軸內(nèi)按雙向板計算在B—C軸內(nèi)：按雙向板計算4.3.2在A-B軸間框架梁板傳至梁上的三角形或梯形荷載等效為均布荷載，荷載的傳遞示意圖如圖4-1所示。圖4-1板傳荷載示意圖屋面板傳遞荷載恒載：6.28×1.95×[1-2×(1.95/7.5)2+(1.95/7.5)3)]×2=27.37kN/m活載：0.5×1.95×[1-2×(1.95/7.5)2+(1.95/7.5)3)]×2=2.18kN/m樓面板傳遞荷載恒載：5.1×1.95×[1-2×(1.95/7.5)2+(1.95/7.5)3)]×2=22.23kN/m活載：2.0×1.95×[1-2×(1.95/7.5)2+(1.95/7.5)3)]×2=8.72kN/m梁自重：4.94kN/m在A-B軸間框架梁均布荷載為：屋面梁：恒載=梁自重+板傳荷載=4.94+27.37=32.31kN/m活載=板傳荷載=2.18kN/m樓面梁恒載=梁自重+板傳荷載=4.94+22.23=27.17kN/m活載=板傳荷載=8.72kN/m4.3.3在B-C軸間框架梁屋面板傳遞荷載恒載：6.28×(2.4/2)×5/8×2=9.42kN/m活載：0.5×(2.4/2)×5/8×2=0.75kN/m樓面板傳遞荷載恒載：5.1×(2.4/2)×5/8×2=7.65kN/m活載：2.5×(2.4/2)×5/8×2=3.75kN/m梁自重：2.29kN/m在B-C軸間框架梁均布荷載為屋面梁恒載=梁自重+板傳荷載=2.29+9.42=11.71kN/m活載=板傳荷載=0.75kN/m樓面梁恒載=梁自重+板傳荷載=2.29+7.65=9.94kN/m活載=板傳荷載=3.75kN/m4.3.4C-D軸間框架梁同A-B軸間框架梁4.3.5A軸柱縱向集中荷載的計算頂層柱：恒載=女兒墻自重+梁自重+板傳荷載=5.90×3.9+2.29×(3.9-0.4)+4.94×(7.5-0.4)/2+6.28×(7.5/2-0.25)×(3.9-0.25)=128.79kN活載=板傳荷載=0.5×(7.5/2-0.25)×(3.9-0.25)=6.39kN標(biāo)準(zhǔn)層柱：恒載=墻自重+梁自重+板傳荷載=3.13×(3.9-0.4)+4.94×(7.5-0.4)/2+5.1×(7.5/2-0.25)×(3.9-0.25)=93.64kN活載=板傳荷載=2.0×(7.5/2-0.25)×(3.9-0.25)=25.55kN4.3.6B軸柱縱向集中荷載的計算頂層柱：恒載=梁自重(縱梁、橫梁)+板傳荷載=2.29×(3.9-0.4)+4.94×(7.5-0.4)/2+2.29×(2.4-0.4)/2+6.28×[(7.5+2.4)/2-0.25]×(3.9-0.25)=135.58kN活載=板傳荷載=0.5×[(7.5+2.4)/2-0.25]×(3.9-0.25)=8.58kN標(biāo)準(zhǔn)層柱：恒載=梁自重+板傳荷載=2.29×(3.9-0.4)+4.94×(7.5-0.4)/2+2.29×(2.4-0.4)/2+5.10×[(7.5+2.4)/2-0.25]×(3.9-0.25)=115.33kN活載=板傳荷載=2.0×[(7.5+2.4)/2-0.25]×(3.9-0.25)=34.31kNC軸柱縱向集中荷載的計算與B軸柱的相同，軸柱縱向集中荷載的計算與A軸柱的相同?？蚣茉谪Q向荷載作用下的受荷總圖如圖4-2所示(圖中數(shù)值均為標(biāo)準(zhǔn)值)圖4-2豎向受荷總圖(kN)注：帶括號者表示活荷載4.4恒活荷載作用下的彎矩計算表4-0恒〔活〕線載作用下的跨中及固端彎矩表線載性質(zhì)樓層位置線載位置線載大小梁計算長度(m)固端彎矩跨中彎矩恒線載屋面邊跨32.317.5151.45227.18中跨11.712.45.628.43樓面邊跨27.177.5127.36191.04中跨9.942.44.777.16活線載屋面邊跨2.187.510.2215.33中跨0.752.40.360.54樓面邊跨8.727.540.8861.31中跨3.752.41.802.704.5風(fēng)荷載計算作用在屋面梁和樓面梁節(jié)點處的集中風(fēng)荷載標(biāo)準(zhǔn)值見表4-1：w=βZμSμZω0本地區(qū)根本風(fēng)壓為：w0=0.40μZ—風(fēng)壓高度變化系數(shù)，地面粗糙度為C類μS—風(fēng)荷載體型系數(shù)。根據(jù)建筑物的體型查的μS=1.3βZ—以為房屋總高度小于30米所以βZ=1.0—下層柱高—上層柱高，對頂層為女兒墻的2倍B—迎風(fēng)面的寬度B=3.9m。