層層框架辦公樓全套設(shè)計(jì)含計(jì)算書、建筑圖結(jié)構(gòu)圖外文翻譯

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450mm。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(jí)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(duì)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HYPERLINK\l"_Toc232439738"摘要iHYPERLINK\l"_Toc232439740"AbstractiiHYPERLINK\l"_Toc232439741"1建筑設(shè)計(jì)1HYPERLINK\l"_Toc232439742"1.1設(shè)計(jì)資料1HYPERLINK\l"_Toc232439743"1.2設(shè)計(jì)思路及工程概況2HYPERLINK\l"_Toc232439744"1.3工程構(gòu)造3HYPERLINK\l"_Toc232439745"基礎(chǔ)3HYPERLINK\l"_Toc232439746"墻體3HYPERLINK\l"_Toc232439747"樓梯設(shè)計(jì)4HYPERLINK\l"_Toc232439748"門窗5HYPERLINK\l"_Toc232439749"樓面構(gòu)造5HYPERLINK\l"_Toc232439750"屋面構(gòu)造6HYPERLINK\l"_Toc232439751"2重力荷載代表值7HYPERLINK\l"_Toc232439752"2.1構(gòu)件尺寸7HYPERLINK\l"_Toc232439753"板7HYPERLINK\l"_Toc232439754"梁7HYPERLINK\l"_Toc232439755"2.2活載標(biāo)準(zhǔn)值8HYPERLINK\l"_Toc232439756"2.3荷載匯集計(jì)算8HYPERLINK\l"_Toc232439757"屋面線荷載標(biāo)準(zhǔn)值8HYPERLINK\l"_Toc232439758"樓面線荷載標(biāo)準(zhǔn)值9HYPERLINK\l"_Toc232439759"墻10HYPERLINK\l"_Toc232439760"梁11HYPERLINK\l"_Toc232439761"柱：12HYPERLINK\l"_Toc232439762"2.4重力荷載代表值計(jì)算12HYPERLINK\l"_Toc232439763"五層上半層計(jì)算12HYPERLINK\l"_Toc232439764"五層下半層計(jì)算15HYPERLINK\l"_Toc232439765"四層上半層計(jì)算15HYPERLINK\l"_Toc232439766"四層下半層計(jì)算17HYPERLINK\l"_Toc232439767"三層上半層計(jì)算17HYPERLINK\l"_Toc232439768"三層上半層和二層的計(jì)算18HYPERLINK\l"_Toc232439769"一層上半層計(jì)算18HYPERLINK\l"_Toc232439770"3水平地震作用分析20HYPERLINK\l"_Toc232439771"3.1梁的剛度與柱的剛度計(jì)算20HYPERLINK\l"_Toc232439772"梁的剛度計(jì)算20HYPERLINK\l"_Toc232439773"梁的剛度計(jì)算20HYPERLINK\l"_Toc232439774"3.2水平地震作用力計(jì)算20HYPERLINK\l"_Toc232439775"框架自震周期的計(jì)算20HYPERLINK\l"_Toc232439776"多遇水平地震作用標(biāo)準(zhǔn)值及位移的計(jì)算21HYPERLINK\l"_Toc232439779"4豎向荷載作用下框架的內(nèi)力分析27HYPERLINK\l"_Toc232439780"4.1豎向荷載作用下框架的內(nèi)力計(jì)算27HYPERLINK\l"_Toc232439781"荷載及計(jì)算簡圖27HYPERLINK\l"_Toc232439782"框架彎矩計(jì)算29HYPERLINK\l"_Toc232439805"5框架結(jié)構(gòu)配筋計(jì)算45HYPERLINK\l"_Toc232439806"5.1框架梁配筋計(jì)算45HYPERLINK\l"_Toc232439807"截面尺寸45HYPERLINK\l"_Toc232439808"材料強(qiáng)度45HYPERLINK\l"_Toc232439809"配筋率45HYPERLINK\l"_Toc232439810"計(jì)算公式46HYPERLINK\l"_Toc232439811"5.2框架柱配筋計(jì)算46HYPERLINK\l"_Toc232439812"剪跨比和軸壓比的驗(yàn)算46HYPERLINK\l"_Toc232439813"柱正截面承載力計(jì)算46HYPERLINK\l"_Toc232439814"框架柱抗剪計(jì)算47HYPERLINK\l"_Toc232439815"5.3板的配筋52HYPERLINK\l"_Toc232439816"板區(qū)分格52HYPERLINK\l"_Toc232439817"板區(qū)配筋設(shè)計(jì)52HYPERLINK\l"_Toc232439818"第一區(qū)格板A配筋計(jì)算：52HYPERLINK\l"_Toc232439819"6基礎(chǔ)設(shè)計(jì)55HYPERLINK\l"_Toc232439820"6.1初步估算基礎(chǔ)底尺寸55HYPERLINK\l"_Toc232439821"6.2由柱子傳至基礎(chǔ)頂面的荷載56HYPERLINK\l"_Toc232439822"6.3由基礎(chǔ)梁傳至基礎(chǔ)頂面的外墻重56HYPERLINK\l"_Toc232439823"6.4基礎(chǔ)底面標(biāo)準(zhǔn)值組合的內(nèi)力值56HYPERLINK\l"_Toc232439824"6.5基礎(chǔ)底面壓力驗(yàn)算57HYPERLINK\l"_Toc232439825"6.6基礎(chǔ)抗沖切驗(yàn)算57HYPERLINK\l"_Toc232439826"6.7基礎(chǔ)橫向配筋計(jì)算58HYPERLINK\l"_Toc232439827"7樓梯設(shè)計(jì)59HYPERLINK\l"_Toc232439828"7.1樓梯梯段斜板設(shè)計(jì)59HYPERLINK\l"_Toc232439829"確定斜板厚度59HYPERLINK\l"_Toc232439830"荷載計(jì)算59HYPERLINK\l"_Toc232439831"荷載效應(yīng)組合60HYPERLINK\l"_Toc232439832"斜板的計(jì)算簡圖60HYPERLINK\l"_Toc232439833"內(nèi)力計(jì)算60HYPERLINK\l"_Toc232439834"配筋計(jì)算60HYPERLINK\l"_Toc232439835"7.2平臺(tái)板設(shè)計(jì)61HYPERLINK\l"_Toc232439836"平面板的計(jì)算61HYPERLINK\l"_Toc232439837"荷載計(jì)算61HYPERLINK\l"_Toc232439838"荷載效應(yīng)組合61HYPERLINK\l"_Toc232439839"內(nèi)力計(jì)算62HYPERLINK\l"_Toc232439840"配筋計(jì)算62HYPERLINK\l"_Toc232439841"7.3平臺(tái)梁設(shè)計(jì)62HYPERLINK\l"_Toc232439842"平臺(tái)梁的計(jì)算62HYPERLINK\l"_Toc232439843"荷載計(jì)算62HYPERLINK\l"_Toc232439844"荷載效應(yīng)組合63HYPERLINK\l"_Toc232439845"內(nèi)力計(jì)算63HYPERLINK\l"_Toc232439846"截面設(shè)計(jì)63HYPERLINK\l"_Toc232439847"總結(jié)65HYPERLINK\l"_Toc232439848"參考文獻(xiàn)66HYPERLINK\l"_Toc232439849"謝辭671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(chǎng)地地質(zhì)情況，如下表所示。序號(hào)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(Kpaa)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(chǎng)地類別：Ⅱ類場(chǎng)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(hào)、525號(hào)水泥，采用HPB235級(jí)、HRB335或HRB400級(jí)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(jí)為房屋建筑三級(jí)。