./繼續(xù)教育學院理工類本科畢業(yè)論文設計計算書課題名稱**公司辦公樓建筑與結構設計專業(yè)土木工程班級學號學生指導教師日期2009年9月15日目錄摘要…………………3第一章設計任務及要求……………51.1設計原始資料……………………51.2建筑設計任務及要求……..……51.3結構設計任務及要求………………5第二章建筑設計總說明………………….…………….…………….….52.1平面設計…………….…….……………….……….62.2剖面設計…………….…….……………….……….6第三章結構方案設計說明…………….…………….…………….….73.1結構方案的選擇及結構布置………………..……73.2主要結構材料、截面幾何特征……………..……9第四章結構方案設計計算…………….…………….…………….….104.1荷載計算…………….…….……………….……….114.2梁、柱線剛度計算…….…….……………….……….114.3框架側移剛度計算….…….……………….……….13第五章豎向荷載內力計算…………….…………….…………….….145.1恒載內力計算……………………145.2活載內力計算……………………22第六章水平方向內力計算…………….…………….…………….….296.1風荷載作用下的框架內力計算…………..……296.2地震作用下的框架內力計算…………..……346.3水平荷載作用下的框架內力計算………..……34第七章平面框架的內力組合和配筋計算….…………….…………….….397.1橫向平面框架的內力組合和配筋計算……………..……397.2板的內力計算和配筋…………………..……497.3樓梯的內力計算和配筋…………………..……517.4基礎的內力計算和配筋…………………..……53致謝……….…………….…………….….50參考文獻…………………….…………….…………….….61摘要橫向水平作用下框架結構的內力和側移計算豎向荷載作用下橫向框架的內力分析、內力組合截面設計、基礎設計其中,基礎設計又包括關鍵詞辦公樓設計,框架結構,結構計算第一章設計任務及要求1.1設計原始資料工程概況：工程地點在上海市。建筑面積約4000m2,擬建建筑物層數(shù)為四層框架結構。外墻裝修采用外墻涂料,窗戶采用平開鋁合金窗,門采用鋁合金門。房間有：辦公室、會議室、設備間,衛(wèi)生間。1.1．2.設計參數(shù)：<1>規(guī)模:總建筑面積：4000m2左右。層數(shù)：4層。結構型式：采用鋼筋混凝土框架結構。<2>設計要求:4層,全部為辦公用房；1.1．3.建筑技術條件：〔1氣象資料：基本風壓W0=0.35kN/m2基本雪壓S0=0.20kN/m2〔2地質資料：擬建場地地形平坦,自然地表絕對高程3.30m天然地面以下0.5m下層為粉質粘土,重度=18kN/m3,地基土容許承載力為150kPa；地下水位在地表以下0.6m,無侵蝕性；場地類別II類場地〔3抗震設防要求：設防烈度為7度,設計地震分組為第=1\*ROMANI組,設計地震加速度為0.151.3結構設計任務及要求：任務：根據(jù)所提供的原始資料及初步設計,要求作出全部結構方案,其中包括：結構布置,擬定結構構件初步尺寸。根據(jù)所采用的結構方案對主要承重結構〔框架、基礎、樓板、樓梯進行荷載計算,內力分析及截面設計。要求：①說明書書寫工整,計算部分盡可能表格化。上機與手算結合。②設計圖圖面整潔勻稱,設計正確,構造合理,尺寸齊全,字體端正。第二章建筑設計總說明2.1平面設計平面布置：該建筑物朝南,與前面道路平行。柱網(wǎng)布置：盡量統(tǒng)一柱網(wǎng)及層高,布置靈活,空間大2.2剖面設計樓層層高與房間凈高：樓層層高：3600mm。房間凈高：2900mm.室內外高差：450mm門、窗寬度及高度：詳見門窗表各種用途房間的樓、地面做法及說明化學,物理等學科的實驗教室樓、地面均采用耐腐蝕地磚；廁所采用防潮,防滑地磚；其他均采用防滑地磚。屋面構造做法及說明防水層—SBS改性瀝青卷材找平層—20厚1：3水泥沙漿保溫層—100厚焦渣屋面板—100厚鋼筋混凝土樓板吊頂—V型輕鋼龍骨石膏板20厚板底抹灰內外墻體及細部構造說明外墻做法：淺灰涂料一底二度面,深灰涂料勾縫墻體；5厚1:2.5水泥砂漿粉光；15厚1:3水泥砂漿底刮糙。內墻做法：13厚1:1:6混合砂漿打底；2厚紙筋灰罩面膩子批嵌砂平；白色內墻涂料二度。第三章結構方案設計說明3.1結構方案的選擇及結構布置結構方案的確定本教學樓框架的承重方案為橫向框架承重方案,結構平面和立面形狀簡單、規(guī)則,使各部分剛度均勻,采用對稱結構減少產生扭轉的可能性,控制結構高寬比,減少水平荷載下的側移。基礎類型的確定選用獨立基礎結構布置1所選框架柱網(wǎng)尺寸：2.平面尺寸：3.2主要結構材料、基本尺寸確定及截面幾何特征主要結構材料的確定1.混凝土強度等級:基礎墊層用C10;一~五層用C30。2.墻體±0.000以下用MU10標準磚,M10水泥砂漿砌筑。3.在－0.05處設60厚C20細石混凝土摻防水劑配3￠8鋼筋為防潮層。4.±0.000以上墻體采用混凝土砌塊,外墻240厚,采用MU7.5多空磚,M7.5混合砂漿砌筑,內墻240厚,采用MU7.5加氣砼砌塊,砂漿采用M7.55.鋼筋等級：縱向受力鋼筋為HRB335<二級鋼筋>箍筋為HPB235〔一級鋼筋框架基本尺寸確定主梁:h=〔1/8~1/12L=575~863取700mmb=<1/2~1/4>H=350~175取350mm縱向聯(lián)系梁：h=<1/121/18>L＝450300取450mmb=<1/21/4>H=225112.5取200mm框架柱：b大于等于主梁b+50=350+50=400取b=h=400mm樓板材料及截面尺寸按照板短邊方向的計算跨度l為2400,因為h/l>單向板簡支1/35,連續(xù)1/40,即h/2700>1/35~1/40=60~68.5,故取板厚為h=100mm。材料為鋼筋混凝土。3.3施工方案的選擇及說明本工程采用框架結構,柱網(wǎng)布置靈活空間大,選用橫向框架承重方案。在縱向布置聯(lián)系梁,采用橫向承重和現(xiàn)澆式肋形樓蓋,屋面采用平屋頂。