陳雷的計算書完美

前言畢業(yè)設計是大學本科教育培養(yǎng)目標實現的重要階段，是畢業(yè)前的綜合學習階段,是深化、拓寬、綜合教和學的重要過程,是對大學期間所學專業(yè)知識的全面總結。本組畢業(yè)設計題目為《某住宅樓框架結構設計》。在畢設前期，我溫習了《結構力學》、《鋼筋混凝土》、《建筑結構抗震設計》等知識，并借閱了《抗震規(guī)范》、《混凝土規(guī)范》、《荷載規(guī)范》等規(guī)范。在畢設中期，我們通過所學的基本理論、專業(yè)知識和基本技能進行建筑、結構設計。本組在校成員齊心協力、分工合作，發(fā)揮了大家的團隊精神。在畢設后期，主要進行設計手稿的電腦輸入，并得到老師的審批和指正，使我圓滿的完成了任務，在此表示衷心的感謝。畢業(yè)設計的三個月里，在指導老師的幫助下，經過資料查閱、設計計算、論文撰寫以及外文的翻譯，加深了對新規(guī)范、規(guī)程、手冊等相關內容的理解。鞏固了專業(yè)知識、提高了綜合分析、解決問題的能力。在進行內力組合的計算時，進一步了解了Excel。在繪圖時加深掌握了AutoCAD和PKPM，以上所有這些從不同方面達到了畢業(yè)設計的目的與要求。框架結構設計的計算工作量很大，在計算過程中以手算為主，輔以一些計算軟件的校正。由于自己水平有限，難免有不妥和疏忽之處，敬請各位老師批評指正。二零零八年六月十五日1工程概況1.1設計概況：本工程位于沈陽市開發(fā)區(qū)，坐落在南五馬路南側。本項目為配套公建，總建筑面積9392.63m2，建筑總高度33.2m.表1-1設計概況Table1-1designsurvey設計使用年限建筑結構安全等級建筑物耐火等級結構體系基礎性質50年二級二級鋼筋砼框架類別設計等級樁基安全等級天然地基丙級無1.2建設項目名稱：沈陽龍在人間住宅樓1.3建設地點：沈陽市1.4設計資料：地質水文資料：根據工程地質勘測報告，擬建場地地勢平坦，表面為平均厚度0.5m左右的雜填土，以下為1.0m左右的淤泥質粘土，承載力的特征值為80kN/m2，再下面為較厚的垂直及水平分布比較均勻的粉質粘土層，其承載力的特征值為180kN/m2，可作為天然地基持力層。地下水位距地表最低為-10m,地下水對混凝土及結構中的鋼筋均無腐蝕性。地下水位距地表最低為-10m,地下水對混凝土及結構中的鋼筋均無腐蝕性。場地抗震設防烈度為7度，建筑場地類別為2類，場地特征周期為0.3s，地面粗糙度為C類，基本風壓為0.55kN/m2,基本雪壓0.5kN/m21.5氣象資料：冬季室外平均溫度：-15℃延逐復此夏季室外煩平均溫度右：弟2究5欲℃斜冬季最低用溫度及：嘩-2最8茅℃脖降雨量：利年總臥量輛850m欲m爪，小時最午大范量逐80mm課場地凍結練深度濤：稠1.2m瓶1.6族青設計依據澡戀1慨.盤政府職能胃部門就本蘇工程的相哈關批復文唐件還匠2.點《建筑設濁計資料集格》珠1惱集嶄、奏4惠集嚷3.宇《高層民柔用建筑設水計防火規(guī)貧范》服（截GB50閣045-筍9宋5抽）于4傾.辜建筑結構魔荷載規(guī)范丟（職GB50隸0009畝-200蠻1患）兵2訂票結構計算窯書萌2.1喝燥結構承重快方案選擇序控仔根據建筑窗功能要求起以及建筑矛施工的布友置圖，本擠工程確定顫采用框架始承重方案社，框架梁充、柱布置些參見結構貞平面圖。駐圖鈴2-東1繳框架結構指平面圖凈Figu健re2徹-1p繪orta套lfr素ame否cons哀truc職tion洗hor練izon跪tal矛plan憐2.傲2溉主要構件定選型及尺歐寸初步估桐算牛.2.悅2.1默忘主要構件廢選型掩（１）閉梁可﹑財板眨﹑玩柱結構形類式：現澆演鋼筋混凝姐土結構崖（２）墻策體采用：授粉煤灰輕盈質砌塊勝（３）墻挺體厚度：增外瑞墻背:370塌m始m講，內敬墻香:240焦mm會（４）基鐵礎采用：概柱下獨立臥基礎飼2.3抓此梁回﹑扶柱截面尺宴寸估算鍬主要承重燥框慚架穴:思因為梁的江跨度較接講近考（塌5100麥m漿m抵﹑刃5400懸m澆m源）窗,慢可取跨度史較大者進缸行計喪算乎.返取確L=54淹00mm鏟h攏=(1/致8~1/穿12)L河=675削mm~4姿50mm慎羞鐵取融h=52飛5mm.段廳L叉n/h=識5160才/525廳=9.8謙3>4翅伏262.短5mm~鉛175m晌m川趨取雕b=25蝕0mm枝點滿絕足核b>20夢0m罰m櫻且顛b財500途/2=2壽50mm瘡故主要框賽架梁初選粥截面尺寸恭為妖：肥b×h=旗250m國m×52奏5mm擾次要承重鉆框架：箏矩叨取尼L=33載00mm閣h永=(1/背12~1科/15)孔L=27訂5mm~革220m偽m泡韻取省h=30話0mm葬L雙n/h3衣060/徹300=悶10.2插>4鄙崗150m后m~10恨0mm約飾街取緩b=20武0mm迷故次要框疲架梁初選內截面尺寸廚為耕：典b×h=遷200m廈m×30筒0mm潑圖2.4湖拉框架于柱去:偉×280夠0=18饅6.7m扯m~14奧0mm廈b=(諒1~2/途3)h車丘均取畝b=h=1\*GB3富①恰達按軸力估感算產E策列前柱別:No厭=16.疑83×1擁1×(1謎2~15出)KN/范m泄2玩=222掌1.56搜KN~2繼776.宋95KN轎謀麻碗暢B便列淚柱胸:No聲=17.損82×1顫1×(1徐2~15訓)KN/春m帆2沖=235末2.24秒KN~2盆940.詢3KN=2\*GB3震②錢搖按軸壓比冬驗董算踢:沒此建筑抗暴震等級為犧二級，停=0.8鐮鐘選聲C3慰0自型混凝借土晚污=14.椒3章N=(像1.2~備1.4)業(yè)No驢柄牙謙追E啦列柱情：績懇斷港倆化B也列柱別：板A>=侍2822墳.69×聯1000津/0.8塑×14.戚3=24隙673=騾497×斧497在真故初選柱巡截面尺寸編為：內李柱提600×徐600辱臺外傷柱創(chuàng)500×銅500揮梢循啟圖放2-扔2腐框架結構榮簡圖薄Figu餓re2輝-2f府rame疑str烘uctu舅red牛iagr片am續(xù)3暖別重力荷載償代表值的豎計算則3.汪1揀資料準備旨：押查《荷載紫規(guī)范》可已?。好缥菝嬗谰梅趾奢d標準耐值（上人且）協綠晶臂喊偷克聞猴餓雪貪喂墳盤22×0摸.03妥=型0.66塔KN/m尋2悼三氈四油頸防水層菊0.4躍KN/m霉2允2拜0巷厚水泥砂保漿找平婆層動販具胸竟表寒20×埋0.0稼2樸=粱0.4鑄KN/塵m召2絹10龍0賤厚阻燃型欣苯乙烯泡模抹塑料保輛溫閑板抬0.5×蹲0.1識=裳0.05綿KN/秒m恨2墳1貍0搶0俊厚鋼筋混逢凝土子板預般擋代種巡藏25予×率0.1利0漠=宗2.5荷KN/著m庭2楊1眉0田厚混合砂舟漿刮大徑白疏桑怒嗚漫賺齡17×繼0.蛙01縫=胞0.17坑KN/叔m私2巡合姑計盈4.18食KN/蝦m者2賊1-常10眉層樓面：勸1安0以厚枯1臂：嫁1忠水泥砂脅漿傭相20×擋0.01坐=0.2歇KN/間m掏2駁2繳0櫻厚大理屋石緩2識8×0.敬02=0堪.56派KN/吳m谷2桃2拋0加厚壁1刊：唐3汗水泥砂漿厲找平句層昌2張0×0.賞02=0掌.4悼KN/m獸2渡1綱0賺0棕厚鋼筋混劇凝土燈板沉墊25沒×伶0.1董0繪=爭2.5銹KN/m翼2纖2詳0大厚穗1忠：戀3峰水泥砂漿素找平頓層狡2笨0×0.厭02=0間.4蠅KN/m麻2鐵1律0阻厚混合砂榮漿刮大氏白馳1魚7×憑0.化01妙=尋0.17祖KN/肅m但2邁合嫌計非4.2綿3危KN/起m臟2布屋面及樓律面可變荷糖載標準值聾：悶上人屋面刪均布活荷視載標準值籮2.載0KN盯/m廟2獵樓面活荷連載標準值吩2.舞0KN兄/m扎2示屋面雪荷饒載標準值浴S報K池=u刊r器S蝶0們=1.0弄×傭0.史35舊=0.洞35典KN/掌m大2厚鑄蛛（式中靜u寺r化為屋面積撓雪分布系繞數）應梁柱密度爺25K欺N/m逼2架蒸壓粉煤隆灰加氣混趙凝土砌塊茂5徑.5KN掉/m詢3助3.2慈健重力荷載鉗代表值的墾計算：悶3.2.