廈門某廣場寫字樓的結(jié)構(gòu)設(shè)計(jì)【摘要】經(jīng)濟(jì)的發(fā)展十分的迅速我國經(jīng)濟(jì)突飛猛進(jìn)，農(nóng)村逐漸減少城市不斷地變多，人們?nèi)绯彼话愕挠咳氤鞘袕亩钩鞘腥丝谥鹉暝鲩L，人們只能在十分有限的土地上想盡辦法讓他能夠容納更多的人，為今之計(jì)只有大量的建造高層建筑結(jié)構(gòu)。本次設(shè)計(jì)的就是一個位于廈門的高層寫字樓。本案例貫徹了安全第一為標(biāo)準(zhǔn)，實(shí)惠實(shí)用外觀觀賞性強(qiáng)的標(biāo)準(zhǔn)，很好的展現(xiàn)出新時(shí)代城市風(fēng)范安全為主，外觀為輔的標(biāo)準(zhǔn)。在設(shè)計(jì)過程之中我們要把從前所學(xué)所知綜合的運(yùn)用起來，大量的查閱規(guī)范設(shè)計(jì)并且自己驗(yàn)算。利用已知的條件和建筑的方位建筑布局和建筑的高程，這次的工程使用的是以框架-筒體為核心的結(jié)構(gòu)體系，在滿足各種參數(shù)的標(biāo)準(zhǔn)下，各個區(qū)間布置合理靈活。并且根據(jù)地質(zhì)資料和上部的結(jié)構(gòu)可以得知這次的工程的基礎(chǔ)將選取樁基礎(chǔ)。【關(guān)鍵詞】高層寫字樓；框架-核心筒；安全、實(shí)用、觀賞性目錄TOC\o"1-1"\h\u10628第一章工程概況 -一.設(shè)計(jì)依據(jù)本工程按照如下規(guī)范、規(guī)程進(jìn)行設(shè)計(jì):1.《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)2.《鋼結(jié)構(gòu)設(shè)計(jì)標(biāo)準(zhǔn)》(GB50017-2017)3.《建筑抗震設(shè)計(jì)規(guī)范》(GB50011-2010)4.《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2012)5.《人民防空地下室設(shè)計(jì)規(guī)范》(GB50038-2005)6.《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程》(JGJ3-2010)7.《高層民用建筑鋼結(jié)構(gòu)技術(shù)規(guī)程》(JGJ99-2015)8.《鋼管混凝土結(jié)構(gòu)設(shè)計(jì)與施工規(guī)程》(CECS28-2012)9.《混凝土異形柱結(jié)構(gòu)技術(shù)規(guī)程》(JGJ149-2017)10.《鋼板剪力墻技術(shù)規(guī)程》(JGJ/T380-2015)11.《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》(GB51022-2015)12.《建筑結(jié)構(gòu)可靠性設(shè)計(jì)統(tǒng)一標(biāo)準(zhǔn)》(GB50068-2018)三.結(jié)構(gòu)模型概況1.系統(tǒng)總信息(一)總信息:水平力與整體坐標(biāo)夾角（度）0.00混凝土容重（kN/m3）25.00鋼材容重（kN/m3）78.00裙房層數(shù)0轉(zhuǎn)換層所在層號0嵌固端所在層號1地上部分層數(shù)36地下室層數(shù)3墻元細(xì)分最大控制長度（m）1.00彈性板細(xì)分最大控制長度（m）1.00轉(zhuǎn)換層指定為薄弱層是墻梁跨中節(jié)點(diǎn)作為剛性樓板從節(jié)點(diǎn)是高位轉(zhuǎn)換結(jié)構(gòu)等效側(cè)向剛度比計(jì)算傳統(tǒng)方法墻傾覆力矩計(jì)算方法考慮墻的所有內(nèi)力貢獻(xiàn)考慮梁板頂面對齊否構(gòu)件偏心方式傳統(tǒng)移動節(jié)點(diǎn)方式結(jié)構(gòu)材料信息鋼筋混凝土結(jié)構(gòu)結(jié)構(gòu)體系框筒結(jié)構(gòu)恒活荷載計(jì)算信息模擬施工加載3風(fēng)荷載計(jì)算信息計(jì)算水平風(fēng)荷載地震作用計(jì)算信息計(jì)算水平地震作用結(jié)構(gòu)所在地區(qū)全國規(guī)定水平力的確定方式樓層剪力差方法（規(guī)范方法）墻梁轉(zhuǎn)桿單元，當(dāng)跨高比>=0.00框架梁轉(zhuǎn)殼元，當(dāng)跨高比<0.00扣除構(gòu)件重疊質(zhì)量和重量否全樓強(qiáng)制剛性樓板假定不采用整體計(jì)算考慮樓梯剛度不考慮采用指定的剛重比計(jì)算模型否墻柱剛度折減系數(shù)1.00自動計(jì)算現(xiàn)澆樓板自重是彈性板按有限元方式進(jìn)行面外設(shè)計(jì)否(二)風(fēng)荷載信息:地面粗糙度類別C修正后的基本風(fēng)壓（kN/m2）0.88X向結(jié)構(gòu)基本周期（秒）2.85Y向結(jié)構(gòu)基本周期（秒）3.35風(fēng)荷載作用下結(jié)構(gòu)的阻尼比（%）5.00承載力設(shè)計(jì)時(shí)風(fēng)荷載效應(yīng)放大系數(shù)1.00用于舒適度驗(yàn)算的風(fēng)壓（kN/m2）0.88用于舒適度驗(yàn)算的結(jié)構(gòu)阻尼比（%）2.00考慮順風(fēng)向風(fēng)振影響是考慮橫風(fēng)向風(fēng)振影響否考慮扭轉(zhuǎn)風(fēng)振影響否水平風(fēng)體型系數(shù)：體型分段數(shù)1第一段：最高層號39X向體型系數(shù)1.30Y向體型系數(shù)1.30設(shè)縫多塔背風(fēng)面體型系數(shù)0.50(三)地震信息:設(shè)防地震分組第二組設(shè)防烈度7（0.15g）場地類別II類建筑抗震設(shè)防類別丙類砼框架抗震等級2二級剪力墻抗震等級2二級鋼框架抗震等級2二級抗震構(gòu)造措施的抗震等級不改變懸挑梁默認(rèn)取框梁抗震等級否按主振型確定地震內(nèi)力符號否降低嵌固端以下抗震構(gòu)造措施的抗震等級否部分框支剪力墻結(jié)構(gòu)底部加強(qiáng)區(qū)剪力墻抗震等級自動提高一級是程序自動考慮最不利水平地震作用否考慮雙向地震作用是考慮偶然偏心是考慮偶然偏心的方式相對于邊長的偶然偏心X向相對偶然偏心0.05Y向相對偶然偏心0.05重力荷載代表值的活載組合值系數(shù)0.50周期折減系數(shù)0.80特征周期（秒）0.40水平地震影響系數(shù)最大值0.1200用于12層以下規(guī)則砼框架結(jié)構(gòu)薄弱層驗(yàn)算的地震影響系數(shù)最大值0.7200結(jié)構(gòu)阻尼比選取方法全樓統(tǒng)一結(jié)構(gòu)的阻尼比（%）5.00特征值分析參數(shù)：分析類型子空間迭代法計(jì)算振型個數(shù)40斜交抗側(cè)力構(gòu)件方向附加地震數(shù)0同時(shí)考慮相應(yīng)角度的風(fēng)荷載是是否采用自定義地震影響系數(shù)曲線否指定的隔震層個數(shù)0阻尼比確定方法強(qiáng)制解耦最大附加阻尼比0.50迭代確定等效剛度和等效阻尼比否(四)活荷信息:樓面活荷載折減方式傳統(tǒng)方式柱、墻設(shè)計(jì)時(shí)活荷載不折減傳給基礎(chǔ)的活荷載折減柱、墻、基礎(chǔ)活荷載折減系數(shù)：計(jì)算截面以上層數(shù)折減系數(shù)11.002-30.854-50.706-80.659-200.6020層以上0.55梁樓面活荷載折減設(shè)置從屬面積超過50m2時(shí)，折減系數(shù)為0.9梁活荷不利布置的最高層號0墻、柱設(shè)計(jì)時(shí)消防車荷載折減梁設(shè)計(jì)時(shí)消防車荷載折減考慮結(jié)構(gòu)使用年限的活荷載調(diào)整系數(shù)1.00(五)二階效應(yīng):結(jié)構(gòu)內(nèi)力分析方法一階彈性設(shè)計(jì)方法二階效應(yīng)計(jì)算方法不考慮柱長度系數(shù)置1.0否考慮柱、支撐側(cè)向失穩(wěn)否考慮結(jié)構(gòu)整體缺陷否考慮結(jié)構(gòu)構(gòu)件缺陷否傳施工步荷載否(六)調(diào)整信息:梁活荷載內(nèi)力放大