第四章結構方案設計計算4.1荷載計算1屋面荷載：恒荷載標準值防水層—SBS改性瀝青卷材0.4KN/m2找平層—20厚1：3水泥沙漿20*10-3*20=0.4kN/m2保溫層—100厚焦渣100*10-3*10=1.0KN/m2屋面板—100厚鋼筋混凝土樓板100*10-3*25=2.5KN/m2吊頂—V型輕鋼龍骨石膏板0.17KN/m220厚板底抹灰20*10-3*20=0.4kN/m2合計4.87KN/m2框架橫梁重〔主梁0.35*0.7*25=6.13kN/m橫梁抹灰〔0.7*2*0.02+0.35*0.02*17=0.595kN/m合計6.73kN/m屋面梁上均布恒荷載標準值g=4.87*3.6+6.73=24.262kN/m屋面活荷載按上人屋面取2.0kN/m2屋面上均布活荷載標準值q=2.0*3.6=7.6kN/m2樓面荷載面層--30厚防滑地磚0.65KN/m2樓板--100厚鋼筋混凝土板25*100*10-3=2.5kN/m2吊頂—直接式頂棚0.12KN/m220厚板底抹灰20*10-3*20=0.4kN/m2合計3.67KN/m2樓面梁均布恒荷載標準值g=3.67*3.6+6.73=19.942kN/m樓面梁均布恒荷載設計值g=1.2*19.942=23.93kN/m樓面活荷載按"辦公室"取2.0kN/m2樓面梁均布活荷載標準值q=2.0*3.6=7.2kN/m樓面梁均布活荷載設計值q=1.4*7.2=10.08kN/m3屋面縱梁傳來作用柱頂集中荷載屋面外縱梁傳來荷載縱梁自重0.2*0.45*25*3.6=8.1KN梁側抹灰0.45*3.6*0.02*20=0.648KN合計8.75KN屋面外縱梁傳來恒荷載標準值8.75KN屋面內縱梁傳來荷載屋面重傳至縱梁〔*0.2*3.6=1.42KN縱梁自重8.75KN合計10.17KN屋面內縱梁傳來恒荷載標準值10.17KN4柱自重底層柱自重0.4*0.4*5.1*25+0.4*4*5.1*0.5=24.5KN其余各層柱自重0.4*0.4*3.6*25+0.4*4*3.6*0.5=18KN5墻自重0.24*3.6*19=16.42KN/m4.2梁、柱線剛度計算由于樓面板與框架梁的混凝土一起澆搗,對于中框架梁取左跨梁：中跨梁右跨梁A軸～D軸底層柱：A軸～D軸其余各層柱：令框架梁柱的相對線剛度如下圖,作為計算各節(jié)點桿端彎矩分配系數(shù)的依據(jù)。框架梁柱的相對線剛度4.3框架側移剛度計算位移計算時,各荷載均采用標準值。側移剛度D橫向2-5層D值的計算構件名稱A軸柱0.7070.1355B軸柱0.7320.1403C軸柱0.7320.1403D軸柱0.7070.1355橫向底層D值的計算構件名稱A軸柱0.7310.0984B軸柱0.7540.1015C軸柱0.7540.1015D軸柱0.7310.0984第五章豎向荷載內力計算5.1恒載內力計算采用分層法計算豎向荷載下的內力恒載：MABF=-qlF/12MBA2=ql2/12把除底層柱以外的其他各層柱的線剛度乘以修正系數(shù)0.9底層柱和各層梁的傳遞系數(shù)按遠端為固支取1/2,其他各柱的傳遞系數(shù)考慮為彈性支撐取1/3A區(qū)格屋面板：三角形荷載等效均布荷載傳至縱梁：4.87X5/8X6.9=21.003KN/M梯形荷載等效均布荷載傳至橫梁：4.87X0.433X3.6=7.59KN/MA區(qū)格樓面板：三角形荷載等效均布荷載傳至縱梁：3.67X5/8X6.9=15.829KN/M梯形荷載等效均布荷載傳至橫梁：3.67X0.433X3.6=5.72KN/MB區(qū)格屋面板：三角形荷載等效均布荷載傳至橫梁：4.87X5/8X3.6=10.958KN/M梯形荷載等效均布荷載傳至縱梁：4.87X0.741X2.4=8.662KN/MB區(qū)格樓面板：三角形荷載等效均布荷載傳至橫梁：3.67X5/8X3.6=8.258KN/M梯形荷載等效均布荷載傳至縱梁：3.67X0.741X2.4=6.526KN/M頂層：Q左=Q右=7.59+6.73=14.32KN/MQ中=10.958+1.772=12.73KN/MG左=G右G中=8其他層：Q左=Q右=5.72+6.73+16.416=28.886KN/MQ中=8.258+1.772=10.03KNG左=G右G中恒荷載作用下的框架受力圖頂層彎距分配圖〔KN/M中間層彎距分配圖〔KN/M底間層彎距分配圖〔KN/M恒載彎矩圖〔KN/M恒載彎矩圖調整后〔KN/M恒載剪力圖〔KN恒載軸力圖〔柱KN5.2活載內力計算活載：A區(qū)格屋面板三角形荷載傳至縱梁：2X5/8X6.9=8.63KN/MA區(qū)格屋面板梯形荷載傳至橫梁：2X0.433X3.6=3.12KN/MB區(qū)格屋面板梯形荷載傳至縱梁：2X0.741X2.4=3.56KN/MB區(qū)格屋面板三角形荷載傳至橫梁：2X3.6X5/8=4.5KN/MQ左=Q右=3.12KN/MQ中=4.5KN/MG左=G右G中=8.63X3.6/2+3.56X3.6/2=21.9KN活荷載作用下的框架受力圖頂層彎距分配圖〔KN/M中間層彎距分配圖〔KN/M底間層彎距分配圖〔KN/M活載彎矩圖〔KN/M活載剪力圖〔KN活載軸力圖〔柱KN第六章水平方向內力計算6.1風荷載作用下的框架內力計算風荷載標準值計算作用在屋面梁和樓面的梁節(jié)點處的集中風荷載標準值：計算公式：C類H/B=19.1/21=0.91＜4,=1.3==0.08n,0.4s＞0.25s,應考慮風壓脈動對結構發(fā)生順風向風振影響。由于H＜30m,則可取1.0=下層高度=上層高度=迎風寬度〔1框架在風荷載下的內力用D值法進行計算。eq\o\ac<○,A>eq\o\ac<○,D>軸框架柱反彎點的位置層號43.64.830.450000.451.6233.64.830.50000.51.823.64.830.50000.51.814.055.440.550000.552.23eq\o\ac<○,B>eq\o\ac<○,C>軸框架柱反彎點的位置層號43.65.450.450000.451.6233.65.450.50000.51.823.65.450.50000.51.814.056.140.50000.52.03〔2框架各柱的桿端彎矩、梁端彎矩按下式計算,計算過程如下：風荷載作用下eq\o\ac<○,A>軸框架柱剪力和梁柱端彎矩的計算層410.40.55160.13550.2462.561.625.074.155.073210.55160.13550.2465.171.89.39.313.45230.60.55160.13550.2467.531.813.5513.5522.85139.90.39980.09840.2469.822.2322.2627.2739.94風荷載作用下eq\o\ac<○,B>軸框架柱剪力和梁柱端彎矩的計算層410.40.55160.14030.2542.641.625.224.284.620.63210.55160.14030.2545.331.89.599.5912.291.58230.60.55160.14030.2547.771.813.9913.9920.892.69139.90.39980.10150.25410.132.0325.5625.5638.785.05風載內力圖〔左風右風與其相反風荷載作用下的軸力圖〔左風右邊風數(shù)值相反6.2地震荷載作用下的框架內力計算地震荷載作用下的框架內力計算1、框架的抗震等級由于設計需求,抗震設防烈度為7度,房屋高度小于30M,可以知道該框架梁的抗震等級為三級。2、場地和特征周期值根據(jù)工程地質報告和土的類型劃分,可以知道該場地為二類場地,由設計地震分組為第一組,可查得特征值Tg=0.35s。3、重力荷載代表值〔取第？