培新小學(xué)文本計(jì)算書

培新小學(xué)文本計(jì)算書項(xiàng)目名稱:_______項(xiàng)目項(xiàng)目名稱:_______項(xiàng)目計(jì)算人:_______設(shè)計(jì)師專業(yè)負(fù)責(zé)人:_______總工審核人:_______設(shè)計(jì)師日期:2020-9-27PAGE\*romani目錄第1章設(shè)計(jì)依據(jù) 1第2章設(shè)計(jì)參數(shù) 12.1結(jié)構(gòu)總體信息 12.2計(jì)算控制信息 12.3風(fēng)荷載信息 12.4地震信息 12.5設(shè)計(jì)信息 12.6活荷載信息 12.7構(gòu)件設(shè)計(jì)信息 12.8包絡(luò)設(shè)計(jì) 12.9鑒定加固 12.10裝配式 12.11材料信息 12.12鋼筋強(qiáng)度 12.13地下室信息 12.14荷載組合 1第3章結(jié)構(gòu)基本信息 13.1樓層屬性 13.2塔屬性 13.3構(gòu)件統(tǒng)計(jì) 13.4樓層質(zhì)量 13.5樓層尺寸、單位質(zhì)量 13.6軟件版本 1第4章周期、振型 14.1振型基本計(jì)算結(jié)果 14.2振型阻尼比 14.3X、Y向地震單振型樓層反應(yīng)力 14.3.1僅考慮X向地震作用時(shí)的地震力(采用非強(qiáng)制剛性樓板假定模型計(jì)算結(jié)果) 14.3.2僅考慮Y向地震作用時(shí)的地震力(采用非強(qiáng)制剛性樓板假定模型計(jì)算結(jié)果) 14.4X、Y向地震單振型樓層剪力 14.5X、Y向地震CQC組合后結(jié)果 1第5章樓層風(fēng)荷載、地震作用統(tǒng)計(jì)結(jié)果 15.1風(fēng)荷載信息 15.2風(fēng)荷載下框架剪力統(tǒng)計(jì) 15.3風(fēng)荷載下框架傾覆彎矩統(tǒng)計(jì)(抗規(guī)方式) 15.4風(fēng)荷載外力、層剪力、傾覆彎矩統(tǒng)計(jì) 15.5規(guī)定水平力 15.6規(guī)定水平力下傾覆彎矩統(tǒng)計(jì)(抗規(guī)方式) 15.7規(guī)定水平力下傾覆彎矩統(tǒng)計(jì)(軸力方式) 15.8地震作用下框架剪力統(tǒng)計(jì) 15.9地震外力、層剪力、傾覆彎矩統(tǒng)計(jì) 1第6章工況、組合 16.1工況設(shè)定 16.2荷載組合表 1第7章整體指標(biāo)統(tǒng)計(jì) 17.1周期比 17.2層剛度統(tǒng)計(jì)(各層剛心、偏心率、相鄰層側(cè)移剛度比等計(jì)算信息) 17.3結(jié)構(gòu)整體穩(wěn)定驗(yàn)算 17.4結(jié)構(gòu)整體抗傾覆驗(yàn)算 17.5樓層抗剪承載力驗(yàn)算 17.6薄弱層信息 17.7剪重比調(diào)整系數(shù) 17.8位移角和位移比 17.9風(fēng)振舒適度驗(yàn)算 1PAGE\*Arabic2第1章設(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、《荷載規(guī)范》:《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-20122、《混凝土規(guī)范》或《混規(guī)》:《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010-20103、《抗震規(guī)范》或《抗規(guī)》:《建筑抗震設(shè)計(jì)規(guī)范》GB50011-20104、《高規(guī)》:《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程》JGJ3-20105、《廣東高規(guī)》:廣東省標(biāo)準(zhǔn)《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程》DBJ15-92-20136、《上?？