5-沈陽冠信科技有限公司辦公樓設(shè)計(jì)摘要該建筑地處沈陽市，為一高檔辦公樓，各功能應(yīng)分層分區(qū)設(shè)置，大報(bào)告廳設(shè)在頂層，每層設(shè)一小會(huì)議室，設(shè)計(jì)時(shí)要認(rèn)真考慮人流及防火要求，設(shè)兩部樓梯。建筑物占地面積約5200㎡。建筑物長65.4m，寬15.9，層，共五層，高度為18.75m，室內(nèi)外高差建筑物結(jié)構(gòu)形式采用整體現(xiàn)澆鋼筋混凝土，框架柱采用C30混凝土，bh=550mm550mm，框架梁采用C30混凝土，主梁截面bh=250mm600mm，次梁截面bh=150mm400mm?；A(chǔ)采用柱下獨(dú)立基礎(chǔ)，混凝土等級為C30。冠信科技有限公司辦公樓的設(shè)計(jì)依據(jù)為設(shè)計(jì)任務(wù)書和現(xiàn)行規(guī)范，總體設(shè)計(jì)分為七個(gè)部分：第一章建筑設(shè)計(jì)，第二章重力荷載代表值計(jì)算，第三章水平地震作用分析，第四章豎向荷載作用下框架的內(nèi)力分析，包括內(nèi)力組合，第五章框架截面設(shè)計(jì)和配筋，第六章基礎(chǔ)設(shè)計(jì)，第七章樓梯設(shè)計(jì)。第一章中，通過考慮各種因素選定了建筑方案，在其余的幾章中，我們進(jìn)行了結(jié)構(gòu)計(jì)算并且對梁柱、樓板、樓梯和基礎(chǔ)進(jìn)行了配筋。關(guān)鍵詞:建筑,結(jié)構(gòu),地震作用,D值法,柱下獨(dú)立基礎(chǔ).ShenyangofficecrownDesignTechnologyCo.,Ltd.AbstractThebuildingislocatedinShenyangCity,isahigh-gradeofficebuildings,Hierarchicalpartitionofthefunctionshouldbesetup,largelecturehallatthetopforasmallmeetingroomoneachfloor,designedtogiveseriousconsiderationtothemovementofpeopleandfiresafetyrequirements,setuptwostaircases.Thebuildingcoversanareaofabout5,200㎡.Buildinglong-65.4m,width15.9,layer,atotaloffive,height18.75m,heightdifferencebetweenindoorandoutdoor450mm.Structuralformoftheuseofthewholecast-in-placereinforcedconcrete,usingC30concreteframecolumns,b×h=550mm550mm,usingC30concreteframebeam,mainbeamb×h=250mm600mm,beamatb×h=150mm400mm.Basedonanindependentbasisundertheuseofcolumn,concretegradeC30.CrownTechnologyCo.,Ltddesignofficeinaccordancewiththemandateforthedesignofthebookandtheexistingnorms,theoveralldesignisdividedintosevenparts:Thearchitecturaldesignofthefirstchapter,ChapterIIonbehalfofthegravityloadvalue,thethirdchaptertheroleofthelevelofearthquakeanalysis,ChapterIV,undertheframeworkofverticalloadanalysisoftheinternalforces,includingthecombinationofinternalforces,thefifthchaptertheframeworkofcross-sectiondesignandreinforcement,theSixththebasisofthedesignchapter,ChapterVIIofthestaircasedesign.Thefirstchapter,selectedthroughavarietyoffactorstoconsidertheconstructionprogram,intheremainingchapters,wehavecarriedoutstructuralcalculationsandonthebeams,floor,stairsandthebasisforthereinforcement.Keywords:architectural,structural,earthquake,Dvalueoflaw,anindependentfoundationundercolumn.目錄摘要 iAbstract ii1建筑設(shè)計(jì) 11.1設(shè)計(jì)資料 11.2設(shè)計(jì)思路及工程概況 21.3工程構(gòu)造 31.3.1基礎(chǔ) 31.3.2墻體 31.3.3樓梯設(shè)計(jì) 41.3.4門窗 51.3.5樓面構(gòu)造 51.3.6屋面構(gòu)造 62重力荷載代表值 72.1構(gòu)件尺寸 72.1.1板 72.1.2梁 72.2活載標(biāo)準(zhǔn)值 82.3荷載匯集計(jì)算 82.3.1屋面線荷載標(biāo)準(zhǔn)值 82.3.2樓面線荷載標(biāo)準(zhǔn)值 92.3.3墻 102.3.4梁 112.3.5柱： 122.4重力荷載代表值計(jì)算 122.4.1五層上半層計(jì)算 122.4.2五層下半層計(jì)算 152.4.3四層上半層計(jì)算 152.4.4四層下半層計(jì)算 172.4.5三層上半層計(jì)算 172.4.6三層上半層和二層的計(jì)算 182.4.7一層上半層計(jì)算 183水平地震作用分析 203.1梁的剛度與柱的剛度計(jì)算 203.1.1梁的剛度計(jì)算 203.1.2梁的剛度計(jì)算 203.2水平地震作用力計(jì)算 203.2.1框架自震周期的計(jì)算 