平米三層框架教學(xué)樓畢業(yè)設(shè)計計算書、建筑、結(jié)構(gòu)圖

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e獨(dú)m取e乞n末t喇計m歉e葡t竊h挖o茫d愿,飼纖t初h贈e鍛n郊比m沫a信k餐i兩n丙g梢晴t骨h傳e潔茂a控m化o騰u恰n顏t瞎的o宣f偵采t珠h伙e豆誓h劫o合r示i教z皇o彎n景t域a推l皮豎s界e弟i貧s峰m創(chuàng)i封c泉嫩f敬o咐r繼c禾e相躲c喇a(chǎn)怎n盤且b籠e瘡燕g草o帝t柄尿b膝y舞悄w顯a司y兇售o辯f壤搖t寇h碗e皂蕩b處o央t頁t探o經(jīng)m掉-戰(zhàn)s尤h特e伐a辮r縫脫f爐o叢r殃c莖e手崗m雹e徒t渾h校o占d殃.晴岸T盈h貼e侮踢s雖e腦i鋤s寺m秧i型c棚繞f累o眾r配c磚e里費(fèi)c熱a竄n號濃b響e果蛇a頃s糧s伸i孝g救n埋e盼d蹲備a病c倒c厲o炕r恨d罰i栽n鈔g腦鞋t基o深鴨t款h辭e逮間s燭h滴e雁a密r盡i漢n捎g呼馬s矛t僑i鉗f園f脹n啞e忍s綱s端哄o搶f前婦t將h胳e滋減f索r籮a甘m知e么s衰饞o譜f墨趟t改h虛e捐白d宋i饅f蓋f干e陰r抵e嶺n洲t筆傲a糊x葬i瘡s框.報鉛T簽h們e枯n提孫t楚h宋e嬸母i損n鮮t鈴e蠅r仗n執(zhí)a狀l銅蹦f喝o寄r短c鄭e售究(皇b棵e殖n呼d共i臣n遠(yuǎn)g敢費(fèi)m鍵o內(nèi)m承e凝n汪t央,仔推s墾h單e釀a筆r酬i拖n爐g壯令f嫁o象r述c聯(lián)e牲裳a(bǔ)彎n奏d斗這a題x蹄i驅(qū)a疫l香襖f啞o里r秋c靈e侍候)售劃i煉n尾擁t豆h臉e怒未s淹t林r貫u煙c虛t張u扎r芒e爛斜u齒n殿d鑄e杜r拒緩t悉h竹e賣建h膚o吸r獨(dú)i炸z怠o線n資t蜓a(bǔ)倒l草殲l惑o黎a叫d污s池乓c曠a烤n像韻b胸e剖毯e溪a慶s豈i辜l取y釀攪c映a饒l哀c歲u膀l帝a套t意e非d講.磁敢A雜f洗t別e只r影么t憲h超e促胳d塘e漆t(yī)染e歸r切m考i茫n朝a焰t售i憑o息n裁毛o反f仆防t豬h穩(wěn)e渠畝i漁n港t血e售r裕n無a膠l裹租f風(fēng)o證r郊c男e除繪u許n機(jī)d吼e跡r疲愛t精h慣e裳解d貨e迎a犁d催艙a套n書d煎跟l注i促v脖e麥灶l離o仔a泊d趨s眨,識哀t嗎h奉e隱膜c脾o拆m穗b唐i竹n舌a茂t騰i魄o亞n宰盤o喪f所聞i辱n聚t府e感r抽n寺a醉l損劍f應(yīng)o森r們c由e筑循c俊a漂n毒花b萬e圣涉m剩a條d迎e傍隙b件y鵲團(tuán)u供s講i藍(lán)n怒g永構(gòu)t涉h吧e孫偉E羨x型c唐e帶l始參s帆o著f禾t藏w毯a用r剃e殲,歸盛w吼h月o矛s哀e言植p夕u同r貓p技o(jì)疤s杏e險碧i卸s婆濁t(yī)隨o園尋f腎i雙n拆d狗枝o擴(kuò)n翠e輸災(zāi)o蘭r單往s確e容v郵e此r魔a夠l摔龍s狼e翻t怨s驚艇o炭f槐牙t搖h半e陽膏m傾o碰s帖t促字a圣d曠v安e塘r旁s邁e縣篇i棗n做t宗e賽r奮n騙a豬l萌想f勸o笨r繪c狠e膽荷o環(huán)f遺饒t駐h歐e販?zhǔn)踳劍a歸l興l貼緞l柳i啊m熔b菠s略布a伴n抬d擊莊t尊h稈e洋竊c譯o述t侄e撓r探m難i德n匙o(hù)晴u掌s松登g抹i劫r懇d森e烈r煮s移,腫刪w繁h戲i貫c偉h困興w是i判l(wèi)議l烈緣b冶e案夏t忽h沉e劇靠b她a束s館i套s軌朽o賴f頂繭p喝r軟o沙t弦r墳a焦c壽t微i貓n容g加益t跟h婦e奏脹r膏e耍i甜n疲f絹o盼r壓c置i異n旗g級螞d遣r敲a冊w岔i韻n打g劇s偷竿o類f表爆t忌h含e榆詳c眉o(jì)喬m灰p挎o技n豎e術(shù)n卻t而s折.亮哄T甘h棋e橫渾d篩e胖s伍i顧g史n讀幅o門f離益t蒜h寸e菌嫂s搞t盡a撕i好r宴s同盼i習(xí)s辮內(nèi)a類l產(chǎn)s辣o副旦b紡e制賢a炮p山p謝r伏o砍a智c倦h找e忌d鉛柱b好y劍桌c河a甘l慕c桌u棕l奏a匠t品i冠n涌g課臭t炕h瞇e遣穴i射n冬t絮e嶺r晃n犯a榜l搜紫f餡o席r喇c爹e子難a漲n悟d膀簽r筐e賭i虛n沸f走o第r臣c穴i緒n膀g禿舉s兵u個c膀h艙夸c攤o自m迷p究o錫n袋e靈n孫t遞s肆造a燭s衫慮l蛾a騾n箭d催i岡n男g(shù)楊眼s逆l亞a魚b踐,缸儀s鼻t沙e烘p否袖b用o告a洲r(nóng)暖d絮盛a愧n蕉d瓶磁l園a兵n竿d綁i誕n轟g皆客g悟i殺r宋d克e遼r雪閘w邁h惡o盈s串e遍載s句h雷o(hù)嚇p邀也d卻r潑a逃w祖i買n恰g面s牌芳a逆r爛e彼兇c或o揭m搞p混l讓e程t厲e免d繩汪i具n呀仇t鉤h司e章哄e惠n五d滴.Keywords:frames,structuraldesign,anti-seismicdesign第一章工程概況1．1工程總體概況江蘇溧陽職業(yè)學(xué)校一號樓為三層鋼筋混凝土框架結(jié)構(gòu)體系，建筑面積約3000m2，層高3.6m，室內(nèi)外高差為0.45m，屋面為上人屋面，采用有組織排水。樓蓋及屋蓋用現(xiàn)澆鋼筋混凝土板。建筑設(shè)計使用年限50年。1．2設(shè)計資料（1）建筑構(gòu)造屋面做法：SBS改性瀝青防水卷材屋面，屋面保溫材料選用聚苯板樓面作法：水磨石樓面，內(nèi)外墻作法：內(nèi)外墻均選用粉煤灰輕渣空心砌塊（390mm×190mm×190mm）（2）地質(zhì)資料層次土類平均厚度（m）承載力特征值fak(kPa)重度（KN/m3）土層剪切波速（m/s）1雜填土0.89016.52素填土0.910016.03粉塵沙土6.216019.22004粉土5.714019.01805粉質(zhì)粘土7.922519.4350注：1、場地土覆蓋厚度（地面至剪切波速大于500m/s的土層距離）為66m。2、常年地下水位在地表下2.0m。（3）基本雪壓：0.5kN/m2（4）地震資料：設(shè)防烈度為7度，設(shè)計基本地震加速度為0.1g，設(shè)計地震為第一組。（5）建筑等級：結(jié)構(gòu)安全等級二級，耐火等級Ⅱ級。（6）材料：混凝土強(qiáng)度等級上部結(jié)構(gòu)采用C25，基礎(chǔ)采用C20；梁柱及基礎(chǔ)縱向受力鋼筋采用HRB335級鋼筋，其余鋼筋均采用HPB235級鋼筋，鋼筋最大直徑不超過25mm。