河海大學畢業設計說明書作者：李良學號：AHG2009140專業：土木工程題目：溧陽職業學校一號教學樓設計指導者：除評著閱灑者或：富2燈0得1屈1葉家年抱5呀月準嗚楚抱南壘卻京嬸目瘦錄HYPERLINK\l"_Toc293131395"幣2菊0逼1慰1蠶鑰守上年間嶄決5狡月燃南體京蒼1HYPERLINK\l"_Toc293131396"匆前浙言鞋1HYPERLINK\l"_Toc293131397"辨內呼容先摘雀要江2HYPERLINK\l"_Toc293131398"扣第婚一液章社工乘程論概央況肺4HYPERLINK\l"_Toc293131399"擔1飯．餃1侍慶工屋程叮總壇體簡概哪況闊4HYPERLINK\l"_Toc293131400"可1冒．手2糊濃設系計古資綿料陵4HYPERLINK\l"_Toc293131401"蹈1務．辮3妹頓承庫重碗方賊案杜選海擇失4HYPERLINK\l"_Toc293131402"刻1黎．嘩4滔賤結旋構制布參置但5HYPERLINK\l"_Toc293131403"浴第銳二表章赤確探定灣計限算屑簡欲圖哄6HYPERLINK\l"_Toc293131404"惕2瞞.幅1碼冷框崗架爭梁瓦截據面狂尺估寸旁6HYPERLINK\l"_Toc293131405"滅2占.貼2準雄框苗架廟柱助截孔面沒尺怪寸采6HYPERLINK\l"_Toc293131406"螺2猜.枯3茅倒框療架雙結產構揪計鑄算糕簡帖圖監6HYPERLINK\l"_Toc293131407"得第指三伍章夾荷俯載極代絕表莖值獸7HYPERLINK\l"_Toc293131408"刃3擦.循1拴荷欺載軌統兵計雨7HYPERLINK\l"_Toc293131409"粒3仿.胖2按尋荷誼載代作陣用決計乓算飛9HYPERLINK\l"_Toc293131410"跨3胳.酷3轉已地盈震堤作書用皇下丙荷綁載蝴計月算厭1娘2HYPERLINK\l"_Toc293131411"說第靈四表章曉框評架旱內章力顫計袖算船1鄉7HYPERLINK\l"_Toc293131412"隱4嫩.睜1蓮即恒證載辱作揭用誠下贈的出框棕架乖內案力酒1暫7HYPERLINK\l"_Toc293131413"湊4澆.所2俗降活蝕載棒作豎用煙下扯的頑框你架毯內工力威2壩4HYPERLINK\l"_Toc293131414"且4咱.晴3完地叨震弦作領用弟下蓬橫皇向例框塞架揪的育內盲力緞計序算凡2害8HYPERLINK\l"_Toc293131415"墾第慮五大章滿框門架型內扭力汪組卸合環3軌2HYPERLINK\l"_Toc293131416"筋5咐.瓜1屆捕彎效矩絡調引幅脅3歌2HYPERLINK\l"_Toc293131417"飼5改.女2狼橫志向梢框今架蜘梁貌內晚力續組玻合犯3萌3HYPERLINK\l"_Toc293131418"自5芬.省3檔橫脾向努框越架泉柱膚內沸力尺組悉合傘3襯6HYPERLINK\l"_Toc293131419"摸第仗六脈章亭框養架勾梁攻、揮柱伴截老面雪設碰計亮4棍0HYPERLINK\l"_Toc293131420"蹄6排.圖1謝框點架當梁諸截生面濫設榜計偵4紗0HYPERLINK\l"_Toc293131421"韻6裹.昆2慶傭框嬸架輔柱豆截慶面積設雅計蜘4玩6HYPERLINK\l"_Toc293131422"豪第查七燒章初樓滾梯舉結她構幼設媽計撕4手8HYPERLINK\l"_Toc293131423"蕉7吃.刃1泉陷樓青梯鄉板絞計受算堆4嫌8HYPERLINK\l"_Toc293131424"鞠7飛.西2夏苦平銳臺序板壟計持算孤4養9HYPERLINK\l"_Toc293131425"牽7諸.球3辜猴平競臺肯梁翠計償算欠5與0HYPERLINK\l"_Toc293131426"婆第境八鼓章待現趣澆著樓成蓋摸設重計野5鵲3HYPERLINK\l"_Toc293131427"聚8幸.引1膝現瓜澆何樓鼓蓋球設期計建5失4HYPERLINK\l"_Toc293131428"勵第能九牙章僻基占礎謠設茄計繡5顆6HYPERLINK\l"_Toc293131429"閱9夏.剝1姓肆荷麻載頑計巴算燦5戰7HYPERLINK\l"_Toc293131430"賄9甜.探2素確確劇定全基譯礎稼底每面左積偽5爹8HYPERLINK\l"_Toc293131431"爽9怖.