203.2.2多遇水平地震作用標(biāo)準(zhǔn)值及位移的計(jì)算 214豎向荷載作用下框架的內(nèi)力分析 274.1豎向荷載作用下框架的內(nèi)力計(jì)算 274.1.1荷載及計(jì)算簡圖 274.1.2框架彎矩計(jì)算 295框架結(jié)構(gòu)配筋計(jì)算 455.1框架梁配筋計(jì)算 455.1.1截面尺寸 455.1.2材料強(qiáng)度 455.1.3配筋率 455.1.4計(jì)算公式 465.2框架柱配筋計(jì)算 465.2.1剪跨比和軸壓比的驗(yàn)算 465.2.2柱正截面承載力計(jì)算 465.2.3框架柱抗剪計(jì)算 475.3板的配筋 525.3.1板區(qū)分格 525.3.2板區(qū)配筋設(shè)計(jì) 52第一區(qū)格板A配筋計(jì)算： 526基礎(chǔ)設(shè)計(jì) 556.1初步估算基礎(chǔ)底尺寸 556.2由柱子傳至基礎(chǔ)頂面的荷載 566.3由基礎(chǔ)梁傳至基礎(chǔ)頂面的外墻重 566.4基礎(chǔ)底面標(biāo)準(zhǔn)值組合的內(nèi)力值 566.5基礎(chǔ)底面壓力驗(yàn)算 576.6基礎(chǔ)抗沖切驗(yàn)算 576.7基礎(chǔ)橫向配筋計(jì)算 587樓梯設(shè)計(jì) 597.1樓梯梯段斜板設(shè)計(jì) 597.1.1確定斜板厚度 597.1.2荷載計(jì)算 597.1.3荷載效應(yīng)組合 607.1.4斜板的計(jì)算簡圖 607.1.5內(nèi)力計(jì)算 607.1.6配筋計(jì)算 607.2平臺(tái)板設(shè)計(jì) 617.2.1平面板的計(jì)算 617.2.2荷載計(jì)算 617.2.3荷載效應(yīng)組合 617.2.4內(nèi)力計(jì)算 627.2.5配筋計(jì)算 627.3平臺(tái)梁設(shè)計(jì) 627.3.1平臺(tái)梁的計(jì)算 627.3.2荷載計(jì)算 627.3.3荷載效應(yīng)組合 637.3.4內(nèi)力計(jì)算 637.3.5截面設(shè)計(jì) 63總結(jié) 65參考文獻(xiàn) 66謝辭 67PAGE661建筑設(shè)計(jì)1.1設(shè)計(jì)資料=1\*GB2⑴工程名稱：沈陽冠信科技有限公司辦公樓=2\*GB2⑵層高及空間設(shè)置：該辦公樓層數(shù)為5層，底層層高為3.9米，標(biāo)準(zhǔn)層為3.6米。該建筑地處沈陽市，頂層設(shè)有大報(bào)告廳，2～4層均設(shè)有一小會(huì)議室，其他房間均為辦公室，一層設(shè)有資料室和檔案室各一間，會(huì)客室一間，設(shè)計(jì)時(shí)考慮人數(shù)和防火要求，設(shè)兩跑樓梯。=3\*GB2⑶建筑面積：總建筑面積約為5200m2。=4\*GB2⑷氣象條件：沈陽地區(qū)的基本風(fēng)壓為0.45;基本雪壓為0.4。=5\*GB2⑸工程地質(zhì)條件：場地地質(zhì)情況，如下表所示。序號巖土分類土層深度(m)厚度范圍(m)地基承載力fk(kPa)樁端阻力qp(Kpa)樁周摩擦力qs(kPa)1雜填土0—0.50.82粉土5—1.81.0120103中砂1.8—2.81.0200254礫砂8—6.54.03002400305圓礫6.5—12.56.0500350060注：１）地下穩(wěn)定水位距地坪－6m以下；２）表中給定土層深度由自然地坪算起。建筑地點(diǎn)冰凍深度：－1.2m；建筑場地類別：Ⅱ類場地土；地震設(shè)防烈度：7度。=6\*GB2⑹材料供應(yīng)及施工條件=1\*GB3①建筑材料：水泥空心磚，粉煤灰空心砌塊，425號、525號水泥，采用HPB235級、HRB335或HRB400級鋼筋，改性瀝青防水卷材等。②施工條件：本工程擬由沈陽市某建筑工程公司承建，其資質(zhì)等級為房屋建筑三級。1.2設(shè)計(jì)思路及工程概況根據(jù)設(shè)計(jì)任務(wù)書的要求及商場的結(jié)構(gòu)和建筑設(shè)計(jì)需要，綜合考慮了防火、抗震、通風(fēng)、采暖及視覺效果等因素，經(jīng)過方案比選最終選出該商場的設(shè)計(jì)方案。首先分析建筑平面，在平面設(shè)計(jì)中考慮了外觀、朝向、通風(fēng)、出入口、交通、消防、及供電等多方面的問題。一個(gè)好的建筑不僅要滿足功能結(jié)構(gòu)要求，同時(shí)也要重視建筑設(shè)計(jì)，因此在設(shè)計(jì)中始終把握整體設(shè)計(jì)概念，從全局考慮，將建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)綜合考慮?？偲矫嬖O(shè)計(jì)要突出周圍良好的環(huán)境以及該辦公樓與周圍自然環(huán)境和人工環(huán)境的協(xié)調(diào)性，在本方案中特別注重周圍的綠化效果，加強(qiáng)環(huán)保意識。對使用部分的平面設(shè)計(jì)的總體設(shè)計(jì)原則是適用、美觀、安全、經(jīng)濟(jì)，注重同一層平面和各層平面之間的相互聯(lián)系。從使用要求著手，選擇柱網(wǎng)尺寸并進(jìn)行功能分區(qū)。對于該建筑立面設(shè)計(jì)，根據(jù)初步確定的房屋內(nèi)部空間組合的平面關(guān)系，如結(jié)構(gòu)的功能分區(qū)，各部分的門窗布置等，描繪出該建筑各個(gè)立面的基本輪廓。設(shè)計(jì)時(shí)仔細(xì)分析立面各部分總的比例關(guān)系，相鄰立面間的連接和協(xié)調(diào)，然后著重分析各個(gè)立面上墻面的處理，最后考慮建筑入口、門廳的細(xì)部處理。整個(gè)立面設(shè)計(jì)中，適當(dāng)?shù)倪x用建筑材料，突出建筑的質(zhì)感，創(chuàng)造出良好的立面效果。1.3工程構(gòu)造1.3.1基礎(chǔ)采用獨(dú)立柱基礎(chǔ)，混凝土選用C30。1.3.2墻體外墻采用300mm水泥空心磚內(nèi)墻采用190mm粉煤灰空心砌塊⑴外墻做法：刷彩色涂膠；20厚混合砂漿粘結(jié)層；60厚聚苯復(fù)合保溫板；300厚水泥空心磚；20厚石灰砂漿抹灰；外墻總厚度：400mm⑵內(nèi)墻做法：20厚石灰砂漿抹灰；190厚粉煤灰空心磚；20厚石灰砂漿抹灰；內(nèi)墻總厚度：230mm1.3.3樓梯設(shè)計(jì)采用現(xiàn)澆式鋼筋混凝土板式樓梯，二部樓梯，開間均為4200mm,均為雙跑樓梯。