挂?guī)》:上海市工程設(shè)計(jì)規(guī)范《建筑抗震設(shè)計(jì)規(guī)范》DGJ08-9-20137、《人防規(guī)范》:《人民防空地下室設(shè)計(jì)規(guī)范》GB50038-20058、《鋼結(jié)構(gòu)規(guī)范》:《鋼結(jié)構(gòu)設(shè)計(jì)標(biāo)準(zhǔn)》GB50017-20179、《高鋼規(guī)》:《高層民用建筑鋼結(jié)構(gòu)技術(shù)規(guī)程》JGJ99-201510、《門剛規(guī)程》:《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)程》GB51022-201511、《冷彎薄壁型鋼規(guī)范》:《冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范》GB50018-200212、《異形柱規(guī)程》:《混凝土異形柱結(jié)構(gòu)技術(shù)規(guī)程》JGJ149-201713、《型鋼規(guī)程》:《型鋼混凝土組合結(jié)構(gòu)技術(shù)規(guī)程》JGJ138-201614、《鋼骨規(guī)程》:《鋼骨混凝土結(jié)構(gòu)技術(shù)規(guī)程》YB9082-200615、《鋼管規(guī)范》:《鋼管混凝土結(jié)構(gòu)技術(shù)規(guī)范》GB50936-201416、《疊合柱規(guī)程》:《鋼管混凝土疊合柱結(jié)構(gòu)技術(shù)規(guī)程》CECS188:200517、《矩形鋼管規(guī)程》:《矩形鋼管混凝土結(jié)構(gòu)技術(shù)規(guī)程》CECS159:200418、《空心樓蓋規(guī)程》:《現(xiàn)澆混凝土空心樓蓋結(jié)構(gòu)技術(shù)規(guī)程》CECS175:200419、《鑒定標(biāo)準(zhǔn)》:《建筑抗震鑒定標(biāo)準(zhǔn)》GB50023-200920、《加固規(guī)范》:《混凝土結(jié)構(gòu)加固設(shè)計(jì)規(guī)范》GB50367-201321、《抗震加固規(guī)程》:《建筑抗震加固設(shè)計(jì)規(guī)程》JGJ116-2009第2章設(shè)計(jì)參數(shù)2.1結(jié)構(gòu)總體信息結(jié)構(gòu)體系框架結(jié)構(gòu)結(jié)構(gòu)材料信息鋼筋混凝土結(jié)構(gòu)所在地區(qū)全國地下室層數(shù)0嵌固端所在層號(hào)(層頂嵌固)0與基礎(chǔ)相連構(gòu)件最大底標(biāo)高(m)0.000裙房層數(shù)0轉(zhuǎn)換層所在層號(hào)0加強(qiáng)層所在層號(hào)0恒活荷載計(jì)算信息施工模擬三風(fēng)荷載計(jì)算信息一般計(jì)算方式地震作用計(jì)算信息計(jì)算水平地震作用是否計(jì)算吊車荷載否是否計(jì)算人防荷載否是否考慮預(yù)應(yīng)力等效荷載工況否是否生成傳給基礎(chǔ)的剛度否是否生成繪等值線用數(shù)據(jù)否是否計(jì)算溫度荷載否豎向荷載砼墻軸向剛度考慮徐變收縮影響否上部結(jié)構(gòu)計(jì)算考慮基礎(chǔ)結(jié)構(gòu)否施工模擬加載層步長12.2計(jì)算控制信息水平力與整體坐標(biāo)夾角(°)0.00梁剛度放大系數(shù)按2010《混凝土規(guī)范》取值是梁剛度放大系數(shù)上限2.00邊梁剛度放大系數(shù)上限1.50連梁剛度折減系數(shù)(地震)0.70連梁剛度折減系數(shù)(風(fēng))1.00連梁按墻元計(jì)算控制跨高比4.00普通梁連梁砼等級(jí)默認(rèn)同墻是墻元細(xì)分最大控制長度(m)1.00板元細(xì)分最大控制長度(m)1.00短墻肢自動(dòng)加密是彈性樓板荷載計(jì)算方式平面導(dǎo)荷膜單元類型經(jīng)典膜元(QA4)考慮梁端剛域是考慮柱端剛域是墻梁跨中節(jié)點(diǎn)作為剛性樓板從節(jié)點(diǎn)是結(jié)構(gòu)計(jì)算時(shí)考慮樓梯剛度是梁與彈性板變形協(xié)調(diào)是彈性板與梁協(xié)調(diào)時(shí)考慮梁向下相對(duì)偏移否剛性樓板假定整體指標(biāo)計(jì)算