（7）教學(xué)樓樓面活載，查《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009–2001)，確定樓面活載標(biāo)準(zhǔn)值為2kN/m2；上人屋面活荷載標(biāo)準(zhǔn)值2.0kN/m21．3承重方案選擇豎向荷載的傳力途徑：樓板的均布活載和恒載經(jīng)次梁間接或直接傳至主梁，再由主梁傳至框架柱，最后傳至地基。根據(jù)以上樓蓋的平面布置及豎向荷載的傳力途徑，本教學(xué)樓框架的承重方案為橫向框架承重方案。1．4結(jié)構(gòu)布置第二章確定計算簡圖2.1框架梁截面尺寸1．主梁高h(yuǎn)=(1/12～1/8)l，b=(1/2～1/3)h橫向：AB、CD跨：l=7500mm。h=625～937.5mm，取h=700mm，b=300mm。BC跨：l=3000mm。h=250～375mm，取h=400mm，b=300mm。縱向：l=8100mm。h=675～1012.5mm，取h=700mm，b=300mm。（3）次梁：h=(1/18～1/15)lh=500mmb=250mm2.2框架柱截面尺寸本工程為現(xiàn)澆鋼筋混凝土結(jié)構(gòu)，7度設(shè)防，高度<30m，抗震等級為二級，取底層柱估算柱尺寸，根據(jù)經(jīng)驗(yàn)荷載為14kN/m2：中柱負(fù)荷面積（3/2+7.5/2）×8.1=42.525m2。豎向荷載產(chǎn)生的軸力估計值：NV=14×42.525×3=1786.05kN。軸力增大系數(shù)，中柱1.1，邊柱1.2，N=1.1×1786.05=1964.66kN。Ac≥N/uNfc=1964.66×103/(0.8×11.9)=206371.32mm2。為安全起見，取柱截面尺寸為500mm×500mm。2.3框架結(jié)構(gòu)計算簡圖荷載代表值3.1荷載統(tǒng)計一、屋面（上人）（蘇J01-200521+A/7）（1）恒荷載25厚1：2.5水泥砂漿保護(hù)層，表面抹光壓平：0.025×25=0.63kN/m2隔離層：（SBS改性瀝青柔性卷）：0.4kN/m2高分子卷材（一層）：0.05kN/m220厚1：3水泥砂漿找平層：0.02×20=0.4kN/m2120厚鋼筋混凝土屋面板：0.12×25=3.0kN/m220厚天棚石灰砂漿抹灰：0.02×17=0.34kN/m2合計：5.93kN/m2（2）活荷載和雪荷載上人屋面均布活荷載：2.0kN/m2（基本雪壓0.5KN/m2）合計：2.0KN/m2二、樓面（蘇J01-20055/3）（1）恒荷載1.15厚1:2白水泥白石子（或摻有色石子）磨光打蠟0.27KN/m22.刷素水泥漿結(jié)合層一道20厚1:3水泥砂漿找平層0.02×20=0.4kN/m2120厚現(xiàn)澆鋼筋混凝土板25×0.12=3.0kN/m220厚天棚石灰砂漿抹灰：0.02×17=0.34kN/m2樓面恒載:4.01kN/m2（2）活荷載樓面均布活荷載：2.0kN/m2走廊：2.5kN/m2三、內(nèi)墻面（蘇J01-20059/5）刷乳膠漆5厚1:0.3:3水泥石灰膏砂漿粉面0.005×12=0.06kN/m212厚1:1:6水泥石灰膏砂漿打抵0.012×17=0.204kN/m2刷界面處理劑一道粉煤灰輕渣空心砌塊7×0.19=1.33kN/m2合計：1.594kN/m2四、外墻面（蘇J01-200522/6）外墻涂料飾面聚合物砂漿保溫材料3厚專用膠粘劑20厚1:3水泥砂漿找平層0.020×20=0.4kN/m212厚1:3水泥砂漿打底掃毛0.012×20=0.24kN/m2刷界面劑處理一道粉煤灰輕渣空心砌塊7×0.19=1.33kN/m2合計1.97kN/m2表3-12-3層墻重位置墻重kN/m2梁高m鋼框玻璃窗kN/m2窗高m層高m均布墻重kN/m跨度m自重kN總重kN外縱墻1.970.40.4523.63.26454.44177.69641.58內(nèi)縱墻1.5940.43.65.10154.44277.7外橫墻1.970.73.65.71318102.83內(nèi)橫墻1.5940.73.64.6311883.36表3-2底層墻重位置墻重kN/m2梁高m鋼框玻璃窗kN/m2窗高m層高m均布墻重kN/m跨度m自重kN總重kN外縱墻1.970.40.452.04.555.13654.44279.6886.72內(nèi)縱墻1.5940.44.556.61554.44360.12外橫墻1.970.74.557.58518136.53內(nèi)橫墻1.5940.74.556.13718110.47五、主梁荷載縱軸梁：0.7×0.3×25=5.25kN/m橫軸梁：AB，CD跨自重0.7×0.3×25=5.25kN/m粉刷2×（0.7-0.12）×0.02×17=0.39kN/m5.64kN/mBC跨自重0.3×0.4×25=3kN/m粉刷2×2）×0.02×17=0.19kN/m3.19kN/m次梁荷載自重0.5×0.25×25=3.125kN/m粉刷2×（0.5-0.12）×0.02×17=0.129kN/m3.254kN/m六、柱荷載2-3層0.5×0.5×3.6×25=22.5kN底層0.5×0.5×4.55×25=28.44kN七、梁自重縱梁自重5.25×54.44×4=1143.24kN橫向AB,CD5.25×7.5×2×7=551.25kNBC3×3×7=63kN八、柱自重2-3層每層柱重22.5×32=720kN底層28.44×32=910.1kN九、活荷載統(tǒng)計上人屋面活荷載標(biāo)準(zhǔn)值2.0kN/m2樓面，衛(wèi)生間活荷載標(biāo)準(zhǔn)值2.0kN/m2走廊，樓梯2.5kN/m2屋面雪荷載Sk=us0=1.0×0.5=0.5kN/m23.2荷載作用計算一、屋面荷載1.屋面恒荷載：5.93kN/m2梁自重AB,CD跨：5.64kN/mBC跨：3.19kN/m作用在頂層框架梁上的線荷載標(biāo)準(zhǔn)值為；梁自重g5AB1=g5CD1=5.64kN/mg5BC1=3.19kN/m板傳來的荷載g5AB2=g5CD2=5.93×8.1=48.0kN/mg5BC2=3.19×3=9.57kN/m2.活載作用在頂層框架梁上的線活載標(biāo)準(zhǔn)值為；g5AB=g5CD=2×8.1=16.2kN/mg5BC=2×3=6kN/m二、樓面荷載1.