六層學(xué)生宿舍樓設(shè)計

PAGE./XX建筑大學(xué)2005屆畢業(yè)設(shè)計XX理工大學(xué)畢業(yè)設(shè)計說明書畢業(yè)設(shè)計題目XX理工大學(xué)怡園宿舍樓學(xué)院專業(yè)班級建筑工程學(xué)院12級學(xué)生姓名性別男指導(dǎo)教師職稱20XX9月6日摘要本工程為XX理工大學(xué)學(xué)生公寓樓,位于XX理工大學(xué)〔呈貢校區(qū)怡園。該公寓樓樓主體結(jié)構(gòu)采用鋼筋混凝土現(xiàn)澆框架結(jié)構(gòu),柱網(wǎng)尺寸為6.6m×3.9m,總長度為55.1m,總寬度為16.1m,總高度為20.07m,占地面積為887.11平方米左右,總建筑面積為5323平方米,共六層,各層層高均為3.3米。建筑立面規(guī)整,采用白色瓷磚裝飾外墻,女兒墻實(shí)心磚砌筑,除正門為玻璃門外,其余均采用實(shí)木門,窗為塑鋼窗。本設(shè)計主要包括建筑設(shè)計和結(jié)構(gòu)設(shè)計兩部分。建筑設(shè)計,包括平面定位圖設(shè)計、平面設(shè)計、立面設(shè)計、剖面設(shè)計。結(jié)構(gòu)設(shè)計,框架結(jié)構(gòu)設(shè)計主要包括：結(jié)構(gòu)選型,梁、柱、墻等構(gòu)件尺寸的確定,重力荷載計算、橫向水平作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計算、縱向地震作用計算、水平地震作用下橫向框架內(nèi)力分析、豎向荷載作用下橫向框架的內(nèi)力分析、內(nèi)力組合、截面設(shè)計、基礎(chǔ)設(shè)計。其中,基礎(chǔ)設(shè)計又包括基礎(chǔ)選型、基礎(chǔ)平面布置、地基計算等。在設(shè)計中,認(rèn)真貫徹了"適用、安全、經(jīng)濟(jì)、美觀"的設(shè)計原則,進(jìn)一步掌握了建筑與結(jié)構(gòu)設(shè)計全過程、基本方法和步驟。關(guān)鍵詞：框架結(jié)構(gòu);結(jié)構(gòu)計算;鋼筋混凝土；內(nèi)力分析AbstractTheconstructionofabuildingwherethestudents,whichislocatedinthenewdevelopmentdistrictcalledKunmingcity.Themainbodystructureoftheteachingbuildingisreinforcedconcreteportalframestructure,thecolumnnetsizeis6.6m×3.9m,anditstotallengthis55.1m,totalwidthis16.1m,totalheightis20.7m,thecoveringareaisabout887.11squaremetersandtheconstructionareaisabout5323squaremeters.Therearefivefloorsandthefloorheightis3.3m..thedesigninformal.Usingwhiteceramicbrickstodecoratetheoutsidewall,usingsolidbrickstobuildthedaughterwall.Choosingglassdoorasthefrontdoorandtheotherschoosingsolidwooddoors.Thewindowsuseplastic--steelwindows.Thisdesignmainlyincludesthearchitecturaldesignandstructuraldesign.Thearchitecturaldesignincludestheplanefixedpositiondrawingdesign,theplanedrawingdesignandsigntofacethedesign,sectiondesign.Thestructuredesign,themissionoftheframestructuraldesignmainlyhave:thetypeselection,thesizeofbeams、pillars、wallsetc.,thegravityloadcalculation,thecalculationofinternalforceandlateralmovinginthefunctionofthehorizontalforce,lengthwaysearthquakefunctioncalculation,theinternalforceanalysisofthecrosswiseframeinthefunctionofthehorizontalearthquakes,theinternalforceanalysisofthecrosswiseframeinthefunctionoftheverticalloadandalsoincludesthedintcombine、sectiondesign、foundationdesign.Foundationdesignalsoconcludesfootinglayoutselection,footingplanedisposition,andfoundationcalculation.Hadseriouslycarriedoutthecodeofdesign:"fitting、safety、economical、beautifuloutlook"andthebasicmeasureandprocedureinthewholedesignofarchitectureandstructure.Keywords:Framestructure;structuralcalculation;reinforcedconcrete;Internalforceanalyzing目錄第一章前言-1-第二章.建筑設(shè)計論述-1-2.1設(shè)計依據(jù)-1-2.2設(shè)計內(nèi)容-1-第三章.結(jié)構(gòu)設(shè)計論述-2-3.1氣象條件-2-3.2工程地質(zhì)條件-3-3.3材料情況-3-第四章.結(jié)構(gòu)計算-4-4.1結(jié)構(gòu)平面簡圖-4-4.2材料情況-5-4.3截面尺寸選取-5-4.4荷載匯集-6-4.5各層重力荷載代表值計算-8-第五章.水平地震作用下的框架內(nèi)力分析-10-5．