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(chǎng)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(chǎng)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(shí)。對(duì)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(duì)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)造基礎(chǔ)采用獨(dú)立柱基礎(chǔ)，混凝土選用C30。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：230mm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122跑平臺(tái)深66600?（12?1）×300==3300mm,故分別取為12200mmm，2100mm。門窗⑴門辦公室采用木制平平開門，b××h=10000mm×2100mm衛(wèi)生間采用木制平平開門，b××h=9000mm×2100mm入口處外門采用鋁鋁合金門中的的有框雙開彈彈簧門，有多多種尺寸，各各洞口尺寸詳詳見圖紙。其余門洞尺寸及所所采用的門樣樣式詳見圖紙紙上門窗表。⑵窗全部窗都采用鋁合合金推拉窗，洞洞口尺寸有兩兩種：1500mmm×2100mm、1500××2100mmm、1500mmm×2400mm。樓面構(gòu)造根據(jù)各方間的使用用要求，采用用不同的樓面面構(gòu)造①辦公室、檔案室、資資料室、會(huì)議議室、報(bào)告廳廳、接待室等等采用水磨石石地面；②走廊、樓梯、大廳廳采用大理石石地面；衛(wèi)生間采用防水較較好的瓷磚地地面；配電室采用水泥砂砂漿地面。各樓面的具體做法法見第二章結(jié)結(jié)構(gòu)設(shè)計(jì)部分分中的荷載匯匯集計(jì)算部分分。屋面構(gòu)造改性瀝青；20厚1:3水泥泥砂漿基層（找找平層）；60厚苯板保溫層層；30—150焦渣找坡；；120厚現(xiàn)澆混凝凝土板；V型輕鋼龍骨吊頂；；2重力荷載代表值2.1構(gòu)件尺寸板縱向主梁跨度為77.2，次梁梁跨度也為7.2，主梁梁每跨內(nèi)布置置一根次梁，板跨為為3.3。按高跨比條件，要要求板，故取板厚厚梁⑴橫向：主梁跨度度為6.6～=550～8255,取～=200～3000,取⑵縱向：主梁跨度度為7.2～=600～6000,取～=200～3000,取次梁梁跨度為7.2～=400～6000，取～=133～2000，取⑶柱：根據(jù)7度設(shè)防防烈度，高度度≤30m的框架架，查得地震震等級(jí)為Ⅲ,框架軸壓比比控制為,混凝土強(qiáng)度度等級(jí)為C30，其中：：豎向向荷載分項(xiàng)系系數(shù)，取為1.25；：考慮地震作用產(chǎn)產(chǎn)生的軸力的的放大系數(shù)，取取為1.15；S：柱的樓面面負(fù)荷面積；；：單位建筑面積的豎豎向荷載，框框架結(jié)構(gòu)取為為12～14；：層數(shù)。故柱的截面選用正方方形柱的截面選為。2.2活載標(biāo)準(zhǔn)值值活載標(biāo)準(zhǔn)值見表22-1。表2-1活載標(biāo)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)計(jì)算屋面線荷載標(biāo)準(zhǔn)值值屋面線荷載標(biāo)準(zhǔn)值值見表2-2。表2-2屋面線線荷載標(biāo)準(zhǔn)值值改性瀝青0.10.120厚水泥砂漿找找平2020×0.02==0.460厚苯板保溫層層0.10.130—150厚焦渣找坡坡1010×0.5(00.03+00.15)==0.9120厚現(xiàn)澆混凝凝土板2525×0.12==3V型輕鋼龍骨吊頂0.250.25屋面恒荷載4.75樓面線荷載標(biāo)準(zhǔn)值值⑴辦公室、會(huì)議室、報(bào)報(bào)告廳采用水水磨石地面，見見表2-3。表2-3樓面恒恒荷1標(biāo)準(zhǔn)值20厚水磨石地面面2424×0.02==0.48刷冷底子油和熱瀝瀝青一道20厚水泥砂漿找找平2020×0.02==0.4120厚現(xiàn)澆混凝凝土板2525×0.12==3V型輕鋼龍骨吊頂0.250.25樓面恒荷14.13⑵走廊、樓梯采用大大理石地面，見見表2-4。