樓面荷載標(biāo)準(zhǔn)值：4.01kN/m2邊跨（AB,CD）框架自重：5.64kN/m中跨（BC）3.19kN/m梁自重gAB1=gCD1=5.6kN/mgBC1=3.19kN/m板傳來荷載gAB2=gCD2=4.01×8.1=32.48kN/mgBC2=4.01×3=12.03kN/m2.活載gAB=gCD=2×8.1=16.2kN/mgBC=2.5×3=7.5kN/m三、屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值；1.恒載邊跨連系梁自重0.7×0.3×8.1×25=42.53kN粉刷2×（0.7-0.12）×0.02×8.1×17=3.19kN連系梁傳來屋面自重0.5×8.1×0.5×8.1×5.93=97.27kN頂層邊節(jié)點(diǎn)集中荷載G5A=G5D=142.99kN中柱連系梁自重0.7×0.3×8.1×25=42.53kN粉刷2×（0.7-0.1）×0.02×8.1×17=3.19kN連系梁傳來屋面板自重0.5×8.1×0.5×8.1×5.93=97.27kN0.5×（8.1+8.1-3）×3/2×5.93=58.71kN頂層中節(jié)點(diǎn)荷載G5B=G5C=201.67kN2.活載Q5A=Q5D=0.5×8.1×0.5×8.1×2=32.81kNQ5B=Q5C=32.81+0.5×（8.1+8.1-3）×3/2×2=52.61kN四、樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值1.恒載邊梁連系梁自重0.7×0.3×8.1×25=42.53kN粉刷2×（0.7-0.1）×0.02×8.1×17=3.19kN連系梁傳來樓面荷載0.5×8.1×0.5×8.1×4.01=65.77kN縱向梁上填充墻8.1×3.264=26.44kN柱自重22.5kN28.44kN中間層邊節(jié)點(diǎn)集中荷載160.43kN底層166.37kN中柱連系梁自重0.7×0.3×8.1×25=42.53kN粉刷2×（0.7-0.1）×0.02×8.1×17=3.19kN連系梁傳來樓面自重0.5×8.1×0.5×8.1×4.01=65.77kN0.5×（8.1+8.1-3）×3/2×4.01=48.72kN內(nèi)縱向梁上填充墻8.1×5.101=41.32kN柱自重22.5kN28.44kN中間層中節(jié)點(diǎn)集中荷載224.03kN底層229.97kN2.活載QA=QD=0.5×8.1×0.5×8.1×2=32.81kNQ5B=Q5C=32.81+0.5×（8.1+8.1-3）×3/2×2.5=57.56kN圖3-1恒載作用下計算簡圖圖3-2活載作用下計算簡圖3.3地震作用下荷載計算1.建筑物總重力荷載代表值Gi的計算a.集中于屋蓋處的質(zhì)點(diǎn)重力荷載代表值G350%雪載：0.5×0.5×18×54.44=244.8kN屋面恒載：5.93×18×54.44=5810.93kN橫梁： （5.64×7.5×2+3.19×3）×7=659.19kN縱梁：5.25×54.44×4=1143.24kN柱重：0.5×32×22.5=360kN墻自身重（各層一半）641.58／2=320.79kNG3=8538.91kNb.集中于樓面處的質(zhì)點(diǎn)重力荷載代表值G250%樓面活荷載：0.5×（2×7.5×54.44×2+2.5×3×54.44）=1020.75kN樓面恒載：4.01×18×54.44=3929.48kN梁自重：1802.43kN墻自重（上下各半層）：641.58kN柱重（上下各半層）：720kNG2-4=8114.24kNc.集中于底層樓面處的質(zhì)點(diǎn)重力荷載代表值G150%樓面活荷載：0.5×（2×7.5×54.44×2+2.5×3×54.44）=1020.75kN樓面恒載：4.01×18×54.44=3929.48kN梁自重：1802.43kN墻自重（上下各半層）：641.58/2+886.72/2=764.15kN柱重（上下各半層）：720/2+910.1/2=815.05kNG1=8331.86kN結(jié)構(gòu)等效總重力荷載：圖3-4各質(zhì)點(diǎn)的重力荷載代表值2.地震作用計算：（1）框架柱的抗側(cè)移剛度在計算梁、柱線剛度時，應(yīng)考慮樓蓋對框架梁的影響，在現(xiàn)澆樓蓋中，中框架梁的抗彎慣性矩取I=2I0；邊框架梁取I=1.5I0；在裝配整體式樓蓋中，中框架梁的抗彎慣性矩取I=1.5I0；邊框架梁取I=1.2I0，I0為框架梁按矩形截面計算的截面慣性矩。表3-4橫梁、柱線剛度桿件截面尺寸Ec(kN/mm2)I0(mm4)I(mm4)L(mm)(kN﹒mm)相對剛度B(mm)H(mm)邊框架梁300700308.58×10912.87×10975005.15×1071邊框架梁300400301.6×1092.4×10930002.4×1070.466中框架梁300700308.58×10917.16×10975006.86×1071.332中框架梁300400301.6×1093.2×10930003.2×1070.621底層框架柱500500305.21×1095.21×10945503.44×1070.668中層框架柱500500305.21×1095.21×10936004.34×1070.843每層框架柱總的抗側(cè)移剛度見表3-5：表3-5框架柱橫向側(cè)移剛度D值項目根數(shù)層柱類型及截面二至三層邊框架邊柱(500×500)1.190.3714.874邊框架中柱(500×500)1.740.4718.894中框架邊柱(500×500)1.580.4417.6810中框架中柱(500×500)2.320.5421.710底層邊框架邊柱(500×500)1.50.5711.374邊框架中柱(500×500)2.190.6412.764中框架邊柱(500×500)1.990.6212.3610中框架中柱(500×500)2.920.713.9610ic:梁的線剛度，iz：柱的線剛度。