妙1碑第一層：公表杜3-1槐較梁購Tabl豐e3-獨1胸beam類別凈跨（mm）截面（mm）密度（KN/m3）體積（m3）數量(根)單重（KN）總重（KN）橫梁5400250×525250.712417.754263000250×525250.3989.7578縱梁3300200×300250.19284.75133用表氧3-2階智柱完Tabl世e3-娃2co警lumn類別計算高度（mm）截面（mm）密度（KN/m3）體積（m3）數量（根）單重（KN）總重（KN）柱2800600×600251.011925.25479.752800500×500250.72417.5420轎3.2.飯2剝管內外填充白墻重的計勁算：艘外墻重量外：墻輕厚混37毫0mm脫單跨縱橫嬌墻體積：鴨0.運37×1哀5×2.啊8針=踐15.5竊4漫m棟3案0.港37×4在.5×2鹽.8攏=放4.7堤m舉3槳單跨重量演：剛15.5翅4×茂5.5=津85.4顫7絕KN獲4骨.7×再5.5=于25.6乞KN點廁總重貴：怎85.4昆7×2+刻25.6徹×2限==統(tǒng)222.祖14洪KN濟內墻重量賠：墻境厚曉240元mm蹤，計算長免度伍1866陡00恭mm鹿，億單跨體積吊：甘0.覽24×1遠86勝.額6×2.環(huán)8益=霉125.鉗4釀m慰3浙總重叼：雜5.5×趴125.毫4妙=腰689.游67殼KN葵3.2.鴨3久頓窗戶計算甘：瓣惹損表剃3-3籃丹窗戶計算羅表頁Tabl潮e3-音3wi化ndow寄com紋puta奧tion畜cha換rt編號型號數量面積總重量C13300×1800125.9428.5KNC23000×180025.44.32KNC32400×180024.323.46KNC53900×180027.025.62KNC6900×180021.621.3KNC71500×140022.11.68KN春總重量合旗計宮：駛44.8袍8霸KN幫3.2.碰4袋門重計算扒：熊自丸重騙0.15坦KN/巷m貍2料M1義9和00×2復100演1.材89相20錢測5.6兇7貌M2世1獎000×臺2100濤貫2.辨1警4術1.許26語M6蟲3死300×宰2100體避6.僚93屢6丑6.挨24粱子母獄門慕1勝800×野2000物銹3.6晴2私1.08虧M3催鴿150耀0×21里00沈3.逆15書朵20.辦95啞M4球據180繁0×21販00史3.辜78幅茅21.糖13昏合計總重點量聲：明16.3言3醒KN唉3.2.盜5籮樓板恒載條、活載計艙算（樓梯伴間按樓板劑計算）：盒面積亡：故43.8扶×10.血5+4.奪5×14期.1+4活.5×1瞧1.7堆=盈57爛6將（屠m(xù)個2秧）篩恒載椒：膜4.23手×576束=懲2436做.48寸KN務活載：麻2.0隔×576滿=巴1152惰KN搜由以上計守算可知，豬一層重力呆荷載代表平值秩為信G持1鈔=G壤恒再+0.5柳×緩G幸活蛙=董（套426忘+看7費8殲）著×但1.05丟+郊133×盯1.05佛+品(需479.勸75+4價20)×經1.05針+滋222.悄14削+繡689.翠67卻+授44.8蠶8信+寫16.3架3倦+恰1152貪×精0.5=何3162隊.608坑KN很注：梁柱仰剩上粉刷淹層重力荷遵載而對其引重力荷載虹的增大系尋數磚1.05篇。盼3.2.蹈6肌乳第二～十襖層：枕表丈3-4杏延梁懇Tabl董e3-邪4be延am類別凈跨（mm）截面（mm）密度（KN/m3）體積（m3）數量(根)單重（KN）總重（KN）橫梁5400250×525250.712417.754263000250×525250.3989.7578縱梁3300200×300250.19284.75133訴表鴉3-5此塵柱翠Tabl那e3-已5傭col房umn類別計算高度截面密度體積數量單重總重2800600×600251.011925.25479.75柱2800500×500250.72417.5420踏3.2.隊7侄檢內外填充懇墻重的計源算同首層非：嬸3.2.拔8沖瓜門窗計算匯：開窗：總重疲量終：凳44.8賤8+0.攏9×旦0.4折×3狂=懶45.9義6梳KN同門：總重咱量陡：續(xù)16.3久3-1.文08=1拐5.25宏KN散由以上計現算可知，免二～十層少重力荷載哨代表值縱為摧G要2箭=G正恒更+0.5公×旨G惠活尿=肯（章426叛+舞7暖8彼）給×桑1.05釣+略133×型1.05早+災（挎479.踢758+崖42辯0乎）某×創(chuàng)1.05夢+憲222.賣14趣+巾689.方67炎+燭45.9作6榜+霸15.2蛇5票+閉1152婦×扎0.5=峽3162芒.608擠KN行注：梁柱毫剩上粉刷使層重力荷袍載而對其夕重力荷載矛的增大系恩數蚊1.05某。腎3.2.磚9懷第谷11差層重力荷觸載代表值市的計算：攪柱、梁、同同標準層腸樓板恒載姥、活載計躲算（樓梯嬸間按樓板去計算）：驕面積功：懷43.8爽×10.榆5+4.看5隔×假（京14.1許+11.賄7詳）叮=交57扎6失（檔m晝2完）礎恒載課：慣4.18葡×576親+0.9榨×0.2免4×11泡7.6遍=傲2433析.08衡KN姓活載：素2.0紡×576蘋=韻1152波KN愚雪載范：汪0.35描×576叼=院201.轉6耽KN菜由以上計葡算可知，平1閑1楚層重力荷笑載代表值匪為讓G傲2各=G躍恒映+0.5竭×換G撥活賭=藏（授426包+粒7腰8毫）頃×丸1.05植+韻133×堅1.05維+釘（勤479.慌75+4府2擔0由）源×躲1.05桑+竿222.悔14改+晨689.染67勉+爛45.9流6解+巾15.2偷5崖+腸（診1152亦+201將.裝6壁）曉×漫0.5=調3263忌.408悄KN奶注：梁柱疾剩上粉刷陰層重力荷慧載而對其療重力荷載堆的增大系拖數薄1.05扔。雪圖勿3-6鞭鍋各層的重霸力荷載代鏈表值篇Fig.羞3惹-1Gr閉avit部ylo司adr奶epre蟻sent增ativ子eval項ueo臥fev刑ery勝laye濫r循4愚勉框架側移蹄剛度的計媽算奏4煙．笑1悅解橫梁線剛糾度高i繩b僚的計算：君表豐4-1贈橫梁線剛意度計算肅Tabl維et.4席-1Th捉eli戒near香rig動idit廚yca神lcul碼atio糕nof杏cro燥ssb比eam類別Ec（N/mm2）b×h（mm×mm）I0（mm4）l（mm）EcI0/l（N·mm）1.5EcI0/l（N·mm）2EcI0/l（N·mm）中間跨3.0×104250×5253.015×10951001.675×10102.51×10103.35×1010邊跨3.0×104250×5253.015×10930003.015×10104.52×10106.03×1010落4揮．士2睡成柱線剛擱度蒼i幼c診的計算藝：啊I=bh帆3警/12赤表僅4-2君柱線剛度鬧計算咽Tabl幻et.4院-紹2輛The叨line躺arr膠igid墳ity豬calc浴ulat混ion辭of射colu匠mn層次hc（mm）Ec（N/mm2）b×h（mm×mm）Ic（mm4）EcIc/hc（N·mm）外柱28003.0×104600×6001.08×101011.57×1010內柱28003.0×104500×5000.52×10105.57×1010何4.3節(jié)粱各層橫向繡側移剛度督計算：道(俘D臭值勵法臣)磨4.3.鳴1攝底層外跨：毒K=鞭4.52革/循11.5肢9塔=0.糧39京α乳c詢=(0.枕5+K)預/(2+蛾K)=門0.37葡Di6=宮α攏c姿×毯12橋×枕i迷c屯/h茄2康=0.3盯7×刮12喉×11.貼57×策10偷10相/壟28擾00踐2襲=655陽20內跨：按K=甲（閑2.51給+6.0別3鴉）般/絡5.57戴=罩1.53陡α谷c磁=(0.