側3隸尊基土礎撒結戒構帖設帽計庫（娘混亦凝哄土澡采窄用良C瘡2傅0棍）騾5劃9HYPERLINK\l"_Toc293131432"謊第晝十永章時科牢技碧資神料侍翻該譯緩6懼4HYPERLINK\l"_Toc293131433"靜參岡考聰資射料釀8驗3霜前丟宰貌迫言喂畢灰業竭設瞞計響是參大糧學挺本醬科拋教筒育焦培猜養例目選標日實南現猶的榨重蜘要融階壯段胳，騎是疼畢義業姓前蝦的峽綜寶合弟學偵習棟階班段槽,造是拒深赴化荒、斑拓語寬懼、掙綜父合裳教糊和躁學核的括重掃要差過掃程去,蘇是勒對寇大深學吃期廟間竭所尋學城專訪業枕理近論鹿知棕識彩的囑全旗面伏總雕結劑。耳本初組娘畢駱業恩設耽計疾題剃目清為蜘《季溧染陽仇職新業受學帝校牙一信號爆教嬌學之樓戒框到架摩結望構可設記計慧》買。內在竹畢含業羊設察計施前膚期鴿，翼我佩溫沿習銹了滴《理結承構三力帶學店》向、染《屋鋼悶筋趕混晉凝度土百》烘、描《刻建娃筑磨結螺構掙抗臨震錄設輪計委》霜等毒知辦識釀，丙并青借術閱熱了右《吃抗攤震車規圖范牢》丹、冊《狐混弱凝柏土待規疲范眾》征、真《陳荷晶載妨規拼范藏》罩等嘆規洲范藥。釣在添畢墊業你設算計護中剪期龍，抗我探通狠過蘇所鞠學異的幕基孤本醒理幸論架、蝴專賠業竟知夠識鍵和頂基屢本啟技心能嚇進景行績建害筑生、己結駱構則設畏計本。敏在嚴設定計雞期依間滿，傭本塞組帆在們校羅成破員椅齊唐心淡協徐力省、貌分韻工顆合范作旅，繭發伍揮斧了桌大核家摟的匠團頁隊沃精殼神也。敢在毅設忌計框后迎期扇，息主黑要浮進缸行淘設抄計前手店稿壟的駐電殼腦歲輸緞入憑，種并裝得教到灑老蠢師桂的仇審施批打和絨指疼正溉，恥使式我亦圓蹈滿次的隔完倍成葬了岔任寶務伐，擇在壁此乓表艘示疲衷必心慨的夢感摟謝圾。泰畢誼業攔設婆計肉的吐三新個數月饑里襯，陪在房指跨導娛老偵師帆的喂幫魄助珠下耕，邪經架過潛資津料攏查畏閱聾、送設輪計傻計要算便、捐論賠文傭撰蠅寫稼以圣及傷外嶺文錢的豪翻蜓譯魂，蒙加奶深蛇了叼對指新承規漫范幫、果規俊程鋸、裝手殊冊沃等槐相紐關胖內皇容闊的溜理岔解洽。炸鞏橋固頸了儲專都業蓋知凱識愿、扒提夫高采了駱綜猾合產分殖析戒、太解莊決裂問獵題屯的蘭能服力開。清在濟進搬行姜內判力陷組瞞合并的怕計培算窮時修，證進盼一蚊步象了后解肢了圓E免x嫂c析e禽l悠。愧在敞繪爭圖森時叫熟堆練抗掌番握號了火A宏u壯t背o剃C妨A弱D良，杠以滿上烘所漠有頌這士些觀從稻不暗同怖方崗面鍬達削到軋了少畢圈業拘設計計唇的妻目困的學與紡要茅求論。沿框麻架針結橋構尼設聲計纏的尊計泛算息工位作腐量見很摟大回，膨在吉計急算駐過磁程壟中肆以半手搖算洽為齒主臭，旁輔沉以南一布些驚計飄算啦軟戀件以的臂校君正擾。載由勢于姻自腦己荒水廚平幣有舒限偉，魄難根免既有稅不環妥村和跌疏仍忽賞之園處鍵，擁敬暑請村各膚位釀老東師丹批默評藍指膀正且。望內絞容冷摘仔要境本煙設障計增主虹要涼進趁行婦了菌結址構扎方麥案瓶中業橫得向仿框武架騎3澡軸繁框謊架娘的旗抗伶震那設疤計臣。遣在熄確血定三框丹架曲布出局斑之靠后統，做先水進央行宋了夾層成間健荷謎載開代刑表碗值糞的縣計康算流,坑接雙著較利絹用特頂豎點袖位餃移彩法巴求述出羨自滋震朝周蘆期替，慧進除而河按欠底宜部買剪丹力非法虜計襖算館水蓄平中地搖震歉荷飲載蹲作溉用道下僑大跳小唱，貿進慰而趁求茫出泛在刺水鑰平矩荷會載鐘作錦用先下船的塔結瘡構豬內選力勾（玻彎嘗矩脹、老剪挎力駐、糊軸門力閘）蠻。拐接下著谷計出算酷豎調向坦荷穩載敬（縫恒利載鋼及艇活著荷誰載雜）證作土用霧下板的蘭結武構富內冬力鈔，最。欣曾是糧找神出呢最竊不善利綱的克一渡組悅或沖幾偉組套內汁力健組反合范。剛蜘選返取替最瞞安析全辨的抬結盈果勞計達算晝配割筋管并沒繪滅圖傭。隸此誘外臘還堅進沾行波了失結律構臭方勝案條中苗的陜室素內殲樓酬梯堵的支設斯計輸。疲完釘成括了和平哨臺橫板堅，郊梯廊段柏板全，巷平鑰臺習梁談等蒙構碧件廣的莊內爽力達和炎配進筋蔥計到算裹及盆施豎工活圖燦繪譯制令。受關厘鍵接詞科：就框曬架商結飄構努設載計浮抗創震模設咬計殘A探b勵s閘t炒r迎a蘭c際t薪T務h漏e盒盒p逝u呈r仔p搞o燙s謠e騙最o默f螞殊t廈h驢e喝奧d亦e倦s雞i玩g叉n乒春i碑s邊尺t宵o棕嬌d迅o師申t瘡h奧e眾蠻a閉n喬t賣i認-成s隱e去i模s肅m日i壞c收壯d逐e畢s召i產g柱n竊痰i單n弦困t防h梨e澡鉛l槐o騰n溜g翁i霸t狹u邀d澤i擔n庸a鉤l裁絞f勻r惰a完m巖e秀s僑趁o自f丑少a激x吊i傍s捧鑄3轎.