采用強(qiáng)剛，其它計(jì)算非強(qiáng)剛地下室樓板強(qiáng)制采用剛性樓板假定否是否自動(dòng)劃分多塔否計(jì)算現(xiàn)澆空心板否增加計(jì)算連梁剛度不折減模型下的地震位移否梁墻自重扣除與柱重疊部分否樓板自重扣除與梁墻重疊部分否是否輸出節(jié)點(diǎn)位移否地震內(nèi)力按全樓彈性板6計(jì)算否求解器設(shè)定內(nèi)存0是否考慮P-Delt效應(yīng)否進(jìn)行屈曲分析否自動(dòng)計(jì)算現(xiàn)澆板自重是2.3風(fēng)荷載信息使用直接指定的風(fēng)洞試驗(yàn)結(jié)果否執(zhí)行規(guī)范GB50009-2012地面粗糙程度B修正后的基本風(fēng)壓(kN/m2)0.40風(fēng)荷載計(jì)算用阻尼比(%)5.0結(jié)構(gòu)X向基本周期(s)1.06結(jié)構(gòu)Y向基本周期(s)0.96承載力設(shè)計(jì)時(shí)風(fēng)荷載效應(yīng)放大系數(shù)1.0用于舒適度驗(yàn)算的風(fēng)壓(kN/m2)0.25用于舒適度驗(yàn)算的結(jié)構(gòu)阻尼比(%)2.0考慮順風(fēng)向風(fēng)振是多方向風(fēng)角度考慮橫向風(fēng)振否考慮扭轉(zhuǎn)風(fēng)振否自動(dòng)計(jì)算結(jié)構(gòu)寬深是風(fēng)荷載體型系數(shù)分段數(shù)1第一段最高層號(hào)6X迎風(fēng)0.80X背風(fēng)-0.50X側(cè)風(fēng)0.00X擋風(fēng)1.00Y迎風(fēng)0.80Y背風(fēng)-0.50Y側(cè)風(fēng)0.00Y擋風(fēng)1.002.4地震信息設(shè)計(jì)地震分組一按地震動(dòng)區(qū)劃圖GB18306-2015計(jì)算否設(shè)防烈度6(0.05g)場地類別Ⅱ特征周期(s)0.35周期折減系數(shù)0.70特征值分析類型WYD-RITZ振型數(shù)確定方式程序自動(dòng)確定質(zhì)量參與系數(shù)之和(%)90.0是否指定最多振型數(shù)量否按主振型確定地震內(nèi)力符號(hào)否砼框架抗震等級(jí)三級(jí)剪力墻抗震等級(jí)三級(jí)鋼框架抗震等級(jí)三級(jí)抗震構(gòu)造措施的抗震等級(jí)不改變框支剪力墻結(jié)構(gòu)底部加強(qiáng)區(qū)剪力墻抗震等級(jí)自動(dòng)提高一級(jí)是地下一層以下抗震構(gòu)造措施抗震等級(jí)逐層降級(jí)及抗震措施4級(jí)是阻尼比確定方法全樓統(tǒng)一結(jié)構(gòu)的阻尼比(%)5.0是否考慮偶然偏心否減震隔震附加阻尼比算法強(qiáng)制解耦最大附加阻尼比0.25調(diào)整后的水平向減震系數(shù)(β/ψ)1.00連接單元的有效剛度和阻尼自動(dòng)采用直接積分法時(shí)程計(jì)算結(jié)果否是否考慮雙向地震扭轉(zhuǎn)效應(yīng)否自動(dòng)計(jì)算最不利地震方向的作用否斜交抗側(cè)力構(gòu)件方向的附加地震數(shù)0活荷載重力荷載代表值組合系數(shù)0.50地震影響系數(shù)最大值0.040罕遇地震影響系數(shù)最大值0.280地震計(jì)算時(shí)不考慮地下室以下的結(jié)構(gòu)質(zhì)量否使用自定義地震影響系數(shù)曲線否地震作用放大方法全樓統(tǒng)一全樓地震力放大系數(shù)1.00是否考慮性能設(shè)計(jì)否2.5設(shè)計(jì)信息是否按抗震規(guī)范5.2.5調(diào)整樓層地震力是是否扭轉(zhuǎn)效應(yīng)明顯否是否自動(dòng)計(jì)算動(dòng)位移比例系數(shù)否第一平動(dòng)周期方向動(dòng)位移比例（0~1）0.50第二平動(dòng)周期方向動(dòng)位移比例（0~1）0.50與柱相連的框架梁端M、V不調(diào)整否是否用戶指定0.2V0調(diào)整系數(shù)否0.2V0調(diào)整規(guī)則Min(0.20*Vo,1.50*Vfmax)0.2V0調(diào)整時(shí)樓層剪力最小倍數(shù)0.200