底層：∑D=11.37×4+12.76×4+12.36×10+13.96×10=359.72kN/mm二～三層：∑D=4×（14.87+18.89）+（17.68+21.7）×10=528.84kN/mm（2）框架自振周期的計算表3-6框架頂點(diǎn)假想水平位移Δ計算表層Gi(kN)∑Gi(kN)∑D(kN/mm)δ=∑Gi/∑D總位移Δ(mm)38538.918538.91528.8416.15117.128114.2416653.15528.8431.49100.9618331.8624985.01359.7269.4669.46：（考慮結(jié)構(gòu)非承重磚墻影響的折減系數(shù)，對于框架取0.6）則自振周期為： （3）地震作用計算根據(jù)本工程設(shè)防烈度7、Ⅱ類場地土，設(shè)計地震分組為第一組，查《抗震規(guī)范》特征周期Tg=0.35sec，αmax=0.08由于Tg=T1結(jié)構(gòu)等效總重力荷載：因?yàn)門1<1.4Tg所以無需在此結(jié)構(gòu)頂部附加集中水平地震作用。各樓層的地震作用和地震剪力標(biāo)準(zhǔn)值由表3-7計算列出。表3-7樓層地震作用和地震剪力標(biāo)準(zhǔn)值計算表層Hi(m)Gi(kN)GiHiFi=GiHiFEk/（∑GkHk）樓層剪力Vi(kN)311.758538.91100332.19834.07834.0728.158114.2466131.06549.761383.8314.558331.8637909.96315.151698.98（4）多遇水平地震作用下位移驗(yàn)算水平地震作用下框架結(jié)構(gòu)的層間位移（△u）i和頂點(diǎn)位移ui分別按下列公式計算：（△u）i=Vi/∑Dij（3-1）ui=∑（△u）k（3-2）各層的層間彈性位移角θe=（△u）i/hi，根據(jù)《建筑抗震設(shè)計規(guī)范》，考慮磚填充墻抗側(cè)力作用的框架，層間彈性位移角限值[θe]<1/550。計算過程如表3-8所示：表3-8橫向水平地震作用下的位移驗(yàn)算樓層hi(mm)Vi(kN)∑Di(kN/mm)(Δue)(mm)ui（mm）[]三3600834.07359.722.329.380.000641/550=0.00182二36001383.83359.723.857.060.00107一45501698.98528.843.213.210.00071第四章框架內(nèi)力計算4.1恒載作用下的框架內(nèi)力1.彎矩分配系數(shù)計算彎矩分配系數(shù)頂層：節(jié)點(diǎn)A3節(jié)點(diǎn)B3節(jié)點(diǎn)A2節(jié)點(diǎn)B2底層：節(jié)點(diǎn)A1節(jié)點(diǎn)B12.均布等效荷載頂層邊跨頂層中跨中間層邊跨中間層中跨表4-1均布等效荷載（單位：kN/m）位置AB梁BC梁CD梁323.389.0823.38223.389.0823.38123.389.0823.383.固端彎矩頂層邊跨M5AB=1/12×23.68×7.52=102.3kN.m頂層中跨M5BC=1/12×9.08×32=6.8kN.m中間層邊跨MAB=1/12×23.38×7.52=101kN.m中間層中跨MBC=1/12×9.08×32=5.52kN.m4.縱梁引起柱端附加彎矩邊框架縱梁偏向外側(cè)，中框架縱梁偏向內(nèi)側(cè)頂層外縱梁 MA5=－MD5=45.3×0.125=5.66kN.m(逆時針為正) 頂層中縱梁 MB5=－MC5=－58.01×0.125 樓層外縱梁 MA1=－MD1=48.83×0.125樓層中縱梁 MB1=－MC1=－63.14×0.1255.節(jié)點(diǎn)不平衡彎矩橫向框架的節(jié)點(diǎn)不平衡彎矩為通過該節(jié)點(diǎn)的各桿件（不包括縱向框架梁）在節(jié)點(diǎn)處的固端彎矩與通過該節(jié)點(diǎn)的縱梁引起柱端橫向附加彎矩之和，根據(jù)平衡原則，節(jié)點(diǎn)彎矩的正方向與桿端彎矩方向相反，一律以逆時針方向?yàn)檎ｍ攲樱篗A5=－MD5=－102.3+5.66=－MB5=－MC5=102.3－6.8－樓層：MA=－MD=－101+6.10=－MB=－MC=101－5.52－7.89=87.59kN.m6.恒荷載作用下彎矩二次分配7.恒荷載作用下梁端剪力和柱軸力計算表4-2AB跨梁端剪力（kN）層g(kN/m)(自重作用)q(kN/m)(板傳來作用)gl/2u=(l-a)*q/2MAB(kN.m)MBA(kN.m)∑Mik/lV1/A=gl/2+u-∑Mik/lVB=-(gl/2+u+∑Mik/l)35.6448.0332.7642.32-87.2892.680.7574.33-75.8325.6432.4832.7642.32-87.7892.940.7274.36-75.815.6432.4832.7642.32-79.688.21.1973.89-76.27注：l=7.5ma=4.05m表4-3BC跨梁端剪力（kN）層g(kN/m)(自重作用)q(kN/m)(板傳來荷載作用)l(m)gl/2l*q/4VB=gl/2+l*q/4VC=-(gl/2+l*q/4)33.199.5733.656.8910.54-10.5423.1912.0333.656.8910.54-10.5413.1912.0333.656.8910.54-10.54表4-4AB跨跨中彎矩（kN.m）層g(kN/m)(自重作用)q(kN/m)(板傳來作用)gl/2u=(l-a)*q/2MAB(kN.m)∑Mik/lV1/A=gl/2+u-∑Mik/lM=gl/2*l/4+u*1.05-MAB-V1/A*l/235.6448.0332.7642.32-87.280.7574.33-76.925.6432.4832.7642.32-87.780.7274.36-76.5115.6432.4832.7642.32-79.61.1973.89-83注：l=7.5ma=4.05m表4-5BC跨跨中彎矩（kN.m）層g(kN/m)(自重作用)q(kN/m)(板傳來荷載作用)l(m)gl/2l*q/4MBC(kN.m)VB=gl/2+l*q/4M=gl/2*l/4+ql/4*l/6-MBc-VB*l/233.199.5733.656.89-13.8210.545.1623.1912.0333.656.89-13.6510.544.9913.1912.0333.656.89-17.2210.548.56表4-6柱軸力（kN）層邊柱A軸、D軸中柱B軸、C軸橫梁端部壓力縱梁端部壓力柱重柱軸力橫梁端部壓力縱梁端部壓力柱重柱軸力3柱頂66.0348.8322.5369.9190.72+10.54=101.2663.1422.5503.87柱底392.41526.372柱頂66.0348.8322.5507.2790.72+10.54=101.2663.1422.5690.77柱底529.77713.271柱頂73.8448.8328.44652.4498.53+10.54=109.0763.1428.44885.45柱底682.75915.798.