⑴底層：層高3.9m樓梯梯段寬度：4200?190=4010mm中間設(shè)110mm間隙1/2×（4010?110）=1950mm平臺(tái)深應(yīng)大于1950mm,故取為2100mm樓梯長度：踏步寬b=300mm,設(shè)第一跑為13步，第二跑為13步則踏面高則第一跑梯段長（13?1）×300=3600mm樓梯間進(jìn)深取為6600mm靠近走廊一側(cè)平臺(tái)深6600?2100?3600=900mm⑵標(biāo)準(zhǔn)層：層高3.6m踏面寬b=300mm，踢面高h(yuǎn)=150mm踏步數(shù)故兩跑均設(shè)為12跑平臺(tái)深6600?（12?1）×300=3300mm,故分別取為1200mm，2100mm。1.3.4門窗⑴門辦公室采用木制平開門，b×h=1000mm×2100mm衛(wèi)生間采用木制平開門，b×h=900mm×2100mm入口處外門采用鋁合金門中的有框雙開彈簧門，有多種尺寸，各洞口尺寸詳見圖紙。其余門洞尺寸及所采用的門樣式詳見圖紙上門窗表。⑵窗全部窗都采用鋁合金推拉窗，洞口尺寸有兩種：1500mm×2100mm、1500×2100mm、1500mm×2400mm。1.3.5樓面構(gòu)造根據(jù)各方間的使用要求，采用不同的樓面構(gòu)造①辦公室、檔案室、資料室、會(huì)議室、報(bào)告廳、接待室等采用水磨石地面；②走廊、樓梯、大廳采用大理石地面；衛(wèi)生間采用防水較好的瓷磚地面；配電室采用水泥砂漿地面。各樓面的具體做法見第二章結(jié)構(gòu)設(shè)計(jì)部分中的荷載匯集計(jì)算部分。1.3.6屋面構(gòu)造改性瀝青；20厚1:3水泥砂漿基層（找平層）；60厚苯板保溫層；30—150焦渣找坡；120厚現(xiàn)澆混凝土板；V型輕鋼龍骨吊頂；2重力荷載代表值2.1構(gòu)件尺寸2.1.1板縱向主梁跨度為7.2，次梁跨度也為7.2，主梁每跨內(nèi)布置一根次梁，板跨為3.3。按高跨比條件，要求板，故取板厚2.1.2梁⑴橫向：主梁跨度為6.6～=550～825,取～=200～300,?、瓶v向：主梁跨度為7.2～=600～600,取～=200～300,取次梁跨度為7.2～=400～600，取～=133～200，?、侵焊鶕?jù)7度設(shè)防烈度，高度≤30m的框架，查得地震等級為Ⅲ,框架軸壓比控制為,混凝土強(qiáng)度等級為C30，其中：：豎向荷載分項(xiàng)系數(shù)，取為1.25；：考慮地震作用產(chǎn)生的軸力的放大系數(shù)，取為1.15；S：柱的樓面負(fù)荷面積；：單位建筑面積的豎向荷載，框架結(jié)構(gòu)取為12～14；：層數(shù)。故柱的截面選用正方形柱的截面選為。2.2活載標(biāo)準(zhǔn)值活載標(biāo)準(zhǔn)值見表2-1。表2-1活載標(biāo)準(zhǔn)值不上人屋面辦公室樓梯、走廊衛(wèi)生間報(bào)告廳0.42.02.52.03.02.3荷載匯集計(jì)算2.3.1屋面線荷載標(biāo)準(zhǔn)值屋面線荷載標(biāo)準(zhǔn)值見表2-2。表2-2屋面線荷載標(biāo)準(zhǔn)值改性瀝青0.10.120厚水泥砂漿找平2020×0.02=0.460厚苯板保溫層0.10.130—150厚焦渣找坡1010×0.5(0.03+0.15)=0.9120厚現(xiàn)澆混凝土板2525×0.12=3V型輕鋼龍骨吊頂0.250.25屋面恒荷載4.752.3.2樓面線荷載標(biāo)準(zhǔn)值⑴辦公室、會(huì)議室、報(bào)告廳采用水磨石地面，見表2-3。表2-3樓面恒荷1標(biāo)準(zhǔn)值20厚水磨石地面2424×0.02=0.48刷冷底子油和熱瀝青一道20厚水泥砂漿找平2020×0.02=0.4120厚現(xiàn)澆混凝土板2525×0.12=3V型輕鋼龍骨吊頂0.250.25樓面恒荷14.13⑵走廊、樓梯采用大理石地面，見表2-4。表2-4樓面恒荷2標(biāo)準(zhǔn)值平鋪20厚大理石地面2828×0.02=0.5620厚干硬性水泥砂漿找平2020×0.02=0.4120厚現(xiàn)澆混凝土板2525×0.12=3V型輕鋼龍骨吊頂0.250.25樓面恒荷24.21⑶衛(wèi)生間采用防水較好的瓷磚地面，見表2-5。表2-5樓面荷載3標(biāo)準(zhǔn)值20厚小瓷磚0.550.5520厚水泥砂漿找平2020×0.02=0.4120厚現(xiàn)澆混凝土板2525×0.12=3V型輕鋼龍骨吊頂0.250.25樓面恒荷34.22.3.3墻⑴外墻恒載標(biāo)準(zhǔn)值，見表2-6表2-6外墻恒載標(biāo)準(zhǔn)值刷彩色涂膠20厚混合砂漿抹灰1717×0.02=0.3460厚聚苯復(fù)合保溫板1.131.13續(xù)表2-6300厚水泥空心磚9.69.6×0.3=2.8820厚石灰砂漿抹灰1717×0.02=0.34外墻恒荷載4.69⑵內(nèi)墻荷載標(biāo)準(zhǔn)值見表2-7。表2-7內(nèi)墻荷載標(biāo)準(zhǔn)值20厚石灰砂漿抹灰1717×0.02=0.34190厚粉煤灰空心砌塊7.57.5×0.19=1.42520厚石灰砂漿抹灰1717×0.02=0.34內(nèi)墻恒荷載2.1052.3.4梁⑴橫向主梁：250×600自重：25×0.25×（0.6-0.12）×1.05=3.15AB、CD跨：L=6.6-0.55=6.05,3.15×6.05=19.0575BC跨：L=2.7-0.55=2.15，3.15×2.15=6.7725⑵縱向主梁：250×600自重：25×0.25×（0.6-0.12）×1.05=3.15①-②跨：L=7.8-0.55=7.25，3.15×7.25=22.8375其他跨：L=7.2-0.55=6.65，3.15×6.65=20.9475次梁：150×400 自重：25×0.15×（0.4-0.12）×1.05=1.1025①-②跨：L=7.8-0.25=7.55，1.1025×7.55=8.3238其他跨：L=7.2-0.25=6.95，1.1025×6.95=7.66232.3.5柱：截面550×550自重：25×0.55×0.55×1.10=8.31872.4重力荷載代表值計(jì)算重力荷載代表值的計(jì)算采用集中質(zhì)量法，計(jì)算方法為：重力荷載代表值=恒載+50％×活載。