系數(shù)1.00梁扭矩折減系數(shù)0.40托墻梁剛度放大系數(shù)1.00梁端負(fù)彎矩調(diào)幅系數(shù)0.85梁端彎矩調(diào)幅方法通過豎向構(gòu)件判斷調(diào)幅梁支座地震作用下連梁剛度折減系數(shù)0.60風(fēng)荷載作用下的連梁剛度折減系數(shù)1.00梁剛度放大系數(shù)按2010規(guī)范取值是梁剛度放大系數(shù)按主梁計(jì)算否剪重比調(diào)整調(diào)整扭轉(zhuǎn)效應(yīng)是否明顯否弱軸方向動位移比例（0-1）0.00強(qiáng)軸方向動位移比例（0-1）0.00薄弱層調(diào)整：按剛度比判斷薄弱層的方式按抗規(guī)和高規(guī)從嚴(yán)判斷受剪承載力突變形成的薄弱層自動進(jìn)行調(diào)整是受剪承載力突變形成的薄弱層自動進(jìn)行調(diào)整,其限值為0.80指定的薄弱層個數(shù)0薄弱層地震內(nèi)力放大系數(shù)1.25地震作用調(diào)整：全樓地震作用放大系數(shù)1.00二道防線調(diào)整：考慮雙向地震時(shí)內(nèi)力調(diào)整方式先考慮雙向地震再調(diào)整0.2V0分段調(diào)整方法規(guī)范方法調(diào)整方式min[alpha*V0,beta*Vfmax]alpha0.20beta1.50調(diào)整分段數(shù)1調(diào)整起始層號1調(diào)整終止層號32調(diào)整系數(shù)上限2.00調(diào)整與框支柱相連的梁的內(nèi)力否框支柱調(diào)整系數(shù)上限5.00采用SAUSAGE-Design計(jì)算的連梁剛度折減系數(shù)否計(jì)算地震位移時(shí)不考慮連梁剛度折減否鋼管束墻混凝土剛度折減系數(shù)1.00轉(zhuǎn)換結(jié)構(gòu)構(gòu)件（三、四級）的水平地震作用效應(yīng)放大系數(shù)1.00梁柱重疊部分簡化為剛域：梁端簡化為剛域否柱端簡化為剛域否(七)設(shè)計(jì)信息:結(jié)構(gòu)重要性系數(shù)1.00交叉斜筋箍筋與對角斜筋強(qiáng)度比1.00鋼構(gòu)件截面凈毛面積比0.85梁按壓彎計(jì)算的最小軸壓比0.15梁按拉彎計(jì)算的最小軸拉比0.15鋼梁寬厚比等級S4鋼柱寬厚比等級S4鋼構(gòu)件材料強(qiáng)度執(zhí)行《高鋼規(guī)》JGJ99-2015是長細(xì)比、寬厚比執(zhí)行《高鋼規(guī)》第7.3.9條和7.4.1條否框架梁端配筋考慮受壓鋼筋是結(jié)構(gòu)中的框架部分軸壓比限值按照純框架結(jié)構(gòu)的規(guī)定采用否構(gòu)造邊緣構(gòu)件豎向配筋最小值提高0.001Ac是軸壓比小于《抗規(guī)》6.4.5條限制時(shí)設(shè)置為構(gòu)造邊緣構(gòu)件是按排架柱考慮柱二階效應(yīng)否框架梁彎矩按簡支梁控制主梁、次梁均執(zhí)行此條主梁進(jìn)行簡支梁控制的處理方法分段計(jì)算梁保護(hù)層厚度（mm）20.00柱保護(hù)層厚度（mm）20.00鋼柱計(jì)算長度系數(shù)：X向：有側(cè)移Y向：有側(cè)移自動考慮有無側(cè)移否柱配筋計(jì)算原則按單偏壓計(jì)算柱雙偏壓配筋方式普通方式柱剪跨比計(jì)算原則簡化方式（H/2h0）簡化方式（H/2h0）否墻柱配筋采用考慮翼緣共同工作的設(shè)計(jì)方法否圓鋼管混凝土構(gòu)件設(shè)計(jì)執(zhí)行規(guī)范高規(guī)(JGJ3-2010)方鋼管混凝土構(gòu)件設(shè)計(jì)執(zhí)行規(guī)范組合結(jié)構(gòu)設(shè)計(jì)規(guī)范(JGJ138-2016)型鋼混凝土構(gòu)件設(shè)計(jì)執(zhí)行規(guī)范組合結(jié)構(gòu)設(shè)計(jì)規(guī)范(JGJ138-2016)異形柱設(shè)計(jì)執(zhí)行規(guī)范混凝土異形柱結(jié)構(gòu)技術(shù)規(guī)程(JGJ149-2017)鋼結(jié)構(gòu)設(shè)計(jì)執(zhí)行規(guī)范《鋼結(jié)構(gòu)設(shè)計(jì)標(biāo)準(zhǔn)》GB50017-2017執(zhí)行《裝配式剪力墻結(jié)構(gòu)設(shè)計(jì)規(guī)程》DB11/1003-2013否執(zhí)行《建筑結(jié)構(gòu)可靠性統(tǒng)一設(shè)計(jì)標(biāo)準(zhǔn)》是按《建筑與市政工程抗震通用規(guī)范》試設(shè)計(jì)否箍筋間距：梁箍筋間距（mm）100.00柱箍筋間距（mm）100.00墻水平分布筋間距（mm）200.00柱實(shí)配鋼筋超配系數(shù)1.15墻實(shí)配鋼筋超配系數(shù)1.15(八)配筋信息:鋼筋級別：梁主筋級別HRB400[360]梁箍筋級別HRB400[360]柱主筋級別HRB400[360]柱箍筋級別HRB400[360]墻主筋級別HRB400[360]墻水平分布筋級別HPB300[270]墻豎向分布筋級別HRB335[300]邊緣構(gòu)件箍筋級別HPB300[270]板主筋級別HRB400[360]墻分布筋配筋率：墻豎向分布筋配筋率（%）0.30墻最小水平分布筋配筋率（%）0.00HRB500軸心受壓強(qiáng)度取400N/mm2是(九)荷載組合:地震與風(fēng)同時(shí)組合是考慮豎向地震為主的組合否普通風(fēng)與特殊風(fēng)同時(shí)進(jìn)行組合否屋面活荷載、雪荷載和風(fēng)荷載組合原則屋面活荷載不與雪荷載同時(shí)組合（參考《門規(guī)》GB51022-2015第4.5.1條）溫度作用考慮風(fēng)荷載參與組合的組合值系數(shù)0.00砼構(gòu)件溫度效應(yīng)折減系數(shù)0.30水平地震作用分項(xiàng)系數(shù)γEh（主控）1.30水平地震作用分項(xiàng)系數(shù)γEh（非主控）0.50荷載組合方式采用默認(rèn)組合(十)地下室信息:室外地面與結(jié)構(gòu)最底部的高差（單位m）12.00x向土層水平抗力系數(shù)的比例系數(shù)（m值）3.00y向土層水平抗力系數(shù)的比例系數(shù)（m值）3.00x向地面處回填土剛度折減系數(shù)0.00y向地面處回填土剛度折減系數(shù)0.00地下室外墻側(cè)水土壓力參數(shù)：回填土天然容重（kN/m3）18.00室外地坪標(biāo)高（m）0.00回填土側(cè)壓力系數(shù)0.50地下水位標(biāo)高（m）0.00回填土飽和容重(kN/m2)25.00室外地面附加荷載（kN/m2）0.00水土側(cè)壓計(jì)算水土分算水壓力年限調(diào)整系數(shù)1.00人防設(shè)計(jì)信息：人防地下室總層數(shù)0面外設(shè)計(jì)方法有限元方法豎向配筋方式純彎外墻縱筋保護(hù)層厚度（mm）35.00內(nèi)墻縱筋保護(hù)層厚度（mm）35.00(十一)性能設(shè)計(jì):按照高規(guī)方法進(jìn)行性能設(shè)計(jì)不考慮(十二)高級參數(shù):計(jì)算軟件信息64位線性方程組解法Pardiso地震作用分析方法總剛分析方法位移輸出方式簡化輸出生成傳給基礎(chǔ)的剛度否支撐臨界角（度）20.00位移指標(biāo)統(tǒng)計(jì)時(shí)考慮斜柱（僅限小于“支撐臨界角”的斜柱）否按框架梁建模的連梁混凝土等級默認(rèn)同墻否二道防線調(diào)整時(shí)，調(diào)整與框架柱相連的框架梁端彎矩、剪力是采用自定義位移指標(biāo)統(tǒng)計(jì)節(jié)點(diǎn)范圍否薄弱層地震內(nèi)力調(diào)整時(shí)不放大構(gòu)件軸力放大剪切剛度計(jì)算時(shí)考慮柱剛域影響否短肢墻判斷時(shí)考慮相連墻肢厚度影響否剛重比驗(yàn)算考慮填充墻剛度影響否剪力墻端柱的面外剪力統(tǒng)計(jì)到框架部分否執(zhí)行《混凝土規(guī)范》9.2.6.1否執(zhí)行《混凝土規(guī)范》11.3.7否采用自定義范圍統(tǒng)計(jì)指標(biāo)否(十三)其他重要參數(shù):主控自由度總數(shù)618392.