表2-4樓面恒荷22標(biāo)準(zhǔn)值平鋪20厚大理石石地面2828×0.02==0.5620厚干硬性水泥泥砂漿找平2020×0.02==0.4120厚現(xiàn)澆混凝凝土板2525×0.12==3V型輕鋼龍骨吊頂0.250.25樓面恒荷24.21⑶衛(wèi)生間采用防水較較好的瓷磚地地面，見表2-5。表2-5樓面荷載33標(biāo)準(zhǔn)值20厚小瓷磚0.550.5520厚水泥砂漿找找平2020×0.02==0.4120厚現(xiàn)澆混凝凝土板2525×0.12==3V型輕鋼龍骨吊頂0.250.25樓面恒荷34.2墻⑴外墻恒載標(biāo)準(zhǔn)值，見見表2-6表2-6外墻恒載標(biāo)標(biāo)準(zhǔn)值刷彩色涂膠20厚混合砂漿抹抹灰1717×0.02==0.3460厚聚苯復(fù)合保保溫板1.131.13續(xù)表2-6300厚水泥空心心磚9.69.6×0.3==2.8820厚石灰砂漿抹抹灰1717×0.02==0.34外墻恒荷載4.69⑵內(nèi)墻荷載標(biāo)準(zhǔn)值見見表2-7。表2-7內(nèi)墻荷載標(biāo)標(biāo)準(zhǔn)值20厚石灰砂漿抹抹灰1717×0.02==0.34190厚粉煤灰空空心砌塊7.57.5×0.199=1.422520厚石灰砂漿抹抹灰1717×0.02==0.34內(nèi)墻恒荷載2.105梁⑴橫向主梁：2500×600自重：25×0..25×（）×1.005=3.115AB、CD跨：LL=6.6--0.55==6.05,,3.115×6.005=19..0575BC跨：L=2..7-0.555=2.115，3.155×2.155=6.77725⑵縱向主梁：2500×600自重：25×0..25×（）×1.005=3.115①-②跨：L=7.8--0.55==7.25，3.15×7.255=22.88375其他跨：L=7..2-0.555=6.665，3.15××6.65==20.94475次梁：150×4400自重：25×0..15×（）×1.005=1.11025①-②跨：L=7.8--0.25==7.55，1.10225×7.555=8.33238其他跨：L=7..2-0.225=6.995，1.10225×6.995=7.66623柱：截面550×5550自重：25×0..55×0..55×1..10=8..31872.4重力荷載代代表值計(jì)算重力荷載代表值的的計(jì)算采用集集中質(zhì)量法，計(jì)計(jì)算方法為：：重力荷載代表值==恒載+50％×活載。五層上半層計(jì)算⑴屋面：S=15..9×65..4=10339.86=（4.75+0.55×0.4）×10399.86=55147.3307⑵梁：橫向19.00575×112=2288.696..7725××6=40..635縱向主梁22.83375×4==91.355200.94755×20=4418.955次梁8..3238××2=16..64767..6623××8=61..2984井字梁：井字樓蓋蓋的平面尺寸寸為159000×216600，采用用6×8網(wǎng)格，網(wǎng)網(wǎng)格尺寸為22650×22700。因因?yàn)榭缍容^大大，所以=1136～9994,取=333～2500,取井字梁四周邊梁需需要保證足夠夠的剛度，其其高度一般大大于井字梁截截面高度的11.1—1.2倍，所所以取井字梁梁四邊梁的截截面尺寸為3300×11100.邊梁的自重：255×0.3××（）×1.005=7.77175橫向L=15.99-3×0..55=144.25，縱縱向L=211.6-3××0.55==19.955邊梁重：G=（114.25++19.955）×2×7..7175==527.8877井字梁自重：255×0.255×（1-0.112）×1.055=5.7775橫向L=15.99-0.3==15.655.775××15.6××7=6300.63縱向L=21.66-0.3==21.355.775××21.3××5=6155.03755其中重復(fù)面積為00.25×00.25=00.06255，35個(gè)重為25×0.00625×（1-0.112）×1.055×35=550.53112井字梁重G=6330.63++615.00375-550.53112+5277.877==1723..0133=228.69++40.6335+91..35+4118.95++16.64476+611.29844+17233.01333=2580.58843⑶柱：柱長L=3..6/2-00.12=11.68366根=8.3187××1.68××36=5003.11