.2V0調(diào)整時(shí)各層框架剪力最大值的倍數(shù)1.500.2V0調(diào)整分段數(shù)00.2V0調(diào)整上限2.00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)整剪力墻端柱的面外剪力統(tǒng)計(jì)到框架部分0實(shí)配鋼筋超配系數(shù)1.15框支柱調(diào)整上限5.00按層剛度比判斷薄弱層方法高規(guī)和抗規(guī)從嚴(yán)底部嵌固樓層剛度比執(zhí)行《高規(guī)》3.5.2-2否自動(dòng)對(duì)層間受剪承載力突變形成的薄弱層放大調(diào)整是自動(dòng)根據(jù)層間受剪承載力比值調(diào)整配筋至非薄弱是是否轉(zhuǎn)換層指定為薄弱層是指定薄弱層層號(hào)0薄弱層地震內(nèi)力放大系數(shù)1.25梁端負(fù)彎矩調(diào)幅系數(shù)0.85框架梁調(diào)幅后不小于簡支梁跨中彎矩的倍數(shù)0.50非框架梁調(diào)幅后不小于簡支梁跨中彎矩的倍數(shù)0.33梁扭矩折減系數(shù)0.40支撐臨界角(度)(與豎軸夾角小于此值的支撐將按柱考慮)20按豎向構(gòu)件內(nèi)力統(tǒng)計(jì)層地震剪力否位移角小于此值時(shí)，位移比設(shè)置為10.00020剪力墻承擔(dān)全部地震剪力否2.6活荷載信息柱、墻活荷載是否折減否計(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樓面梁活荷載折減不折減考慮活荷不利布置的最高層號(hào)6梁活荷載內(nèi)力放大系數(shù)1.002.7構(gòu)件設(shè)計(jì)信息柱配筋計(jì)算原則單偏壓連梁按對(duì)稱配筋設(shè)計(jì)否抗震設(shè)計(jì)的框架梁端配筋考慮受壓鋼筋是矩形混凝土梁按T形梁配筋否按簡化方法計(jì)算柱剪跨比（Hn/2h0）是墻柱配筋設(shè)計(jì)考慮端柱否墻柱配筋設(shè)計(jì)考慮翼緣墻否與剪力墻面外相連的梁按框架梁設(shè)計(jì)是驗(yàn)算一級(jí)抗震墻施工縫是梁壓彎設(shè)計(jì)控制軸壓比0.40梁端配筋內(nèi)力取值位置(0-節(jié)點(diǎn)，1-支座邊)0.00鋼構(gòu)件截面凈毛面積比0.85X向鋼柱計(jì)算長度是否按有側(cè)移計(jì)算是Y向鋼柱計(jì)算長度是否按有側(cè)移計(jì)算是按《鋼規(guī)》5.3.3-2自動(dòng)判斷強(qiáng)弱支撐否執(zhí)行門規(guī)GB51022附錄A.0.8否不計(jì)算地震作用時(shí)按重力荷載代表值計(jì)算柱軸壓比否框架柱的軸壓比限值按框架結(jié)構(gòu)采用是梁保護(hù)層厚度(mm)20柱保護(hù)層厚度(mm)20剪力墻構(gòu)造邊緣構(gòu)件的設(shè)計(jì)執(zhí)行高規(guī)7.2.16-4否底部加強(qiáng)區(qū)全部設(shè)為約束邊緣構(gòu)件否面外梁下生成暗柱邊緣構(gòu)件是歸入陰影區(qū)的λ/2區(qū)最大長度否邊緣構(gòu)件合并距離(mm)300短肢邊緣構(gòu)件合并距離(mm)600邊緣構(gòu)件尺寸取整模數(shù)(mm)10構(gòu)造邊緣構(gòu)件尺寸設(shè)計(jì)依據(jù)《高規(guī)》JGJ3-2010第7.2.16條約束邊緣構(gòu)件尺寸依據(jù)《廣東高規(guī)》設(shè)計(jì)否按邊緣構(gòu)件輪廓計(jì)算配筋是組合梁施工荷載(kN/m2)1.50型鋼混凝土構(gòu)件設(shè)計(jì)依據(jù)《組合結(jié)構(gòu)設(shè)計(jì)規(guī)范》JGJ138-2016執(zhí)行《高鋼規(guī)》JGJ99-2015是按疊合柱設(shè)計(jì)的疊合比0.00執(zhí)行《鋼結(jié)構(gòu)設(shè)計(jì)標(biāo)準(zhǔn)》(GB50017-2017)是按寬厚比等級(jí)控制局部穩(wěn)定是截面寬厚比等級(jí)S3支撐桿件截面寬厚比等級(jí)S32.8包絡(luò)設(shè)計(jì)是否分塔與整體分別計(jì)算，并取大否自動(dòng)取框架和框架-抗震墻模型計(jì)算大值否是否與其它模型進(jìn)行包絡(luò)取大否2.9鑒定加固是否鑒定加固否2.10裝配式是否是裝配式結(jié)構(gòu)否2.11材料信息混凝土容重(kN/m3)26.50砌體容重(kN/m3)22.00鋼材容重(kN/m3)78.00輕骨料混凝土容重(kN/m3)18.50輕骨料混凝土密度等級(jí)1800梁箍筋間距(mm)100柱箍筋間距(mm)100墻水平分布筋最大間距(mm)150墻豎向分布筋最小配筋率(%)0.30結(jié)構(gòu)底部單獨(dú)指定墻豎向分布筋配筋率的層號(hào)無結(jié)構(gòu)底部NSW層的墻豎向分布配筋率0.602.12鋼筋強(qiáng)度HPB300鋼筋強(qiáng)度設(shè)計(jì)值(N/mm2)270HRB335鋼筋強(qiáng)度設(shè)計(jì)值(N/mm2)300HRB400鋼筋強(qiáng)度設(shè)計(jì)值(N/mm2)3602.13地下室信息土的水平抗力系數(shù)的比例系數(shù)(MN/m4)10.00扣除地面以下幾層回填土約束0外墻分布筋保護(hù)層厚度(mm)35回填土容重(kN/m3)18.00回填土側(cè)壓力系數(shù)0.50室外地平標(biāo)高(m)-0.35地下水位標(biāo)高(m)-20.00室外地面附加荷載(kN/m2)0.00基礎(chǔ)水工況組合方式疊加按反應(yīng)位移法計(jì)算地下結(jié)構(gòu)的地震作用否2.14荷載組合結(jié)構(gòu)重要性系數(shù)1.10恒載分項(xiàng)系數(shù)1.30活載分項(xiàng)系數(shù)1.50活荷載組合值系數(shù)0.70活荷載頻遇值系數(shù)0.60活荷載準(zhǔn)永久值系數(shù)0.50考慮結(jié)構(gòu)設(shè)計(jì)使用年限的活荷載調(diào)整系數(shù)1.00風(fēng)荷載分項(xiàng)系數(shù)1.50風(fēng)荷載組合值系數(shù)0.60風(fēng)荷載頻遇值系數(shù)0.40風(fēng)荷載是否參與地震組合否水平地震力分項(xiàng)系數(shù)1.30第3章結(jié)構(gòu)基本信息3.1樓層屬性表3-1樓層屬性層號(hào)塔號(hào)屬性61標(biāo)準(zhǔn)層651標(biāo)準(zhǔn)層541標(biāo)準(zhǔn)層431標(biāo)準(zhǔn)層321標(biāo)準(zhǔn)層211標(biāo)準(zhǔn)層13.2塔屬性表3-2塔屬性塔號(hào)屬性值1結(jié)構(gòu)體系框架結(jié)構(gòu)結(jié)構(gòu)X向基本周期(s)1.06結(jié)構(gòu)Y向基本周期(s)0.96水平風(fēng)荷載體型分段數(shù)1分段號(hào)1最高層號(hào)8擋風(fēng)系數(shù)1.00迎風(fēng)面系數(shù)0.80背風(fēng)面系數(shù)-0.50側(cè)風(fēng)面系數(shù)0.000.2V0調(diào)整分段數(shù)1分段號(hào)1起始層號(hào)1終止層號(hào)60.2V0調(diào)整時(shí)樓層剪力最小倍數(shù)0.200.2V0調(diào)整時(shí)各層框架剪力最大值的倍數(shù)1.503.3構(gòu)件統(tǒng)計(jì)表3-3各層構(gòu)件數(shù)量、構(gòu)件材料和層高(單位：m)層號(hào)塔號(hào)梁數(shù)柱數(shù)支撐數(shù)墻數(shù)層高累計(jì)高度6125652003.60023.7005122152003.60020.1004122452003.60016.5003122852003.60012.9002125452004.8009.30011193520274.5004.500表3-4保護(hù)層(單位：mm)層號(hào)塔號(hào)梁保護(hù)層柱保護(hù)層墻保護(hù)層6120200512020041202003120200212020011202015表3-5混凝土構(gòu)件層號(hào)塔號(hào)梁數(shù)(混凝土/主筋)柱數(shù)(混凝土/主筋)支撐數(shù)(混凝土/主筋)墻數(shù