2.4.1五層上半層計(jì)算⑴屋面：S=15.9×65.4=1039.86=（4.75+0.5×0.4）×1039.86=5147.307⑵梁：橫向19.0575×12=228.696.7725×6=40.635縱向主梁22.8375×4=91.3520.9475×20=418.95次梁8.3238×2=16.64767.6623×8=61.2984井字梁：井字樓蓋的平面尺寸為15900×21600，采用6×8網(wǎng)格，網(wǎng)格尺寸為2650×2700。因?yàn)榭缍容^大，所以=1136～994,取=333～250,取井字梁四周邊梁需要保證足夠的剛度，其高度一般大于井字梁截面高度的1.1—1.2倍，所以取井字梁四邊梁的截面尺寸為300×1100.邊梁的自重：25×0.3×（1.1-0.12）×1.05=7.7175橫向L=15.9-3×0.55=14.25，縱向L=21.6-3×0.55=19.95邊梁重：G=（14.25+19.95）×2×7.7175=527.877井字梁自重：25×0.25×（1-0.12）×1.05=5.775橫向L=15.9-0.3=15.65.775×15.6×7=630.63縱向L=21.6-0.3=21.35.775×21.3×5=615.0375其中重復(fù)面積為0.25×0.25=0.0625，35個(gè)重為25×0.0625×（1-0.12）×1.05×35=50.5312井字梁重G=630.63+615.0375-50.5312+527.877=1723.0133=228.69+40.635+91.35+418.95+16.6476+61.2984+1723.0133=2580.5843⑶柱：柱長L=3.6/2-0.12=1.6836根=8.3187×1.68×36=503.1149⑷墻外墻橫向L=15.9-3×0.55=14.25縱向L=65.4-3×0.55=63.75周長C=（14.25+63.75）×2=156=(21.6-3×0.55)×2×(0.5×3.6-1)=31.92=（156-19.95×2）×(0.5×3.6-0.6)=139.32=（2.1×32+1.8×6+2.4×4）×0.5=43.8=（31.92+139.32-43.8）×4.69+43.8×0.4=615.2136內(nèi)墻橫向L=6.6-0.55=6.058片=6.05×（0.5×3.6-0.6）×8=58.08L=6.6-0.3=6.32片=6.3×（0.5×3.6-0.12）×2=21.68L=15.9-3×0.55=14.252片=14.25×（0.5×3.6-1.1）×2=19.95縱向L=60.83=60.83×（0.5×3.6-0.6）=73.032=（1.5×4+0.9×4+1×8）×0.3=5.28=（99.198+73.032-5.28）×2.105+5.28×0.1=351.9577=5147.307+2580.5843+503.1149+615.2136+351.95=9198.17752.4.2五層下半層計(jì)算⑴柱：柱長L=3.6/2=1.836根=8.3187×1.8×36=539.0517⑵墻外墻=156×0.5×3.6=280.8=87.6×1=87.6=(280.8-87.6)×4.69+87.6×0.4=941.148內(nèi)墻=（6.05×8+6.3×2+14.25×2+60.86）×1.8=270.648=17.6×1.8=31.68=（270.648-31.68）×2.105+31.68×0.1=506.1956=539.0517+941.148+506.1956=1986.39532.4.3四層上半層計(jì)算⑴屋面辦公室G=（4.13+0.5×2.0）×6.6×（7.8+3×7.2）×2=1990.8504衛(wèi)生間G=（4.2+0.5×2.0）×6.6×3×2=205.92打報(bào)告廳G=（4.13+0.5×3.0）×15.9×21.6=1933.5672樓梯G=（4.21+0.5×2.5×0.5）×6.6×4.2×2=268.0524走廊G=（4.21+0.5×2.5）×（2.7×43.8+6.6×7.2×2）=1164.618=1990.8504+205.92+1933.5672+268.0524+1164.618=5563.008⑵梁：橫向19.0575×20=381.156.7725×10=67.725縱向主梁22.8375×4=91.3520.9475×32=670.32次梁8.3238×2=16.64767.6623×14=107.2772=381.15+67.725+91.35+670.32+16.6476+107.2722=1334.4648⑶柱：柱長L=3.6/2-0.12=1.6840根=8.3187×1.68×40=559.0166⑷墻外墻=156×（1.8-0.6）=187.2=（2.1×30+1.8×6+2.4×5）×0.5=42.9=(187.2-42.9)×4.69+42.9×0.4=693.927內(nèi)墻橫向L=6.6-0.55=6.0515片=6.05×（0.5×3.6-0.6）×15=108.9L=6.6-0.3=6.33片=6.3×（0.5×3.6-0.12）×3=31.752縱向L=113.24=113.24×（0.5×3.6-0.6）=135.888=（1.8×1+0.9×5+1×14）×0.3=6.09=（108.9+31.752+135.888-6.09）×2.105+6.09×0.1=569.9062=8720.32262.4.4四層下半層計(jì)算⑴柱：柱長L=3.6/2=1.840根=8.3187×1.8×40=598.9464⑵墻外墻=156×0.5×3.6=280.8=85.8×1=85.8=(280.8-85.8)×4.69+85.8×0.4=948.87內(nèi)墻=（6.05×15+6.3×3+113.24）×1.8=401.202=20.3×1.8=36.54=（401.202-36.54）×2.105+36.54×0.1=771.2675=598.9464+948.87+771.2675=2319.08392.4.5三層上半層計(jì)算⑴屋面辦公室G=（4.13+0.5×2.0）×6.6×（7.8+7×7.2）×2=3941.0712衛(wèi)生間G=（4.2+0.5×2.0）×6.6×3×2=205.92樓梯G=