449⑷墻外墻橫向L=155.9-3××0.55==14.255縱向L=65.44-3×0..55=633.75周長C=（14..25+633.75）×2=1556=(21.6-33×0.555)×2×((0.5×33.6-1))=31.992=（156-19.995×2）×(0.55×3.6--0.6)==139.332=（2.1×32+11.8×6++2.4×44）×0.5==43.8=（）×4.69++43.8××0.4=6615.21136內(nèi)墻橫向L=6..6-0.555=6.0058片=6.05×（）×8=558.08L=6..6-0.33=6.32片=6.3×（）××2=21..68L=155.9-3××0.55==14.25522片=14.25×（）×2=119.95縱向L=60.883=60.83×（）=73..032=（1.5×4+0..9×4+11×8）×0.3==5.28=（）×2.1055+5.288×0.1==351.99577=5147.3007+25880.58443+5033.11499+615..2136++351.995=9198.17775五層下半層計(jì)算⑴柱：柱長L=3..6/2=11.836根根=8.3187××1.8×336=5399.05177⑵墻外墻=156×00.5×3..6=2800.8=87.6×1==87.6=(280.8--87.6))×4.699+87.66×0.4==941.1148內(nèi)墻=（6.055×8+6..3×2+114.25××2+60..86）×1.8==270.6648=17.6×1..8=31..68=（）×2.1055+31.668×0.11=506..1956=539.05117+9411.148++506.11956=11986.33953四層上半層計(jì)算⑴屋面辦公室G=（4..13+0..5×2.00）×6.6××（7.8+33×7.2）×2=19990.85504衛(wèi)生間G=（4..2+0.55×2.0）×6.6××3×2=2205.922打報(bào)告廳G=（44.13+00.5×3..0）×15.99×21.66=19333.56722樓梯G=（4.221+0.55×2.5××0.5）×6.6××4.2×22=268..0524走廊G=（4.221+0.55×2.5）×（2.7×443.8+66.6×7..2×2）=11644.618=1990.85504+2005.92++1933..5672++268.00524+11164.6618=5563.0008⑵梁：橫向19.00575×220=3811.156..7725××10=677.725縱向主梁22.83375×4==91.355200.94755×32=6670.322次梁8..3238××2=16..64767..6623××14=1007.27772=381.15++67.7225+91..35+6770.32++16.64476+1007.27222=1334.46648⑶柱：柱長L=3..6/2-00.12=11.68400根=8.3187××1.68××40=5559.01666⑷墻外墻=156×（）=1877.2=（2.1×30+11.8×6++2.4×55）×0.5==42.9=(187.2--42.9))×4.699+42.99×0.4==693.9927內(nèi)墻橫向L=6..6-0.555=6.00515片片=6.05×（）×15==108.99L=6.66-0.3==6.33片=6.3×（）××3=31..752縱向L=113..24=113.24××（）=1355.888=（1.8×1+0..9×5+11×14）×0.3==6.09=（）×2.1055+6.099×0.1=569.90662=8720.32226四層下半層計(jì)算⑴柱：柱長L=3..6/2=11.840根=8.3187××1.8×440=5988.94644⑵墻外墻=156×00.5×3..6=2800.8=85.8×1==85.8=(280.8--85.8))×4.699+85.88×0.4==948.887內(nèi)墻=（6.055×15+66.3×3++113.224）×1.8==401.2202=20.3×1..8=36..54=（）×2.1055+36.554×0.11=771..2675=598.94664+9488.87+7771.26675=23319.08839三層上半層計(jì)算⑴屋面辦公室G=（4..13+0..5×2.00）×6.6××（7.8+77×7.2）×2=39941.07712衛(wèi)生間G=（4..2+0.55×2.0）×6.6××3×2=2205.922樓梯G=（4.221+0.55×2.5）×6.6