)(混凝土/主筋)61256(C30/360)53(C30/360)0(C0/0)0(C0/0)51221(C30/360)53(C30/360)0(C0/0)0(C0/0)41224(C30/360)53(C30/360)0(C0/0)0(C0/0)31228(C30/360)53(C30/360)0(C0/0)0(C0/0)21254(C30/360)53(C35/360)0(C0/0)0(C0/0)11193(C30/360)53(C35/360)0(C0/0)27(C35/360)表3-6箍筋(墻分布筋)層號(hào)塔號(hào)梁數(shù)(箍筋)柱數(shù)(箍筋)支撐數(shù)(箍筋)墻數(shù)(水平/豎向)邊緣構(gòu)件(箍筋)61256(360)53(360)0(0)0(0/0)(270)51221(360)53(360)0(0)0(0/0)(270)41224(360)53(360)0(0)0(0/0)(270)31228(360)53(360)0(0)0(0/0)(270)21254(360)53(360)0(0)0(0/0)(270)11193(360)53(360)0(0)27(270/300)(270)3.4樓層質(zhì)量表3-7各層質(zhì)心坐標(biāo)(單位：m)層號(hào)塔號(hào)質(zhì)心X質(zhì)心Y質(zhì)心Z612.096180.53923.700511.278180.68920.100411.213180.70216.500311.140180.73712.900211.058181.1279.30011-0.175181.2904.500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3-8各層質(zhì)量和層質(zhì)量比層號(hào)塔號(hào)恒載質(zhì)量(t)活載質(zhì)量(t)活載質(zhì)量(不折減)(t)附加質(zhì)量(t)質(zhì)量比比值判斷611949.6151.7303.30.01.39滿足511341.3175.2350.30.01.00滿足411343.1175.7351.40.01.00滿足311348.9175.3350.50.00.94滿足211442.5186.1372.20.01.14滿足111325.4107.3214.70.01.00滿足合計(jì)-8750.7971.21942.50.0恒載總質(zhì)量(t)：8750.719活載總質(zhì)量(t)：971.242附加總質(zhì)量(t)：0.000結(jié)構(gòu)總質(zhì)量(t)：9721.960恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu)自重和外加恒載活載質(zhì)量=活荷載重力荷載代表值系數(shù)*活載等效質(zhì)量總質(zhì)量=恒載質(zhì)量+活載質(zhì)量+附加質(zhì)量圖3-1恒載,活載,層質(zhì)量分布曲線(塔1)圖3-2質(zhì)量比分布曲線(塔1)3.5樓層尺寸、單位質(zhì)量表3-9各樓層等效尺寸(單位:m,m**2)層號(hào)塔號(hào)面積形心X形心Y等效寬B等效高H最大寬BMAX最小寬BMIN61998.091.93180.6245.7025.0746.8522.8451984.441.93180.6245.7025.0746.8522.8441984.441.93180.6245.7025.0746.8522.8431967.641.93180.6245.7025.0746.8522.84211011.241.73181.1445.7126.2246.8924.0611549.991.84180.6245.7525.0146.8922.79單位面積質(zhì)量:g[i]單位面積質(zhì)量比:max(g[i]/g[i-1],g[i]/g[i+1])表3-10各樓層質(zhì)量、單位面積質(zhì)量分布(單位:kg/m**2)層號(hào)塔號(hào)樓層質(zhì)量單位面積質(zhì)量單位面積質(zhì)量比612.10E+0062059.581.39511.52E+0061486.371.00411.52E+0061488.681.00311.52E+0061493.941.00211.63E+0061