內(nèi)力圖圖4.3恒載作用下橫向框架彎矩圖（kN·m）圖4.4恒載作用下橫向框架剪力圖（kN）圖4.5恒載作用下橫向框架軸力圖（kN）4.2活載作用下的框架內(nèi)力1.均布等效荷載頂層邊跨頂層中跨中間層邊跨中間層中跨表4-7均布等效荷載（單位：kN/m）位置AB梁BC梁CD梁37.524.257.5227.524.257.5217.524.257.522.固端彎矩頂層邊跨M5AB=1/12×7.52×7.52=32.49kN.m頂層中跨M5BC=1/12×4.25×32=2.05kN.m中間層邊跨MAB=1/12×7.52×7.52=32.49kN.m中間層中跨MBC=1/12×4.25×32=2.58kN.m3.縱梁引起柱端附加彎矩邊框架縱梁偏向外側(cè)，中框架縱梁偏向內(nèi)側(cè)頂層外縱梁MA5=－MD5=32.81×0.125=1.27kN.m(逆時針為正) 頂層中縱梁 MB5=－MC5=－52.61×0.125 樓層外縱梁 MA1=－MD1=32.81×0.125樓層中縱梁 MB1=-MC1=-（2×0.5×8.1×0.5×8.1+2.5×（8.1-2.7+8.1）×3×0.5×0.5）×0.1254.節(jié)點(diǎn)不平衡彎矩橫向框架的節(jié)點(diǎn)不平衡彎矩為通過該節(jié)點(diǎn)的各桿件（不包括縱向框架梁）在節(jié)點(diǎn)處的固端彎矩與通過該節(jié)點(diǎn)的縱梁引起柱端橫向附加彎矩之和，根據(jù)平衡原則，節(jié)點(diǎn)彎矩的正方向與桿端彎矩方向相反，一律以逆時針方向?yàn)檎ｍ攲樱篗A5=－MD5=－32.49+1.27=－MB5=－MC5=32.49－2.33－樓層：MA=－MD=－32.49+1.27=－MB=－MC=32.49－2.58－活荷載作用下彎矩二次分配圖4.6活載作用下橫向框架彎矩的二次分配（KN·m）6.恒荷載作用下梁端剪力和柱軸力計算表4-8滿跨活載作用下AB跨梁端剪力層q(kN/m)u=(l-a)*q/2MAB(kN.m)MBA(kN.m)∑Mik/lV1/A=u-∑Mik/lVB=-(u+∑Mik/l)316.222.28-27.8230.140.3221.96-22.6216.222.28-27.9930.210.3121.97-22.59116.222.28-25.2928.780.4821.8-22.76注：l=7.5ma=4.05m表4-9滿跨活載作用下BC跨梁端剪力層q(kN/m)l(m)ql/4(kN)VB=ql/4(kN)VC=-ql/4(kN)3634.594.59-4.5927.534.594.59-4.5917.534.594.59-4.59表4-10滿跨活載作用下AB跨跨中彎矩層q(kN/m)(板傳來荷載作用)u=(l-a)*q/2MAB(kN.m)∑Mik/lV1/A=u-∑Mik/lM=u*1.05-MAB-V1/A*l/2316.222.28-27.820.3221.96-27.82216.222.28-27.990.3121.97-27.71116.222.28-25.290.4821.8-29.8注：l=7.5ma=4.05m表4-11滿跨活載作用下BC跨跨中彎矩層q(kN/m)l(m)ql/4(kN)MBC(kN.m)VB=ql/4(kN)M=ql/4*l/6-MBc-VB*l/23634.59-5.214.591.0827.534.59-5.164.591.0317.534.59-6.274.592.14表4-12滿跨活載作用下柱軸力(kN)層邊柱（A軸）中柱（B軸）橫梁端部剪力縱梁端部剪力柱軸力橫梁端部剪力縱梁端部剪力柱軸力321.9610.1395.9622.6+4.59=27.1922.22143.95221.9710.13128.0622.59+4.59=27.1822.22193.35121.810.13159.9922.76+4.59=27.3522.22242.92圖4.7活載作用下橫向框架彎矩圖（kN·m）圖4-8活載作用下橫向框架剪力圖（kN）圖4-9活載作用下橫向框架軸力圖（kN）4.3地震作用下橫向框架的內(nèi)力計算多遇水平地震作用下位移驗(yàn)算水平地震作用下框架結(jié)構(gòu)的層間位移（△u）i和頂點(diǎn)位移ui分別按下列公式計算：（△u）i=Vi/∑Dij（3-1）ui=∑（△u）k（3-2）各層的層間彈性位移角θe=（△u）i/hi，根據(jù)《建筑抗震設(shè)計規(guī)范》，考慮磚填充墻抗側(cè)力作用的框架，層間彈性位移角限值[θe]<1/550。計算過程如表3-8所示：表3-8橫向水平地震作用下的位移驗(yàn)算樓層hi(mm)Vi(kN)∑Di(kN/mm)(Δue)(mm)ui（mm）[]三3600834.07359.722.329.380.000641/550=0.00182二36001383.83359.723.857.060.00107一45501698.98528.843.213.210.00071滿足要求表4-23各層柱反彎點(diǎn)位置層次柱別Ky0α2y2α3y3y3邊柱1.580.4510100.45中柱2.320.4910100.492邊柱1.580.5101.3500.5中柱2.320.5101.3500.51邊柱1.990.650.740\\0.65中柱2.920.580.740\\0.582.確定各層中各柱分配到的剪力、柱端彎矩。Vij=DijVi/∑Dij（4-10）Mbij=Vijxyh（4-11）Muij=Vij（1-y）h（4-12）表4-24地震作用下框架柱剪力及柱端彎矩層h(m)Vi(kN)ΣD柱別DiVikyM下M上33.6834.07359.72邊柱13.6628.610.45-46.35-56.65中柱18.4938.730.49-68.32-71.1123.61383.83359.72邊柱13.6633.830.5-60.89-60.89中柱18.4945.790.5-82.42-82.4214.551698.98528.84邊柱9.239.80.65-125.47-67.56中柱10.6846.20.58-129.96-94.113.