竊5+K)鑒/(2+奇K)=趴0.58末Di6=證α辯c羞×辰12無×鉆i聲c恥/h柏2關=0.5無8×具12粉×5.5蘋7×灰10悅10塵/勻28渾00講2打=494方50素∑肚D嫂1奶=655輸20×2替+494做50×2竿=229糖940蒜4.3.他2顛第二偉～椅1集1活層：外跨：舉K=進4.52牌×2妙/匹（液11.5委7×湯2負）羞=榜0.39淡1怨α沫c知=K/(曠2+K)珠=0.塑164土Di1=徐α晴c墊×碗12揉×眨i妙c奶/h縣2惜=0.1特64×遣12置×11.恰57×它10鉆10雁/殲28伙00追2固=29杏040內跨：欣K=巷（沉2.51干+6.0侄3驅）塞/方5.57柿=掘1.53師α卵c除=K/(辯2+K)夠=旁0.43遲Di6=反α環(huán)c趣×喇12淹×液i飼c脫/h惹2偏=0.4亡3×值12羅×5.5餓7×漿10姜10痛/邪28蹤00訓2列=366躺60麗∑體D貫2幕=290糕40×2森+366銀60×2息=113該484摸∑臭D歲1斤/徹∑巾D蓬2著=229急940/腹1314與00=1榆.7>0炭.剛7騎，故該框僻架為規(guī)則莖框架。夏5策詳橫向水平伯荷載作用竭下框架結借構的內力甩和側移計乞算膝5.義1巨橫向自振執(zhí)周期的計融算：偵正多橫向自振息周期的計鑒算采用結幣構頂點的氧假想位移南法。舌基本自振臣周汁期激T俗1彩（易s揭）可按下回式計算：驕T撤1竊=1.右7改ψ站T喪瑞（朽u件T絞）莫1/2遠注但：攔u勤T蟻假想把集架中在各層器樓面處的詢重力荷載京代表艘值吩G判i誦作為水平跟荷載而算蹄得的結構粒頂點位移狡。閘ψ肝T喚結構基本溉自振周期塌考慮非承鴉重磚墻影突響的折減焦系數，咸取患0.掛6緒。幼u貍T晝按以下公載式計算：櫻V嫂Gi采=歷∑疼G筑k斧（義△翻u燒）啊i速=V延Gi績/向∑搏D副ij專u盆T階=萍∑務（勵△寧u紡）他k孝注襪：型∑碼D霧ij腔為第耗i辨層的層間描側移剛度嶄。忙聽置（爸△引u初）塘i粗為智第鳴i跳層的層間訴側移。魯跨糞（撒△銀u罩）類k否為貴第刃k禿層的層間特側移。完精晃s愚為同層內衛(wèi)框架柱的步總數。第結構頂點揉的假想側避移計后算呆:賠表舍5-敗1追結構頂點館的假想側劍移計算殃Tabl角et.5飄-1怠Imag堡inar膠ylat轟eral祖dis斜plac本emen閣tof攪stru愛ctur箏eac衰me層次Gi（KN）VGi（KN）∑Di（N/mm）△ui（mm）ui（mm）113263.413263.4122994014.11025.1103162.616426.0222994027.9101193162.619588.6322994041.7983.183162.6112751.2422994055.5941.473162.6115877.8522994069.1885.963162.6119040.4622994082.8816.853162.6122203.0722994096.673443162.6125365.68229940110.3637.433162.6128528.29229940124.1527.123162.6131690.9229940137.840313162.6134853.51131400265.2265.2渡T級1只=1.漿7仔ψ考T夢避（船u捕T洋）三1/2尸=1.7縱×碧0.儉7×價(鹿0.漁9115狠)惱1/2趣=符1.13丹(困s)牙5.鈴2妹水平地震害作用及樓栗層地震剪憶力的計算帆：止本結構高關度不超更過坦40黃m蹦，質量和船剛度沿高急度分布比記較均勻，劑變形以剪涼切型為主腐，故可用導底部剪力敘法計算水吹平地震作泉用，即：慣5.2.繭1箭結構等效仍總重力荷丑載代表潤值意G暈eq蛙G閃eq疤=0.8喘5屋∑口G沉i茅=0.8旨5昨×形（駛3162洞.61×效10+3溫263.惹4攝1賤）膝=296嶄56.0郊8呼（亂K宋N遇）跌5.2.恰2繁計算水平晝地震影響煮系斑數蹈а井1蟲查表得二走類場地近棉震特征周宏期糖值臨T統(tǒng)g概=0.4叮0患s窯。件查表得設似防烈度吳為影7夸度瓜的鳳а不max意=0.0溪8最а燈1舞=幫（祥T襖g倒/T零1打）南0.9揚а便max省露=傅（若0.4/恰1.1浪3售）寒0.9帳×0.0矩8吼=0.蟲031漁5.2.顧3席結構總的懇水平地震旗作用標準攀值節(jié)F剩Ek械F跌Ek途=橋а私1病G侄eq懷=0輪.031徒×296貫56.0瑞81技=9握19.3沫4K它N黎）茂因蛙1.4T耀g特=1.4徐×0.4跑=0.5亂6s<T歡1辨=1.1五3任s軟，所以不誓考慮頂部房附加水平思地震作用例。蒜叢亂各質點橫爆向水平地攝震作用按肅下式計算項：意F穿i刷=G罷i杠H界i扎F渣Ek莊（乒1譯-盒δ投n扇）睜/宋（搖∑托G貨k金H思k謙）除地震作用授下各樓層音水平地震蝴層間剪墾力愛V猾i花為簽V爐i存=費∑截F圾k譽（棍i=糊1終，埋2健，床…影n董）環(huán)剝表濤5-斑2憑各質點橫劑向水平地賊震作用及先樓層地震部剪力計算票表峰Tabl洽et.5叉-2T超able政of奴floo鄉(xiāng)r博eart煤hqua捆kesh情earc架alcu崗lati鞋on層次HiGiGiHiGiHi/GjHjFiVi1130.83263.41100513.030.1711321321028.03162.6188553.080.151116.6248.6925.23162.6179697.770.136105353.6822.43162.6170842.460.12193.4447719.63162.6161987.160.10681.8528.8616.83162.6153131.850.0969.5598.3514.03162.6144276.540.7557.9656.2411.23162.6135421.230.0646.3702.538.43162.6126565.920.04534.7737.225.63162.6117710.620.0323.2760.412.83162.618855.310.01511.6772騎各質點橫覆向水平地狡震作用及罵樓層地震披剪力沿房萍屋高度的認分布見下閘面：義圖莊5-1泛暮各質點水鑄平地震作殿用及樓層膜地震剪力演沿房屋高番度的分布祥Fig.奧5-1債Each線par湯ticl拆e優(yōu)seis企mic玻scti捷ona畫nd馳d誦istr訓ibut繼ion母of僵eart王hqua潔kesh塵ear卻alon若gth內ebu潑ildi衣ngh射eigh勁tdi鐵rect妙ion.波5.磚3姑多遇水平旗地震作用減下的位移鼓驗算斥：唱水平地震禿作用下框景架結構的吹層間位移舒（墓△粒u咸）刮i亂和頂點位躁移漲u閱i投分別按下激列公式計芹算：宰（攻△最u悼）貫i鞠=V某i奪/熱∑竿D撐ij素u錯i希=浮∑染（叼△踐u沒）有k招各層的層緣間彈性位挎移棕角早θ溉e雹=捕（最△鹽u拼）蒸i雄/h聚i垮，根據《藝抗震規(guī)范檢》，考慮藏磚填充墻舟抗側力作拘用的框架潤，層間彈宰性位移角甲限老值茅[挎θ編e覽]<1/誤55呈0篇。列表豎5-吧3斜橫向水平黃地震作用榨下的位移壁驗算彎Tabl叉et.疾5-3阻D撥ispl教acem羞ent廣oftr光ansv識erse賞hor兼izon露tal齊s繁eism擴ics悄ctio坊n層次Vi總Di△uiUiHiθe111322299400.5728.3328001/491210248.62299401.0827.7628001/25939353.62299401.5326.6828001/183084472299401.9425.1528001/14437528.82299402.323.2128001/12176598.32299402.620.9128001/10775656.22299402.8518.3128001/9824702.52299403.0615.4628001/9153737.22299403.2112.428001/8722760.42299403.319.1928001/84617721314005.085.0828001/551階5.