映舊W襖h撇e者n刑密t銅h底e背捉d凳i彈r陰e吊c仰t賄i巖o捐n弄s叉銜o言f但觸t鮮h懶e拳秩f藝r鴉a由m弊e眾s亭錦i澇s爬鍛d徐e介t綱e叼r洞m槳i寬n用e片d理,斃危f沙i綿r欲s琴t鞭l稻y陣憂t足h淹e跌天w嘩e干i麥g啊h肆t殲裝o隱f葡烘e板a豪c椒h犁麗f柄l問o莊o領r拾席i逃s戰快c美a井l敢c累u泳l伍a捐t稿e邀d乎遺.揭T儀h褲e狂n越擴t材h球e謊方v吹i棕b滲r談a錢t揮e懲瞇c欺y對c序l揪e君拼i擴s小槽c翼a柏l炊c昏u闖l振a磚t辟e玉d臟嚼b練y墳寇u廈t來i栗l薪i蟲z維i寬n鄭g筍贊t肯h件e宰你p難e舌a顯k岔-階d奔i戴s輕p蹲l剖a抖c裹e獨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i封c泉嫩f敬o咐r繼c禾e相躲c喇a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m掉-戰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g敢費m鍵o內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e牲裳a彎n奏d斗這a題x蹄i驅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i炸z怠o線n資t蜓a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e渠畝i漁n港t血e售r裕n無a膠l裹租f風o證r郊c男e除繪u許n機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u供s講i藍n怒g永構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疤s杏e險碧i卸s婆濁t隨o園尋f腎i雙n拆d狗枝o擴n翠e輸災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f遺饒t駐h歐e販售w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喬m灰p挎o技n豎e術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s辮內a類l產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學校一號樓為三層鋼筋混凝土框架結構體系，建筑面積約3000m2，層高3.6m，室內外高差為0.45m，屋面為上人屋面，采用有組織排水。樓蓋及屋蓋用現澆鋼筋混凝土板。建筑設計使用年限50年。1．2設計資料（1）建筑構造屋面做法：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，內外墻作法：內外墻均選用粉煤灰輕渣空心砌塊（390mm×190mm×190mm）（2）地質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：設防烈度為7度，設計基本地震加速度為0.1g，設計地震為第一組。（5）建筑等級：結構安全等級二級，耐火等級Ⅱ級。（6）材料：混凝土強度等級上部結構采用C25，基礎采用C20；梁柱及基礎縱向受力鋼筋采用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）教學樓樓面活載，查《建筑結構荷載規范》(GB50009–2001)，確定樓面活載標準值為2kN/m2；上人屋面活荷載標準值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。根據以上樓蓋的平面布置及豎向荷載的傳力途徑，本教學樓框架的承重方案為橫向框架承重方案。1．4結構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=(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澆鋼筋混凝土結構，7度設防，高度<30m，抗震等級為二級，取底層柱估算柱尺寸，根據經驗荷載為14kN/m2：中柱負荷面積（3/2+7.5/2）×8.1=42.525m2。豎向荷載產生的軸力估計值：NV=14×42.525×3=1786.05kN。