樓層信息表3-1構(gòu)件材料層號梁柱(含支撐)墻數(shù)量材料數(shù)量材料數(shù)量材料3952C601-38177C4022C6052C60表3-2梁柱板鋼筋強(qiáng)度及保護(hù)層厚度層號柱縱筋柱箍筋柱保護(hù)層厚度梁縱筋梁箍筋梁保護(hù)層厚度樓板鋼筋1-393603602036036020360注:保護(hù)層厚度單位為mm表中為鋼筋強(qiáng)度設(shè)計(jì)值，選擇中、大震不屈服設(shè)計(jì)時(shí)，程序自動采用材料強(qiáng)度標(biāo)準(zhǔn)值進(jìn)行計(jì)算。表3-3墻鋼筋強(qiáng)度層號墻主筋墻水平分布筋墻豎向分布筋邊緣構(gòu)件箍筋1-39360270300270表中為鋼筋強(qiáng)度設(shè)計(jì)值，選擇中、大震不屈服設(shè)計(jì)時(shí)，程序自動采用材料強(qiáng)度標(biāo)準(zhǔn)值進(jìn)行計(jì)算。表3-4墻分布筋配筋率層號最小水平分布筋配筋率(%)墻豎向分布筋配筋率(%)1-390.00%0.30%圖3-1全樓構(gòu)件材料簡圖3.各層等效尺寸表3-5各層等效尺寸(單位:m,m^2)層號層高累計(jì)層高面積形心X,Y等效寬B等效高H最大寬BMAX最小寬BMIN394.000144.000109.2422.28,19.0517.7313.4017.9813.06384.000140.0001196.3822.80,18.5839.9835.2939.9835.29374.000136.0001196.3822.80,18.5839.9835.2939.9835.29364.000132.0001196.3822.80,18.5839.9835.2939.9835.29354.000128.0001196.3822.80,18.5839.9835.2939.9835.29344.000124.0001196.3822.80,18.5839.9835.2939.9835.29334.000120.0001196.3822.80,18.5839.9835.2939.9835.29324.000116.0001196.3822.80,18.5839.9835.2939.9835.29314.000112.0001196.3822.80,18.5839.9835.2939.9835.29304.000108.0001196.3822.80,18.5839.9835.2939.9835.29294.000104.0001196.3822.80,18.5839.9835.2939.9835.29284.000100.0001196.3822.80,18.5839.9835.2939.9835.29274.00096.0001196.3822.80,18.5839.9835.2939.9835.29264.00092.0001196.3822.80,18.5839.9835.2939.9835.29254.00088.0001196.3822.80,18.5839.9835.2939.9835.29244.00084.0001196.3822.80,18.5839.9835.2939.9835.29234.00080.0001196.3822.80,18.5839.9835.2939.9835.29224.00076.0001196.3822.80,18.5839.9835.2939.9835.29214.00072.0001196.3822.80,18.5839.9835.2939.9835.29204.00068.0001196.3822.80,18.5839.9835.2939.9835.29194.00064.0001196.3822.80,18.5839.9835.2939.9835.29184.00060.0001196.3822.80,18.5839.9835.2939.9835.29174.00056.0001196.3822.80,18.5839.9835.2939.9835.29164.00052.0001196.3822.80,18.5839.9835.2939.9835.29154.00048.0001196.3822.80,18.5839.9835.2939.9835.29144.00044.0001196.3822.80,18.5839.9835.2939.9835.29134.00040.0001196.3822.80,18.5839.9835.2939.9835.29124.00036.0001196.3822.80,18.5839.9835.2939.9835.29114.00032.0001196.3822.80,18.5839.9835.2939.9835.29104.00028.0001196.3822.80,18.5839.9835.2939.9835.2994.00024.0001196.3822.80,18.5839.9835.2939.9835.2984.00020.0001196.3822.80,18.5839.9835.2939.9835.2974.00016.0001196.3822.80,18.5839.9835.2939.9835.2964.00012.0001196.3822.80,18.5839.9835.2939.9835.2954.0008.0001196.3822.80,18.5839.9835.2939.9835.2944.0004.0001196.3822.80,18.5839.9835.2939.9835.2934.0000.0001196.3822.80,18.5839.9835.2939.9835.2924.000-4.0001196.3822.80,18.5839.9835.2939.9835.2914.000-8.0001196.3822.80,18.5839.9835.2939.9835.294.層塔屬性表3-6樓層屬性表層號約束邊緣構(gòu)件層過渡層底部加強(qiáng)區(qū)樓層轉(zhuǎn)換層加強(qiáng)層薄弱層頂部小塔樓輸出位移比結(jié)構(gòu)鏤空9-39√8√√1-7√√√四.工況和組合1.工況設(shè)定表4-1工況設(shè)定工況編號工況簡稱工況詳稱工況1DL恒荷載工況2LL活荷載工況3WXX向風(fēng)荷載工況4WYY向風(fēng)荷載工況5EXYX+Y地震(雙向效應(yīng))工況6EXPX向正偏心地震工況7EXMX向負(fù)偏心地震工況8EYXY+X地震(雙向效應(yīng))工況9EYPY向正偏心地震工況10EYMY向負(fù)偏心地震工況11LXX向靜震(規(guī)定水平力)工況12LYY向靜震(規(guī)定水平力)工況13PXX向正偏心靜震(規(guī)定水平力)工況14MXX向負(fù)偏心靜震(規(guī)定水平力)工況15PYY向正偏心靜震(規(guī)定水平力)工況16MYY向負(fù)偏心靜震(規(guī)定水平力)工況17U01土壓力工況18U02水壓力工況19EXX向地震工況20EYY向地震2.工況信息表4-2永久荷載信息工況名稱分項(xiàng)系數(shù)分項(xiàng)系數(shù)(有利)重力荷載代表值系數(shù)恒荷載1.301.001.00土壓力1.301.000.00表4-3可變荷載信息工況名稱分項(xiàng)系數(shù)抗震組合值系數(shù)組合值系數(shù)重力荷載代表值系數(shù)活荷載1.50--0.700.50風(fēng)荷載1.500.200.600.00水壓力1.500.00表4-4地震作用信息工況名稱分項(xiàng)系數(shù)(主控)分項(xiàng)系數(shù)(非主控)水平地震1.300.503.構(gòu)件內(nèi)力基本組合系數(shù)U01:土壓力U02:水壓力DL:恒荷載LL:活荷載WL:風(fēng)荷載EH:水平地震表4-5工況組合原則編號組合11.30*DL1.50*LL21.00*DL1.50*LL31.30*DL1.50*WL41.30*DL-1.50*WL51.00*DL1.50*WL61.00*DL-1.50*WL71.30*DL1.50*LL0.90*WL81.30*DL1.50*LL-0.90*WL91.30*DL1.05*LL1.50*WL101.30*DL1.05*LL-1.50*WL111.00*DL1.50*LL0.90*WL121.00*DL1.50*LL-0.90*WL131.00*DL1.05*LL1.50*WL141.00*DL1.05*LL-1.50*WL151.30*DL1.50*LL1.30*U01161.20*DL0.60*LL0.30*WL1.30*EH171.20*DL0.60*LL0.30*WL-1.30*EH181.20*DL0.60*LL-0.30*WL1.30*EH191.20*DL0.60*LL-0.30*WL-1.30*EH201.00*DL0.50*LL0.30*WL1.30*EH211.00*DL0.50*LL0.30*WL-1.30*EH221.00*DL0.50*LL-0.30*WL1.30*EH231.00*DL0.50*LL-0.30*WL-1.30*EH五.