累4悲水平地震它作用下框橋架內力計強算：詳5.4.團1醋框架柱端校剪力及彎翁矩分別按男下列公式輩計算：敞V編ij宋=D綁ij母V陳i寧/甜∑額D派ij聰M艱b屯ij簽=V淺ij進*yh剝M床u驗ij愉=V疾ij久（煙1-熔y然）覺h盤y=y帆n竄+y勸1侍+y饅2陣+y穩(wěn)3塊注樹：姿y于n殼框架柱的薯標準反彎娘點高度比蝦。鉛y葵1誦為上下層援梁線剛度膛變化時反泰彎點高度悲比的修正爆值。味y娘2捷、只y機3擾為上下層畏層高變化陷時反彎點嫌高度比的裂修正值。蝦y咐框架柱的巖反彎點高論度比。冰底層柱需砍考慮修正殘值叢y瀉2繳，第二層撫柱需考慮隨修正繡值笑y祥1枝和朵y址3難，其它柱襲均無修正餡。寶計算過程質如下表：舟各層柱端舌彎矩、剪惡力及軸力拆計算：瓶表說5-沉4礎各層柱端軟彎矩及剪獅力計算（陷邊柱）償Tabl蒼et.5徹-4En榴dco蘆lumn負mom察ents掙and依she怠are沉ach賴floo允r(亭side樓col外umn抬)DilVilkyMbMu2904016.60.3910.418.5927.892904031.40.3910.543.9643.962904044.660.3910.562.5262.522904056.450.3910.579.0379.032904066.780.3910.55102.8484.142904075.560.3910.55116.3695.212904082.870.3910.6139.2292.812904088.720.3910.6149.0599.372904093.10.3910.65169.4491.242904096.030.3910.65174.7794.112904097.50.390.7191.181.9牛表趟5-篩5亦各層柱端撫彎矩及剪壩力計算（糠內柱）懂Tabl虧et.5倘-多5晌End瓦colu觸mnm扛omen奶tsa姓nds切hear扔eac征hfl淹oor(番

匙in土side洞col熱umn塑)DilVilkyMbMu3666021.051.530.317.6841.233666039.641.530.4549.9561.053666056.381.530.4571.0486.833666071.271.530.4589.8109.763666084.311.530.45106.23129.843666095.391.530.5135.55135.5536660104.621.530.5146.47146.47366601121.530.5156.8156.836660117.531.530.5164.54164.5436660121.231.530.5169.72169.7236660123.081.530.55189.54155.08忘5.4.沿2吩梁端彎矩鍛、剪力及泊柱軸力的金計算：則表餅5-輕6松梁端彎矩石、剪力及晌柱軸力的胳計算筐Tabl絨et.5貝-秘6踏Calc裝ulat必ing年ofe鑰ndb孫eam穴mome絞nts雀,sh姥ear塌and汽colu英mna哪xial候for裝ceMlMrlVb27.8926.53318.1462.5550.62337.72106.4887.95364.81141.55116.25385.93163.17141.233101.47198.05155.463117.84209.17181.343130.17238.591953144.53240.29206.623148.97263.55214.933159.49256.67208.853155.17中MlMrlVb14.7314.735.15.7828.1128.115.111.0248.8348.835.119.1564.5564.555.125.3178.4178.415.130.7586.3286.325.133.85100.68100.685.139.98108.27108.275.142.46114.72114.725.144.99119.33119.335.146.8115.95115.955.145.47邊柱N中柱N-18.14-12.36-55.86-39.06-120.67-84.72-206.6-145.34-308.07-216.06-425.91-300.74-556.08-390.74-700.61-492.81-849.58-596.79-1009.07-709.48-1164.24-819.18塵圖論5-建7顧橫向框架閑彎矩圖澇（鉤KN*M浸）籃：忌Tabl焦et.5希-7按T替rans像vers鄰efra退memo猶ment災diag黎ram摘（班KN*M猛）附：疊圖改5-柱8畜橫框架剪賭力圖各（亂N繩）夠：膠Figu憑re5估-結8岸cros終swis菊efr氏ame湖shea西rdi傘agra名m(N雀):奮5.5油姥載作用下筋框架結構農內力側移哲的計算：患5.5.販1晴風荷載標吊準值：壇風荷載標悟準值按式駕ω粥k=保β服z足μ述s姿μ蜻z污ω惰0墳基本風壓符：至0.55老KN/m惠2遍由《荷載萄規(guī)范》查鋤得盡μ暫s=0.拍8暖（迎風面冠）和島μ湊s=-0傭.邪5催（背風面系）莖.魯B估類地況區(qū)土H/B=療2.0歪5櫻。由表得掃：蘿V=0.性4菊8河，嶺T1=0融.554撕s,wo澤T1=0勸.1醒7汗查表得脈尚動增大系逆數璃ξ撕=1.2英3面，松β召z=1舌+皮ξ麗v員ψ固z幻/池μ犯=1+1鼻.23×繞0.48啄/叫μ英×Hi/導H.稠取扮圖滾1叼0拜軸線橫向姓框架，其懇負載寬捧度蛙5.4溫m譯，沿房屋舊高度分布那風荷載標叼準值探：火q(z)歪=5.4尺×0.5酒5買β贏z祖μ游s袍μ浸z=2.臘97地β激z因μ瓶s奶μ團z假根據各樓勝層標高處章的高幕度傲H觸i可，查表取添μ籠z陸、抗q(z俱)狹沿房屋高襲度分布見飲表臣，明q(z全)青沿房屋高記度的分布織見圖：紙表皆5-屢9床沿房屋高登度分布風琴荷載標準順值潔Tabl占e5-柏9di授stri膚bute波sth蜘ewi漢ndl腰oad板norm叢alv賀alue宴hig倚hly替alon鹽gth莖eho梯use層次HiHi/HμzβzQ1(z)Q2(z)1130.811.41.4224.732.95610280.9091.3891.3864.5742.859925.20.8181.3351.3624.322.7822.40.7271.2791.3364.062.537719.60.6361.2371.3043.8332.395616.80.5451.1611.2773.5232.2025140.4551.1381.2363.3422.089411.20.3641.0481.2053.0011.87538.40.27311.1612.7591.72425.60.18211.1072.631.64412.80.01911.0542.5041.565惕《荷載規(guī)匹定》對于屢高度大俯于瀉30勝m斧，且高寬挖比大傭于逐1.士5雹的房屋結情構，應采倦用風振系侮數疊β眠z態(tài)來考慮風家壓脈動的任影響，本崇例房屋高潔度續(xù)H=30婆.8>3搜0m妖,等且板H/B=句2.05等>1.5禍,穩(wěn)由表可見架β邀z污沿房屋高為度掏在枯1.05月4~1.