表4-1集中風(fēng)荷載標(biāo)準(zhǔn)值離地高度(Z/m)μZβZμSw0(kN/m2)(m)(m)ωk(kN)14.41.121.01.30.403.61.86.1310.81.021.01.30.403.63.67.457.21.01.01.30.403.63.67.3063.61.01.01.30.404.053.67.76圖4-3風(fēng)荷載作用下荷載分布圖(kN)表4-2各層柱反彎點位置、剪力、柱梁端彎矩計算表層號柱號4邊柱6.130.2291.403429600.0001430.0000401.3082.2923.221.843.222.19中柱0.2711.6631.4502.1503.582.411.381.383邊柱13.580.2293.108429600.0003160.0000881.4882.1126.564.628.405.94中柱0.2713.6821.6201.9807.295.963.763.762邊柱20.880.2294.778429600.0004860.0001351.6681.9329.237.9713.8610.52中柱0.2715.6621.6201.98011.219.176.656.651邊柱28.640.2386.811245810.0011650.0002533.2932.15714.6922.4322.6616.90中柱0.2627.5082.9972.45318.4222.5010.6810.68圖4-4風(fēng)荷載作用下彎矩圖(kN·m)圖4-5風(fēng)荷載作用下剪力圖〔KN〕圖4-6風(fēng)荷載作用下柱軸力圖〔KN〕5內(nèi)力計算5.1恒〔活〕載作用下框架的內(nèi)力恒〔活〕荷載作用下框架受荷簡圖如圖4-2。5.2恒〔活〕載作用下框架的彎矩計算豎向荷載作用下的內(nèi)力一般可采用近似法，有分層法，彎矩二次分配法和迭代法。當(dāng)框架為少層少跨時，采用彎矩二次分配法較為理想。這里豎向荷載作用下的內(nèi)力計算采用分層法。豎向荷載作用下，框架的內(nèi)力分析除活荷載較大的工業(yè)與民用建筑?？梢圆豢紤]活荷載的不利布置，這樣求得的框架內(nèi)力，梁跨中彎距較考慮活載不利布置法求得的彎局偏低，但當(dāng)活載占總荷載的比例較小時，其影響很小.假設(shè)活荷載占總荷載的比例較大時，可在截面配筋時，將跨中彎距乘以1.1~1.2的較大系數(shù)。恒荷載作用下的彎矩、剪力可按下面公式求得：根據(jù)梁、柱相對線剛度，算出各節(jié)點的彎矩分配系數(shù):節(jié)點處的彎矩分配系數(shù)按相對剛度比計算，如圖5-1所示。圖5-1A、B軸柱彎矩各層分配系數(shù)簡圖彎矩分配及傳遞彎矩二次分配法比分層法作了更進一步的簡化。在分層法中，用彎矩分配法計算分層單元的桿端彎矩時，任一節(jié)點的不平衡彎矩都將影響到節(jié)點所在單元中的所有桿件。而彎矩二次分配法假定任一節(jié)點的不平衡彎矩只影響至與該節(jié)點相交的各桿件的遠端。因此可將彎矩分配法的循環(huán)次數(shù)簡化到一次分配、一次傳遞、再一次分配。梁端柱端彎矩采用彎矩分配法計算。除底層柱外的其于各層柱的相對線剛度乘以0.9。用彎矩分配法計算每一個敞口單元的桿端彎矩，底層柱的傳遞系數(shù)為0.5，其余各層柱的傳遞系數(shù)為1/3。計算過程如表5-1所示：表5-1恒載作用下的框架彎矩內(nèi)力二次分配表上柱下柱右梁左梁上柱下柱右梁0.2520.7480.5080.1710.321-151.450151.450-5.62038.165113.285-74.082-24.937-46.81112.800-37.04156.642-8.9496.10918.132-24.228-8.156-15.31057.074-57.074109.782-42.042-67.7410.2010.2010.5980.4340.1460.1460.274-127.360127.360-4.77025.59925.59976.161-53.204-17.898-17.898-33.59019.08312.800-26.60238.081-12.468-8.949-1.061-1.061-3.158-7.232-2.433-2.433-4.56643.62137.338-80.958105.005-32.799-29.280-42.9250.2010.2010.5980.4340.1460.1460.274-127.360127.360-4.77025.59925.59976.161-53.204-17.898-17.898-33.59012.80013.436-26.60238.081-8.949-9.2560.0740.0740.219-8.626-2.902-2.902-5.44638.47339.109-77.582103.610-29.749-30.056-43.8060.2110.1640.6250.4480.1510.1180.283-127.360127.360-4.77026.87320.88779.600-54.920-18.511-14.466-34.69312.800-27.46039.800-8.9493.0932.4049.163-13.821-4.658-3.640-8.73142.76623.291-66.05798.418-32.119-18.106-48.19411.646-9.053表5-2活載作用下的框架彎矩內(nèi)力二次分配表上柱下柱右梁左梁上柱下柱右梁0.2520.7480.5080.1710.321-10.22010.220-0.3602.5757.645-5.009-1.686-3.1654.108-2.5043.822-2.853-0.404-1.200-0.492-0.166-0.3116.280-6.2808.541-4.705-3.8360.2010.2010.5980.4340.1460.1460.274-40.88040.880-1.8008.2178.21724.446-16.961-5.706-5.