質(zhì)量信息1.結(jié)構(gòu)質(zhì)量分布根據(jù)《高規(guī)》3.5.6條的規(guī)定，樓層質(zhì)量沿高度宜均勻分布，樓層質(zhì)量不宜大于相鄰下部樓層的1.5倍。結(jié)構(gòu)全部樓層滿足規(guī)范要求。表5-1質(zhì)量分布層號恒載質(zhì)量(t)活載質(zhì)量(t)層質(zhì)量(t)質(zhì)量比39284.810.9295.70.18381489.9119.61609.60.9132-371651.5119.61771.11.00311651.5119.61771.10.9322-301787.0119.61906.61.00211787.0119.61906.60.9512-201889.9119.62009.61.00111889.9119.62009.60.892-102147.6119.62267.21.0012146.5119.62266.11.00恒載產(chǎn)生的總質(zhì)量(t):71578.650活載產(chǎn)生的總質(zhì)量(t):4557.141結(jié)構(gòu)的總質(zhì)量(t):76135.791恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu)自重和外加恒載結(jié)構(gòu)總質(zhì)量包括恒載、活載產(chǎn)生的質(zhì)量和附加質(zhì)量以及自定義工況荷載產(chǎn)生的質(zhì)量活載產(chǎn)生的總質(zhì)量、自定義工況荷載產(chǎn)生的總質(zhì)量和結(jié)構(gòu)的總質(zhì)量是活載折減后的結(jié)果(1t=1000kg)有藍(lán)色底色標(biāo)識位置雙擊可以查看圖形圖5-1恒載,活載,層質(zhì)量分布曲線圖5-2質(zhì)量比分布曲線2.各層剛心、偏心率信息Xstif、Ystif(m):剛心的X，Y坐標(biāo)值A(chǔ)lf(Degree):層剛性主軸的方向Eex、Eey:X，Y方向的偏心率表5-2各層剛心、偏心率信息層號XstifYstifAlfEexEey3923.6918.480.0011.67%0.01%3823.7318.400.0011.13%2.02%3723.5118.480.007.24%0.86%3623.5118.460.007.20%1.06%3523.5318.430.007.56%1.41%3423.4318.440.006.29%1.26%3323.5918.470.008.18%1.01%3223.3618.500.005.58%0.58%3123.6918.410.009.37%1.61%3023.5118.400.007.74%1.94%2923.6818.550.009.64%0.22%2823.7018.510.009.98%0.67%2723.4018.520.006.44%0.54%2623.6918.470.009.84%1.10%2523.4618.440.007.21%1.42%2423.4818.470.007.35%1.05%2323.4818.560.007.37%0.09%2223.6618.440.009.43%1.39%2123.3718.480.006.13%0.94%2023.5118.530.006.79%0.10%1923.2618.530.004.28%0.07%1823.2218.560.003.87%0.14%1723.3218.520.004.93%0.20%1623.3818.600.005.51%0.61%1523.3218.540.004.82%0.03%1423.3218.470.004.92%0.74%1323.3518.560.005.14%0.20%1223.3218.510.004.81%0.36%1123.1918.490.003.53%0.50%1023.5018.460.006.13%0.76%923.5518.530.006.56%0.02%823.4818.470.005.90%0.69%723.5418.490.006.54%0.44%623.4518.540.005.62%0.04%523.5918.530.007.02%0.11%423.6618.520.007.70%0.22%323.6218.560.007.25%0.24%223.5418.570.006.41%0.37%123.5318.570.006.38%0.33%有藍(lán)色底色標(biāo)識位置雙擊可以查看圖形六.荷載信息1.風(fēng)荷載信息風(fēng)壓單位:kN/m2迎風(fēng)面積單位:m2本層風(fēng)荷、樓層剪力單位:kN樓層彎矩單位:kN.m表6-1X向順風(fēng)向風(fēng)荷載信息層號本層風(fēng)荷樓層剪力樓層彎矩39171.3171.3685.338450.3621.73171.937441.41063.17424.236432.51495.613406.635423.71919.321083.734414.92334.230420.533406.12740.341381.932397.43137.753932.731388.63526.368038.130379.93906.283663.029371.14277.31.0e+528362.34639.71.2e+527353.54993.11.4e+526344.65337.81.6e+525335.75673.41.8e+524326.76000.12.1e+523317.66317.72.3e+522308.46626.02.6e+521299.06925.12.9e+520289.67214.63.2e+519280.07494.63.5e+518270.17764.73.8e+517260.18024.94.1e+516249.98274.74.4e+515239.38514.04.8e+514228.48742.55.1e+513217.28959.75.5e+512205.59165.15.8e+511193.29358.36.2e+510180.39538.66.6e+59166.59705.17.0e+58151.79856.97.4e+57135.59992.47.8e+56126.710119.18.2e+55120.310239.48.6e+54112.810352.29.0e+530.010352.29.4e+520.010352.29.8e+510.010352.21.0e+6表6-2Y向順風(fēng)向風(fēng)荷載信息層號本層風(fēng)荷樓層剪力樓層彎矩39252.4252.41009.638516.9769.34086.937506.61275.99190.636496.41772.316280.035486.22258.625314.334476.12734.736252.933466.03200.649055.432455.93656.563681.531445.84102.480091.030435.74538.198243.429425.74963.81.2e+528415.55379.31.4e+527405.45784.71.6e+526395.26179.81.9e+525384.96564.72.1e+524374.56939.22.4e+523364.07303.22.7e+522353.57656.73.0e+521342.77999.53.3e+520331.98331.33.7e+519320.88652.14.0e+518309.58961.74.4e+517298.09259.74.7e+516286.29545.95.1e+515274.19820.15.5e+514261.610081.75.9e+513248.710330.46.3e+512235.310565.76.8e+511221.210786.97.2e+510206.410993.27.6e+59190.611183.88.1e+58173.611357.58.5e+57155.111512.59.0e+56144.911657.49.5e+55137.411794.89.9e+54128.711923.51.0e+62,30.011923.51.1e+610.011923.51.2e+6圖6-1順風(fēng)向樓層剪力簡圖圖6-2順風(fēng)向樓層彎矩簡圖七.