壯42才2德范圍內變窄化獄,像即風壓脈殃動的影響奮較端大華.患因向此卻,陶該房屋應洋考慮風壓曉脈動的影熔響央.瞞燒陡框架結構華分析蜘時培,嚴應按靜力泰等效原理嬌將下圖的葬分布風荷塘載轉化為堂節(jié)點集中將荷裕載崗,西如懼,此第梢6長層的集中托荷然載秧F虜6豎的計算過梁程如辯下臭:喂F6=驅3.23脾+2.2證02+3飼.342汗+2.0映89)×扔2.8×琴0.5+晚[(3.覆833-惱3.53那2)+(臣2.39裕5-2.蒙202)名]×2蛇.8×0儉.5×1陵/3+[啟(3.5足23-3暗.342誓)+(2衣.202付-2.0朝89)]餡×2.滾8×0豈.5×2數/3=1附6.12光風荷載沿牌房屋高度鑒的分布如僻下圖：恩圖窄5-1伙0肯風荷載沿習房屋高度殲的分布如冠圖秀Figu濕re5腫-10守wind驢loa學dal南ong詳hous押ehi幻ghd獄istr疫ibut打ion錘foll哈owin氧gch痛art排喂苦圖指5-1蠶1丘等效節(jié)點毀集中風荷梅載分布如顧圖舍Figu辮re5緒-11植equi暖vale寺ntn套ode格cent丟rali嗓smw服ind路load牙dis敬trib臘utio健nli胳kec珠hart休5.5.瞞2律風荷載作柄用下的位脈移驗算攻根據圖示盼的水平荷乘載慶,奮計算層間循剪末力挨Vi披,匯求艇出啞1請0吵軸線框架村的層間側綱移剛蜘度津,刷再計算各涼層的相對便側移和絕撓對側鑼移瞞.采葉表網5-1血2伶風荷載作餃用下的框欺架層間剪背力及側移屠計維算淺商表狠5-1織2糟風荷載作傾用下的框盟架層間剪市力及側移絕計天算予奏Unde聲rTa泡ble賣5-12紀win庸dlo苗adf包unct掉ion池fram劇ele料vel忘the處shea傳ring舞for畜cea荷ndt酷hes叫ide著move秒the抽com溪puta磁tion層次FiVi總D△uiUi△ui/hi1121.4121.412299400.095.181/311111020.7342.142299400.185.091/15556919.6561.792299400.274.911/10370818.580.292299400.354.641/8000717.2797.562299400.424.291/6666616.12113.682299400.493.871/5741515.09128.772299400.563.381/5000415.02143.792299400.632.821/4444312.48156.272299400.682.191/4118211.97168.742299400.731.511/3835110.45178.692299400.780.781/3589隊由上表可誤知顏,桌風荷載作降用下框架庸的最大層拉間位移角叫為千1135歡89溜,竟遠小則于箏1/55吳0菜,欠滿足規(guī)范珍要蒙求倘.旗5.5.探3駕風荷載作模用下框架粘結構的內箭力計算混風荷載作祖用框架結撐構內力計事算過程與排水平地震醋作用下的潔相咱同聲.1寺0尺軸線橫向甩框架在風選荷作用下熱的彎澆矩惹,主梁端剪力微及柱軸力血表禁5-1貨3鐵框架在風純荷作用下柴的彎斯矩桌,齊梁端剪力點及柱軸力杰Tabl勝e5-稻13f創(chuàng)rame那und弓erw悠ind-概load之fun正ctio騾nbe獅ndin級gmo區(qū)ment誓,Li嶄ang垃end級shea側ran移dax尚iso敢fa帖cyli巾nder慧str蜂engt眨h盯邊柱從上橋到下疑為胸1她1賺到背1待層皮:DilVilkyMbMu290402.580.3910.42.894.33290405.320.3910.57.457.45290407.80.3910.510.9210.922904010.140.3910.514.214.22904012.320.3910.5518.9715.522904014.360.3910.5522.1118.092904016.260.3910.627.3218.212904018.160.3910.630.5120.342904019.740.3910.6535.9319.352904021.250.3910.6538.6820.832904022.570.390.744.2418.96中柱:DilVilkyMbMu366603.251.530.32.736.37366606.721.530.458.4710.35366609.851.530.4512.4115.173666012.81.530.4516.1319.693666015.551.530.4519.5923.953666018.121.530.525.3725.373666020.531.530.528.7428.743666022.921.530.532.0932.093666024.911.530.534.8734.873666026.821.530.537.5537.553666028.491.530.5543.8735.9事表埋5-14航抬風荷載作孫用梁端彎合矩剪力及星柱軸力計應算點Tabl桿e5-僵14w拴ind澡load叮aff擴ects這the辟Lia撫nge來ndm襯omen擺tsh分eari握ngf授orce查and掙the嚼axi岸sof宮ac凱ylin另der趕stre捕ngth余com蛋puta該tion博邊旱梁觀:惕從上到下搏為挺1他1濟到焦1煤層MlMrlVb4.334.132.8110.347.1235.8218.3715.2311.1925.1220.6315.2429.7225.77318.537.0628.91321.9940.3234.79325.0447.6639.11328.9249.8643.06330.9756.7646.57334.4457.6447.23334.96中梁:MlMrlVb2.272.275.10.893.963.965.11.558.448.445.13.3111.4611.465.14.4914.3114.315.15.6116.0516.055.16.2919.3219.325.17.5821.7221.725.18.5223.923.95.19.3725.8525.855.110.1426.2226.225.110.28柱軸力:邊柱中柱-2.81-1.92-8.63-6.19-19.82-14.07-35.06-24.82-53.56-37.71-75.55-47.47-100.59-64.93-129.51-85.33-160.48-106.93-194.92-131.23-229.88-155.91襯框架彎矩客圖如下：炭圖逢5-1慨5斧框架彎矩匯圖以Figu袖re5寶-15付fram董ebe玩ndin姓g-mo敘ment盈dia芒gram燦梁端剪力預及柱軸力識圖如下：旅圖意5-1攜6錢梁端剪力地及柱軸力某Figu燦re5煌-16喉Lian輝gen檢dsh烘ear秧and謙axis元of道acy之lind尚ers威tren客gth片6欲向荷載作泄用下框架規(guī)結構的內貸力計算擠（橫向框長架內力計株算）送6.胡1敞計算單元散的選擇確桑定：創(chuàng)取補1望0戒軸線橫向絞框架進行熄計算，如畜下圖所示踢：桐圖咱6-彩1奶橫向框架協計算單元她Figu鋒re6硬-1c芬ross及wise份fra樓mec射ompu飼ting過ele盛ment境計算單元據寬度盟為胡9喬m輩，由于房球間內布置旺有次梁終（盜b×h=滋200m合m×30君0m挺m腦），境故直接傳斗給該框架六的樓面荷碧載如圖中辭的水平陰棟影所示。助計算單元堵范圍內的級其余樓面釣荷載則通況過次梁和糟縱向框架延梁以集中烈力的形式勞傳給橫向隱框架，作下用于各節(jié)燙點上。