××4.2×22=302..7024走廊G=（4.221+0.55×2.5）×2.7××65.4==964.11268=3941.07712+2005.92++302.77024+9964.12268=54413.82204⑵梁同四層上半層==1334..4648⑶柱同四層上半層==559.00166⑷墻同四層上半層==693.9927=5669.90662=8571.1335三層上半層和二層層的計(jì)算三層上半層計(jì)算同同四層下半層層二層上半層計(jì)算同同三層上半層層二層下半層計(jì)算同同四層下半層層一層上半層計(jì)算⑴屋面同三層上半層層=54133.82044⑵梁同四層上半層==1334..4648⑶柱：柱長L=3..9/2-00.12=11.8340根根=8.3187××1.83××40=6008.92888⑷墻外墻=156×（3.9/22-0.6）=210..6=（2.1×24+11.8×5++2.4×77）×0.355=26.667=（1.5×1+1..8×2）×0.155=0.7665=(210.6--26.677-0.7665)×4..69+266.67×00.4+0..765×00.1=869.78883內(nèi)墻L=66.6-0..55=6..05111片=6.05×（）×11==89.84425L=66.6-0..3=6.335片=6.3×（）××5=57..645=（1.8×1+1..5×4+00.9×4++1×10）×0.155=5.644=（）×2.1055+5.644×0.1==299.11529=8526.15552重力荷載代表值匯匯總見表2-8。表2-8重力荷載代代表值匯總位置(層)54321自重（）9198.178810706.711810890.211910890.211910845.23393水平地震作用分析析3.1梁的剛度與與柱的剛度計(jì)計(jì)算梁的剛度計(jì)算選用C30混凝土土，彈性模量量，計(jì)算梁線線剛度考慮作作用，邊框梁梁取中框梁取取，具體見表表3-1。梁的剛度計(jì)算選用C50混凝土土，彈性模量量,柱的線剛度度計(jì)算公式為為：，具體見見表3-23.2水平地震作作用力計(jì)算該建筑高度為188.75米，小于40米，且質(zhì)量與與剛度沿高度度均勻分布，故故采用底部剪剪力法來計(jì)算算水平地震作作用。框架自震周期的計(jì)計(jì)算對(duì)于H＜30且填填充墻較多的的辦公樓等規(guī)規(guī)則框架結(jié)構(gòu)構(gòu)，可以按經(jīng)經(jīng)驗(yàn)公式計(jì)算算：H房屋主主體結(jié)構(gòu)的高高度，H=18.775米B房屋震震動(dòng)方向的長長度，在計(jì)算算橫向水平地地震作用時(shí)，為為房屋的寬度度，取15..9米，在計(jì)算縱縱向水平地震震作用時(shí)，為為房屋的長度度取65.44米。多遇水平地震作用用標(biāo)準(zhǔn)值及位位移的計(jì)算⑴水平地震作用標(biāo)準(zhǔn)準(zhǔn)值計(jì)算由設(shè)防烈度為7度度，場(chǎng)地土為為II類，由《建建筑抗震設(shè)計(jì)計(jì)規(guī)（GBJJ11-899）》表-1和表。查得則橫向地震影響系系數(shù)由抗震規(guī)范表可知知，不考慮頂頂部附加水平平力影響。對(duì)于多質(zhì)點(diǎn)體系，結(jié)結(jié)構(gòu)底部總橫橫向水平地震震作用標(biāo)準(zhǔn)值值為：=0.006×446650.988646=26779.0599，各質(zhì)點(diǎn)橫向水平地地震作用及樓樓層地震剪力力見表3-33。表3-1梁的線線剛度截面跨度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，所以該框框架為規(guī)則框框架。表3-3各質(zhì)點(diǎn)點(diǎn)橫向水平地地震作用及樓樓層地震剪力力層數(shù)519.39198.18177524.88260.2849763.26763.26415.710706.7168095.44710.2698722.811486.1312.110890.2131771.66490.2115566.622052.728.510890.292566.866070.1486398.112450.814.910845.253141.677160.0852228.262679.1⑵水平地震作用內(nèi)力力分析①柱的反彎點(diǎn)高度比比按公式，計(jì)算各層層柱的反彎點(diǎn)點(diǎn)高度比.式中，-該層柱的的計(jì)算高度此結(jié)構(gòu)中都為零。