1梁線剛度-10-5.2柱的線剛度-11-5.3自振周期計算-12-5.4水平地震作用下的層間位移和頂點(diǎn)位移計算-14-剪力圖-15-5.5水平地震作用下框架柱剪力和柱端彎矩-15-5.6水平地震作用下梁端彎矩按下式計算-17-5.7水平地震作用下的梁端剪力和柱軸力標(biāo)準(zhǔn)值-18-5.8水平地震作用下的框架內(nèi)力圖-19-第六章.水平風(fēng)載作用下的框架內(nèi)力分析-19-6．1水平風(fēng)載作用下的層間剪力圖-20-6.2水平風(fēng)載作用下框架柱剪力和柱彎矩-21-6．3水平風(fēng)載作用下梁端彎矩按下式計算-22-6．4水平風(fēng)載作用下的梁端剪力和柱軸力標(biāo)準(zhǔn)值-23-6.5水平風(fēng)載作用下的彎矩、剪力、軸力圖-24-第七章.框架在豎向荷載作用下的內(nèi)力分析-24-7．1框架計算簡圖-24-7．2豎向荷載計算-25-恒載-25-活荷載-27-7．3梁固端彎矩-27-7.4彎矩分配與傳遞-28-轉(zhuǎn)動剛度S及相對轉(zhuǎn)動剛度計算-28-分配系數(shù)計算-28-7.5恒載及活載作用下的彎矩分配-30-7.6活載及活載作用下的彎矩分配-31-7.7恒載作用下的彎矩圖-32-7.8活載作用下的彎矩圖-33-7.9.梁端剪力-34-恒載作用下梁端剪力-35-活載作用下梁端剪力-35-7.10柱軸力和剪力-36-恒載作用下的柱軸力剪力-37-7.10.2活載作用下的柱軸力剪力-38-第八章.內(nèi)力組合-39-8.1內(nèi)力組合公式-39-框架梁-39-框架柱-40-8.3框架控制截面的內(nèi)力-41-水平地震荷載作用下框架的控制截面-45-風(fēng)荷載作用下框架的控制截面-46-豎向恒載荷載作用下框架的控制截面-47-豎向活載荷載作用下框架的控制截面-48-8.4內(nèi)力組合-48-第九章.框架結(jié)構(gòu)配筋計算-65-9.1框架梁的設(shè)計-65-梁的正截面配筋計算-65-梁的斜截面配筋計算-70-9.2框架柱的設(shè)計-75-柱的正截面配筋計算-75-柱的斜截面配筋計算-79-第十章.現(xiàn)澆板配筋計算-82-10.1荷載計算-82-10.2配筋計算-82-第十一章.基礎(chǔ)設(shè)計-84-弟十二章.樓梯設(shè)計-87-12.1梯段板-88-12.2平臺梁設(shè)計-89-12.3平臺板計算<按簡支算>-90-第十三章施工組織設(shè)計-91-第十四章技術(shù)經(jīng)濟(jì)分析-105-第十五章結(jié)論-106-參考文獻(xiàn)-107-致辭-107-附錄一〔中文譯文附錄二〔外文資料原文.學(xué)生公寓樓設(shè)計第一章前言本次我的畢業(yè)設(shè)計的題目是學(xué)生公寓樓,結(jié)構(gòu)形式為現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。此次設(shè)計的目的旨在通過綜合運(yùn)用本科學(xué)習(xí)中所學(xué)到的專業(yè)知識,充分利用圖書館,網(wǎng)絡(luò)等現(xiàn)有資源完成一個包括建筑方案和結(jié)構(gòu)方案的確定,結(jié)構(gòu)計算,建筑施工圖和結(jié)構(gòu)施工圖的繪制以及經(jīng)濟(jì)技術(shù)分析,中英文摘要等內(nèi)容的一個完整的設(shè)計任務(wù),從而讓我們通過設(shè)計了解建筑設(shè)計的一般過程,掌握建筑設(shè)計的全部內(nèi)容,同時也可以培養(yǎng)我們綜合運(yùn)用基礎(chǔ)理論和基本技能的能力,分析和解決實(shí)際問題的能力,還可以掌握多種繪圖設(shè)計軟件,以及word、excel等office軟件的操作。更重要的是通過這次設(shè)計還可以讓我們對大學(xué)所學(xué)的知識進(jìn)行一次全面的融合,這是對我們本科學(xué)習(xí)來所學(xué)知識的一次具體的運(yùn)用,對我以后的學(xué)習(xí)和工作幫助甚大。第二章.建筑設(shè)計論述2.1設(shè)計依據(jù)1.依據(jù)建筑工程專業(yè)2012屆畢業(yè)設(shè)計任務(wù)書。2.《建筑結(jié)構(gòu)荷載規(guī)范》3.《混凝土結(jié)構(gòu)設(shè)計規(guī)范》4.《建筑抗震設(shè)計規(guī)范》5.《建筑地基基礎(chǔ)設(shè)計規(guī)范》及有關(guān)授課教材、建筑設(shè)計資料集、建筑結(jié)構(gòu)構(gòu)造上資料集等相關(guān)資料。2.2設(shè)計內(nèi)容1.設(shè)計內(nèi)容、建筑面積、標(biāo)高：設(shè)計題目為"學(xué)生公寓樓"。建筑面積：5322.66m2,共六層,層高均為3.3m。室內(nèi)外高差0.45m,室外地面標(biāo)高為-0.45m。〔4外墻370mm厚空心磚,隔墻240mm厚空心磚,樓梯間墻為240mm厚空心磚。結(jié)構(gòu)形式：本工程為框架結(jié)構(gòu),基礎(chǔ)為獨(dú)立基礎(chǔ)2.各部分工程構(gòu)造：屋面<不上人屋面>防水層三氈四油鋪小石子30mm水泥沙漿坐漿找平層煤渣混凝土找坡層2%〔最薄處15mm厚平均厚度81mm80mm厚苯板保溫層100mm厚鋼筋混凝土板20mm厚混合砂漿板下抹灰<2>樓面：水磨石地面10mm面層20mm水泥砂漿打底素水泥漿結(jié)合層一道100mm厚鋼筋混凝土板20mm厚水泥沙漿坐漿找平層刮大白二遍3.建筑材料選用：墻：普通粘土空心磚窗:采用塑鋼窗第三章.結(jié)構(gòu)設(shè)計論述3.1氣象條件雪荷載0.5KN/m2,基本風(fēng)壓：0.55KN/m2.3.2工程地質(zhì)條件根據(jù)地質(zhì)勘探結(jié)果,給定地質(zhì)情況如下表:表3-2地質(zhì)條件表序號巖土分類土層深度〔m地基土承載力fak<kpa>樁端阻力樁周摩擦力1雜填土0.0—0.8———2粉土0.8—1.8120—103中砂1.8—2.8200—254礫砂2.8—6.53002400305圓礫6.5—12.5500350060注：1地下穩(wěn)定水位距地表-6m,表中給定土層深度由自然地坪算起。2建筑地點(diǎn)冰凍深度-1.2m。3建筑場地類別：Ⅱ類場地土。4地震設(shè)防基本烈度：7度第一組,基本地震加速度值為0.10g。3.3材料情況非承重空心磚MU5；砂漿等級為M5；混凝土：C30〔基礎(chǔ),拄、C25〔梁、板、樓梯縱向受力鋼筋：HRB400級；箍筋：HPB235級鋼筋結(jié)構(gòu)體系：現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。