516.071.09111.43E+0061396.910.923.6軟件版本軟件版本：1.9.3.2第4章周期、振型4.1振型基本計(jì)算結(jié)果表4-1考慮扭轉(zhuǎn)耦聯(lián)時(shí)的振動(dòng)周期(秒)、X,Y方向的平動(dòng)系數(shù)、扭轉(zhuǎn)系數(shù)（強(qiáng)制剛性樓板模型）振型號(hào)周期轉(zhuǎn)角平動(dòng)系數(shù)(X+Y)扭轉(zhuǎn)系數(shù)(Z)11.007191.350.88(0.00+0.88)0.1220.93992.671.00(0.99+0.00)0.0030.9074101.210.13(0.01+0.12)0.8740.325691.210.77(0.00+0.77)0.2350.30210.621.00(1.00+0.00)0.0060.295288.620.24(0.00+0.24)0.7670.178692.240.73(0.00+0.73)0.2780.16685.760.99(0.98+0.01)0.0190.1648104.310.30(0.02+0.27)0.70100.118194.150.73(0.01+0.73)0.27110.111753.310.41(0.15+0.27)0.59120.1100170.490.88(0.85+0.03)0.12130.09700.440.95(0.19+0.75)0.05140.091894.250.71(0.03+0.68)0.29150.087571.580.43(0.08+0.35)0.57160.085847.810.96(0.41+0.55)0.04170.0846174.740.96(0.93+0.02)0.04180.070943.911.00(0.52+0.48)0.00190.070727.571.00(0.53+0.47)0.00200.070444.241.00(0.52+0.48)0.00210.059486.031.00(0.27+0.73)0.00220.0530148.890.97(0.72+0.24)0.03230.0510102.900.88(0.16+0.72)0.12240.0508143.441.00(0.70+0.29)0.00250.0508103.171.00(0.96+0.03)0.00260.0508105.441.00(0.97+0.02)0.00270.050531.641.00(0.41+0.59)0.00280.0499102.401.00(0.12+0.88)0.00290.049984.880.99(0.95+0.05)0.01300.048599.231.00(0.11+0.89)0.00310.045898.480.90(0.61+0.29)0.10320.0453174.800.96(0.74+0.22)0.04330.045034.350.67(0.50+0.17)0.33地震作用最大的方向=91.603°表4-2考慮扭轉(zhuǎn)耦聯(lián)時(shí)的振動(dòng)周期(秒)、X,Y方向的平動(dòng)系數(shù)、扭轉(zhuǎn)系數(shù)振型號(hào)周期轉(zhuǎn)角平動(dòng)系數(shù)(X+Y)扭轉(zhuǎn)系數(shù)(Z)11.018988.280.84(0.00+0.84)0.1620.9545175.630.99(0.98+0.01)0.0130.915172.630.17(0.02+0.16)0.8340.329487.400.73(0.00+0.73)0.2750.3062171.510.97(0.95+0.02)0.0360.296766.810.30(0.05+0.26)0.7070.179889.860.70(0.00+0.70)0.3080.1682175.350.99(0.98+0.01)0.0190.165575.310.32(0.02+0.30)0.68100.118892.730.71(0.01+0.70)0.29110.111961.790.38(0.09+0.30)0.62120.1109172.480.93(0.91+0.02)0.07130.100125.310.98(0.26+0.72)0.02140.092591.100.64(0.02+0.62)0.36150.0881175.470