梁端彎矩，剪力，軸力計算Mlb=ilb（Mci+1，j+Mci，j）/（ilb+irb）（4-13）Mrb=irb（Mci+1，j+Mci，j）/（ilb+irb）（4-14）Vb=（Mlb+Mrb）/l（4-15）Ni=∑（Vlb-Vrb）k（4-16）具體計算過程見下表：表4-25梁端彎矩、剪力及柱軸力的計算層次邊梁走道梁柱軸力MlbMrblVbMlbMrblVb邊柱N中柱N387.1569.567.521.7746.9646.96334.79-43.31-25.462107.2489.997.527.3960.7560.75345-70.7-43.071128.45105.397.532.4871.1471.14352.7-103.18-63.29圖4-18地震作用下彎矩圖VN圖4-19地震作用下框架剪力及柱軸力（kN）第五章框架內(nèi)力組合5.1彎矩調(diào)幅彎矩調(diào)幅，取β=0.9進(jìn)行調(diào)幅，調(diào)幅計算過程見下表。(5-1)(5-2)(5-3)表5-1彎矩調(diào)幅計算恒載層次跨向梁彎矩標(biāo)準(zhǔn)值調(diào)幅系數(shù)β調(diào)幅后彎矩標(biāo)準(zhǔn)值Ml0Mr0M中MlMrM三層AB-87.28-92.6876.90.9-78.55-83.4185.9BC-13.82-13.82-5.160.9-12.44-12.44-3.78二層AB-87.78-92.9476.510.9-79-83.6585.55BC-13.65-13.65-4.990.9-12.29-12.29-3.63一層AB-79.6-88.2830.9-71.6479.3891.39BC-17.22-17.22-8.560.9-15.5-15.5-6.34活載三層AB-27.82-30.1427.820.9-25.04-27.1330.72BC-5.21-5.21-1.080.9-4.69-4.69-0.56二層AB-27.99-30.2127.710.9-25.19-27.1930.62BC-5.16-5.16-1.030.9-4.64-4.64-0.51一層AB-25.29-28.7829.80.9-22.76-25.932.5BC-6.27-6.27-2.140.9-5.64-5.64-1.51BC-2.58-2.58-0.510.9-2.32-2.32-0.25一層AB-12.66-14.3314.920.9-11.39-13.4316.27BC-3.15-3.15-1.080.9-2.84-2.84-0.77一般組合采用三種組合形式即可：①可變荷載效應(yīng)控制時：②永久荷載效應(yīng)控制時，5.2橫向框架梁內(nèi)力組合表5-2橫向框架梁內(nèi)力組合（一般組合）桿件跨向截面內(nèi)力恒載活荷載1.2恒+1.4活1.35恒+活首層橫梁AB跨梁左端M-62.34-19.65-102.32-103.81V71.1321.59115.58117.62跨中M104.6434.93174.47176.19梁右端M-75.88-24.12-124.82-126.56V-75.31-22.97-122.53-124.64BC跨梁左端M-21.71-6.88-35.68-36.19V12.833.6520.5120.97跨中M-11.06-3.6-18.31-18.53梁右端M-21.71-6.88-35.68-36.19V-12.83-3.65-20.51-20.97三層橫梁AB跨梁左端M-79-25.19-130.07-131.84V74.3621.97119.99122.36跨中M85.5530.62145.53146.11梁右端M-83.65-27.19-138.45-140.11V-75.8-22.59-122.59-124.92BC跨梁左端M-12.29-4.64-21.24-21.23V10.544.5919.0718.82跨中M-3.63-0.515.07-5.41梁右端M-12.29-4.64-21.24-21.23V-10.54-4.59-19.07-18.82二層橫梁AB跨梁左端M-71.64-22.76-117.83-119.47V73.8921.8119.19121.55跨中M91.3932.5155.17123.38梁右端M-79.38-25.9-131.52-133.06V-76.27-22.76-123.39-125.72BC跨梁左端M-15.5-5.64-26.5-26.57V10.544.5919.0718.82跨中M-6.34-1.51-9.72-10.07梁右端M-15.5-5.64-26.5-26.57V-10.54-4.59-19.07-18.82表5-3橫向框架梁內(nèi)力組合（考慮地震組合）桿件跨向截面內(nèi)力內(nèi)力組合恒載地震作用1.2[恒+0.5(雪＋活)]+1.3地震作用向左向右向左向右首層橫梁AB跨梁左端M-62.3426.91-26.91-44.13-114.1V71.13-6.576.5780.5492.34跨中M104.643.26-3.2652.4744.15梁右端M-75.88-20.420.4-122.06-69.02V-75.31-6.576.57-102.68-85.6BC跨梁左端M-21.7113.77-13.77-8.86-44.66V12.83-10.210.22.5229.04跨中M-11.0600-13.63-13.63梁右端M-21.71-13.7713.77-44.66-8.86V-12.83-10.210.2-29.04-2.52三層橫梁AB跨梁左端M-79107.24-107.2429.48-249.34V74.36-27.3927.3966.81138.03跨中M85.558.63-8.63132.25109.81梁右端M-83.65-89.9989.99-233.640.34V-75.8-27.3927.39-140.12-68.9BC跨梁左端M-12.2960.75-60.7561.44-96.51V10