由擔于縱向框捕架梁的中手心線與柱勵的中心線難不重合，尸所以在框待架節(jié)點上隊還作用有鼓集中力矩過。場6.僅2近荷載計算開6.2.工1肚恒載作用飾下柱的內槳力計算：毀圖疤6-喚2肅荷載分布鞋圖卸Fig.豐6-2場Dist沾ribu拉tion健dia箱gram轎sof爭loa郊d老（陰1品）、對于殲第喇1無1會層，剖q賓1衫、椒q竄1許，若代表橫梁鐮自重，為苦均布荷載摧形式。盾q踏1祝=0.貢25×村0.淡525×輪25=建3.3脆KN/m蝶q姥1園，逼=0.2序×退0.4湖×訪25=2孫KN/m客q程2林、馳和架q前2刪，狹分別為屋蠻面板和走臘道板傳給音橫梁的梯屯形荷載和斃三角形荷敵載。端q清2展=4.1睜8×3.葛3=13堆.79靠KN/m葵q歸2貌，士=4.1贊8×3=忘12.5吩4KN鍋/m兆P惕1燥、職P鎮(zhèn)2兩分別由邊帝縱梁、中監(jiān)縱梁直接讓傳給柱的造恒載，它巧包括主梁鋤自重、次猴梁自重、汽樓板重等趟重力荷載竊，計算如圈下：剝P厲1廉=商[藏（倉3.3×但1.8/廣2筋）選×2組+煌（艇1.8+扁5.情4歐）黑×1.8無/2]×稀5.35捐+5×9號+0.2追×0.4礙×25×鄙7.2=煙121.膚5KN鄙P鴉2鑄=徒[散（駱3.3×禁1.8/您2工）喉×2映+版（咸1.8+遠5.暮4馳）庫×1.8債/2銹+澆（但2.7+式3.贈3劍）嶼×2×1寫.2默/2]焰×5+4賞.5×9雕+0.2誓×0.4刻×25×吉9=19牲2.6衡KN約集中力商矩赤M叨1掠=P乏1妖e屈1必=12扶1.5各×庸（羊0.65捐-0.簡3眉）賊/2=2熱1.26卻KN·俱m勝=P輔2叛e苦2兆=19聰2.6峽×的（考0.65花-0.釣3折）控/2=3片3.71辛KN·圍m大（捏2猾）、對瓶于餓2-1表0謊層，煌拳斜包括梁自檔重和其上鑄橫墻自重莊，為均布攻荷載，其誘它荷載的峰計算方法降同希第腰6恭層。藥魔q帳1螺=3.3風+0.2色4×3.鑄0×5.垮5=7.惱26K唉N/m間q艷1舉，視=0.2姓×爐0.4熔×正25=2嚴KN/m慨q浩2恒、隸和宇q干2劃，奏分別為樓攜面板和走雕道板傳給值橫梁的梯托形荷載和親三角形荷隆載。揉q臨2善=3.3跳×4.5壩=14.耗85K丹N/m誰q咐2手，奏=3.3荷×3=9慘.9KN株/m寒P毀1芹=換（榜4.5×挽1.8×示2瞧）撇×3.3粗+(4.鞋5+2.威9顆9響）的×7.2催+0.2城×0.4習×25×皂7.2=隱121.廈79K尖N電P陶2橡=拒（瘋4.5×休1.8×艱2+6×找1.躁2趁）竿×3.3賽+(4.閉5+2.室99)×揭7.2+各0.15胞×0.3用×25×嶄7.2=憲139.找25KN大集中力探矩桌M樓1猜=P置1學e良1鉗=12銀1.79敲×蜘（院0.65攻-0.哲3忌）棒/2=2厭1.31研KN·庭m攪摔M融2故=P姿2蓋e賽2恐=1畜39.2圖5曾×亞（酸0.65隆-0.拒3飲）羅/2=2劑4.37衫KN·戀m藏（羅3蟻）、對于請第濃1田層，至q正1否=3.3這+0.2斃4×3.唉0×5.批5=7.病26K械N/m扣q校1六，臘=0.2蔬×逮0.4孤×廉25=2姥KN/m仇q卡2炕、養(yǎng)和灰q溝2柔，假分別為樓付面板和走潤道板傳給冠橫梁的梯捕形荷載和塘三角形荷冬載。該q夸2拋=14.螺85K們N/m值q曲2午，田=9.9喂KN/篩m憲P閃1蹦=手（鍵4.5×掃1.8×懶2帆）宜×3逃+彼（憲4.5+櫻2.9匹9密）營×7.2氧+0.2泄×0.4杏×25×販7.2攝=121虹.79商KN初P網2節(jié)=鹽（株4.5×窄1.8+洗9×0.茶9+6.重3×1.斧2顧）撤×3.3責+搖（快4.5+管2.9居9奧）已×7.2押+0.2煮×0.4留×25×據7.2=猛148.提73K枝N舍集中力鼠矩罩M啊1端=P代1綠e饅1菊=12護1.79警×控（幟0.65護-0.次3劑）巧/2=2篇1.31竄KN·術m燦公M偷2凈=P仗2頑e含2分=1儲67.1稠3算×架（富0.65松-0.洽3宵）收/2=2惕6.03字KN·騾m腦6.2.禮2呆活載作用星下柱的內炊力計算恐慈活荷載作君用下各層紛框架梁上猶的荷載分犯布如下圖表所示：陪圖凱6-不3樹荷載分布隙圖辦Fig.洪6-張3旁Dis拐trib講utio翠ndi較agra賀mso抄flo菌ad掌懷（色1多）、對于喉第毒1袍1枕層，么q蕉2炕=4.5趁×2=9激KN/拆m綱q平2筑，俯=3.0填×2=6騰KN/皺m牛P棚1抬=砌（賺4.5×判1.8+樹4.5×繭1.你8冤）求×2.0錘=32.趴4KN綱P桂2賄=?。ㄙ?.5×菜1.8×化2+96極.3×1創(chuàng).展2卷）用×2.0蒸=47.閱52K遮N棉集中力想矩悼M柄1卸=P無1輕e即1掛=32跡.4凈×脈（善0.65斜-0.誓3百）觀/2且=5.誓67K倒N·m北譽M貞2搶=P隆2車e辮2棟=4鞠7.52回×零（浪0.65蒜-0.駁3字）經/2擇=8寒.32撓KN·m悄同理，在幕屋面雪荷本載的作用泛下：負q旁2斜=0.3刺5×3.撞6=1.拜26K稼N/m鑄q蛇2含，拖=0.2盾×1.8械=0.3設6KN貼/m占P蜜1養(yǎng)=繼（攜4.5×秀1.8+飲9×0.觸9轎）姓×0.3陶5=5.除67K轟N腔P子2雅=腎（駱4.5×尋1.8+象9×0.喇9+6.供3×1.機2川）艦×0.3憂5=8.緊32KN秒集中力準矩梁M笛1羨=P購1稼e朗1宰=5.他67杏×掠（搭0.65近-0.站3稱）聯/2句=0.虛992奸KN·m截煎M論2重=P世2慎e傻2評=8敵.32去×恥（脊0.65拖-0.燥3年）卡/2訪=1鋒.456緞KN·缸m賊（樓2制）、對于凡第急2-1穴0城層，付q朱2漠=2.0市×4.5竿=9K民N/m齡q觸2緒，歉=6K磁N/m漂P龍1救=接（丈4.5×災1.8+棕9×0.或9繞）渡×2.0奧=32.癥4KN儀P鳳2獲=喝（完4.5×撥1.8+芝9×0.丑9+6.昏3×1.植2潤）勝×2.0忽=47.篩52K恩N技集中力倒矩單M緣1壓=P悄1說e全1罩=5.易67K繁N·m見縫M莊2巖=P敏2脫e堪2叼=8.3保2KN勇·m溫（委3先）、對于身第獲1繩層，日q煉2納=9K淋N/m棟q耳2械，沒=6K凝N/m濟P志1珠=32.犬4KN期P回2炒=47.哨52K擦N專集中力琴矩斧M豈1堪=P事1窄e衛(wèi)1淺=5.小67K院N·m照M栽2螞=P膨2享e毅2拘=欄8.32滾KN·m止將計算結界果匯總如溪下兩表：井表筑6-賣1嶼橫向框架群恒載匯總礎表影Tabl肝et.6團-1Ta伏ble邀of香tran蛇sver列sef鉤rame線dead固loa響d急s層次q1KN/mq1，KN/mq2KN/mq2，KN/mP1KNP2KNM1KN·mM2KN·m113.32.013.7912.54121.5192.621.2633.712-107.262.014.859.9121.79139.2521.3124.3717.262.014.859.9121.79148.7321.3126.03索表皺6-拜2售橫向框架掘活載匯總康表橫Tabl升et.6虧-蓄2慚Tabl翁eof恰盟tran裝sver熊sef雪rame記live毅loa淋ds層次q2KN/mq2，KN/mP1KNP2KNM1KN·mM2KN·m119（0.9）6（0.6）32.4（3.24）47.52（4.752）5.67（0.567）8.32（0.832）2-109632.447.525.678.3219632.447.525.678.32殿注：表中洲括號內數今值對應于閣屋面雪荷長載作用情工況。軋6.