施工：梁、板、柱均現(xiàn)澆。第四章.結(jié)構(gòu)計算4.1結(jié)構(gòu)平面簡圖圖4-1-1計算單元簡圖圖4-1-2計算單元簡圖4.2材料情況非承重空心磚MU5；砂漿等級為M5；混凝土：C30〔基礎(chǔ),拄、C25〔梁、板、樓梯縱向受力鋼筋：HRB400級；箍筋：HPB235級鋼筋4.3截面尺寸選取框架柱：根據(jù)軸壓比公式初步估定柱截面尺寸：Nc/fcbh≤0.9〔三級框架〔框架柱的負(fù)荷面積內(nèi)每平米按15KN/m2初估N=1.2*3.9*4.5*15*6=1895.4KNA≥N/0.9fc=1895.4*1000/0.9*14.3=147272mm2選定柱截面尺寸：bc1×hc1=450mm×450mm〔底層bc2×hc2=400mm×400mm〔二-六層2框架梁：h=〔1/8--1/12Lb=〔1/2--1/3h橫梁：L=6600mm,取h=600mmb=300mm過道梁：L=2400mm,取h=400mmb=250mm縱梁：L=3900mm,取h=500mmb=300mm連續(xù)板：h=l/40—1/45L〔短跨方向邊跨：h=100mm中跨：h=100mm4.4荷載匯集：1屋面：恒載：防水層三氈四油鋪小石子0.4KN/m230mm水泥砂漿坐漿找平層30×0.02=0.6KN/m2煤渣混凝土找坡層2%1.134KN/m280mm厚苯板保溫層0.04KN/m2100mm厚混凝土屋面板25×0.10=2.5KN/m220mm厚石灰沙漿抹灰17×0.02=0.34KN/m2∑=4.98KN/m2〔2活載〔不上人屋面：0.70KN/m2雪載：0.50KN/m22樓面：〔1恒載：水磨石地面:10mm面層20mm水泥沙漿打底素水泥漿結(jié)合層一道0.65KN/m2100mm厚鋼筋混凝土板：25×0.10=2.5KN/m220mm厚水泥砂漿坐漿找平層：20×0.02=0.4KN/m2刮大白二遍：0.05KN/m2∑=3.6KN/m2<2>活載：走廊：2.0KN/m2樓梯：2.5KN/m2宿舍：2.0KN/m23梁：考慮梁上抹灰,取梁自重26KN/m3〔1b1×h1=300mm×600mmq1=26×0.6×0.3=4.68KN/m〔2b2×h2=250mm×400mmq2=26×0.4×0.25=2.6KN/m〔3b3×h3=300mm×500mmq3=26×0.5×0.3=3.9KN/m4墻體：〔砌體,抹灰,外墻保溫之和〔1外墻：300厚水泥空心磚10.3×0.3=3.09KN/m270厚苯板保溫0.07×0.5=0.035KN/m2外墻面外抹灰20mm厚水泥沙漿0.4KN/m2外墻面內(nèi)抹灰20mm厚石灰沙漿0.34KN/m2∑=3.87KN/m2〔2內(nèi)墻：240厚水泥空心磚10.3×0.24=2.47KN/m220mm厚石灰沙漿0.02×17×2=0.68KN/m2∑=3.15KN/m25柱子：〔考慮柱子抹灰,取柱子自重27KN/m327×0.4×0.4=4.32KN/m227×0.45×0.45=5.47KN/m26門、窗：門：0.2KN/m2窗：0.5KN/m24.5各層重力荷載代表值計算六層〔上：女兒墻:[<54.6+15.6>×2×0.9×0.24×18=545.88KN屋面：55.1×16.1×4.98=4417.81KN橫梁：〔6.6×30+2.4×15×0.3×0.6×26=1095.12KN縱梁：3.9×56×0.3×0.5×26=851.76KN柱子：〔3.3/2-0.1×0.4×0.4×60×27=401.76KN外墻:3.87×〔3.3/2-0.6×6.6×4+<3.3/2-0.5>×[<2.4-1.8×2+<3.9-2.1>×〔28-2>]×3.87+1.8×0.75×0.5×2+2.1×0.9×<28-2>×0.5=372.74KN內(nèi)墻：〔3.3/2-0.5×[〔3.9-1×<28-2>]×3.15+<3.3/2-0.5-0.3>×1×26×3.15+6.6×<3.3/2-0.6>×26×3.15+0.3×1×26×0.2=908.90KN∑=8593.97KN六層〔下：柱子：60×3.3/2×0.4×0.4×27=427.68KN外墻：[3.3/2×6.6×4+3.3/2×<2.4-1.8>×2+3.6/2××26+3.3/2×<3.9-1.8>×2>]×3.87+2.1×0.9×0.5×26+0.75×1.8×0.5×4=529.17KN內(nèi)墻：[1.65×6.6×26+1.65×<3.9-1×26]×3.15+1.65×1×0.2×26=1292.36KN∑=2249.21KN五層〔上:樓面：55.1×16.1×3.6+0.5×2.0×55.1×16.13=4080.71KN縱梁：1095.12KN橫梁：851.76KN柱子：401.76KN外墻:372.74KN內(nèi)墻:908.9KN∑=7710.99KN五層〔下:柱子：427.68KN外墻:529.17KN內(nèi)墻:1292.36KN∑=2249.21KN二層~四層〔上同五層〔上∑=7710.99KN二層~四層〔下同五層〔下∑=2249.21KN一層〔上：樓面：4080.71KN縱梁：1095.12KN橫梁：851.76KN柱子：60×〔3.3/2-0.1×0.45×0.45×27=508.48KN外墻:[〔3.3/2-0.6×6.6×4+〔3.9-2.1×〔3.3/2-0.5×24+〔3.9-1.8×〔3.3/2-0.5×2+〔7.8-3.6×〔3.3/2-0.5]×3.87+1×1.8×0.2×4+1.8×0.75×2×0.5+2.1×0.9×0.5×24=362.39KN內(nèi)墻:[〔3.3/2-0.6×6.6×24+〔3.3/2-0.5×〔3.9-1×24+〔3.3/2-0.5-0.3×1×24]×3.15+0.3×1×24×0.2=928.67KN∑=7827.13KN一層〔下:柱子：60×4.5/2×0.45×0.45×27=738.11KN外墻：[〔4.5-1.65×〔3.9-2.1×24+〔4.5-1.65-0.8×1.8×24+〔4.5-1.8×6.6×4+2×〔4.5-1.65×〔2.4-1.8+0.9×〔4.5-1.65]×3.87+1.8×0.9×24×0.5+1.5×1.8×0.5×2=1138.76KN]×6.6×24+1.2×54.6×2+3.3/2×<3.9-1×24]×3.15=2196.56KN∑=4073.43KN結(jié)構(gòu)重力荷載代表值:G6=8593.97KNG5=2249.21+7710.99=9960.2KNG2=G3=G4=2249.21+7710.99=9960.2KNG1=2249.21+7827.13=10076.34KN∑G=G6+G5+G4+G3+G2+G1=58511.11KN第五章.