.54-4545-43.0973.91跨中M-3.6300-4.66-4.66梁右端M-12.29-60.7560.75-96.5161.44V-10.54-4545-73.9143.09二層橫梁AB跨梁左端M-71.64128.45-128.4567.35-266.62V73.89-32.4832.4859.54143.98跨中M91.3911.53-11.53144.18114.2梁右端M-79.38-105.39105.39-248.3825.64V-76.27-32.4832.48-147.39-62.94BC跨梁左端M-15.571.14-71.1470.47-114.49V10.54-52.752.7-53.183.92跨中M-6.3400-8.53-8.53梁右端M-15.5-71.1471.14-114.4970.47V-10.54-52.752.7-83.9253.15.3橫向框架柱內(nèi)力組合表5-4橫向框架柱內(nèi)力組合(一般組合)桿件跨向恒載活荷載1.2恒+1.4活Nmax及相應(yīng)的NNmin及相應(yīng)的MNmax及相應(yīng)的M三層柱A柱柱頂M40.5513.2667.2275.1755.5668.00N369.9195.96578.24571.55558.05595.34柱底M40.0713.1166.4472.6356.5867.2N392.4195.96529.64598.56585.05625.71B柱柱頂M-35.44-11.07-58.03-68.82-68.82-58.91N503.87143.95806.17782.08782.08824.17柱底M-35.19-10.9957.61-67.94-67.94-58.5N526.37143.95833.17809.08809.08854.55二層柱A柱柱頂M41.5413.5968.8778.955.0469.67N507.27128.06788.00781.92758.24812.87柱底M48.8515.9880.9990.6966.8281.93N529.77128.06815.01808.92785.24843.25B柱柱頂M-36.1-11.26-59.08-73.62-73.62-60.00N690.77193.351099.611065.341065.341125.89柱底M-41.28-12.8667.54-81.86-81.86-68.59N713.27193.351126.611092.331092.331156.26底層柱A柱柱頂M24.668.0540.8655.6123.8641.34N652.44159.991006.911003.39965.641040.78柱底M12.334.0320.4449.35-9.620.68N682.75159.991043.291039.761002.011081.7V-7.63-2.49-11.65-21.64-2.94-12.79B柱柱頂M-21.89-6.86-29.75-57.01-57.01-36.41N885.45242.921402.671357.051357.051438.28柱底M-10.95-3.43-17.94-47.98-47.98-18.21N915.79242.921439.041393.461393.461479.24V6.772.1211.0924.0524.0511.26注：表中畫橫線數(shù)值用于后面的基礎(chǔ)設(shè)計中。表5-5橫向框架柱內(nèi)力組合(考慮地震組合)恒載活荷載地震作用1.2恒++1.3地震作用+0.5活±|Mmax|及相應(yīng)的NNmin及相應(yīng)的MNmax及相應(yīng)的M向左向右向左向右三層柱A柱柱頂M40.5513.26-56.6556.65-17.01130.29130.29-17.01130.29N369.9195.96-43.3143.31430.78543.38543.38430.78543.38柱底M40.0713.11-46.3546.35-4.29116.22116.22-4.29116.22392.4195.96-43.3143.31457.78570.38570.38457.78570.38B柱柱頂M-35.44-11.07-71.1171.11-141.7443.15-141.74-141.7443.15N503.87143.95-25.4625.46632.57698.76632.57632.57698.76柱底M-35.19-10.99-68.3268.32-137.7939.84-137.79-137.7939.84N526.37143.95-25.4625.46659.57725.76659.57659.57725.76二層柱A柱柱頂M41.5413.59-60.8960.89-21.13137.19137.19-21.13137.19N507.27128.06-70.770.7579.24763.06763.06579.24763.06柱底M48.8515.98-60.8960.89-10.93147.39147.39-10.93147.39N529.77128.06-70.770.7606.24790.06790.06606.24790.06B柱柱頂M-36.1-11.26-82.4282.42-157.3256.97-157.32-157.3256.97N690.77193.35-43.0743.07861.4973.38861.4861.4973.38柱底M-41.28-12.86-82.4282.42-164.5549.74-164.55-164.5549.74N713.27193.35-43.0743.07888.41000.38888.4888.41000.38底層柱A柱柱頂M24.668.05-67.5667.56-53.4122.26122.26-53.4122.26N652.44159.99-103.18103.18730.36998.63998.63730.36998.63柱底M12.334.03-125.47125.47-145.89180.33180.33-145.89180.33N682.75159.99-103.18103.18766.7310351035766.731035V-7.63-2.4939.8-39.841.08-62.4-62.441.08-62.4B柱柱頂M-21.89-6.86-94.1194.11-152.7691.92-152.76-152.7691.92N885.45242.92-63.2963.291096.271260.821096.271096.271260.82柱底M-10.95-3.43-129.96129.96-184.16153.73-184.16-184.16153.73N915.79242.92-63.2963.291132.681297.231132.681132.681297.23V6.772.1246.2-46.269.47-50.6569.4769.47-50.65注：表中畫橫線數(shù)值用于基礎(chǔ)抗震設(shè)計中。