揪3竄內力計算為梁端、柱節(jié)端彎矩采謎用彎矩二將次分配法宗計算，由齡于結構和態(tài)荷載均對添稱，故計慧算時可用方半框架，紐彎矩計算添如下圖所煤示：緊表稱6-喚3宗恒載彎矩棋二次分配炎法計算蹤Tabl壞et.6騰-2Ca顛clua淡tion臉of醉mome陪nts自econ梢d霉dist坦ribu禮tion乓of糾dea淋dlo甲ad蜂表閑6-4晶膊活載彎矩摟二次分配胳法計算痕Tabl馳et.6校-2Ca朝clua英tion萌of吳mome宏nts遮econ臟d剪dist高ribu撤tion錯of悶live賤loa挑d孫圖決6-4公翼彎矩圖普Tabl棕et.6腔-5農Bend華ing冊mome億ntd確iagr磚am弱6.概4喊梁端剪力喘和柱軸力教的計算：隊6.4.上1掛臘恒載作用展下弦表供6-細5絨恒載作用冶下梁端剪盾力及柱軸春力鄉(xiāng)（斤KN居）解Tabl城et.錢6-4半Shea謙ran榨dcol挺umn棕axia椒lfo迎rceo救fen澡dco捷lumn閃(滲dead漂loa長d)層次荷載引起的剪力柱軸力BE跨EG跨B柱E柱Vb=VeVe=VgN頂N底N頂N底1152.0825.87173.58198.78270.55295.751054.9521.12176.74201.94215.32240.52954.9521.12176.74201.94215.32240.52854.9521.12176.74201.94215.32240.52754.9521.12176.74201.94215.32240.52654.9521.12176.74201.94215.32240.52554.9521.12176.74201.94215.32240.52454.9521.12176.74201.94215.32240.52354.9521.12176.74201.94215.32240.52254.9521.12176.74201.94215.32240.52154.9521.12176.74201.94224.8250斧6.4.聚2禮活載作用鴉下哭表答6-須6虜活載作用擋下梁端剪網力及柱軸蛋力繁（藏KN初）闊Tabl榨et.奸6-須6筍Shea投ran浮dcol墾umn嘴axia蘿lfo問rceo梅fen方dco淡lumn暫(呢live茶loa緒d)層次荷載引起的剪力柱軸力BE跨BG跨B柱E柱VB=VEVE=VGN頂=N底N頂=N底1124.310.856.782.621024.310.856.782.62924.310.856.782.62824.310.856.782.62724.310.856.782.62624.310.856.782.62524.310.856.782.62424.310.856.782.62324.310.856.782.62224.310.856.782.62124.310.856.782.62勢6.仔5周框架梁的幻內力組合醋6.5.淹1幣結構抗震柏等級奇根據《抗惱震規(guī)范》炸，本方案廁為二級抗頸震等級。排6.5.問2潮框架梁內揭力組合閣本方案考姜慮了三種震內力組合崗，使即款1.2S資Gk濕+1.4漏S定Qk燦，收1.35脹S蓄Gk紡+1.咬0S耐Qk分及擔1.2S攀GE珍+1.3獨S孤Ek趙。戒考慮到鋼跡筋混凝土嫁結構具有鍋塑性內力許重分布的通性質，在潛豎向荷載罷下可以適籠當降低梁什端彎矩，腐進行調幅牛（調幅系培數敬取胸0.則8海），以減些少負彎矩良鋼筋的擁掌擠現象。穿η坡vb循梁端剪力義增大系數撿，二級儀取朋1.湯2半。乎表正6-徹7自各層梁的省內力組合圍和梁端剪展力調整司Tabl畏et.6炸-晨7李Inte塔rnal姻for需cec辰ombi擾nati封onan脫dsh暴ear斗regu駁lati佛ono貍fbe粥ams層次截面位置內力SGk調幅后SQk調幅后SwkSEkγRe[1.2×（SGk+0.5SQk）+1.3SEk]γRe[1.2×（SGk+0.5SQk）+1.3SEk]1.35SGk+1.0SQk1.2SGk+1.4SQkV=γRe[ηvb（Mlb+Mrb）/ln+VGb]1212十一BM-51.03-19.78±46.11±205.34-28.06-144.26145.38-255.03-88.67-88.93149.32V54.9524.3-+34.96-+155.1752.51140.61-90.90211.6898.4899.96E左M-59.52-20.08±37.78±167.08-53.72-144.3100.3-225.51-100.43-99.54V54.9524.3-+34.96-+155.1752.51140.61-90.90211.6898.4899.96E右M-5.66-2.3±28.72±92.7626.5-45.8884.31-96.57-9.94-10.01292.31V21.1210.8-+10.28-+45.4724.6951.9-20.4768.239.3140.464BM-51.15-19.78±38.13±190.87-38.26-134.35131.16-241.03-88.83-89.07181.32V54.9524.3-+28.92-+144.5360.12133-80.53201.3198.4899.96E左M-59.36-20.08±31.29±156-57.11-135.9689.64-214.56-100.22-99.34V54.9524.3-+28.92-+144.5360.12133-80.53201.3198.4899.96E右M-5.66-2.3±22.99±86.6213.9-38.6669.01-99.9-9.94-10.01258.56V21.1210.8-+8.52-+42.4628.2249.69-17.5365.2739.3140.461BM-43.83-19.23±3.46±18.31-72.47-81.19-30.25-65.95-78.4-79.5278.83V52.0824.3-+2.81-+18.1489.5796.6540.1275.4994.6196.52E左M-39.54-18.17±3.28±21.22-66.99-75.26-23.35-64.73-72.17-73.75V52.0824.3-+2.81-+18.1489.5796.6540.1275.4994.6196.52E右M-10.76-4.53±1.82±11.78-16.33-20.91-0.237-23.21-19.06-19.2579.89V25.8710.8-+0.89-+5.7843.5345.7722.5133.7845.7246.16舊6.5.作3辟跨間最大賄彎矩的計凳算眉以第一振層掘A圖B尖跨梁為例繭，說明計銳算方法和死過程。丟論：根據形梁端彎矩競的組合值色及梁上荷態(tài)載設計值真，由平衡濱條件確定喪。蜂均布和梯聰形荷載下欄，如下圖吃：納圖驕6-役8乎荷載分布杰圖鬼Fig.芒6-姥8校Dis湯trib欄utio者ndi為agra蹲mso符flo糊ad憲V爪A著=金-踩（同M噴A踢+M妥B毀）總/l+q像1米l/2消+獲（培1-競a惕）岸lq筐2哭/2由若筒V纖A克-驢（叛2q外1領+q糞2項）詳al/貨2秧≤貿0酒，說兩明陰x犯≤杯a陡l野，其彎中健x嬸為最大正享彎矩截面擋至飛A貸支座的距哲離，薯則凈x濕可由下式腹求解：絕V委A障-q樸1裂x-x扶2絞q宇2扔/敬（躺2a雕l崇）鎮(zhèn)=0膜將求得洪的四x嚇值代入下隱式即可得勿跨間最大要正彎矩值沫：厚M殺max話=M而A昌+V慨A淡x-q織1鍋x怒2血/2-x過3適q放2登/此（墨6a治l餅）丈若素V孫A車-眉（脖2q孔1削+q伴2擊）萍al/2偽>欄0濁，說究明核x>a炊l蕉，則惡x徒=籃（或V慕A匯+alq班2箏/漂2鳥）捆/艙（葉q術1殖+q均2?。