軸線1頂層荷載代表值G4活荷載：按上人屋面：2.0X16.6X3.6=119.5KN雪荷載：0.2X16.6X3.6=12KN取大的：119.5KN恒荷載：屋面半自重：4.87X16.2X3.6=284KN柱自重：4X18/2=36KN縱向框架梁自重：0.2X0.45X25X3.6X4=32.4KN橫向框架梁自重：0.7X0.35X25X6.9X2+0.3X0.2X25X2.4=88.1KN縱墻自重：橫墻自重：女兒墻自重：19X0.24X3.6X1.2X2=32.8kN窗洞：<3.6-0.6-0.6>X0.45X1.5=1.62M2窗洞重：1.62X0.24X19=7.4KN窗自重：0.3X1.62=0.49KNG5=恒+0.5活=284+36+32.4+88.1+105.1+106.7+32.8+0.49-7.4+0.5X119.5=678.2+59.8=738KN2>第二、三層荷載代表值G2、G3活荷載：2.0X16.2X3.6=116.6KN恒荷載：屋面半自重：3.67X16.2X3.6=214KN柱自重：4X18=72KN縱向框架梁自重：0.2X0.45X25X3.6X4=32.4KN橫向框架梁自重：0.7X0.35X25X6.9X2+0.3X0.2X25X2.4=88.1KN縱墻自重：.2X4=210.2KN橫墻自重：19X0.24X3.6X6.5X2=213.4KN門洞：0.9x2.0x4=7.2M2門洞重：7.2X0.24X19=32.8KN窗洞：<3.6-0.6-0.6>X0.45X1.5X2=3.24M2窗洞重：3.24X0.24X19=14.8KN窗自重：0.3X3.24=1KN門自重：0.2X7.2=1.4KNG3,G2=214+72+32.4+88.1+210.2+213.4+1+1.4-32.8-14.8+116.6X0.5=784.9+58.3=843.2KN3>底層荷載代表值G1活荷載：2.0X16.2X3.6=116.6KN恒荷載：屋面半自重：3.67X16.2X3.6=214KN柱自重：4X24.5=98KN縱向框架梁自重：0.2X0.45X25X3.6X4=32.4KN橫向框架梁自重：0.7X0.35X25X6.9X2+0.3X0.2X25X2.4=88.1KN縱墻自重：19X0.24X3.6X3.2X4=210.2KN橫墻自重：19X0.24X3.6X6.5X2=213.4KN門洞：0.9x2.0x4=7.2M2門洞重：7.2X0.24X19=32.8KN窗洞：<3.6-0.6-0.6>X0.45X1.5X2=3.24M2窗洞重：3.24X0.24X19=14.8KN窗自重：0.3X3.24=1KN門自重：0.2X7.2=1.4KNG1=214+98+32.4+88.1+210.2+213.4+1+1.4-32.8-14.8+116.6X0.5=810.9+58.3=869.2KN4、結構自震周期T1對框架結構,采用經(jīng)驗公式計算：T1=0.085n=0.085X5=0.425s5、地震影響系數(shù)a由Tg=0.35s,T1=0.425s,tg<t1<5tg,由地震影響曲線,有a=<0.35/0.425>0.9X0.08=0.0956、計算水平地震作用標準值〔采用底部剪力法因為T1>1.4Tg,且Tg=0.35S,故dn=0.08T1+0.07=0.104FEK=AgEQ=0.095X0.85X<738+843.2X3+869.2>=334kn△FN=dnFEK=0.104X328=34.7kn位置Gi<KN>Hi<m>GiHjFEK=〔1-dnFi〔KN頂層73819.51439129985三層843.215.91340729980二層843.28.7773629962底層869.25.1443329946∑GiHj=39967∑Fi=299KN二、水平地震作用產生的框架內力1、各柱剪力值及反彎點高度表3-15水平地震作用下框架各柱剪力值及反彎點高度層數(shù)柱號反彎點高度y485A40.135520.90.45B40.140321.60.45C40.140321.60.45D40.135520.90.53165A30.135540.50.5B30.1403420.5C30.1403420.5D30.135540.50.52227A20.135555.80.5B20.140357.70.5C20.140357.70.5D20.135555.80.51273A10.135567.10.55B10.140369.40.5C10.140369.40.5D10.135567.10.552、水平地震作用下的框架內力圖求出各柱剪力Vi和該柱反彎點高度yi后,則該柱下端彎矩為Mi=Viyi,上端彎矩為Vi<hi-yi>,再利用節(jié)點平衡求出框架梁端彎矩,畫出左地震作用下的框架內力圖,右地震作用下的框架內力與左地震作用下的反號。彎矩圖<單位：KN·m>與梁柱剪力圖<單位：KN>軸力圖〔單位：KN6.3水平荷載作用下框架的抗側移驗算一、風荷載作用下框架的側移驗算內力計算時的相對線剛度為1時的線剛度絕對值為8.70×106,對C30混凝土,E值為3.00×104N/mm2,再由相對線剛度值,可得各層各柱的實際剛度值。對一般多層框架結構,當房屋高度不超過50m時,只考慮梁柱彎曲變形產生的框架側移。考慮到正常使用情形下梁柱的塑性變形,對于現(xiàn)澆框架可側移時,引入剛度折減系數(shù)0.85,則層間相對側移。表3-16風荷載作用下框架的側移驗算位置相對線剛度絕對線剛度限制第四層10.40.551647.9890.2171/165891/400第三層210.551647.9890.4381/8219第二層30.60.551647.9890.6381/5643底層39.90.399834.7830.8311/4332頂點位移1/50701/500二、水平地震作用下的框架彈性側移驗算鋼筋混凝土框架結構應進行多遇地震作用下的抗震變形驗算,其樓層內的最大彈性層間位移應滿足的要求。表3-17水平地震作用下的框架彈性側移驗算位置[]頂層8547.9891.771/20331/550第三層16547.9893.441/1047第二層22747.9894.731/761底層27347.9895.691/633第七章平面框架的內力組合和配筋計算7.1橫向平面框架的內力組合與配筋計算7.1一、框架內力組合1、考慮以下五種荷載組合:1>1.2恒荷載+1.4活荷載2>1.2恒荷載+1.4左風荷載〔或右風荷載3>1.2恒荷載+0.7×<1.4活荷載+1.4左風荷載〔或右風荷載>4>1.35恒荷載+0.7×1.4活荷載5>1.2×<恒+0.5活>+1.3左地震荷載〔或右地震荷載對于活載的處理方式：認為滿跨布置活載,支座彎矩不調整,跨中彎矩放大1.1倍。考慮梁端塑性內力重分布,對豎向荷載作用下的梁端負彎矩進行調幅,對于現(xiàn)澆框架,支座調幅系數(shù)取0.85。