立面規(guī)則性1.樓層側(cè)向剪切剛度Ratx，Raty(剛度比):X，Y方向本層塔剪切剛度與下一層相應(yīng)塔剪切剛度的比值表7-1樓層側(cè)向剪切剛度比層號RatxRaty390.740.74380.760.7222-371.001.00210.780.8612-201.001.00110.740.591-101.001.00圖7-1多方向剛度比簡圖2.[樓層剪力/層間位移]剛度《高規(guī)》3.5.2-2條規(guī)定：對非框架結(jié)構(gòu)，樓層與其相鄰上層的側(cè)向剛度比，本層與相鄰上層的比值不宜小于0.9；當(dāng)本層層高大于相鄰上層層高的1.5倍時(shí)，該比值不宜小于1.1；對結(jié)構(gòu)底部嵌固層，該比值不宜小于1.5。結(jié)構(gòu)并無側(cè)向剛度不規(guī)則的情況?！犊挂?guī)》3.4.3-2條對于側(cè)向剛度不規(guī)則的定義為：該層的側(cè)向剛度小于相鄰上一層的70%，或小于其上相鄰三個樓層側(cè)向剛度平均值的80%；結(jié)構(gòu)并無側(cè)向剛度不規(guī)則的情況。Ratx1，Raty1(剛度比1):X、Y方向本層塔側(cè)移剛度與上一層相應(yīng)塔側(cè)移剛度70%的比值或上三層平均側(cè)移剛度80%的比值中之較小值(按抗規(guī)3.4.3;高規(guī)3.5.2-1)Ratx2，Raty2(剛度比2):X、Y方向本層塔側(cè)移剛度與本層層高的乘積與上一層相應(yīng)塔側(cè)移剛度與上層層高的乘積的比值(高規(guī)3.5.2-2)表7-2樓層剛度比層號Ratx1Raty1Ratx2Raty2Rat2_min391.001.001.001.001.00388.087.965.665.570.90372.492.461.741.720.90361.901.881.331.320.90351.711.691.191.180.90341.611.601.131.120.90331.551.531.091.080.90321.461.441.061.060.90311.411.401.061.050.90301.391.391.051.050.90291.371.371.041.040.90281.351.361.031.040.9026,271.341.361.031.040.90251.341.361.041.050.90241.341.371.041.050.9022,231.351.371.041.050.90211.361.371.051.050.90201.401.391.071.060.90191.391.391.051.050.90181.391.381.051.050.90171.381.391.051.060.90161.391.391.061.060.90151.401.411.061.060.90141.411.421.061.070.90131.421.441.071.080.90121.441.461.081.090.90111.461.481.091.100.90101.521.551.121.140.9091.501.551.091.110.9081.501.551.101.120.9071.511.571.111.130.9061.541.621.121.150.9051.581.681.141.180.9041.651.751.171.230.9031.801.901.261.330.9022.032.181.421.530.9012.883.162.022.211.50圖7-2多方向剛度比1簡圖圖7-3多方向剛度比2簡圖3.各樓層受剪承載力《高規(guī)》3.5.3條規(guī)定:A級高度高層建筑的樓層抗側(cè)力結(jié)構(gòu)的層間受剪承載力不宜小于其相鄰上一層受剪承載力的80%,不應(yīng)小于其相鄰上一層受剪承載力的65%;B級高度高層建筑的樓層抗側(cè)力結(jié)構(gòu)的層間受剪承載力不應(yīng)小于其相鄰上一層受剪承載力的75%。結(jié)構(gòu)設(shè)定的限值是80.00%。并無樓層承載力突變的情況Vx(kN)、Vy(kN):樓層受剪承載力(X、Y方向)Vx/Vxp、Vy/Vyp:本層與上層樓層承載力的比值(X,Y方向)表7-3各樓層受剪承載力及承載力比值層號Vx(kN)Vy(kN)Vx/VxpVy/Vyp比值判斷3914050.6515514.701.001.00滿足3822113.0924442.541.571.58滿足3734247.8538049.861.551.56滿足3636679.2340722.341.071.07滿足3538871.0043043.041.061.06滿足3441048.9545275.821.061.05滿足3343142.8447421.491.051.05滿足3245150.7349356.361.051.04滿足3147079.4351322.041.041.04滿足3050562.1954603.081.071.06滿足2952411.0256498.861.041.03滿足2854236.6658458.751.031.03滿足2756056.2960279.701.031.03滿足2657726.5562038.421.031.03滿足2559365.7563702.731.031.03滿足2460885.7665299.491.031.03滿足2362316.3766758.321.021.02滿足2263633.6168072.041.021.02滿足2164987.5969376.771.021.02滿足2091033.9393515.121.401.35滿足1993278.1095907.451.021.03滿足1895458.7598091.111.021.02滿足1797530.371.00e+51.021.02滿足1699526.071.02e+51.021.02滿足151.01e+51.04e+51.021.02滿足141.03e+51.06e+51.021.02滿足131.05e+51.08e+51.021.02滿足121.07e+51.09e+51.021.02滿足111.08e+51.11e+51.011.01滿足101.47e+51.64e+51.361.48滿足91.50e+51.67e+51.021.02滿足81.52e+51.70e+51.021.02滿足71.58e+51.75e+51.041.03滿足61.61e+51.78e+51.021.01滿足51.63e+51.80e+51.011.01滿足41.66e+51.82e+51.021.01滿足31.69e+51.87e+51.021.02滿足21.70e+51.85e+51.010.99滿足11.72e+51.78e+51.010.96滿足圖7-4多方向受剪承載力比簡圖4.樓層薄弱層調(diào)整系數(shù)用戶指定的薄弱層:在參數(shù)及多塔定義中指定的薄弱層軟弱層:剛度比不滿足規(guī)范要求的樓層(剛度比判斷方式:抗規(guī)和高規(guī)從嚴(yán)判斷)(軟弱層判斷原則:“樓層剪力/層間位移”剛度的剛度比1及剛度比2)薄弱層:受剪承載力不滿足規(guī)范要求的樓層C_def:默認(rèn)的薄弱層調(diào)整系數(shù)(綜合以上三項(xiàng)判斷得到)C_user:用戶定義的薄弱層調(diào)整系數(shù)C_final:程序綜合判斷最終采用的薄弱層調(diào)整系數(shù)表7-4薄弱層調(diào)整系數(shù)層號方向用戶指定薄弱層軟弱層薄弱層C_defC_userC_final1-39X,Y1.001.00八.抗震分析及調(diào)整1.