水平地震作用下的框架內(nèi)力分析5．1梁線剛度在計算梁線剛度時,考慮樓板對梁剛度的有利影響,即板作為翼緣工作。在工程上,為簡化計算,通常梁均先按矩形截面計算某慣性矩I0,然后乘以增大系數(shù)。中框架梁I=2.0I0邊框架梁I=1.5I0梁采用C25混凝土,EC=2.8×107KN/m2Ic=1/12bh3柱采用C30混凝土,E=3×107KN/m2表5-1梁的線剛度b×hm2LI0=bh3/1210-3m4邊框架梁中框架梁I=1.5I010-3m4Kb=EI/L104KN.mI=2.0I010-3m4Kb=EI/L104KN.m0.3×0.66.65.48.13.4410.84.580.25×0.42.41.322.332.635.2柱的線剛度柱子采用C30混凝土Ec=3.0×107kN/m2首層高度4.5m2-6層高度3.3m柱子截面采用：400m×400m<二-六層>450m×450m〔底層一般層：=D=首層：=D=Kc=2.0×104KN.m表5-2-12-6層柱的線剛度層數(shù)層高m柱號根數(shù)b×hm×mIc=bh3/12104KN.m12/h21/m2DΣD樓層Di104KN/m2-63.3Z140.4×0.42.11.720.460.931.014.0476.84Z242.890.591.35.2Z3262.290.531.1730.42Z4263.790.651.4337.18Kc=2.3×104KN/m表5-2-21層柱的線剛度層數(shù)層高m柱號根數(shù)b×hm×mIc=bh3/12104KN.m12/h21/m2DΣD樓層Di104KN/m14.65Z140.45×0.453.421.50.570.510.783.1254.35Z242.510.670.9133.65Z3261.990.620.8522.1Z4263.30.720.9825.48∑D1/∑D2=54.35/76.84=70.7%>70%滿足要求5.3自振周期計算表5-3-1能量法計算層數(shù)樓層重力荷載代表值Gi〔KN樓層剪力Vi=∑Gi〔KN側(cè)移剛度Di〔KN/m層間側(cè)移δi=Vi/Di<m>樓層側(cè)移Δi=∑δi<m>GiΔiGiΔi268593.978593.977684000.01120.2932252073959960.218554.177684000.02410.282280979249960.228514.377684000.03710.2579256966239960.238474.577684000.05010.2208219948629960.248434.777684000.0630.17071700290110076.3458511.115435000.10770.10771085117∑58511.11128823086〔1.計算T1及α1T1=T1=2×0.60=0.59<s>場地為Ⅱ類,設(shè)計地震分組第一組,查得Tg=0.35s,因?yàn)門1>1.4Tg=0.49,所以δn=0.08×0.59+0.07=0.1172又根據(jù)抗震規(guī)范可知：?=0.05,η2=1.0,r=0.9而αmax=0.08〔多遇地震又因?yàn)椋篢g<T1<5Tg,所以α1=〔Tg/T1eq\o<\s\up5<γ>,\s\do2<>>η2αmax=〔0.35/0.59eq\o<\s\up5<0>,\s\do2<>>eq\o<\s\up5<9>,\s\do2<>>×1.0×0.08=0.050〔2.平地震作用〔底部剪力法=0.85×58511=49734KNFEK=α1Geq==0.05×49734=2486.7KNΔFn=δnFEK=0.1172×2486.7=291.44KN又由于δn=0.1172所以Fi=FEK<1-δn>〔計算見下表表5-3-2水平地震作用下的剪力計算質(zhì)點(diǎn)Hi<m>Gi<KN>FEK<KN>δnΔFn<KN>Fi<KN>Vi<KN>621.08593.9724870.1172291538829136517.79960.25251354297414.49960.24361790456311.19960.2329211961627.89960.2232235177514.510076.341352486936Vi>取0.016滿足要求5.4水平地震作用下的層間位移和頂點(diǎn)位移計算表5-4水平地震作用下的層間位移和頂點(diǎn)位移計算層次Vi<KN>Hi<m>ΣDi104<KN/m>Δuei=Vi/Σdi10-4<M>Δuei×550/hi682921.076840010.80.0285135417.776840017.60.0554179014.476840023.30.0893211911.176840027.60.137223517.876840030.60.216124864.554350045.70.559﹤即Δuei×550/hi<1滿足規(guī)范規(guī)定的彈性要求。5.4.1剪力圖圖5-4-1水平地震作用下的樓層剪力分布圖5.5水平地震作用下框架柱剪力和柱端彎矩—反彎點(diǎn)到柱下端結(jié)點(diǎn)的距離,即反彎點(diǎn)高度—標(biāo)準(zhǔn)反彎點(diǎn)高度比。—上下橫粱線剛度比對標(biāo)準(zhǔn)反彎點(diǎn)高度比的修正系數(shù)?！蠈訉痈咦兓拚怠！聦訉痈咦兓拚?。根據(jù)框架總層數(shù),該柱所在層數(shù)和梁柱線剛度比查表得。表5-5-1邊柱〔中框反彎點(diǎn)計算層h<m>y0y1y2y3y63.32.30.410.0000.0000.0000.4153.32.30.450.0000.0000.0000.4543.32.30.450.0000.0000.0000.4533.32.30.500.0000.0000.0000.5023.32.30.500.0000.0000.0000.5014.52.00.550.0000.0000.0000.55表5-5-2邊柱〔中框反彎點(diǎn)計算層h<m>y0y1y2y3y63.33.80.450.0000.0000.0000.4553.33.80.500.0000.0000.0000.5043.33.80.500.0000.0000.0000.5033.33.80.500.0000.0000.0000.5023.33.80.500.0000.0000.0000.5014.53.30.550.0000.0000.0000.55表5-5-3彎矩計算邊柱層H<m>∑Di<KN/m>D<