2、框架梁的內力組合表桿件號截面位置內力種類恒載活載左風右風左地震右地震荷載組合一二三四五AB<4層>AM-19.2-2.65.1-5.141.4-41.4-26.7-15.9-20.6-28.529.2V48.410.6-1.41.4-11.511.572.956.167.175.749.5跨中M63.215.10.2-0.21.8-1.897.076.190.9100.187.2B左M-24.9-4.6-4.64.6-37.937.9-36.3-36.3-38.9-38.1-81.9V-50.4-11.0-1.41.4-11.511.5-75.9-62.4-72.6-78.8-82.0BC<4層>B右M-8.7-2.50.6-0.64.9-4.9-13.9-9.6-12.3-14.2-5.6V15.05.4-0.50.5-4.14.125.617.322.825.515.9跨中M-0.50.70.00.00.00.00.4-0.60.10.0-0.2C左M-8.7-2.5-0.60.6-4.94.9-13.9-11.3-13.5-14.2-18.3V-15.0-5.4-0.50.5-4.14.1-25.6-18.7-23.8-25.5-26.6CD<4層>C右M-24.9-4.64.6-4.637.9-37.9-36.3-23.4-29.9-38.116.6V50.411.0-1.41.4-11.511.575.958.569.978.852.1跨中M63.215.1-0.20.2-1.81.897.075.590.4100.182.6DM-19.2-2.6-5.15.1-41.441.4-26.7-30.1-30.6-28.5-78.4V-48.4-10.6-1.41.4-11.511.5-72.9-60.0-69.8-75.7-79.4AB<3層>AM-50.2-4.113.5-13.5106.8-106.8-66.0-41.4-51.1-71.876.1V98.910.9-3.73.7-29.729.7133.9113.5125.7144.286.6跨中M119.413.50.6-0.64.4-4.4162.2144.1157.1174.4157.1B左M-54.8-6.1-12.312.3-98.098.0-74.3-83.0-83.8-80.0-196.8V-100.3-10.7-3.73.7-29.729.7-135.3-125.5-134.5-145.9-165.4BC<3層>B右M-10.1-2.61.6-1.612.6-12.6-15.8-9.9-13.1-16.22.7V12.05.4-1.31.3-10.510.522.012.618.421.54.0跨中M-2.90.60.00.00.00.0-2.6-3.5-2.9-3.3-3.1C左M-10.1-2.6-1.61.6-12.612.6-15.8-14.3-16.2-16.2-30.1V-12.0-5.4-1.31.3-10.510.5-22.0-16.2-21.0-21.5-31.3CD<3層>C右M-54.8-6.112.3-12.398.0-98.0-74.3-48.6-59.7-80.058.0V100.310.7-3.73.7-29.729.7135.3115.2127.2145.988.2跨中M119.413.5-0.60.6-4.44.4162.2142.5155.9174.4145.7DM-50.2-4.1-13.513.5-106.8106.8-66.0-79.1-77.4-71.8-201.5V-98.9-10.9-3.73.7-29.729.7-133.9-123.9-133.0-144.2-163.8AB<2層>AM-52.1-4.122.9-22.9173.3-173.3-68.3-30.5-44.1-74.4160.3V99.010.9-6.36.3-48.248.2134.1110.0123.3144.362.7跨中M117.613.51.0-1.00.00.0160.0142.5155.3172.0149.2B左M-56.5-6.1-20.920.9-159.0159.0-76.3-97.0-94.3-82.3-278.2V-100.4-10.7-6.36.3-48.248.2-135.5-129.3-137.1-146.0-189.6BC<2層>B右M-9.9-2.62.7-2.720.5-20.5-15.5-8.1-11.8-15.913.2V12.05.4-2.22.2-17.117.122.011.317.521.5-4.6跨中M-2.70.60.00.00.00.0-2.4-3.2-2.7-3.1-2.9C左M-9.9-2.6-2.72.7-20.520.5-15.5-15.6-17.1-15.9-40.1V-12.0-5.4-2.22.2-17.117.1-22.0-17.5-21.8-21.5-39.9CD<2層>C右M-56.5-6.120.9-20.9159.0-159.0-76.3-38.6-53.3-82.3135.2V100.410.7-6.36.3-48.248.2135.5111.7124.8146.064.2跨中M117.613.5-1.01.00.00.0160.0139.8153.4172.0149.2DM-52.1-4.1-22.922.9-173.3173.3-68.3-94.5-88.9-74.4-290.3V-99.0-10.9-6.36.3-48.248.2-134.1-127.6-135.7-144.3-188.0AB<1層>AM-47.1-4.139.9-39.9289.7-289.7-62.3-0.6-21.4-67.6317.6V98.810.7-11.411.4-82.982.9133.5102.6117.9143.917.2跨中M122.213.50.6-0.60.00.0165.5147.5160.4178.2154.7B左M-52.3-6.1-38.838.8-282.0282.0-71.3-117.1-106.8-76.6-433.0V-100.6-10.9-11.411.4-82.982.9-136.0-136.7-142.6-146.5-235.0BC<1層>B右M-10.3-2.65.1-5.136.4-36.4-16.0-5.3-10.0-16.533.4V12.05.4-4.24.2-30.330.322.08.515.621.5-21.8跨中M-3.10.60.00.00.00.0-2.9-3.7-3.1-3.6-3.4C左M-10.3-2.6-5.15.1-36.436.4-16.0-19.4-19.9-16.5-61.2V-12.0-5.4-4.24.2-30.330.3-22.0-20.3-23.8-21.5-57.0CD<1層>C右M-52.3-6.138.8-38.8282.0-282.0-71.3-8.5-30.7-76.6300.2V100.610.9-11.411.4-82.982.9136.0104.8120.2146.519.5跨中M122.213.5-0.60.60.00.0165.5145.8159.3178.2154.7DM-47.1-4.1-39.939.9-289.7289.7-62.3-112.4-99.7-67.6-435.6V-98.8-10.7-11.411.4-82.982.9-133.5-134.5-140.2-143.9-232.8注：1、"-"表示數(shù)值較小,不起主要作用,忽略不計。2、活載的跨中彎矩已乘以系數(shù)1.1。3、恒載、活載的梁端負彎矩以乘以系數(shù)0.85進行調幅。4、彎矩〔M的單位為KN·m,剪力〔V的單位為KN。4、下同。3、框架柱的內力組合表框架柱內力組合時考慮以下三種最不利內力組合：1>及相應的N、V；2>及相應的M、V；3>及相應的M、V。表中單位規(guī)定如下：彎矩〔M的單位為KN·m,剪力〔V、軸力〔N的單位為KN。