706-10.7081.2884.108-8.48012.223-0.843-2.8530.6200.6201.844-3.701-1.245-1.245-2.33610.12512.945-23.07032.442-7.794-9.803-14.8440.2010.2010.5980.4340.1460.1460.274-40.88040.880-1.8008.2178.21724.446-16.961-5.706-5.706-10.7084.1084.313-8.48012.223-2.853-2.9510.0120.0120.035-2.786-0.937-0.937-1.75912.33712.542-24.87933.356-9.496-9.594-14.2670.2110.1640.6250.4480.1510.1180.283-40.88040.880-1.8008.6266.70425.550-17.508-5.901-4.611-11.0604.108-8.75412.775-2.8530.9800.7622.903-4.445-1.498-1.171-2.80813.7147.466-21.18031.702-10.252-5.782-15.6683.733-2.8915.3恒活荷載作用下的梁柱端剪力計算在計算中，當(dāng)框架M圖求V圖以及V圖求N圖時，可采用結(jié)構(gòu)力學(xué)取脫離體的方法。如桿件〔梁或柱〕兩端的彎矩。其剪力：表5-3恒〔活〕線載作用下梁端和柱端剪力計算表荷載性質(zhì)層數(shù)邊跨梁〔KN〕中跨梁〔KN〕邊柱〔KN〕中柱〔KN〕V〔左〕V〔右〕V〔左〕V〔右〕V〔上〕V〔下〕V〔上〕V〔下〕恒載四114.13-128.1914.05-14.0527.9727.9720.7920.79三98.68-105.0911.93-11.9321.0621.0616.4016.40二98.42-105.3611.93-11.9322.7422.7417.2717.27一97.57-106.2011.93-11.937.607.605.905.90活載四7.87-8.480.90-0.904.564.563.473.47三31.45-33.954.50-4.507.027.025.365.36二31.57-33.834.50-4.507.297.295.515.51一31.30-34.104.50-4.502.432.431.891.89表5-4A柱的軸力層次A柱軸力剪力傳遞縱向集中荷載N〔恒載〕N〔活載〕恒荷載活荷載恒荷載活荷載N頂N底N頂N底4114.137.87128.796.39242.92258.3014.2614.26398.6831.4593.6425.55450.62465.9971.2671.26298.4231.5793.6425.55658.05673.42128.38128.38197.5731.3093.6425.55864.63884.27185.23185.23表5-5B柱的軸力層次B柱軸力剪力傳遞縱向集中荷載N〔恒載〕N〔活載〕恒荷載活荷載恒荷載活荷載N頂N底N頂N底4142.249.38135.588.58277.82293.1917.9617.963117.0238.45115.3334.31525.55540.9290.7290.722117.2938.33115.3334.31773.53788.91163.36163.361118.1338.60115.3334.311022.371042.01236.27236.27圖5-2恒載作用下M圖(KN?m)圖5-3恒載作用下V圖(KN)圖5-4恒載作用下N圖(kN)圖5-5活載作用下M圖(KN?m)圖5-6活載作用下的V圖(單位：kN)圖5-7活載作用下N圖(kN)6內(nèi)力組合在豎向荷載作用下，可以考慮梁端塑性變形內(nèi)力重分布而對梁端負彎距進行調(diào)幅，調(diào)幅系數(shù)為現(xiàn)澆框架：0.8-0.9，本設(shè)計取0.85。6.1框架結(jié)構(gòu)柱的內(nèi)力組合柱上端控制值截面在梁底，下端在梁頂，應(yīng)按軸線計算簡圖所得的柱端內(nèi)力值換成控制截面的相應(yīng)值，此計算為簡化起見，采用軸線處內(nèi)力值。計算結(jié)果見表6-5。表6-1梁內(nèi)力組合表樓層梁位置截面位置內(nèi)力種類恒載活(雪)載最大值風(fēng)荷載可變荷載控制根本組合可變荷載控制根本組合可變荷載控制根本組合永久荷載控制根本組合最大控制內(nèi)力調(diào)幅前①調(diào)幅后②調(diào)幅前③調(diào)幅后④左風(fēng)⑤左風(fēng)⑥1.2*②+1.4*④1.2*②+1.4*⑤1.2*②+1.4*⑥1.2*②+0.9*(1.4*④+1.4*⑤)1.2*②+0.9*(1.4*④+1.4*⑥)1.35*②+1.0*④max4左邊跨梁左支座M-57.07-48.51-6.28-5.343.22-3.22-65.69-53.71-62.72-60.89-68.99-70.83-70.83V114.13114.137.877.87-0.720.72147.98135.95137.97145.97147.79161.96161.96跨中M143.75165.317.929.110.51-0.51211.12