┛缚傻每玳g膜最大正彎送矩值：亞M轉max音=M駐A偶+V稿A擁x嗓-陷（聰q葵1過+q暫2競）笛x錯2葉/2+a便lq營2碑（限x-al啦/教3掩）降/2踢若挨V擠A坐≤待0慰，汁則電M西max斬=M稼A叉2北）同理，裹三角形分扯布荷載和旅均布荷載由作用下，派如下圖：壘圖棚6-紐7蠟荷載分布務圖尺耍Fig.耽6-板7件Dist鐮ribu閘tion糊dia歡gram堂sof蕉loa區(qū)d部V匹A訊=束-唇（憐M魯A眉+M奔B憑）壞/l+q撇1籃l/2+怪q駱2度l/4格從尿局解得坐：朱V方A捉=q統(tǒng)1烘x+x纖2吵q砌2憐/l漂可得跨間叢最大正彎輕矩值固：秩M癢max李=M潮A說+V催A團x-q幣1賓x刮2檢/2-x亦3待q收2晶/3l牌第憑1禾層梳B耽E隨跨梁：嘆攻歷梁上荷載摩設計值君：滅q撇1部=1.3臘5×7.詠26=9糟.8K題N/m蛛q暑2項=1.3愉5取×球（浪14.8鳴5+0.攏5×侍9糕）家=26.性12K心N/m左震：小M溝max岸發(fā)生在左弄支座，弄M聯max狀=1.描3M泳Ek猶-1.0郊M眼GE希=1.3剝×256眨.67贊-?。ㄐ?4.8尾5+0.彼5×斷9呢）權=314記.32包KN·m匙γ褲Re尤M裳max回=0.7艙5×31成4.32悠=235臉.74往KN·m靠右震久：銀仇M存max書=1.3川×208闖.85貪-篩（網74.4描+0.5序×劇9檢）踩=192讓.61貌KN·m志γ泥Re命M偏max跑=0.7獄5×19兄2.61類=144昏.45帝KN·m字6.往6嚴框架柱的對內力組合散取每層柱勁頂和柱底寬兩個控制嬸截面，組角合結果如家下表：壤橫向框川架犁B青柱彎矩和完軸力組合子表絞6-機8染橫向框碼架泰B為彎矩和軸印力組合刷Ta出blet朱.6-8篇B改rame鳳work架of盼hori神zont悉al-a麥xis傷mome促nta脆ndt莊hec茫ombi食nati置on層次截面內力SGk調幅后SQk調幅后SEk（1）SEk（2）γRe[1.2×（SGk+0.5SQk）+1.3SEk]1.35SGk+1.0SQk1.2SGk+1.4SQkMmaxNminNmax12NMM十一柱頂M26.5613.96-27.8927.892.9957.3855.451.4257.382.9955.4N173.5856.7-18.1418.14164.05199.42313.71287.68199.42164.05313.71柱底M-23.9-9.1818.59-18.59-7.65-43.72-45.12-41.53-43.72-7.65-45.12N198.7856.7-18.1418.14186.73222.1347.73317.92222.1186.73347.73十柱頂M23.98.79-43.9643.96-17.468.3344.5740.9968.33-17.444.57N176.7456.7-37.7237.72147.8221.36317.98291.47221.36147.8317.98柱底M-23.9-9.1843.96-43.9617.226-68.5-45.12-41.53-68.517.226-45.12N201.9456.7-37.7237.72170.48244.04352321.71244.04170.48352九柱頂M23.98.79-62.5262.52-35.4986.4344.5740.9986.43-35.4944.57N176.7456.7-64.8164.81121.39247.77317.98291.47247.77121.39317.98柱底M-23.9-9.1862.52-62.5235.32-86.6-45.12-41.53-86.635.32-45.12N201.9456.7-64.8164.81144.07270.45352321.17270.45144.07352八柱頂M23.98.79-79.0379.03-51.58102.5244.5740.99102.52-51.5844.57N176.7456.7-85.9385.93100.8268.36317.98291.47268.36100.8317.98柱底M-23.9-9.1879.03-79.0351.41-102.69-45.12-41.53-102.6951.41-45.12N201.9456.7-85.9385.93123.48291.04352321.71291.04123.48352七柱頂M23.98.79-84.1484.14-56.57107.5144.5740.99107.51-56.5744.57N176.7456.7-101.47101.4785.65283.51317.98291.47283.5185.65317.98柱底M-23.9-9.18102.84-102.8474.63-125.91-45.12-41.53-125.9174.63-45.12N201.9456.7-101.47101.47108.33306.19352321.71306.19108.333526柱頂M23.98.79-95.2195.21-67.36118.344.5740.99118.3-67.3644.57N176.7456.7-117.84117.8469.69299.47317.98291.47299.4769.69317.98柱底M-23.9-9.18116.36-116.3687.81-139.09-45.12-41.53-139.0987.81-45.12N201.9456.7-117.84117.8492.37322.25352321.71322.2592.373525柱頂M23.98.79-92.8192.81-65.02115.9644.5740.99115.96-65.0244.57N176.7456.7-130.17130.1757.66311.5317.98291.47311.557.66317.98柱底M-23.9-9.18139.22-139.22110.1-161.38-45.12-41.53-161.38110.1-45.12N201.9456.7-130.17130.1780.34334.18352321.71334.1880.343524柱頂M23.98.79-99.3799.37-71.42122.3644.5740.99122.36-71.4244.57N176.7456.7-144.53144.5343.66325.5317.98291.47325.543.66317.98柱底M-23.9-9.18149.05-149.05119.68-170.96-45.12-41.53-170.96119.68-45.12N201.9456.7-144.53144.5366.34348.18352321.71348.1866.343523柱頂M23.98.79-91.2491.24-63.49114.4344.5740.99114.43-63.4944.57N176.7456.7-148.97148.9739.33329.83317.98291.47329.8339.33317.98柱底M-23.9-9.18169.44-169.44139.56-190.84-45.12-41.53-190.84139.56-45.12N201.9456.7-148.97148.9762.01352.51352321.71352.5162.013522柱頂M23.98.79-94.1194.11-66.29117.2344.5740.99117.23-66.2944.57N176.7456.7-159.49159.4929.08340.08317.98291.47340.0829.08317.98柱底M-23.82-9.181