結(jié)構(gòu)周期及振型方向地震作用的最不利方向角:-86.39度表8-1結(jié)構(gòu)周期及振型方向振型號周期(s)方向角(度)類型扭振成份X側(cè)振成份Y側(cè)振成份總側(cè)振成份阻尼比13.357593.21Y0%0%100%100%5.00%22.85853.21X0%100%0%100%5.00%31.7316179.91T100%0%0%0%5.00%40.853696.24Y0%1%99%100%5.00%50.77566.25X1%98%1%99%5.00%60.62035.59T99%1%0%1%5.00%70.3778168.31X29%68%3%71%5.00%80.368588.47Y7%0%93%93%5.00%90.357420.12T64%32%4%36%5.00%100.25964.94T92%8%0%8%5.00%110.2322177.15X8%92%0%92%5.00%120.214587.80Y0%0%100%100%5.00%130.19278.18T95%4%0%5%5.00%140.1630179.40X5%95%0%95%5.00%150.154411.36T97%3%0%3%5.00%160.145489.78Y0%0%100%100%5.00%170.14230.04T97%3%0%3%5.00%180.128513.40T97%3%0%3%5.00%190.12480.26X4%96%0%96%5.00%200.110831.37T96%2%2%4%5.00%210.108690.55Y1%0%98%99%5.00%220.10060.76X3%97%0%97%5.00%230.096117.26T98%2%0%2%5.00%240.086991.00Y1%0%99%99%5.00%250.085014.70T94%5%1%6%5.00%260.08440.83X5%95%0%95%5.00%270.076522.47T98%2%0%2%5.00%280.072691.16Y0%0%99%100%5.00%290.07160.90X3%97%0%97%5.00%300.069721.08T98%2%0%2%5.00%310.064022.18T98%1%0%2%5.00%320.06261.75X2%97%1%98%5.00%330.061992.11Y0%1%99%100%5.00%340.058823.42T98%1%0%2%5.00%350.05551.59X2%98%0%98%5.00%360.054724.65T98%1%0%2%5.00%370.053991.97Y0%0%99%100%5.00%380.051122.61T99%1%0%1%5.00%390.05011.52X2%98%0%98%5.00%400.048264.08T98%1%2%2%5.00%有藍(lán)色底色標(biāo)識位置雙擊可以查看圖形圖8-11-8振型周期簡圖注:圖中藍(lán)色表示側(cè)振成份,紅色表示扭振成份.2.各地震方向參與振型的有效質(zhì)量系數(shù)表8-2各地震方向參與振型的有效質(zhì)量系數(shù)振型號EXEY振型號EXEY10.21%66.30%268.14%0.21%30.02%0.00%40.23%19.41%519.62%0.23%60.10%0.00%74.34%0.23%80.01%6.76%91.92%0.32%100.22%0.00%112.30%0.01%120.00%3.10%130.05%0.00%140.85%0.00%150.02%0.00%160.00%1.23%170.01%0.00%180.00%0.00%190.32%0.00%200.00%0.00%210.00%0.46%220.07%0.00%230.00%0.00%240.00%0.13%250.00%0.00%260.00%0.00%270.00%0.00%280.00%0.01%290.02%0.00%300.00%0.00%310.00%0.00%320.08%0.00%330.00%0.01%340.00%0.00%350.13%0.00%360.00%0.00%370.00%0.05%380.00%0.00%390.16%0.00%400.00%0.00%根據(jù)《高規(guī)》5.1.13條,各振型的參與質(zhì)量之和不應(yīng)小于總質(zhì)量的90%。第1地震方向EX的有效質(zhì)量系數(shù)為98.84%,參與振型足夠第2地震方向EY的有效質(zhì)量系數(shù)為98.47%,參與振型足夠3.地震作用下結(jié)構(gòu)剪重比及其調(diào)整Vx,Vy(kN):地震作用下結(jié)構(gòu)樓層的剪力RSW:剪重比Coef2:按抗規(guī)(5.2.5)條計(jì)算的剪重比調(diào)整系數(shù)Coef_RSWx,Coef_RSWy:程序綜合考慮最終采用的剪重比調(diào)整系數(shù)(如果用戶定義了則采用用戶定義值)根據(jù)《抗規(guī)》5.2.5條規(guī)定，7度(0.15g)設(shè)防地區(qū)，水平地震影響系數(shù)最大值為0.12，X向樓層剪重比不應(yīng)小于2.40%。由下表可見，X向地震剪重比符合要求。表8-3EX工況下指標(biāo)層號Vx(kN)RSWCoef2Coef_RSWx39356.112.04%1.001.00382023.310.62%1.001.00373547.09.65%1.001.00364796.58.80%1.001.00355808.58.05%1.001.00346622.57.37%1.001.00337274.06.76%1.001.00327795.56.22%1.001.00318212.45.74%1.001.00308579.75.29%1.001.00298894.44.91%1.001.00289173.54.58%1.001.00279434.34.30%1.001.00269687.94.06%1.001.00259941.43.86%1.001.002410199.13.69%1.001.002310463.23.54%1.001.002210734.03.41%1.001.002111013.63.30%1.001.002011322.23.20%1.001.001911655.03.12%1.001.001812010.73.05%1.001.001712384.92.99%1.001.001612777.92.94%1.001.001513187.42.90%1.001.001413614.72.87%1.001.001314058.52.84%1.001.001214516.92.82%1.001.001114983.42.80%1.001.001015520.72.78%1.001.00916069.12.77%1.001.00816611.82.76%1.001.00717136.72.74%1.001.00617631.52.72%1.001.00518078.72.70%1.001.00418462.82.66%1.001.00318765.62.62%1.001.00218968.82.57%1.001.00119057.72.50%1.001.00根據(jù)《抗規(guī)》5.2.5條規(guī)定，7度(0.15g)設(shè)防地區(qū)，水平地震影響系數(shù)最大值為0.12，Y向樓層剪重比不應(yīng)小于2.40%。由下表可見，Y向地震剪重比符合要求。表8-4EY工況下指標(biāo)層號Vy(kN)RSWCoef2Coef_RSWy39381.712.91%1.001.00382123.711.15%1.001.00373661.09.96%1.001.00364860.58.92%1.001.00355775.78.00%1.001.00346468.97.20%1.001.00336995.46.50%1.001.00327403.15.91%1.001.00317730.85.41%1.001.00308035.34.96%1.001.00298321.34.59%1.001.00288604.24.30%1.001.00278894.24.06%1.001.00269192.83.86%1.001.00259499.83.69%1.001.00249813.43.55%1.001.002310129.63.43%1.001.002210442.13.32%1.001.002110748.13.22%1.001.002011065.13.13%1.001.001911382.43.04%1.001.001811699.22.97%1.001.001712020.12.90%1.001.001612352.42.85%1.001.001512698.72.80%1.001.001413064.52.75%1.001.001313452.12.72%1.001.001213861.22.69%1.001.001114285.62.67%1.001.001014781.62.65%1.001.00915305.42.64%1.001.00815838.82.63%1.001.00716362.22.62%1.001.00616857.62.60%1.001.00517308.72.58%1.001.00417699.12.55%1.001.00318007.32.51%1.001.00218208.62.46%1.001.00118294.72.40%1.001.00圖8-2地震各工況樓層剪力簡圖圖8-3地震各工況剪重比簡圖圖8-4地震各工況最終采用的剪重比調(diào)整系數(shù)簡圖4.