框架柱的內力組合表〔4層框架柱的內力組合表〔2層框架柱的內力組合表〔2層框架柱的內力組合表〔1層.桿件截面位置內力種類恒載活載左風右風左右荷載組合地震地震一二三四五/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNminＡ柱上端M19.63.8-5.15.1-41.441.428.828.830.616.432.222.330.230.279.6-28.0N-116.6-26.11.4-1.411.5-11.5-176.5-176.5-141.9-138.0-166.9-164.1-183.0-183.0-170.5-140.6下端M24.83.4-4.24.2-33.933.934.535.637.236.875.9N-134.6-26.11.4-1.411.5-11.5-198.1-163.5-188.5-207.3-192.1層間V-12.3-2.02.6-2.620.9-20.9-17.6-17.6-17.6-18.4-18.4-11.1-19.3-19.3-14.2-18.6-18.6-18.6-43.1-43.111.2B柱上端M-19.1-3.4-5.25.2-42.842.8-27.7-27.7-30.2-15.6-31.4-21.1-29.1-29.1-80.630.7N-126.9-37.4-0.90.9-7.47.4-204.6-204.6-153.5-151.0-189.8-188.1-208.0-208.0-184.3-165.1下端M-24.8-3.0-4.34.3-35.035.0-34.0-35.8-36.9-36.4-77.1N-144.9-37.4-0.90.9-7.47.4-226.2-175.1-211.4-232.3-205.9層間V12.21.82.6-2.621.9-21.917.217.217.218.318.311.019.019.013.918.218.218.244.244.2-12.8C柱上端M19.13.4-5.25.2-42.842.827.727.730.215.631.421.129.129.180.6-30.7N-126.9-37.40.9-0.97.4-7.4-204.6-204.6-153.5-151.0-189.8-188.1-208.0-208.0-184.3-165.1下端M24.83.0-4.34.3-35.035.034.035.836.936.477.1N-144.9-37.40.9-0.97.4-7.4-226.2-175.1-211.4-232.3-205.9層間V-12.2-1.82.6-2.621.9-21.9-17.2-17.2-17.2-18.3-18.3-11.0-19.0-19.0-13.9-18.2-18.2-18.2-44.2-44.212.8D柱上端M-19.6-3.8-5.15.1-41.441.4-28.8-28.8-30.6-16.4-32.2-22.3-30.2-30.2-79.628.0N-116.6-26.1-1.41.4-11.511.5-176.5-176.5-141.9-138.0-166.9-164.1-183.0-183.0-170.5-140.6下端M-24.8-3.4-4.24.2-33.933.9-34.5-35.6-37.2-36.8-75.9N-134.6-26.1-1.41.4-11.511.5-198.1-163.5-188.5-207.3-192.1層間V12.32.02.6-2.620.9-20.917.617.617.618.418.411.119.319.314.218.618.618.643.143.1-11.2.桿件截面位置內力種類恒載活載左風右風左右荷載組合地震地震一二三四五/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNminＡ柱上端M27.73.2-9.39.3-72.972.937.737.746.320.245.527.340.540.5129.9-59.6N-309.3-52.55.1-5.141.2-41.2-444.7-444.7-378.3-364.0-427.6-417.6-469.0-469.0-456.2-349.1下端M27.43.2-9.39.3-72.972.937.445.945.140.1129.6N-327.3-52.55.1-5.141.2-41.2-466.3-399.9-449.2-493.3-477.8層間V-15.3-1.85.2-5.240.5-40.5-20.9-20.9-20.9-25.6-25.6-11.1-25.2-25.2-15.0-22.4-22.4-22.4-72.1-72.133.2B柱上端M-27.8-2.8-9.69.6-75.675.6-37.3-37.3-46.8-19.9-45.5-26.7-40.3-40.3-133.363.2N-335.9-73.6-3.33.3-26.626.6-506.1-506.1-407.7-398.5-478.4-472.0-525.6-525.6-481.8-412.7下端M-27.4-2.8-9.69.6-75.675.6-36.8-46.3-45.0-39.7-132.8N-353.9-73.6-3.33.3-26.626.6-527.7-429.3-500.0-549.9-503.4層間V15.31.65.3-5.342.0-42.020.620.620.625.825.810.925.125.114.722.222.222.273.973.9-35.3C柱上端M27.82.8-9.69.6-75.675.637.337.346.819.945.526.740.340.3133.3-63.2N-335.9-73.63.3-3.326.6-26.6-506.1-506.1-407.7-398.5-478.4-472.0-525.6-525.6-481.8-412.7下端M27.42.8-9.69.6-75.675.636.846.345.039.7132.8N-353.9-73.63.3-3.326.6-26.6-527.7-429.3-500.0-549.9-503.4層間V-15.3-1.65.3-5.342.0-42.0-20.6-20.6-20.6-25.8-25.8-10.9-25.1-25.1-14.7-22.2-22.2-22.2-73.9-73.935.3D柱上端M-27.7-3.2-9.39.3-72.972.9-37.7-37.7-46.3-20.2-45.5-27.3-40.5-40.5-129.959.6N-309.3-52.5-5.15.1-41.241.2-444.7-444.7-378.3-364.0-427.6-417.6-469.0-469.0-456.2-349.1下端M-27.4-3.2-9.39.3-72.972.9-37.4-45.9-45.1-40.1-129.6N-327.3-52.5-5.15.1-41.241.2-466.3-399.9-449.2-493.3-477.8層間V15.31.85.2-5.240.5-40.520.920.920.925.625.611.125.225.215.022.422.422.472.172.1-33.2.