KN/m>D/∑DiVi<KN>Vik<KN>M下〔KNmM上<KNm>63.3768400117000.015282912.60.4117.0524.5353.3768400117000.0152135420.60.4530.5937.3943.3768400117000.0152179027.20.4540.3949.3733.3768400117000.0152211932.20.5053.1353.1323.3768400117000.0152235135.70.5058.9158.9114.554350085000.0156248638.80.5596.0378.57表5-5-4彎矩計算中柱層H<m>∑Di<KN/m>D<KN/m>D/∑DiVi<KN>Vik<KN>M下〔KNmM上<KNm>63.3768400143000.018682915.420.4522.927.9953.3768400143000.0186135425.180.5041.5541.5543.3768400143000.0186179033.290.5054.9354.9333.3768400143000.0186211939.410.5065.0365.0323.3768400143000.0186235143.730.5072.1572.1514.554350098000.0180248644.750.55110.7690.62注：柱上端矩：MC上=Vij<1-y>h；柱上端彎矩：MC下=Vijyh；5.6水平地震作用下梁端彎矩按下式計算μB1=KB1/<KB1+KB2>MB1=<MC上+MC下>×μB1μB2=KB2/<KB1+KB2>MB2=<MC上+MC下>×μB2表5-6水平地震作用下的梁端彎矩層次A軸B軸MC上MC下μB1M1MC上MC下μB1μB2MB左MB右624.5317.05124.5327.9922.90.60.416.811.2537.3930.59154.4441.5541.550.60.438.6725.78449.3740.39179.9654.9354.930.60.457.8938.59353.1353.13193.5265.0365.030.60.471.9847.98258.9158.911112.0472.1572.150.60.482.3154.87178.5796.031137.4890.62110.760.60.497.6665.115.7水平地震作用下的梁端剪力和柱軸力標(biāo)準(zhǔn)值表5-7水平地震作用下的梁端剪力和柱軸力標(biāo)準(zhǔn)值層次A-B軸跨梁端剪力B-C軸跨梁端剪力柱軸力L<m>L<m>邊柱〔KN中柱<KN>66.624.5316.86.32.411.211.29.336.33.0356.654.4438.6714.12.425.7825.7821.4820.410.4146.679.9657.8920.92.438.5938.5932.1641.321.6736.693.5271.9825.12.447.9847.9839.9866.436.5526.6112.0482.3129.42.454.8754.8745.7395.852.8816.6137.4897.6635.62.465.1165.1154.26131.471.545.8水平地震作用下的框架內(nèi)力圖如下圖5-4水平地震作用下的框架內(nèi)力圖第六章.水平風(fēng)載作用下的框架內(nèi)力分析6．1自然條件XX地區(qū)+基本風(fēng)壓0.55KN/m；風(fēng)載體形變化系數(shù)：按C類地區(qū)查表：表6-1風(fēng)壓高度系數(shù)離地高度510152030μz0.740.740.740.841.0風(fēng)震系數(shù)：由于房屋高度未超過30m,所以βz=1.06．2風(fēng)荷載計算wk=βzμsμzwoFWki=wki×Ai表6-2水平風(fēng)荷載作用下的剪力翼緣部分層βzμsμzW0WkFWk61.00.8+0.51.00.550.729.2750.840.67.7240.840.67.7230.740.536.8220.740.536.8210.740.537.756．3水平風(fēng)載作用下的層間剪力圖如下圖6-3水平風(fēng)荷作用下樓層剪力分布圖6.4水平風(fēng)載作用下框架柱剪力和柱彎矩表6-4-1風(fēng)荷載作用下邊柱的剪力和彎矩層次H<m>∑Di<KN/m>D<KN/m>D/∑DiVi<KN>Vik<KN>M下〔KNmM上<KNm>63.354886117000.2139.271.970.412.673.8653.354886117000.21316.993.620.455.386.5743.354886117000.21324.715.260.457.819.5533.354886117000.21331.536.720.5011.0911.0923.354886117000.21338.158.130.5013.4113,4114.53882185000.21945.910.050.5518.2414.92表6-4-2風(fēng)荷載作用下中柱的剪力和彎矩層次H<m>∑Di<KN/m>D<KN/m>D/∑DiVi<KN>Vik<KN>M下〔KNmM上<KNm>63.354886143000.2619.272.420.453.594.3953.354886143000.26116.994.430.507.317.3143.354886143000.26124.716.450.5010.6410.6433.354886143000.26131.538.230.5013.5813.5823.354886143000.26138.159.960.5016.4316.4314.53882198000.25245.911.570.5521.0017.18注：〔1;〔2;〔36．5水平風(fēng)載作用下梁端彎矩按下式計算μB1=KB1/<KB1+KB2>MB1=<MC上+MC下>×μB1μB2=KB2/<KB1+KB2>MB2=<MC上+MC下>×μB2表6-5風(fēng)荷載作用下梁端彎矩層次A軸B軸MC上MC下μB1MA1MC上MC下μB1μB2MB1MB263.862.671.03.864.393.590.60.42.6341.75656.575.381.09.247.317.310.60.46.544.3649.557.811.014.9310.6410.640.60.410.777.18311.0911.091.018.913.5813.580.60.414.5329.688213,4113.411.024.516.4316.430.60.418.00612.004114.9218.241.028.3317.1821.000.60.420.16613.4446．