（4.21+0.5×2.5）×6.6×4.2×2=302.7024走廊G=（4.21+0.5×2.5）×2.7×65.4=964.1268=3941.0712+205.92+302.7024+964.1268=5413.8204⑵梁同四層上半層=1334.4648⑶柱同四層上半層=559.0166⑷墻同四層上半層=693.927=569.9062=8571.1352.4.6三層上半層和二層的計(jì)算三層上半層計(jì)算同四層下半層二層上半層計(jì)算同三層上半層二層下半層計(jì)算同四層下半層2.4.7一層上半層計(jì)算⑴屋面同三層上半層=5413.8204⑵梁同四層上半層=1334.4648⑶柱：柱長L=3.9/2-0.12=1.8340根=8.3187×1.83×40=608.9288⑷墻外墻=156×（3.9/2-0.6）=210.6=（2.1×24+1.8×5+2.4×7）×0.35=26.67=（1.5×1+1.8×2）×0.15=0.765=(210.6-26.67-0.765)×4.69+26.67×0.4+0.765×0.1=869.7883內(nèi)墻L=6.6-0.55=6.0511片=6.05×（1.95-0.6）×11=89.8425L=6.6-0.3=6.35片=6.3×（1.95-0.12）×5=57.645=（1.8×1+1.5×4+0.9×4+1×10）×0.15=5.64=（89.8425+57.645-5.64）×2.105+5.64×0.1=299.1529=8526.1552重力荷載代表值匯總見表2-8。表2-8重力荷載代表值匯總位置(層)54321自重（）9198.17810706.71810890.21910890.21910845.2393水平地震作用分析3.1梁的剛度與柱的剛度計(jì)算3.1.1梁的剛度計(jì)算選用C30混凝土，彈性模量，計(jì)算梁線剛度考慮作用，邊框梁取中框梁取，具體見表3-1。3.1.2梁的剛度計(jì)算選用C50混凝土，彈性模量,柱的線剛度計(jì)算公式為：，具體見表3-23.2水平地震作用力計(jì)算該建筑高度為18.75米，小于403.2.1框架自震周期的計(jì)算對于H＜30且填充墻較多的辦公樓等規(guī)則框架結(jié)構(gòu)，可以按經(jīng)驗(yàn)公式計(jì)算：H房屋主體結(jié)構(gòu)的高度，H=18.75B房屋震動(dòng)方向的長度，在計(jì)算橫向水平地震作用時(shí)，為房屋的寬度，取15.9米，在計(jì)算縱向水平地震作用時(shí)，為房屋的長度取65.43.2.2多遇水平地震作用標(biāo)準(zhǔn)值及位移的計(jì)算⑴水平地震作用標(biāo)準(zhǔn)值計(jì)算由設(shè)防烈度為7度，場地土為II類，由《建筑抗震設(shè)計(jì)規(guī)（GBJ11-89）》表4.1.4-1和表4.1.4-2。查得則橫向地震影響系數(shù)由抗震規(guī)范表4.2.1可知，不考慮頂部附加水平力影響。對于多質(zhì)點(diǎn)體系，結(jié)構(gòu)底部總橫向水平地震作用標(biāo)準(zhǔn)值為：=0.06×44650.98646=2679.059，各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力見表3-3。表3-1梁的線剛度截面跨度m截面慣性矩邊框梁中框梁250×6006.64.56.753.06894.091250×6002.74.56.757.5910表3-2柱的線剛度柱的類別層/高根數(shù)邊柱A類5~2/3.66.35450.48280.19451柱B類1.66310.45402.67124邊柱A類1/4.94.66871.31430.54741.27734122980中柱B類4.52710.77021.79724邊柱A類5~2/3.66.35450.64380.24351.432716724224中柱B類2.21750.52583.093716邊柱A類1/4.94.66871.75250.60031.400716527744中柱B類6.03640.81331.897716＞0.7，所以該框架為規(guī)則框架。表3-3各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力層數(shù)519.39198.18177524.8260.2849763.26763.26415.710706.7168095.4710.2698722.811486.1312.110890.2131771.6490.2115566.622052.728.510890.292566.86070.1486398.112450.814.910845.253141.67160.0852228.262679.1⑵水平地震作用內(nèi)力分析①柱的反彎點(diǎn)高度比按公式，計(jì)算各層柱的反彎點(diǎn)高度比.式中，-該層柱的計(jì)算高度此結(jié)構(gòu)中都為零。各層柱端彎矩及剪力計(jì)算見表3-4。②計(jì)算梁支座剪力和柱軸力根據(jù)力平衡原理，由梁端彎矩和作用在梁上的豎向荷載可求出梁支座剪力；柱軸力可計(jì)算截面上的梁端剪力之和求得。梁端彎矩、剪力及柱軸力見表3-5。表3-4各層柱端彎矩及剪力計(jì)算層數(shù)HDD/中框邊柱53.6143277242240.0198763.26415.1130.351.2619.04235.36543.6143277242240.01981486.07429.4240.401.4442.37163.55533.6143277242240.01982052.69540.6430.451.6265.84280.47323.6143277242240.01982450.80348.5260.501.887.34787.34714.9140075277440.02652679.05970.9950.653.19226.12121.76中框中柱53.6309377242240.0427763.26432.5910.411.4848.20969.11943.6309377242240.04271486.07463.4550.461.66105.29123.1533.6309377242240.04272052.69587.6500.501.8157.77157.7723.6309377242240.04272450.803104.6490.501.8188.37188.3714.9189775277440.03602679.05996.4460.552.7259.92212.66表3-5梁端彎矩、剪力及柱軸力層數(shù)邊梁走道梁柱軸力邊柱中柱535.36520.0456.68.39549.07449.0742.736.351-8.395-27.956482.59749.6956.620.044121.667121.6672.790.124-28.835-98.0363122.8476.2866.630.171186.769186.7692.7138.347-59.006-206.2122153.1991.5076.637.075254.631254.6312.7188.616-96.081-357.7531209.10116.2996.649.303284.732284.7322.7210.913-145.38-519.3634豎向荷載作用下框架的內(nèi)力分析4.1豎向荷載作用下框架的內(nèi)力計(jì)算4.1.1荷載及計(jì)算簡圖⑴屋面和墻的荷載屋面恒荷4.75屋面活荷0.4樓面恒荷4.13辦公室活荷2.0外墻恒荷4.69樓梯、走廊活荷2.5內(nèi)墻恒荷2.105大報(bào)告廳活荷3.0⑵梁250×600自重：25×0.25×（0.6-0.12）×1.05=3.15150×400自重：25×0.15×（0.4-0.12）×1.05=1.1025⑶樓面荷載分配為等效均布荷載⑷在豎向恒載作用下框架內(nèi)力計(jì)算恒載計(jì)算簡圖及恒載計(jì)算其中代表橫梁自重，為均布荷載；分別為由邊縱梁和中縱梁直接傳給柱子的集中荷載，為縱向次梁傳給橫梁的集中荷載。五層：=3.15==8.0156=4.75×0.5×3.3×7.2+3.15×7.2=79.11=4.75×0.5×(3.3+2.7)×7.2+3.15×7.2=125.28=4.75×3.3×7.2+1.1025×7.2=120.798四層～一層：=3.15==6.9694=4.13×0.5×3.3×7.2+3.15×7.2+4.69×15.3=143.5014=4.13×0.5×(3.3+2.7)×7.2+3.15×7.2+2.105×19.5=152.94=4.13×3.3×7.2+1.1025×7.2=106.0668活載計(jì)算簡圖及活載計(jì)算五層：=0.4×0.5×3.3×7.2=4.752=0.4×0.5×(3.3+2.7)×7.2=8.64=0.4×3.3×7.2=9.504，==0.675四層～一層：=2.0×0.5×3.3×7.2=23.76=2.0×0.5×3.3×7.2+2.5×0.5×2.7×7.2=48.06=2.0×3.3×7.2=47.52，==4.2188橫向框架恒荷載總匯見表4-1，橫向框架活荷載總匯見表4-2。表4-1橫向框架恒荷載總匯層數(shù)579.11125.28120.7983.158.01564～1143.5014152.9355106.06683.156.9694表4-2橫向框架活荷載總匯層數(shù)54.7528.649.5040.6754～123.7648.0647.524.21884.1.2框架彎矩計(jì)算⑴梁的固端彎矩A-B梁與B-C梁受力相同，固端彎距也相同。，，，橫向框架彎矩總匯見表4-3。⑵分配系數(shù)

分配系數(shù)按與節(jié)點(diǎn)連接的轉(zhuǎn)動(dòng)剛度比值進(jìn)行計(jì)算，且有各桿件節(jié)點(diǎn)的彎矩分配系數(shù)計(jì)算過程見表4-4。表4-3橫向框架彎矩總匯邊跨中跨層數(shù)跨度均布力集中力總彎矩跨度均布力恒載56.611.4345177.1704188.60492.74.86954～16.611.4345155.5646166.99912.74.2339活載56.6013.939213.93922.70.41014～16.6069.69669.69662.72.5629表4-4各桿件節(jié)點(diǎn)彎矩分配系數(shù)層數(shù)A、D軸B、C軸下柱上柱梁梁左下柱上柱梁右50.60800.3920.200.31100.48940.3780.3780.2440.1530.2370.2370.37330.3780.3780.2440.1530.2370.2370.37320.3780.3780.2440.1530.2370.2370.37310.3090.4200.2710.1630.3110.2530.398恒載作用下的彎矩分配見表4-5；活載作用下的彎矩分配見表4-6；恒載作用下梁端剪力及柱軸力見表4-7；活載作用下梁端剪力及柱軸見表4-8。表4-5恒載作用下的彎矩分配上柱下柱右梁梁左上柱下柱梁右0.6080.3920.200.3110.489-188188.6-4.87五層114.773.93-36.8-57.1-89.831.57-18.436.97-19.344.92-8.02-5.17-12.5-19.5-30.6138-138176.3-95.9-80.40.3780.3780.2440.1530.2370.2370.373-167167-4.23四層63.1363.1340.74-24.9-38.6-38.6-60.757.3431.57-12.520.37-28.6-19.330.36-28.9-28.9-18.7-0.44-0.68-0.68-1.0791.5765.43-157162.1-67.8-58.6-35.70.3780.3780.2440.1530.2370.2370.373-167167-4.23三層63.1363.1340.74-24.9-38.6-38.6-60.731.5731.57-12.520.37-19.3-19.330.36-19.2-19.2-12.4-1.86-2.88-2.88-4.5375.575.5-151160.6-60.8-60.8-390.3780.3780.2440.1530.2370.2370.373-167167-4.23二層63.1363.1340.74-24.9-38.6-38.6-60.731.5735.07-12.520.37-19.3-20.630.36-20.5-20.5-13.2-1.66-2.57-2.57-4.0574.0077.00-151160.8-60.4-61.7-38.70.420.3090.2710.1630.2530.1860.398-167167-4.23一層70.1451.6045.26-26.5-41.2-30.3-64.831.57-13.322.63-19.