第六章框架梁、柱截面設(shè)計6.1框架梁截面設(shè)計注：正截面受彎承載力計算時，負(fù)彎矩處按矩形截面計算，正彎矩處按T形截面計算。表6-1橫梁AB、BC跨正截面受彎承載力計算層混凝土強(qiáng)度等級b×h(mm2)截面位置組合內(nèi)力柱邊截面彎矩(kN.m)h0(mm)ξ(mm2)實(shí)際選用(mm2)備注M(kN.m)V(kN)頂層C25300×700A3支座-140.33120.49-110.216600.0820.086685318,As=763ξ﹤0.55跨中146.69146.696600.0140.014879320,As=942ξ﹤0.55B3支座左-145.84-123.1-115.076600.0860.090717318,As=763ξ﹤0.55300×400B3支座右-28.6525.46-22.293600.0400.041176214,As=308ξ﹤0.55跨中-5.66-5.663600.0100.01044214,As=308ξ﹤0.55C3支座左-28.65-25.46-22.293600.0400.041176214,As=308ξ﹤0.55三層C25300×700A2支座-146.5122.00-116.006600.0860.090723318,As=763ξ﹤0.55跨中146.11146.116600.0140.014876320,As=942ξ﹤0.55B2支座左-151.35-124.51-182.486600.1360.1461172420,As=1256ξ﹤0.55300×400B2支座右-31.8726.79-25.173600.0450.046199214,As=308ξ﹤0.55跨中-5.41-5.413600.0100.01042214,As=308ξ﹤0.55C2支座左-31.87-26.79-25.173600.0450.046199214,As=308ξ﹤0.55二層C25300×700A1支座-142.45123.17-111.666600.0830.087695318,As=763ξ﹤0.55跨中155.17155.176600.0140.014930320,As=942ξ﹤0.55B1支座左-150.72-127.23-118.916600.0880.093742318,As=763ξ﹤0.55300×400B1支座右-41.0929.82-33.643600.0600.062268214,As=308ξ﹤0.55跨中-10.07-10.073600.0180.01878214,As=308ξ﹤0.55C1支座左-41.09-29.82-33.643600.0600.062268214,As=308ξ﹤0.55表6-2橫梁AB、BC跨正截面抗震驗(yàn)算層混凝土強(qiáng)度等級b×h(mm2)截面位置組合內(nèi)力柱邊截面彎矩(kN.m)h0(mm)ξ(mm2)實(shí)際選用(mm2)備注M(kN.m)V(kN)頂層C25300×700A3支座-222.59130.67-189.920.756600.1060.112898320,As=942安全跨中132.95132.950.755600.0740.077320,As=942安全B3支座左-206.78-115.43-235.640.756600.1310.1411132322,As=1140安全300×400B3支座右-78.7860.64-63.620.753600.0860.090385314,As=461安全跨中-4.86-4.860.753600.0070.007214,As=308安全C3支座左-78.78-130.67-111.450.753600.1500.164702318,As=763安全三層C25300×700A2支座-249.34138.03214.830.756600.1200.1281025418,As=1017安全跨中132.25132.250.756600.0740.077320,As=942安全B2支座左-233.64-140.12-268.670.756600.1500.1631306420As=1256安全300×400B2支座右-96.5173.91-78.030.753600.1050.111478314,As=461安全跨中-4.66-4.660.753600.0060.006214,As=308安全C2支座左-96.51-73.91-114.990.753600.1550.169727318,As=763安全二層C25300×700A1支座-266.62143.98-230.630.756600.1290.1381106322As=1140安全跨中144.18144.180.756600.0800.084320,As=942安全B1支座左-248.38-147.39-285.230.756600.1590.1741395325,As=1473安全300×400B1支座右-114.4983.92-93.510.753600.1260.135580316,As=603安全跨中-8.53-8.530.753600.0120.012214,As=308安全C1支座左-114.4983.92-93.510.753600.1260.135580316,As=603安全注：正截面抗震驗(yàn)算時，負(fù)彎矩處按矩形截面計算，正彎矩處按T形截面計算。梁內(nèi)縱筋由抗震設(shè)計要求控制。表中空格處表示按抗震計算的配筋小于按抗彎承載力計算的配筋，取抗彎承載力的配筋。表6-3橫梁AB、BC跨斜截面受剪承載力計算層次混凝土強(qiáng)度等級b×h(mm2)斜截面位置組合內(nèi)力V(kN)h00.2