桿件截面位置內力種類恒載活載左風右風左右荷載組合地震地震一二三四五/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNminＡ柱上端M27.43.2-13.613.6-100.4100.437.437.451.913.949.322.740.140.1165.3-95.7N-502.1-78.911.4-11.489.4-89.4-713.0-713.0-618.5-586.6-691.0-668.7-755.2-755.2-766.1-533.6下端M27.43.2-13.613.6-100.4100.437.451.949.340.1165.3N-520.1-78.911.4-11.489.4-89.4-734.6-640.1-712.6-779.5-787.7層間V-15.2-1.87.5-7.555.8-55.8-20.8-20.8-20.8-28.7-28.7-7.7-27.4-27.4-12.7-22.3-22.3-22.3-91.9-91.953.2B柱上端M-27.8-2.8-14.014.0-103.9103.9-37.3-37.3-52.9-13.8-49.8-22.4-40.3-40.3-170.1100.0N-545.0-109.8-7.47.4-57.757.7-807.7-807.7-664.4-643.6-768.9-754.4-843.4-843.4-794.9-644.9下端M-27.4-2.8-14.014.0-103.9103.9-36.8-52.5-49.3-39.7-169.6N-563.0-109.8-7.47.4-57.757.7-829.3-686.0-790.5-867.7-816.5層間V15.21.67.8-7.857.7-57.720.520.520.529.229.27.327.527.512.222.122.122.194.294.2-55.8C柱上端M27.82.8-14.014.0-103.9103.937.337.352.913.849.822.440.340.3170.1-100.0N-545.0-109.87.4-7.457.7-57.7-807.7-807.7-664.4-643.6-768.9-754.4-843.4-843.4-794.9-644.9下端M27.42.8-14.014.0-103.9103.936.852.549.339.7169.6N-563.0-109.87.4-7.457.7-57.7-829.3-686.0-790.5-867.7-816.5層間V-15.2-1.67.8-7.857.7-57.7-20.5-20.5-20.5-29.2-29.2-7.3-27.5-27.5-12.2-22.1-22.1-22.1-94.2-94.255.8D柱上端M-27.4-3.2-13.613.6-100.4100.4-37.4-37.4-51.9-13.9-49.3-22.7-40.1-40.1-165.395.7N-502.1-78.9-11.411.4-89.489.4-713.0-713.0-618.5-586.6-691.0-668.7-755.2-755.2-766.1-533.6下端M-27.4-3.2-13.613.6-100.4100.4-37.4-51.9-49.3-40.1-165.3N-520.1-78.9-11.411.4-89.489.4-734.6-640.1-712.6-779.5-787.7層間V15.21.87.5-7.555.8-55.820.820.820.828.728.77.727.427.412.722.322.322.391.991.9-53.2.桿件截面位置內力種類恒載活載左風右風左右荷載組合地震地震一二三四五/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNminＡ柱上端M27.43.2-17.717.7-120.8120.837.437.457.68.153.318.740.140.1191.8-122.2N-694.9-105.320.1-20.1150.8-150.8-981.3-981.3-862.0-805.7-956.8-917.4-1041.3-1041.3-1093.1-701.0下端M28.43.2-17.717.7-120.8120.838.658.854.541.5193.0N-712.9-105.320.1-20.1150.8-150.8-1002.9-883.6-978.4-1065.6-1114.7層間V-15.5-1.89.8-9.867.1-67.1-21.1-21.1-21.1-32.3-32.3-4.9-30.0-30.0-10.8-22.7-22.7-22.7-106.9-106.967.6B柱上端M-27.8-2.8-18.218.2-124.9124.9-37.3-37.3-58.9-7.8-54.0-18.2-40.3-40.3-197.4127.3N-754.1-146.0-13.013.0-97.397.3-1109.3-1109.3-923.1-886.7-1060.7-1035.3-1161.1-1161.1-1119.0-866.0下端M-28.4-2.8-18.218.2-124.9124.9-38.0-59.6-54.7-41.1-198.1N-772.1-146.0-13.013.0-97.397.3-1130.9-944.7-1082.3-1185.4-1140.6層間V15.51.610.1-10.169.4-69.420.820.820.832.732.74.530.130.110.322.522.522.5109.8109.8-70.7C柱上端M27.82.8-18.218.2-124.9124.937.337.358.97.854.018.240.340.3197.4-127.3N-754.1-146.013.0-13.097.3-97.3-1109.3-1109.3-923.1-886.7-1060.7-1035.3-1161.1-1161.1-1119.0-866.0下端M28.42.8-18.218.2-124.9124.938.059.654.741.1198.1N-772.1-146.013.0-13.097.3-97.3-1130.9-944.7-1082.3-1185.4-1140.6層間V-15.5-1.610.1-10.169.4-69.4-20.8-20.8-20.8-32.7-32.7-4.5-30.1-30.1-10.3-22.5-22.5-22.5-109.8-109.870.7D柱上端M-27.4-3.2-17.717.7-120.8120.8-37.4-37.4-57.6-8.1-53.3-18.7-40.1-40.1-191.8122.2N-694.9-105.3-20.120.1-150.8150.8-981.3-981.3-862.0-805.7-956.8-917.4-1041.3-1041.3-1093.1-701.0下端M-28.4-3.2-17.717.7-120.8120.8-38.6-58.8-54.5-41.5-193.0N-712.9-105.3-20.120.1-150.8150.8-1002.9-883.6-978.4-1065.6-1114.7層間V15.51.89.8-9.867.1-67.121.121.121.132.332.34.930.030.010.822.722.722.7106.9106.9-67.6.7.