軸力增大系數，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框架結構計算簡圖荷載代表值3.1荷載統計一、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.刷素水泥漿結合層一道20厚1:3水泥砂漿找平層0.02×20=0.4kN/m2120厚現澆鋼筋混凝土板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內縱墻1.5940.43.65.10154.44277.7外橫墻1.970.73.65.71318102.83內橫墻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內縱墻1.5940.44.556.61554.44360.12外橫墻1.970.74.557.58518136.53內橫墻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、活荷載統計上人屋面活荷載標準值2.0kN/m2樓面，衛生間活荷載標準值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準值為；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準值為；g5AB=g5CD=2×8.1=16.2kN/mg5BC=2×3=6kN/m二、樓面荷載1.樓面荷載標準值：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、屋面框架節點集中荷載標準值；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頂層邊節點集中荷載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頂層中節點荷載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、樓面框架節點集中荷載標準值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中間層邊節點集中荷載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內縱向梁上填充墻8.1×5.101=41.32kN柱自重22.5kN28.44kN中間層中節點集中荷載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.集中于屋蓋處的質點重力荷載代表值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.集中于樓面處的質點重力荷載代表值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點重力荷載代表值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結構等效總重力荷載：圖3-4各質點的重力荷載代表值2.地震作用計算：（1）框架柱的抗側移剛度在計算梁、柱線剛度時，應考慮樓蓋對框架梁的影響，在現澆樓蓋中，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移剛度見表3-5：表3-5框架柱橫向側移剛度D值項目根數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：（考慮結構非承重磚墻影響的折減系數，對于框架取0.6）則自振周期為： （3）地震作用計算根據本工程設防烈度7、Ⅱ類場地土，設計地震分組為第一組，查《抗震規范》特征周期Tg=0.35sec，αmax=0.08由于Tg=T1結構等效總重力荷載：因為T1<1.4Tg所以無需在此結構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準值由表3-7計算列出。表3-7樓層地震作用和地震剪力標準值計算表層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算水平地震作用下框架結構的層間位移（△u）i和頂點位移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《建筑抗震設計規范》，考慮磚填充墻抗側力作用的框架，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第四章框架內力計算4.1恒載作用下的框架內力1.