6水平風(fēng)載作用下的梁端剪力和柱軸力標(biāo)準(zhǔn)值式中,ME左,ME右——風(fēng)荷載作用下梁的左端和右端彎矩VE——梁端剪力L——梁的計算長度表6-6風(fēng)荷載作用下梁端剪力和軸力標(biāo)準(zhǔn)值層次A-B跨梁端剪力B-C跨梁端剪力柱軸力L<m>L<m>邊柱〔KN中柱<KN>66.63.862.6340.982.41.7561.7561.460.980.4856.69.246.542.392.44.364.363.633.371.7246.614.9310.773.892.47.187.185.987.263.8136.618.914.5325.072.49.6889.6888.0712.336.8126.624.518.0066.442.412.00412.00410.0018.7710.3716.628.3320.1667.352.413.44413.44411.2026.1214.226.7水平風(fēng)載作用下的彎矩、剪力、軸力圖圖6-2風(fēng)荷載作用下框架內(nèi)力圖第七章.框架在豎向荷載作用下的內(nèi)力分析彎矩二次分配法是一種近似計算方法,即將各節(jié)點(diǎn)的不平衡彎矩同時作分配和傳遞,并以兩次分配為限。7．1框架計算簡圖屋面板均布荷載傳遞路線：圖7-1豎向荷載傳遞路線分析圖豎向荷載作用下梁的計算簡圖7．2豎向荷載計算7.2.1恒載〔1屋面梁上線荷載標(biāo)準(zhǔn)值：ⅰ梁自重：中跨梁〔250×400：0.25×0.4×26=2.6KN/m邊跨梁〔300×600：0.3×0.6×26=4.68KN/ⅱ屋面板荷載：屋面板邊跨為3.9m×6.6m,屬于雙向板。對所計算的框架梁傳遞梯形荷載。折算系數(shù)：邊跨：α1=1.95/6.6=0.31-2×α2+α3=0.847中跨為2.4m×3.9m,屬于雙向板。對所計算的框架梁傳遞三角形荷載：折算系數(shù)：α1=0.625屋面梁上線荷載標(biāo)準(zhǔn)值為：邊跨：g1=4.98×0.847×3.9+4.68=21.13KN/m中跨：g2=4.98×5/8×2.4+2.6=10.07KN/m〔2樓面梁上線荷載標(biāo)準(zhǔn)值：邊跨：g3=4.68+3.6×0.847×3.9=16.57KN/m中跨:g4=2.6+3.6×5/8×2.4=8KN/m7.2.2活荷載〔1屋面：q1=0.5×0.847×3.9=1.65KN/mq2=0.5×5/8×2.4=0.75KN/m〔2樓面：邊跨q3=2.0×0.847×3.9=6.6KN/m中跨q4=2.0×5/8×2.4=3KN/m7．3梁固端彎矩梁端彎矩以繞梁端順時針為正,反之為負(fù)。荷載部位邊跨中跨跨度m均布荷載KN/m固端彎矩KN.m跨度m均布荷載KN/m固端彎矩KN.m左右左右恒載66.621.13-76.7-76.72.410.07-4.834.832-56.616.57-60.15-60.152.48-3.843.8416.616.57-60.15-60.152.48-3.843.84活載66.61.65-6-62.40.75-0.360.362-56.66.6-24-242.43-1.441.4416.66.6-24-242.43-1.441.447.4彎矩分配與傳遞方法：采用分層發(fā)計算。計算所得的梁端彎矩為最終彎矩。由于柱子屬于上下兩個計算單元,所以柱端彎矩要進(jìn)行疊加。此時節(jié)點(diǎn)彎矩可能不平衡,但是誤差一般不大,如果需要,可以將節(jié)點(diǎn)不平衡彎矩再進(jìn)行一次分配,但不再進(jìn)行傳遞。7.4.1轉(zhuǎn)動剛度S及相對轉(zhuǎn)動剛度計算表7-4-1轉(zhuǎn)動剛度及相對轉(zhuǎn)動剛度構(gòu)件名稱轉(zhuǎn)動剛度S〔KNm相對轉(zhuǎn)動剛度框架梁邊跨2.29中跨1.5框架柱2—6層1.001層1.157.4.2分配系數(shù)計算表7-4-2各桿件分配系數(shù)節(jié)點(diǎn)層次邊節(jié)點(diǎn)62.29+1.000=3.29—0.696—0.30452.29+1+1=4.29—0.5340.2330.23342.29+1+1=4.29—0.5340.2330.23332.29+1+1=4.29—0.5340.2330.23322.29+1+1=4.29—0.5340.2330.23312.29+1+1.15=4.44—0.5160.2250.259中間節(jié)點(diǎn)62.29+1.5+1=4.790.4780.313—0.20952.29+1.5+1+1=5.790.3950.2590.1730.17342.29+1.5+1+1=5.790.3950.2590.1730.17332.29+1.5+1+1=5.790.3950.2590.1730.17322.29+1.5+1+1=5.790.3950.2590.1730.17312.29+1.5+1+1.15=5.940.3850.2530.1680.1947.5恒載及活載作用下的彎矩分配圖7-5恒載作用下的彎矩分配圖7.6活載及活載作用下的彎矩分配圖7-6活載作用下的彎矩分配圖7.7恒載作用下的彎矩圖圖7-7恒載作用下的彎矩圖7.8活載作用下的彎矩圖圖7-8活載作用下的彎矩圖表7-8-1豎向恒荷載下梁彎矩塑性調(diào)幅〔調(diào)幅系數(shù)0.8樓層A-B跨B-C跨左端中間右端-左端=右端中間MMMMMMMMMM6-33.42-26.7469.0475.9458.6146.89-34.1627.33-26.91-29.65-43.18-34.5442.3746.6152.5242.02-19.3715.5-13.61-14.974-40.7-32.5644.1348.5451.4841.18-20.0616.05-14.3-15.733-40.7-32.5644.1348.5451.4841.18-20.0616.05-14.3-15.732-40.57-32.4644.2348.6551.4241.14-20.0816.06-14.32-15.751-37.97-30.3846.2950.9249.8939.91-20.7816.62-15.02-16.52注:1、彎矩符號順時針為正,2.M’為調(diào)幅后的彎距。