332.39-7.69-5.65-4.96-5.82-9.04-6.65-14.294.0045.00-139157.2-69.5-36.9-50.822.98-18.5表4-6活載作用下的彎矩分配上柱下柱右梁梁左上柱下柱梁右0.6080.3920.200.3110.489-13.913.9-0.41五層8.485.46-2.7-4.21-6.6213.18-1.352.73-7.963.31-7.19-4.640.380.600.9414.5-14.514.38-11.6-2.780.3780.3780.2440.1530.2370.2370.373-69.769.7-2.56四層26.3526.3517.00-10.3-15.9-15.9-25.14.2413.18-5.148.5-2.11-7.9612.52-4.64-4.64-3.0-1.67-2.60-2.60-4.0825.9534.85-60.866.3-20.6-26.5-19.20.3780.3780.2440.1530.2370.2370.373-69.769.7-2.56三層26.3526.3517-10.3-15.9-15.9-25.113.1813.18-5.148.5-7.96-7.9612.5-8.02-8.02-5.18-0.78-1.21-1.21-1.9031.5531.55-63.167.10-25.1-25.1-16.90.3780.3780.2440.1530.2370.2370.373-69.769.7-2.56二層26.3526.3517-10.3-15.9-15.9-25.113.1814.64-5.148.5-7.96-8.5012.52-8.57-8.57-5.54-0.7-1.08-1.08-1.730.9832.42-63.467.20-24.9-25.5-16.80.420.3090.2710.1630.2530.1860.398-69.769.7-2.56一層29.2721.5418.89-10.9-16.9-12.5-26.713.18-5.479.45-7.9613.36-3.24-2.38-2.09-2.42-3.76-2.76-5.9139.2019.20-58.465.80-28.7-15.3-21.89.58-7.63恒荷載作用下的彎矩圖見圖4-1。圖4-1恒荷載作用下的彎矩圖活載作用下的彎矩圖見圖4-2。圖4-2活載作用下的彎矩圖表4-7恒載作用下梁端剪力及柱軸力層數(shù)荷載引起剪力彎矩引起剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱570.8015.07-5.77065.0376.5715.07144.1174.1216.9246.9463.4313.66-0.71062.7264.1413.66380.3410.3477.6507.6363.4313.66-1.44061.9964.8713.66615.8645.7739.1769.0263.4313.66-1.34062.0964.7713.66851.3881.210001030163.4313.66-2.62060.8166.0513.661086112612631304表4-8活載作用下梁端剪力及柱軸力層數(shù)荷載引起剪力彎矩引起剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱54.750.91-0.0204.734.770.919.489.4814.3214.32423.765.7-0.82022.9424.585.756.1856.1892.6692.66323.765.7-0.62023.1424.385.7103.1103.1170.8170.8223.765.7-0.58023.1824.345.7150.1150.1248.9248.9123.765.7-1.12022.6424.885.7196.4196.4327.5327.5橫向框架梁內(nèi)力組合見表4-9。表4-9橫向框架梁內(nèi)力組合層次截面位置內(nèi)力[1.2(+0.5)+1.3]1.35+1.2+1.4左震右震一層A-111.98-46.70209.1082.08-325.67-197.87-199.7660.8122.6449.316.85112.98104.73104.668-125.82-52.63116.3-250.31-23.53-222.49-224.6766.0524.8849.3118.7122.57114.05114.09-40.67-17.46284.75233.15-322.07-72.36-73.2513.665.7210.9-190.77220.4923.1424.37跨間87.51-39.5246.40106.2215.7478.6249.68-6.35-3.810-12.41-13.00續(xù)表4-9層次截面位置內(nèi)力[1.2(+0.5)+1.3]1.35+1.2+1.4左震右震二層A-122.55-50.70153.1917.15-281.57-214.79-216.8462.0923.1837.0830.16102.47107.00106.96-128.65-53.7891.51-229.21-50.76-227.46-229.6764.7724.3449.3117.3121.18111.78111.8-30.90-13.42255.64214.42-282.11-55.14-55.8713.665.718.62-169.05198.7624.1424.37跨間87.51-39.5230.89130.9578.6249.68-6.35-3.840-12.41-13.00續(xù)表4-9層次截面位置內(nèi)力[1.2(+0.5)+1.3]1.35+1.2+1.4左震右震三層A-120.86-50.42123.84251.2411.69-213.58-215.6261.9923.1430.1736.7995.62106.83106.78-128.49-53.7176.29-214.19-65.43-227.17-229.3864.8724.3849.3117.4221.29111.95111.98-31.29-13.58186.77147.83-216.37-55.82-56.5613.665.7138.35-120.03149.7524.1424.37跨間87.51-39.5223.2883.6738.2878.6249.68-6.35-3.840-12.41-13.00續(xù)表4-9層次截面