199.10197.66210.50209.20232.28232.28右支座M-109.78-93.32-8.54-7.26-2.192.19-122.14-115.04-108.91-123.89-118.37-133.24-133.24V-128.19-128.19-8.48-8.48-0.720.72-165.70-154.84-152.82-165.42-163.60-181.53-181.53中跨梁左支座M-67.74-57.58-3.84-3.261.38-1.38-73.66-67.16-71.03-71.46-74.95-80.99-80.99V14.0514.050.900.90-1.151.1518.1215.2518.4816.5419.4519.8721.79跨中M-59.31-68.21-3.30-2.800.000.00-85.77-81.85-81.85-85.38-85.38-94.88-94.88右支座M-67.74-57.58-3.84-3.26-1.381.38-73.66-71.03-67.16-74.95-71.46-80.99-26.73V-14.05-14.05-0.90-0.90-1.151.15-18.12-18.48-15.25-19.45-16.54-19.87-24.98右邊跨梁左支座M-109.78-93.32-8.54-7.262.19-2.19-122.14-108.91-115.04-118.37-123.89-133.24-133.24V128.19128.198.488.48-0.720.72165.70152.82154.84163.60165.42181.53181.53跨中M143.75165.317.929.11-0.510.51211.12197.66199.10209.20210.50232.28232.28右支座M-57.07-48.51-6.28-5.34-3.223.22-65.69-62.72-53.71-68.99-60.89-70.83-70.83V-114.13-114.13-7.87-7.87-0.720.72-147.98-137.97-135.95-147.79-145.97-161.96-161.963左邊跨梁左支座M-80.96-68.81-23.07-19.618.40-8.40-110.03-70.82-94.34-96.70-117.87-112.51-117.87V98.6898.6831.4531.45-3.113.11162.45114.07122.77154.13161.96164.67164.67跨中M98.06112.7733.5638.591.23-1.23189.35137.04133.60185.49182.40190.82190.82右支座M-105.00-89.25-32.44-27.58-5.945.94-145.71-115.43-98.78-149.34-134.36-148.07-148.07V-105.09-105.09-33.95-33.95-3.113.11-173.64-130.46-121.76-172.80-164.97-175.83-175.83中跨梁左支座M-42.93-36.49-14.84-12.623.76-3.76-61.45-38.52-49.04-54.95-64.42-61.87-64.42V11.9311.934.504.50-3.133.1320.619.9318.7016.0423.9320.6021.12跨中M-35.77-30.40-12.14-10.320.000.00-50.94-36.48-36.48-49.49-49.49-51.37-51.37右支座M-42.93-36.49-14.84-12.62-3.763.76-61.45-49.04-38.52-64.42-54.95-61.87-49.46V-11.93-11.93-4.50-4.50-3.133.13-20.61-18.70-9.93-23.93-16.04-20.60-20.61右邊跨梁左支座M-105.00-89.25-32.44-27.585.94-5.94-145.71-98.78-115.43-134.36-149.34-148.07-149.34V105.09105.0933.9533.95-3.113.11173.64121.76130.46164.97172.80175.83175.83跨中M98.06112.7733.5638.59-1.231.23189.35133.60137.04182.40185.49190.82190.82右支座M-80.96-68.81-23.07-19.61-8.408.40-110.03-94.34-70.82-117.87-96.70-112.51-112.51V-98.68-98.68-31.45-31.45-3.113.11-162.45-122.77-114.07-161.96-154.13-164.67-0.182左邊跨梁左支座M-77.58-65.94-24.88-21.1513.86-13.86-108.74-59.73-98.53-88.32-123.24-110.17-123.24V98.4298.4231.5731.57-3.253.25162.30113.55122.65153.78161.97164.43164.43跨中M100