一、框架梁配筋計算1、縱向受力鋼筋計算屋面框架梁正截面配筋計算〔4層桿件號ABBCCD截面位置A跨中B左B右跨中C左C右跨中D<KN·m>-28.5100.1-38.9-14.2-0.6-14.2-38.1100.1-30.6<KN·m>21.965.4-61.44.2-0.2-13.712.562-58.8控制內力M-28.5100.1-61.4-14.2-0.6-14.2-38.1100.1-58.8<m>630665630230265230630665630b<支座>或<跨中>350230035020080020035023003500.0140.0070.0310.0900.0010.0900.0190.0070.0300.0140.0070.0310.0940.0010.0940.0190.0070.03014751032619712197200510315實配鋼筋320320320220220220320320320實配鋼筋面積941941941628628628941941941注：〔C30混凝土,〔HRB335級。考慮地震作用組合的框架梁,其正截面抗震受彎承載力應按本規(guī)范規(guī)定計算,但在受彎承載力計算公式右邊應除以相應的承載力抗震調整系數(shù)γRE.柱梁的γRE=0.75=L/3,b+Sn當中取小值屋面框架梁正截面配筋計算〔1-3層桿件號ABBCCD截面位置A跨中B左B右跨中C左C右跨中D<KN·m>-71.8174.4-83.8-16.2-3.5-16.2-80174.4-79.1<KN·m>57.1117.8-147.62-2.3-22.643.5117.8-151.1控制內力M-71.8174.4-147.6-16.2-3.5-22.6-80174.4-151.1<m>630665630230265230630665630b<支座>或<跨中>350230035020080020035023003500.0360.0120.0740.1070.0040.1490.0400.0120.0760.0360.0120.0770.1130.0040.1620.0400.0120.07937887580924842355420875830實配鋼筋320320320220220220320320320實配鋼筋面積9419419416286286289419419412、框架梁斜截面受剪承載力計算1>剪力設計值非抗震設計的剪力設計值和抗震設計的剪力設計值：框架梁剪力設計值所在層第1-3層桿件號ABBCCD截面位置AB左B右C左C右D左<KN>1441472223147144<KN>2802808585280280所在層第四層桿件號ABBCCD截面位置AB左B右C左C右D左<KN>767926267976<KN>818132328181注：表中由〔三級抗震等級計算得出,其中為梁的跨度；、為考慮地震作用組合時框架梁左、右端彎矩設計值；為考慮地震作用組合的重力荷載代表值產生的剪力設計值,按簡支梁計算確定。2>截面尺寸驗算由表可知,整體而言截面尺寸由抗震要求控制。因為l0/h>2.5,由,故滿足要求。3>抗剪計算現(xiàn)按第六層的剪力設計值進行框架梁斜截面抗剪計算,其余層均按底層的計算結果進行配筋。框架梁斜截面抗剪計算〔底層桿件號ABBCCD截面位置AB左B右C左C右D左控制內力V<KN>2802808585280280是否考慮剪跨比影響否否否否否否a剪跨比0.6250.6250.6650.6650.6250.625Asv選10雙肢箍,Asv=157mm2s251251236236251251實際選取s150150150150150150加密區(qū)s100100100100100100實際配筋率0.0040.0040.0080.0080.0040.004最小配筋率0.0020.0020.0020.0020.0020.002注：1、當集中荷載對支座截面或節(jié)點邊緣所產生的剪力值占總剪力值的750/0以上時,考慮剪跨比的影響,；否則不考慮剪跨比的影響,。2、加密區(qū)箍筋間距按抗震構造要求確定。二、框架柱的配筋計算1、縱向受力鋼筋計算1>框架柱內力組合值第四層：非抗震設計時的內力組合：彎矩〔M的單位為KN·m,軸力〔N的單位為KN。柱號AD柱M28353136163237223037N177198142164138167189164183207柱號BC柱M28343036163137212936N205226154175151190211188208232抗震設計時的內力組合：按抗震等級為三級的要求,底層柱下端應乘以調整系數(shù)1.15,節(jié)點處應滿足的要求,由于計算時已滿足節(jié)點平衡條件,而對應的組合系數(shù)亦相同,故可以直接將彎矩乘以系數(shù)1.1進行調整。同時考慮承載力抗震調整系數(shù)：軸壓比為0.15的軸壓力當N<343.2KN時,=0.75；當N343.2KN時,=0.8。AD柱：由表：柱上端：80KN·m,171KN；28KN·m,146KN；柱下端：76KN·m,192KN；經(jīng)調整后：柱上端：80×1.1×0.75=66KN·m,171×0.75=128KN；28×1.1×0.75=23KN·m,146×0.75=110KN；柱下端：76×1.1×0.75=63KN·m,192×0.75=144KN；BC柱：由表：柱上端：81KN·m,143KN；31KN·m,165KN柱下端：77KN·m,206KN；經(jīng)調整后：柱上端：81×1.1×0.75=67KN·m,143×0.75=107KN；31×1.1×0.75=26KN·m,165×0.75=124KN；柱下端：77×1.1×0.75=64KN·m,206×0.75=155KN；第三層：非抗震設計時的內力組合：彎矩〔M的單位為KN·m,軸力〔N的單位為KN。柱號AD柱M38374646204645274140N445446378400364428449418469493柱號BC柱M37374746204645274040N506528408429399478500472526550抗震設計時的內力組合：AD柱：由表：柱上端：130KN·m,456KN；60KN·m,349KN；柱下端：130KN·m,478KN；經(jīng)調整后：柱上端：130×1.1×0.8=114KN·m,456×0.8=365KN；60×1.1×0.8=53KN·m,349×0.8=279KN；柱下端：130×1.1×0.8=114KN·m,478×0.8=382KN；BC柱：由表：柱上端：133KN·m,482KN；63KN·m,413KN柱下端：133KN·m,503KN；經(jīng)調整后：柱上端：133×1.1×0.8=117KN·m,482×0.8=386KN；63×1.1×0.8=55KN·m,413×0.8=330KN；柱下端：133×1.1×0.8=117KN·m,503×0.8=402KN；第二層：非抗震設計時的內力組合：彎矩〔M的單位為KN·m,軸力〔N的單位為KN。