各層柱端彎矩及剪剪力計(jì)算見表表3-4。②計(jì)算梁支座剪力和和柱軸力根據(jù)力平衡原理，由由梁端彎矩和和作用在梁上上的豎向荷載載可求出梁支支座剪力；柱柱軸力可計(jì)算算截面上的梁梁端剪力之和和求得。梁端彎矩、剪力及及柱軸力見表表3-5。表3-4各層柱柱端彎矩及剪剪力計(jì)算層數(shù)HDD/中框邊柱53.6143277242240.0198763.26415.1130.351.2619.04235.36543.6143277242240.01981486.074429.4240.401.4442.37163.55533.6143277242240.01982052.695540.6430.451.6265.84280.47323.6143277242240.01982450.803348.5260.501.887.34787.34714.9140075277440.02652679.059970.9950.653.19226.12121.76中框中柱53.6309377242240.0427763.26432.5910.411.4848.20969.11943.6309377242240.04271486.074463.4550.461.66105.29123.1533.6309377242240.04272052.695587.6500.501.8157.77157.7723.6309377242240.04272450.8033104.6490.501.8188.37188.3714.9189775277440.03602679.059996.4460.552.7259.92212.66表3-5梁端彎彎矩、剪力及及柱軸力層數(shù)邊梁走道梁柱軸力邊柱中柱535.36520.0456.68.39549.07449.0742.736.351-8.395-27.956482.59749.6956.620.044121.667121.6672.790.124-28.835-98.0363122.8476.2866.630.171186.769186.7692.7138.347-59.006-206.21222153.1991.5076.637.075254.631254.6312.7188.616-96.081-357.75331209.10116.2996.649.303284.732284.7322.7210.913-145.38-519.36334豎向荷載作用下框框架的內(nèi)力分分析4.1豎向荷載作作用下框架的的內(nèi)力計(jì)算荷載及計(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自自重：25××0.25××（）×1.005=3.115150×400自自重：25××0.15××（）×1.005=1.11025⑶樓面荷載分配為等等效均布荷載載⑷在豎向恒載作用下下框架內(nèi)力計(jì)計(jì)算恒載計(jì)算簡圖及恒恒載計(jì)算其中代表橫梁自重重，為均布荷荷載；分別為為由邊縱梁和和中縱梁直接接傳給柱子的的集中荷載，為縱向次梁傳給橫梁的集中荷載。五層：=3.155==8.01156=4.75×0..5×3.33×7.2++3.15××7.2=779.11=4.75×0..5×(3..3+2.77)×7.22+3.155×7.2==125.228=4.75×3..3×7.22+1.10025×7..2=1200.798四層～一層：=33.15==6.96694=4.13×0..5×3.33×7.2++3.15××7.2+44.69×115.3=1143.50014=4.13×0..5×(3..3+2.77)×7.22+3.155×7.2++2.1055×19.55=1552.94=4.13×3..3×7.22+1.10025×7..2=1066.06688活載計(jì)算簡圖及活活載計(jì)算五層：=0.4××0.5×33.3×7..2=4.7752=0.4×0.55×(3.33+2.7))×7.2==8.64=0.4×3.33×7.2==9.5044，==0.6775四層～一層：=22.0×0..5×3.33×7.2==23.766=2.0×0.55×3.3××7.2+22.5×0..5×2.77×7.2=48..06=2.0×3.33×7.2==47.522，==4.21188橫向框架恒荷載總總匯見表4-1，橫向框架活荷載總總匯見表4-2。表4-1橫向框框架恒荷載總總匯層數(shù)579.11125.28120.7983.158.01564～1143.50144152.93555106.066883.156.9694表4-2橫向框框架活荷載總總匯層數(shù)54.7528.649.5040.6754～123.7648.0647.524.2188框架彎矩計(jì)算⑴梁的固端彎矩A-B梁與B-CC梁受力相同同，固端彎距距也相同。