.44115.5132.1937.021.67-1.67190.45140.94136.28187.36183.16192.96192.96右支座M-103.61-88.07-33.36-28.35-10.5210.52-145.38-120.42-90.95-154.67-128.15-147.25-147.25V-105.36-105.36-33.83-33.83-3.253.25-173.79-130.98-121.88-173.15-164.96-176.06-176.06中跨梁左支座M-43.81-37.23-43.81-37.236.65-6.65-96.81-35.37-53.99-83.22-99.98-87.50-99.98V11.9311.934.504.50-5.545.5420.616.5522.0713.0026.9720.6021.18跨中M-36.65-31.15-11.57-9.830.000.00-51.15-37.38-37.38-49.77-49.77-51.89-51.89右支座M-43.81-37.23-43.81-37.23-6.656.65-96.81-53.99-35.37-99.98-83.22-87.50-96.81V-11.93-11.93-4.50-4.50-5.545.54-20.61-22.07-6.55-26.97-13.00-20.60-22.07右邊跨梁左支座M-103.61-88.07-33.36-28.3510.52-10.52-145.38-90.95-120.42-128.15-154.67-147.25-154.67V105.36105.3633.8333.83-3.253.25173.79121.88130.98164.96173.15176.06176.06跨中M100.44115.5132.1937.02-1.671.67190.45136.28140.94183.16187.36192.96192.96右支座M-77.58-65.94-24.88-21.15-13.8613.86-108.74-98.53-59.73-123.24-88.32-110.17-110.17V-98.42-98.42-31.57-31.57-3.253.25-162.30-122.65-113.55-161.97-153.78-164.43-164.431左邊跨梁左支座M-66.06-56.15-21.18-18.0022.66-22.66-92.58-35.65-99.10-61.51-118.62-93.80-118.62V97.5797.5731.3031.30-5.285.28160.90109.70124.47149.87163.17163.02163.17跨中M108.80125.1234.8740.102.88-2.88206.29154.18146.12204.30197.05209.02209.02右支座M-98.42-83.66-31.70-26.95-16.9016.90-138.11-124.05-76.72-155.64-113.04-139.88-139.88V106.20106.20-34.10-34.10-5.285.2879.70120.06134.8377.8391.12109.2779.70中跨梁左支座M-48.19-40.9615.6713.3210.68-10.68-30.51-34.20-64.12-18.91-45.84-41.98-45.84V11.9311.934.504.50-8.908.9020.611.8526.788.7631.2020.6021.79跨中M-41.04-34.88-12.97-11.020.000.00-57.29-41.86-41.86-55.75-55.75-58.11-58.11右支座M-48.19-40.9615.6713.32-10.6810.68-30.51-64.12-34.20-45.84-18.91-41.98-26.73V-11.93-11.93-4.50-4.50-8.908.90-20.61-26.78-1.85-31.20-8.76-20.60-24.98右邊跨梁左支座M-98.42-83.66-31.70-26.9516.90-16.90-138.11-76.72-124.05-113.04-155.64-139.88-155.64V-106.20-106.2034.1034.10-5.285.28-79.70-134.83-120.06-91.12-77.83-109.27-77.83跨中M108.80125.1234.8740.10-2.882.88206.29146.12154.18197.05204.30209.02209.02右支座M-66.06-56.15-21.18-18.00-22.6622.66-92.58-99.10-35.65-118.62-61.51-93.80-99.10V-97.57-97.57-31.30-31.30-5.285.28-160.90-124.47-109.70-163.17-149.87-163.02-163.02表6-2柱內(nèi)力組合表樓層柱位置截面位置內(nèi)力種類恒載活〔雪〕載最大值風(fēng)荷載〔左風(fēng)〕風(fēng)荷載〔右風(fēng)〕可變荷載控制根本組合可變荷載控制根本組合可變荷載控制根本組合永