偶然偏心信息Ecx，Ecy:X、Y向偶然偏心表8-5偶然偏心層號EcxEcy1-390.050.05九.結(jié)構(gòu)體系指標(biāo)及二道防線調(diào)整1.豎向構(gòu)件傾覆力矩及百分比(抗規(guī)方式)表9-1X向靜震工況下的傾覆力矩及百分比(單位kN.m)層號框架柱短肢墻普通墻斜撐總彎矩390.0(0.0%)0.0(0.0%)1423.4(100.0%)0.0(0.0%)1423.4383204.7(33.7%)0.0(0.0%)6310.1(66.3%)0.0(0.0%)9514.8379368.4(39.5%)0.0(0.0%)14336.7(60.5%)0.0(0.0%)23705.23614591.3(34.0%)0.0(0.0%)28298.6(66.0%)0.0(0.0%)42890.03520110.7(30.4%)0.0(0.0%)46011.6(69.6%)0.0(0.0%)66122.33425689.9(27.7%)0.0(0.0%)66919.8(72.3%)0.0(0.0%)92609.83331439.9(25.8%)0.0(0.0%)90264.6(74.2%)0.0(0.0%)1.2e+53236716.0(24.0%)0.0(0.0%)1.2e+5(76.0%)0.0(0.0%)1.5e+53145094.2(24.3%)0.0(0.0%)1.4e+5(75.7%)0.0(0.0%)1.9e+53056603.5(25.7%)0.0(0.0%)1.6e+5(74.3%)0.0(0.0%)2.2e+52967764.4(26.5%)0.0(0.0%)1.9e+5(73.5%)0.0(0.0%)2.6e+52878952.5(27.0%)0.0(0.0%)2.1e+5(73.0%)0.0(0.0%)2.9e+52790139.2(27.3%)0.0(0.0%)2.4e+5(72.7%)0.0(0.0%)3.3e+5261.0e+5(27.5%)0.0(0.0%)2.7e+5(72.5%)0.0(0.0%)3.7e+5251.1e+5(27.5%)0.0(0.0%)3.0e+5(72.5%)0.0(0.0%)4.1e+5241.2e+5(27.5%)0.0(0.0%)3.3e+5(72.5%)0.0(0.0%)4.5e+5231.3e+5(27.4%)0.0(0.0%)3.6e+5(72.6%)0.0(0.0%)4.9e+5221.5e+5(27.3%)0.0(0.0%)3.9e+5(72.7%)0.0(0.0%)5.3e+5211.6e+5(26.9%)0.0(0.0%)4.2e+5(73.1%)0.0(0.0%)5.8e+5201.7e+5(27.2%)0.0(0.0%)4.5e+5(72.8%)0.0(0.0%)6.2e+5191.8e+5(27.1%)0.0(0.0%)4.9e+5(72.9%)0.0(0.0%)6.7e+5181.9e+5(27.0%)0.0(0.0%)5.2e+5(73.0%)0.0(0.0%)7.2e+5172.1e+5(26.8%)0.0(0.0%)5.6e+5(73.2%)0.0(0.0%)7.7e+5162.2e+5(26.6%)0.0(0.0%)6.0e+5(73.4%)0.0(0.0%)8.2e+5152.3e+5(26.4%)0.0(0.0%)6.4e+5(73.6%)0.0(0.0%)8.7e+5142.4e+5(26.1%)0.0(0.0%)6.8e+5(73.9%)0.0(0.0%)9.3e+5132.5e+5(25.7%)0.0(0.0%)7.3e+5(74.3%)0.0(0.0%)9.8e+5122.6e+5(25.4%)0.0(0.0%)7.8e+5(74.6%)0.0(0.0%)1.0e+6112.7e+5(24.9%)0.0(0.0%)8.3e+5(75.1%)0.0(0.0%)1.1e+6102.9e+5(24.6%)0.0(0.0%)8.8e+5(75.4%)0.0(0.0%)1.2e+693.0e+5(24.2%)0.0(0.0%)9.3e+5(75.8%)0.0(0.0%)1.2e+683.1e+5(23.7%)0.0(0.0%)9.9e+5(76.3%)0.0(0.0%)1.3e+673.2e+5(23.2%)0.0(0.0%)1.0e+6(76.8%)0.0(0.0%)1.4e+663.2e+5(22.7%)0.0(0.0%)1.1e+6(77.3%)0.0(0.0%)1.4e+653.3e+5(22.1%)0.0(0.0%)1.2e+6(77.9%)0.0(0.0%)1.5e+643.4e+5(21.6%)0.0(0.0%)1.2e+6(78.4%)0.0(0.0%)1.6e+633.5e+5(21.1%)0.0(0.0%)1.3e+6(78.9%)0.0(0.0%)1.6e+623.5e+5(20.6%)0.0(0.0%)1.4e+6(79.4%)0.0(0.0%)1.7e+613.6e+5(20.3%)0.0(0.0%)1.4e+6(79.7%)0.0(0.0%)1.8e+6表9-2Y向靜震工況下的傾覆力矩及百分比(單位kN.m)層號框架柱短肢墻普通墻斜撐總彎矩390.0(0.0%)0.0(0.0%)1523.1(100.0%)0.0(0.0%)1523.1384365.7(43.6%)0.0(0.0%)5654.2(56.4%)0.0(0.0%)10019.83712619.7(51.2%)0.0(0.0%)12039.7(48.8%)0.0(0.0%)24659.43619452.1(44.1%)0.0(0.0%)24648.2(55.9%)0.0(0.0%)44100.43526597.7(39.6%)0.0(0.0%)40603.2(60.4%)0.0(0.0%)67200.93433720.1(36.2%)0.0(0.0%)59354.7(63.8%)0.0(0.0%)93074.93340993.8(33.9%)0.0(0.0%)80060.4(66.1%)0.0(0.0%)1.2e+53247553.2(31.6%)0.0(0.0%)1.0e+5(68.4%)0.0(0.0%)1.5e+53158137.8(32.0%)0.0(0.0%)1.2e+5(68.0%)0.0(0.0%)1.8e+53072732.4(34.0%)0.0(0.0%)1.4e+5(66.0%)0.0(0.0%)2.1e+52986820.5(35.1%)0.0(0.0%)1.6e+5(64.9%)0.0(0.0%)2.5e+5281.0e+5(35.9%)0.0(0.0%)1.8e+5(64.1%)0.0(0.0%)2.8e+5271.1e+5(36.3%)0.0(0.0%)2.0e+5(63.7%)0.0(0.0%)3.2e+5261.3e+5(36.5%)0.0(0.0%)2.2e+5(63.5%)0.0(0.0%)3.5e+5251.4e+5(36.5%)0.0(0.0%)2.5e+5(63.5%)0.0(0.0%)3.9e+5241.6e+5(36.4%)0.0(0.0%)2.7e+5(63.6%)0.0(0.0%)4.3e+5231.7e+5(36.2%)0.0(0.0%)3.0e+5(63.8%)0.0(0.0%)4.7e+5221.8e+5(36.0%)0.0(0.0%)3.3e+5(64.0%)0.0(0.0%)5.1e+5212.0e+5(35.5%)0.0(0.0%)3.6e+5(64.5%)0.0(0.0%)5.6e+5202.2e+5(36.2%)0.0(0.0%)3.8e+5(63.8%)0.0(0.0%)6.0e+5192.3e+5(36.2%)0.0(0.0%)4.1e+5(63.8%)0.0