位置內(nèi)力[1.2(+0.5)+1.3]1.35+1.2+1.4左震右震四層A-126.11-48.6782.6-54.87-215.94-218.92-219.4762.7222.9420.0447.2386.31107.61107.38-129.62-5349.7-188.97-92.05-227.99-229.7464.1424.5820.0488.3349.25111.17111.38-28.52-15.33121.6786.06-151.19-53.83-55.6913.665.790.12-73.01102.7324.1424.37跨間87.51-39.5216.4577.0144.9478.6249.68-6.35-3.840-12.41-13.00續(xù)表4-9層次截面位置內(nèi)力[1.2(+0.5)+1.3]1.35+1.2+1.4左震右震五層A-110.58-11.5835.37-70.25-139.22-160.86-148.9165.034.738.452.4768.8592.5284.66-141.04-11.4820.05-151.65-112.55-201.88-185.3276.574.778.479.2562.87108.1498.56-64.32-2.2249.07-11.04-106.73-89.05-80.2915.070.9136.35-21.4749.4121.2519.36跨間99.64-7.847.66160.8378.68126.67108.59-7.3-0.620-10.48-9.63橫向框架A柱彎矩和軸力組合見表4-10。表4-10橫向框架A柱彎矩和軸力組合層次截面位置內(nèi)力[1.2(+0.5)+1.3]1.35+1.2+1.4左震右震5柱頂138.214.4735.4102.85176.42201.07186.12144.19.488.4134.19151.66204.07186.24柱底-91.6-2619.1-80.56-120.16-149.57-146.21174.19.488.4162.94180.41244.50222.184柱頂65.834.8963.613.81146.02123.72127.81380.356.1828.8362.07422.06569.6535.02柱底-75.5-31.542.4-43.58-131.71-133.49-134.76410.356.1828.8390.82450.81610.03570.963柱頂75.5431.5180.53.95171.33133.49134.76615.8103.159579.23701.97934.34883.21柱底-74.2-30.965.8-17.64-154.59-131.16-132.41645.7103.159607.98730.72974.78919.152柱頂77.7232.4287.4-0.67181.01137.34138.65851.315096.1789.32989.171299.261231.58柱底-94-39.287.4-18.24-199.92-166.14-167.72881.215096.1818.081017.921339.691267.52續(xù)表4-10層次截面位置內(nèi)力[1.2(+0.5)+1.3]1.35+1.2+1.4左震右震1柱頂45.9519.16122-73.32129.8181.1981.961086196.4145985.031287.421661.931577.66柱底-23-9.58226208.51-261.82-40.6-40.991126196.41451024.351326.741716.951626.57A柱彎矩和軸力的最值見表4-11。表4-11A柱彎矩和軸力的最值54321柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底201.07-149.57146.02-134.8134.76-154.5181.01-199.9179.81-261.8204.07244.5422.06570.96883.21730.72989.171017.91287.41326.7102.85-80.5613.81-43.583.95-17.64-0.67-18.24-73.32208.51134.19162.94362.07390.82579.23607.98789.32818.08985.031024.4201.07-149.57123.72-133.5133.49-131.2137.34-166.181.19-40.6204.07244.5569.6610.03934.34974.781299.31339.71661.91716.9橫向框架B柱彎矩和軸力組合見表4-12；B柱彎矩和軸力的最值見表4-13。表4-12橫向框架B柱彎矩和軸力組合層次截面位置內(nèi)力[1.2(+0.5)+1.3]1.35+1.2+1.4左震右震5柱頂-95.9-11.5769.12-169.5025.73-141.04-131.28216.9214.3227.96186.04244.20307.16280.35柱底67.8320.6248.21125.1524.88112.19110.26246.8714.3227.96214.79272.95347.59316.294柱頂-58.55-26.47123.15-196.9959.16-105.51-107.32477.6192.6698.04401.02604.94737.43702.86柱底60.7525.08105.29179.86-39.14107.09108.01507.5692.6698.04429.77633.70777.87738.803柱頂-60.75-25.08157.77-234.4493.72-107.09-108.01739.02170.8206.21576.981005.901168.481125.94柱底60.4424.95157.77234.08-94.08106.54107.46768.97170.8206.21605.741034.651208.911161.882柱頂-61.74-25.49188.37-267.41124.40-108.84109.771000.3248.9357.75707.741451.861599.361548.87柱底69.5128.71188.37276.42-115.39122.55123.611030.3248.9357.75736.491850.761639.791584.81