表7-8-2豎向活荷載下梁的塑性調(diào)幅樓層AB跨BC跨左端中間右端-左端=右端中間MM’MM’MvM’MM’MM’6-4.18-3.344.234.655.324.26-2.16-1.73-1.62-1.785-15.23-12.1818.3420.1719.9715.98-8.29-6.63-6.13-6.744-16.24-12.9917.5719.3320.5116.41-7.95-6.36-5.79-6.373-16.24-12.9917.5719.3320.5116.41-7.95-6.36-5.79-6.372-16.2-12.9617.619.3620.4916.39-7.96-6.37-5.8-6.381-15.16-12.1318.4220.2619.8815.74-8.23-6.58-6.07-6.68注:1、彎矩符號順時針為正。3、表格中M為前圖中彎矩經(jīng)過再次分配所得。7.9.梁端剪力均布荷載下:=M右-M左V’=V—q×b/2b=400mm/b=450mm7.9.1恒載作用下梁端剪力表7-9-1恒載作用下梁端剪力部位層次q<KN/m>L<m><KN>∑M/L<KN><KN><KN><KN><KN>邊跨621.136.669.733.8265.9173.5561.6869.32516.576.654.681.4253.2656.149.9552.79416.576.654.681.6353.0556.3149.7453.00316.576.654.681.6353.0556.3149.7453.00216.576.654.681.6453.0456.3249.7353.01116.576.654.681.8152.8756.4949.1452.76中跨610.072.412.08012.0812.0810.0710.0758.002.49.6009.609.608.008.0048.002.49.6009.609.608.008.0038.002.49.6009.609.608.008.0028.002.49.6009.609.608.008.0018.002.49.6009.609.607.407.407.9.2活載作用下梁端剪力表7-9-2活載作用下梁端剪力部位層次Q<KN/m>L<m><KN>∑M/L<KN><KN><KN><KN><KN>邊跨61.656.65.450.175.285.624.955.2956.66.621.780.7221.0622.519.7421.1846.66.621.780.6521.1322.4319.8121.1136.66.621.780.6521.1322.4319.8121.1126.66.621.780.6521.1322.4319.8121.1116.66.621.780.7221.0622.519.7421.18中跨中跨60.752.40.900.90.90.750.75532.43.603.63.633432.43.603.63.633332.43.603.63.633232.43.603.63.633132.43.603.63.62.932.937.10柱軸力和剪力①縱向荷載匯集：邊柱：=0.9×0.24×18×3.9+0.5×0.3×26×3.9+4.98×1.95×0.625×1.95+0.6×0.3×3.3×26+4.98×<3.3××1.95>×0.847=95.91KN=0.9×3.9×3.87+0.5×0.3×26×3.9+0.6×0.3×3.3×26+3.3×<3.3-0.6>×3.15+1.4×<3.3-0.9-0.5>×3.87+3.6×1.95×0.625×1.95+3.6×<3.3××1.95>×0.847=118.27KN中柱：=26×0.5×0.3×3.9+26×0.6×0.3×3.3+26×0.4×0.25×1.2+<1.95×1.95+3.9×1.2>×0.625×4.98+<3.9××1.95>×0.847×4.98=98.47KN=26×0.5×0.3×3.9+26×0.6×0.3×3.3+26×0.4×0.25×1.2+3.3×3.15×<3.3-0.6>+<3.9-0.4>×<3.3-0.5>3.15+<1.95×1.95+3.9×1.2>×0.625×3.6+<3.9××1.95>×0.847×3.6=139.46KN②柱子自重：=0.4×0.4×3.3×27=14.26KN=0.45×0.45×27×4.5=24.6KN7.10.1恒載作用下的柱軸力剪力表7-10-1恒載作用下邊柱產(chǎn)生的軸力和剪力層截面橫梁剪力〔KN縱向荷載〔KN柱重〔KN〔KN邊柱軸力〔KN邊柱剪力〔KN61—165.9195.9114.26161.82161.8217.372—2176.08176.0853—353.26118.2714.26171.53347.61124—4185.79361.8745—553.05118.2714.26171.32533.1912.336—6185.58547.4537—753.05118.2714.26171.32718.7712.358—8185.58733.0329—1953.04118.2714.26171.31904.3412.5910—10185.57918.6111—1152.87118.2724.6171.141089.745.5212—12195.741114.34表7-10-2恒載作用下中柱產(chǎn)生的軸力和剪力層截面橫梁剪力〔KN橫梁剪力〔KN縱向荷載〔KN柱重〔KN〔KN中柱軸力〔KN中柱剪力〔KN61—173.5512.0898.4714.26184.1184.112.832—2198.36198.3653—356.19.6139.4614.26205.16403.529.384—4219.42417.7845—556.319.6139.4614.26205.37623.159.526—6219.63637.4137—756.319.6139.4614.26205.37842.789.538—8219.63857.0429—956.329.6139.4614.26205.381062.429.6110—10219.641076.68111—156.499.6139.4624.6205.551282.234.3312—12230.151306.83說明：①假定外縱墻受力荷載完全由縱梁承受。②為本層荷載產(chǎn)生的軸力。7.10.2活載作用下的柱軸力剪力表7-10-2活載作用下柱產(chǎn)生的軸力和剪力層截面〔KN縱向荷載〔KN邊柱軸力<KN>邊柱剪力<KN><KN><KN>縱向荷載<KN>中柱軸力〔KN中柱剪力<KN>61—15.285.0310.313.295.620.99.415.922.522—2表7-10-2〔續(xù)層截面〔KN縱向荷載〔KN邊柱軸力<KN>邊柱剪力<KN><KN><KN>縱向荷載<KN>中柱軸力〔KN中柱剪力<KN>53—321.0620.1151.485.0522.53.625.9667.983.884—445—521.1320.1192.724.9222.433.625.96119.973.816—637—721.1320.11133.964.9322.433.625.96171.963.818—829—921.1320.11175.25.0322.433.625.96223.953.8510—10111—1121.0620.11216.373.0122.53.625.96276.011.7312—12第八章.