(0.0%)6.5e+5182.5e+5(36.2%)0.0(0.0%)4.4e+5(63.8%)0.0(0.0%)6.9e+5172.7e+5(36.1%)0.0(0.0%)4.7e+5(63.9%)0.0(0.0%)7.4e+5162.8e+5(35.9%)0.0(0.0%)5.1e+5(64.1%)0.0(0.0%)7.9e+5153.0e+5(35.7%)0.0(0.0%)5.4e+5(64.3%)0.0(0.0%)8.4e+5143.2e+5(35.3%)0.0(0.0%)5.8e+5(64.7%)0.0(0.0%)8.9e+5133.3e+5(34.9%)0.0(0.0%)6.2e+5(65.1%)0.0(0.0%)9.5e+5123.4e+5(34.4%)0.0(0.0%)6.6e+5(65.6%)0.0(0.0%)1.0e+6113.6e+5(33.8%)0.0(0.0%)7.0e+5(66.2%)0.0(0.0%)1.1e+6103.7e+5(33.3%)0.0(0.0%)7.5e+5(66.7%)0.0(0.0%)1.1e+693.9e+5(32.7%)0.0(0.0%)7.9e+5(67.3%)0.0(0.0%)1.2e+684.0e+5(32.0%)0.0(0.0%)8.5e+5(68.0%)0.0(0.0%)1.2e+674.1e+5(31.3%)0.0(0.0%)9.0e+5(68.7%)0.0(0.0%)1.3e+664.2e+5(30.5%)0.0(0.0%)9.6e+5(69.5%)0.0(0.0%)1.4e+654.3e+5(29.7%)0.0(0.0%)1.0e+6(70.3%)0.0(0.0%)1.4e+644.4e+5(28.8%)0.0(0.0%)1.1e+6(71.2%)0.0(0.0%)1.5e+634.4e+5(28.0%)0.0(0.0%)1.1e+6(72.0%)0.0(0.0%)1.6e+624.5e+5(27.3%)0.0(0.0%)1.2e+6(72.7%)0.0(0.0%)1.6e+614.5e+5(26.8%)0.0(0.0%)1.2e+6(73.2%)0.0(0.0%)1.7e+6圖9-1X向靜震下傾覆力矩簡圖圖9-2Y向靜震下傾覆力矩簡圖2.豎向構(gòu)件地震剪力及百分比表9-3X向地震工況下的剪力及百分比(單位kN)層號框架柱墻及支撐總剪力390.0(0.0%)356.1(100.0%)356.138639.6(31.6%)1611.7(79.7%)2023.3371231.6(34.7%)2691.4(75.9%)3547.0361049.8(21.9%)3971.9(82.8%)4796.5351115.6(19.2%)4887.7(84.1%)5808.5341135.3(17.1%)5647.5(85.3%)6622.5331177.4(16.2%)6235.0(85.7%)7274.0321086.9(13.9%)6809.4(87.4%)7795.5311734.1(21.1%)6634.4(80.8%)8212.4302391.1(27.9%)6382.6(74.4%)8579.7292329.3(26.2%)6721.7(75.6%)8894.4282343.7(25.5%)6964.3(75.9%)9173.5272351.1(24.9%)7201.5(76.3%)9434.3262355.5(24.3%)7438.4(76.8%)9687.9252354.2(23.7%)7685.5(77.3%)9941.4242354.5(23.1%)7937.1(77.8%)10199.1232342.7(22.4%)8208.1(78.4%)10463.2222365.2(22.0%)8455.5(78.8%)10734.0212097.6(19.0%)8984.4(81.6%)11013.6202955.1(26.1%)8483.1(74.9%)11322.2192617.8(22.5%)9127.1(78.3%)11655.0182636.7(22.0%)9464.2(78.8%)12010.7172607.0(21.1%)9864.8(79.7%)12384.9162582.6(20.2%)10279.5(80.4%)12777.9152553.2(19.4%)10714.8(81.3%)13187.4142520.6(18.5%)11171.0(82.1%)13614.7132476.5(17.6%)11654.7(82.9%)14058.5122451.2(16.9%)12133.3(83.6%)14516.9112258.5(15.1%)12781.2(85.3%)14983.4102545.3(16.4%)13064.3(84.2%)15520.792298.0(14.3%)13830.2(86.1%)16069.182230.5(13.4%)14438.6(86.9%)16611.872128.1(12.4%)15058.8(87.9%)17136.762009.1(11.4%)15665.2(88.8%)17631.551860.4(10.3%)16252.2(89.9%)18078.741741.5(9.4%)16747.2(90.7%)18462.831455.3(7.8%)15794.3(84.2%)18765.62921.9(4.9%)14153.6(74.6%)18968.811755.0(9.2%)12080.7(63.4%)19057.7表9-4Y向地震工況下的剪力及百分比(單位kN)層號框架柱墻及支撐總剪力390.0(0.0%)381.8(100.0%)381.738864.6(40.7%)1653.4(77.9%)2123.7371636.4(44.7%)2695.6(73.6%)3661.0361357.4(27.9%)3898.0(80.2%)4860.5351424.1(24.7%)4690.3(81.2%)5775.7341424.5(22.0%)5319.1(82.2%)6468.9331459.9(20.9%)5768.1(82.5%)6995.4321320.9(17.8%)6247.4(84.4%)7403.1312136.8(27.6%)5857.5(75.8%)7730.8302951.9(36.7%)5424.9(67.5%)8035.3292856.5(34.3%)5744.0(69.0%)8321.3282860.2(33.2%)5993.2(69.7%)8604.2272858.2(32.1%)6266.2(70.5%)8894.2262859.7(31.1%)6553.6(71.3%)9192.8252857.7(30.1%)6855.6(72.2%)9499.8242860.3(29.1%)7163.3(73.0%)9813.4232853.2(28.2%)7482.7(73.9%)10129.6222889.8(27.7%)7758.4(74.3%)10442.1212622.7(24.4%)8297.0(77.2%)10748.1204048.2(36.6%)7333.1(66.3%)11065.1193525.3(31.0%)8091.3(71.1%)11382.4183550.6(30.3%)8371.2(71.6%)11699.2173494.0(29.1%)8729.0(72.6%)12020.1163440.3(27.9%)9096.1(73.6%)12352.4153373.2(26.6%)9493.7(74.8%)12698.7143295.5(25.2%)9922.0(75.9%)13064.5133203.9(23.8%)10387.6(77.2%)13452.1123109.8(22.4%)10880.2(78.5%)13861.2112881.7(20.2%)11506.5(80.5%)14285.6103202.9(21.7%)11750.8(79.5%)14781.692811.0(18.4%)12614.0(82.4%)15305.482677.6(16.9%)13286.1(83.9%)15838.872484.7(15.2%)13994.8(85.5%)16362.262258.5(13.4%)14706.1(87.2%)16857.651995.5(11.5%)15403.7(89.0%)17308.741756.4(9.9%)16016.7(90.5%)17699.131379.5(7.7%)15079.0(83.7%)18007.32775.8(4.3%)13515.4(74.2%)18208.611335.