，，，橫向框架彎矩總匯匯見表4-33。⑵分配系數(shù)分配系數(shù)數(shù)按與節(jié)點(diǎn)連連接的轉(zhuǎn)動(dòng)剛剛度比值進(jìn)行行計(jì)算，且有有各桿件節(jié)點(diǎn)的彎矩矩分配系數(shù)計(jì)計(jì)算過程見表表4-4。表4-3橫向框框架彎矩總匯匯邊跨中跨層數(shù)跨度均布力集中力總彎矩跨度均布力恒載56.611.4345177.17044188.604992.74.86954～16.611.4345155.56466166.999112.74.2339活載56.6013.939213.93922.70.41014～16.6069.69669.69662.72.5629表4-4各桿件節(jié)點(diǎn)點(diǎn)彎矩分配系系數(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恒載作用下的彎矩矩分配見表4-5；活載作用用下的彎矩分分配見表4-6；恒載作用下下梁端剪力及及柱軸力見表表4-7；活載作用用下梁端剪力力及柱軸見表表4-8。表4-5恒載作用下下的彎矩分配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活載作作用下的彎矩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恒荷載作用下的彎彎矩圖見圖4-1。圖4-1恒荷載載作用下的彎彎矩圖活載作用下的彎矩矩圖見圖4-2。圖4-2活載作用用下的彎矩圖圖表4-7恒載作用下下梁端剪力及及柱軸力層數(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活載作用下下梁端剪力及及柱軸力層數(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)力組組合見表4-9。表4-9橫向框架梁梁內(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柱彎矩矩和軸力組合合見表4-10。表4-10橫向框架架A柱彎矩和軸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柱彎矩和軸力的最最值見表4-11。表4-11A柱柱彎矩和軸力力的最值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柱彎矩矩和軸力組合合見表4-12；B柱彎矩和軸軸力的最值見見表4-13。表4-12橫向框架架B柱彎矩和軸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續(xù)表4-12層數(shù)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-36.93-15.25212.67-263.95178.40-65.11-65.671262.93327.54519.36829.501909.772032.501974.07柱底18.477.63259.92291.71-248.9232.5632.851303.69327.54519.36868.631948.902087.522022.98表4-13B柱柱彎矩和軸力力的最值54321柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底-169.5125.15-196.99179.86-234.44234.08-267.41276.42-263.9291.71186.04214.79401.02429.77576.98605.74707.74736.49829.5868.63-169.5125.15-196.99179.86-234.44234.08-267.41276.42-263.9291.71186.04214.79401.02429.77576.98605.74707.74736.49829.5868.63-141.04112.19-105.51107.09-107.09106.54-108.84-115.39-65.1132.56307.16347.59737.43777.871168.481208.911599.361850.762032.52087.5橫向框架A柱剪力力組合見表4-14；橫向框架B柱剪力組合合見表4-15。表4-14橫向框架架A柱剪力組合合層次[1.2(+0..5)+1..3]1.35+1.2+1.4左震右震5-63.83-11.2315.11-54.14-87