內(nèi)力組合8.1內(nèi)力組合公式8.1.1框架梁1.梁端負(fù)彎矩組合公式:不考慮地震作用1.2恒+1.4×0.7活+1.4風(fēng)1.2恒+1.4活+1.4×0.6風(fēng)1.35恒+1.4×0.7活考慮地震作用1.3水平地震+1.2重力荷載2、梁端正彎矩組合公式:不考慮地震作用1.4風(fēng)-1.0恒考慮地震作用1.3水平地震-1.0重力荷載3、梁跨中正彎矩組合公式:不考慮地震作用1.2恒+1.4×0.7活+1.4風(fēng)1.2恒+1.4活+1.4×0.6風(fēng)1.35恒+1.4×0.7活考慮地震作用1.3水平地震+1.2重力荷載4、梁端剪力組合公式:不考慮地震作用1.2恒+1.4×0.7活+1.4風(fēng)1.2恒+1.4活+1.4×0.6風(fēng)1.35恒+1.4×0.7活考慮地震作用1.3水平地震+1.2重力荷載8.2.2框架柱最大彎矩對應(yīng)的軸力和剪力：不考慮地震作用1.2恒+1.4×0.7活+1.4風(fēng)1.2恒+1.4活+1.4×0.6風(fēng)1.35恒+1.4×0.7活考慮地震作用1.3水平地震+1.2重力荷載2、最大軸力對應(yīng)的彎矩：不考慮地震作用1.2恒+1.4×0.7活+1.4風(fēng)1.2恒+1.4活+1.4×0.6風(fēng)1.35恒+1.4×0.7活考慮地震作用1.3水平地震+1.2重力荷載3、最小軸力對應(yīng)的彎矩：不考慮地震作用1.4風(fēng)-1.0恒考慮地震作用1.3水平地震-1.0重力荷載8.3框架控制截面的內(nèi)力①梁端負(fù)彎矩的塑性調(diào)幅〔前面已經(jīng)完成彎矩調(diào)幅即將框架梁支座處的負(fù)彎矩乘以一個小于己于1的系數(shù),稱為調(diào)幅系數(shù)。框架梁端負(fù)彎矩調(diào)幅實(shí)際是在豎向荷載作用下考慮框架梁的塑性內(nèi)力重分布《混凝土高規(guī)》對調(diào)幅系數(shù)作了規(guī)定,并規(guī)定豎向荷載作用下的彎矩應(yīng)先調(diào)幅,再與其他荷載效應(yīng)進(jìn)行組合?，F(xiàn)澆框架支座負(fù)彎矩調(diào)幅系數(shù)為0.8～0.9；此處取0.8。支座負(fù)彎矩降低后,跨中彎矩應(yīng)加大,應(yīng)按靜力平衡條件計算調(diào)幅后梁的跨中彎矩值。這樣,在支座出現(xiàn)塑性鉸后,不會導(dǎo)致跨中截面承載力不足。梁跨中彎矩應(yīng)滿足下列要求：〔8-1〔8-2式中、、——分別為調(diào)幅后梁兩端負(fù)彎矩及跨中正彎矩；——按簡支梁計算的跨中彎矩。②將梁端柱軸線處的彎矩調(diào)整為控制截面處的彎矩?zé)o論采取何種內(nèi)力分析方法,所得到的框架梁端彎矩均為柱軸線處彎矩,截面配筋計算時,應(yīng)采用構(gòu)件端部截面〔柱邊緣截面的彎矩,而不是柱軸線處的彎矩,因而,在內(nèi)力組合前應(yīng)將梁端柱軸線處的彎矩調(diào)整為梁控制截面處的彎矩。梁控制截面處〔柱邊緣截面的彎矩可按下式求得:〔8-3式中——柱軸線處的彎矩；——梁控制截面處的彎矩；——按簡支梁計算的支座處剪力；——支座〔柱寬度。表8-3-1水平地震作用下AB跨梁控制截面內(nèi)力水平地震作用下AB跨梁控制截面內(nèi)力層數(shù)654321V6.314.1020.925.1029.435.6b0.40.40.40.40.40.45左端M24.5354.4479.9693.52112.04137.48M'23.2751.6275.7888.50106.16129.47右端M16.838.6757.8971.9882.3197.66M'15.5435.8553.7166.9676.4389.65跨中M3.8657.88511.03510.7714.86519.91表8-3-2水平地震作用下BC跨梁控制截面內(nèi)力水平地震作用下BC跨梁控制截面內(nèi)力層數(shù)654321V9.3321.4832.1639.9845.7354.26b0.40.40.40.40.40.45左端M11.225.7838.5947.9854.8765.11M'9.3321.4832.1639.9845.7252.90右端M11.225.7838.5947.9854.8765.11M'9.33421.48432.15839.98445.72452.9015跨中M000000表8-3-3風(fēng)作用下AB跨梁控制截面內(nèi)力風(fēng)作用下AB跨梁控制截面內(nèi)力層數(shù)654321V0.982.393.895.076.447.35b0.40.40.40.40.40.45左端M3.869.2414.9318.9024.5028.33M'3.668.7614.1517.8923.2126.68右端M2.636.5410.7714.5318.0120.17M'2.436.069.9913.5216.7218.52跨中M0.621.352.082.193.254.08表8-3-4風(fēng)作用下BC跨梁控制截面內(nèi)力風(fēng)作用下BC跨梁控制截面內(nèi)力層數(shù)654321V1.463.635.988.071011.2b0.40.40.40.40.40.45左端M1.764.367.189.6912.0013.44M'1.473.635.988.0810.0010.92右端M1.764.367.189.6912.0013.44M'1.473.635.988.0810.0010.92跨中M0.000.000.000.000.000.00表8-3-5豎向荷載下AB跨梁左端控制截面處的內(nèi)力豎向荷載下AB跨梁左端控制截面處的內(nèi)力層數(shù)654321b0.40.40.40.40.40.45恒載M-26.74-34.54-32.56-32.56-32.46-30.38V'61.6849.9549.7449.7449.7349.14M'-14.4-24.55-22.61-22.61-22.51-19.32活載M-3.34-12.18-12.99-12.99-12.96-12.13V