彎矩分配系數計算彎矩分配系數頂層：節點A3節點B3節點A2節點B2底層：節點A1節點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，中框架縱梁偏向內側頂層外縱梁 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.節點不平衡彎矩橫向框架的節點不平衡彎矩為通過該節點的各桿件（不包括縱向框架梁）在節點處的固端彎矩與通過該節點的縱梁引起柱端橫向附加彎矩之和，根據平衡原則，節點彎矩的正方向與桿端彎矩方向相反，一律以逆時針方向為正。頂層：MA5=－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，中框架縱梁偏向內側頂層外縱梁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.節點不平衡彎矩橫向框架的節點不平衡彎矩為通過該節點的各桿件（不包括縱向框架梁）在節點處的固端彎矩與通過該節點的縱梁引起柱端橫向附加彎矩之和，根據平衡原則，節點彎矩的正方向與桿端彎矩方向相反，一律以逆時針方向為正。頂層：MA5=－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力計算多遇水平地震作用下位移驗算水平地震作用下框架結構的層間位移（△u）i和頂點位移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《建筑抗震設計規范》，考慮磚填充墻抗側力作用的框架，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）第五章框架內力組合5.1彎矩調幅彎矩調幅，取β=0.9進行調幅，調幅計算過程見下表。(5-1)(5-2)(5-3)表5-1彎矩調幅計算恒載層次跨向梁彎矩標準值調幅系數β調幅后彎矩標準值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可變荷載效應控制時：②永久荷載效應控制時，5.2橫向框架梁內力組合表5-2橫向框架梁內力組合（一般組合）桿件跨向截面內力恒載活荷載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橫向框架梁內力組合（考慮地震組合）桿件跨向截面內力內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橫向框架柱內力組合表5-4橫向框架柱內力組合(一般組合)桿件跨向恒載活荷載1.2恒+1.4活Nmax及相應的NNmin及相應的MNmax及相應的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：表中畫橫線數值用于后面的基礎設計中。表5-5橫向框架柱內力組合(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|及相應的NNmin及相應的MNmax及相應的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：表中畫橫線數值用于基礎抗震設計中。第六章框架梁、柱截面設計6.1框架梁截面設計注：正截面受彎承載力計算時，負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度等級b×h(mm2)截面位置組合內力柱邊截面彎矩(kN.m)h0(mm)ξ(mm2)實際選用(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跨正截面抗震驗算層混凝土強度等級b×h(mm2)截面位置組合內力柱邊截面彎矩(kN.m)h0(mm)ξ(mm2)實際選用(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：正截面抗震驗算時，負彎矩處按矩形截面計算，正彎矩處按T形截面計算。梁內縱筋由抗震設計要求控制。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度等級b×h(mm2)斜截面位置組合內力V(kN)h00.2