久荷載控制根本組合Nmax及相應(yīng)的M，VNmin及相應(yīng)的M，V|M|max及相應(yīng)的N，V①②③④1.2*①+1.4*②1.2*①+1.4*③1.2*①+1.4*④1.2*①+0.9*(1.4*②+1.4*③)1.2*①+0.9*(1.4*②+1.4*④)1.35*①+1.0②1.35*①+1.0*②1.2*①+1.4*③4左邊柱柱頂截面M57.076.28-3.223.2277.2863.9972.9972.3580.4583.3383.3363.9983.33N242.9214.26-0.720.72311.48290.50292.52308.57310.39342.21342.21290.50342.21V-27.97-4.561.40-1.40-39.94-31.60-35.53-37.54-41.07-42.32-42.32-31.6042.32柱底截面M-43.62-10.131.84-1.84-66.52-49.77-54.91-62.79-67.41-69.01-69.01-49.7769.01N258.2914.26-0.720.72329.92308.95310.97327.02328.84362.96362.96308.95362.96V-27.97-4.561.40-1.40-39.94-31.60-35.53-37.54-41.07-42.32-42.32-31.6042.32左中柱柱頂截面M-42.04-4.71-3.583.58-57.04-55.46-45.44-60.88-51.87-61.46-61.46-55.4661.46N277.8217.96-0.430.43358.53332.78333.99355.47356.56393.02393.02332.78393.02V20.793.471.66-1.6629.8127.2722.6231.4227.2331.5431.5427.2731.54柱底截面M32.807.792.41-2.4150.2742.7335.9852.2246.1452.0752.0742.7352.22N293.1917.96-0.430.43376.97351.23352.44373.91375.00413.77413.77351.23413.77V20.793.471.66-1.6629.8127.2722.6231.4227.2331.5431.5427.2731.54右中柱柱頂截面M42.044.71-3.583.5857.0445.4455.4651.8760.8861.4661.4645.4461.46N277.8217.960.43-0.43358.53333.99332.78356.56355.47393.02393.02333.99393.02V-20.79-3.471.66-1.66-29.81-22.62-27.27-27.23-31.42-31.54-31.54-22.6231.54柱底截面M-32.80-7.792.41-2.41-50.27-35.98-42.73-46.14-52.22-52.07-52.07-35.9852.22N293.1917.960.43-0.43376.97352.44351.23375.00373.91413.77413.77352.44413.77V-20.79-3.471.66-1.66-29.81-22.62-27.27-27.23-31.42-31.54-31.54-22.6231.54右邊柱柱頂截面M-57.07-6.28-3.223.22-77.28-72.99-63.99-80.45-72.35-83.33-83.33-72.9983.33N242.9214.260.72-0.72311.48292.52290.50310.39308.57342.21342.21292.52342.21V27.974.561.40-1.4039.9435.5331.6041.0737.5442.3242.3235.5342.32柱底截面M43.6210.131.84-1.8466.5254.9149.7767.4162.7969.0169.0154.9169.01N258.2914.260.72-0.72329.92310.97308.95328.84327.02362.96362.96310.97362.96V27.974.561.40-1.4039.9435.5331.6041.0737.5442.3242.3235.5342.323左邊柱柱頂截面M37.3412.95-6.566.5662.9335.6253.9952.8569.3963.3563.3535.6269.39N450.6171.26-2.632.63640.51537.05544.43627.22633.85679.60679.60537.05679.60V-21.09-7.033.11-3.11-35.10-20.92-29.62-30.20-38.03-35.45-35.45-20.9238.03柱底截面M-38.60-12.384.62-4.62-63.44-39.69-52.64-55.89-67.54-64.28-64.28-39.6967.54N465.9871.26-2.632.63658.96555.5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