柱號AD柱M37375252144949234040N713735619640587691713669755780柱號BC柱M37375353145049224040N808829664686644769791754843868抗震設計時的內力組合：AD柱：由表：柱上端：165KN·m,766KN；96KN·m,534KN；柱下端：165KN·m,787KN；經(jīng)調整后：柱上端：165×1.1×0.8=145KN·m,766×0.8=613KN；96×1.1×0.8=84KN·m,534×0.8=427KN；柱下端：165×1.1×0.8=145KN·m,787×0.8=630KN；BC柱：由表：柱上端：170KN·m,795KN；100KN·m,645KN柱下端：170KN·m,817KN；經(jīng)調整后：柱上端：170×1.1×0.8=150KN·m,795×0.8=636KN；100×1.1×0.8=88KN·m,645×0.8=516KN；柱下端：170×1.1×0.8=150KN·m,817×0.8=654KN；第一層：非抗震設計時的內力組合：彎矩〔M的單位為KN·m,軸力〔N的單位為KN。柱號AD柱M3737585985355194042N981100386288480695797891710411066柱號BC柱M3738596085455184041N1109113192394588710611082103511611185抗震設計時的內力組合：AD柱：由表：柱上端：192KN·m,1093KN；122KN·m,701KN；柱下端：193KN·m,1115KN；經(jīng)調整后：柱上端：192×1.1×0.8=169KN·m,1093×0.8=874KN；122×1.1×0.8=107KN·m,701×0.8=561KN；柱下端：193×1.1×0.8=170KN·m,1115×0.8=892KN；BC柱：由表：柱上端：197KN·m,1119KN；127KN·m,866KN柱下端：198KN·m,1141KN；經(jīng)調整后：柱上端：197×1.1×0.8=173KN·m,1119×0.8=895KN；127×1.1×0.8=112KN·m,866×0.8=693KN；柱下端：198×1.1×0.8=174KN·m,1141×0.8=913KN；；2>框架柱縱向受力鋼筋計算從上述內力組合中選出一組最危險的組合進行框架柱縱向受力鋼筋計算,具體計算如下：框架柱正截面配筋計算〔四層桿件號A柱B柱C柱D柱M<KN·m>37363637N<KN>207232232207<mm>178.74155.17155.17178.74,且20202020<mm>198.74175.17175.17198.74>1,取1>1,取1>1,取1>1,取1<mm>3600360036003600>1,取1>1,取1>1,取1>1,取11.1041.1191.1191.104<mm>379.41356.02356.02379.41<mm>59.4136.0236.0259.41<KN>1133>N1133>N1133>N1133>N大小偏壓判斷大偏壓大偏壓大偏壓大偏壓0.10.110.110.1<mm>36<39.6<39.6<36<<mm2>1288787128實配鋼筋218220220218實配配筋面積<mm2>509509509509注：1、表中h=400mm,,；2、柱采用HRB335級鋼筋,=0.550；采用C30混凝土,；3、當時,柱為大偏心受壓,此時；當時,柱為小偏心受壓,此時,其中。4、當<時,；當時,。5、。框架柱正截面配筋計算〔三層桿件號A柱B柱C柱D柱M<KN·m>114117117114N<KN>382402402382<mm>298.43291.04291.04298.43,且20202020<mm>318.43311.04311.04318.43>1,取1>1,取1>1,取1>1,取1<mm>3600360036003600>1,取1>1,取1>1,取1>1,取11.0651.0671.0671.065<mm>499.12491.88491.88499.12<mm>179.13171.88171.88179.13<KN>1133>N1133>N1133>N1133>N大小偏壓判斷大偏壓大偏壓大偏壓大偏壓0.190.200.200.19<mm>68.4<72<72>68.4><mm2>713720720713實配鋼筋318318318318實配配筋面積<mm2>763720720763框架柱正截面配筋計算〔二層桿件號A柱B柱C柱D柱M<KN·m>145150150145N<KN>630654654630<mm>230.16229.36229.36230.16,且20202020<mm>250.16249.36249.36250.16>1,取1>1,取1>1,取1>1,取1<mm>3600360036003600>1,取1>1,取1>1,取1>1,取11.0831.0841.0841.083<mm>430.92430.31430.31430.92<mm>110.92110.31110.31110.92<KN>1133>N1133>N1133>N1133>N大小偏壓判斷大偏壓大偏壓大偏壓大偏壓0.310.320.320.31<mm>111.6>115.2>115.2>111.6><mm2>805856856805實配鋼筋418418418418實配配筋面積<mm2>1018101810181018框架柱正截面配筋計算〔一層桿件號A柱B柱C柱D柱M<KN·m>170174174170N<KN>892913913892<mm>190.58190.58190.58190.58,且20202020<mm>210.58210.58210.58210.58>1,取1>1,取1>1,取1>1,取1<mm>3600360036003600>1,取1>1,取1>1,取1>1,取11.0991.0991.0991.099<mm>391.43391.43391.43391.43<mm>71.4371.4371.4371.43<KN>1133>N1133>N1133>N1133>N大小偏壓判斷大偏壓大偏壓大偏壓大偏壓0.430.440.440.43<mm>154.8>158.4>158.4>154.8><mm2>1030107210721030實配鋼筋420420420420實配配筋面積<mm2>12561256125612563>框架柱斜截面受剪承載力計算<1>框架柱剪力設計值框架柱剪力設計值第一層ABCD非抗震剪力設計值V<KN>26272627<KN·m>246279279246<KN·m>283265265283<mm>3500350035003