.86(0.37+0.50)0.14160.087377.940.56(0.12+0.44)0.44170.0855176.910.98(0.96+0.02)0.02180.082171.890.80(0.04+0.76)0.20190.0811158.980.98(0.17+0.81)0.02200.0810177.080.99(0.76+0.23)0.01210.077289.840.99(0.00+0.99)0.01220.075923.900.97(0.86+0.11)0.03230.075382.690.94(0.09+0.85)0.06240.0718176.460.92(0.89+0.04)0.08250.0709129.711.00(0.52+0.48)0.00260.0707117.641.00(0.53+0.47)0.00270.0704133.391.00(0.52+0.48)0.00280.060398.090.90(0.01+0.89)0.10表4-3質(zhì)量系數(shù)振型號(hào)X向平動(dòng)質(zhì)量系數(shù)%(sum)Y向平動(dòng)質(zhì)量系數(shù)%(sum)Z向扭轉(zhuǎn)質(zhì)量系數(shù)%(sum)10.06%(0.06%)64.80%(64.80%)13.29%(13.29%)277.12%(77.18%)0.46%(65.25%)0.85%(14.15%)31.25%(78.43%)12.83%(78.08%)66.68%(80.83%)40.01%(78.45%)5.17%(83.26%)2.38%(83.21%)56.46%(84.90%)0.14%(83.40%)0.19%(83.39%)60.28%(85.19%)1.69%(85.09%)3.89%(87.28%)70.00%(85.19%)1.00%(86.09%)0.17%(87.45%)81.47%(86.66%)0.01%(86.10%)0.01%(87.46%)90.02%(86.68%)0.41%(86.51%)0.74%(88.20%)100.00%(86.68%)0.38%(86.88%)0.07%(88.27%)110.02%(86.70%)0.11%(86.99%)0.06%(88.33%)120.58%(87.28%)0.01%(86.99%)0.01%(88.34%)130.14%(87.42%)0.02%(87.01%)0.08%(88.42%)140.03%(87.45%)0.16%(87.17%)0.02%(88.44%)150.06%(87.50%)0.00%(87.17%)0.00%(88.44%)160.00%(87.50%)0.05%(87.23%)0.02%(88.46%)170.59%(88.09%)0.00%(87.23%)0.01%(88.47%)180.02%(88.11%)0.72%(87.95%)0.04%(88.51%)190.19%(88.30%)0.10%(88.05%)0.03%(88.54%)200.80%(89.10%)0.00%(88.05%)0.02%(88.56%)210.00%(89.10%)0.24%(88.29%)0.01%(88.56%)220.00%(89.10%)0.00%(88.30%)0.06%(88.62%)230.00%(89.10%)0.19%(88.48%)0.05%(88.68%)240.91%(90.02%)0.00%(88.49%)0.03%(88.71%)250.00%(90.02%)0.00%(88.49%)0.04%(88.75%)260.00%(90.02%)0.00%(88.49%)0.01%(88.76%)270.00%(90.02%)0.00%(88.49%)0.00%(88.76%)280.04%(90.05%)1.54%(90.02%)0.04%(88.80%)(Z向扭轉(zhuǎn)質(zhì)量系數(shù)只在強(qiáng)制剛性板下有意義，對(duì)于非強(qiáng)制剛性板下的計(jì)算結(jié)果僅供參考)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%。X向平動(dòng)振型參與質(zhì)量系數(shù)總計(jì):90.05%Y向平動(dòng)振型參與質(zhì)量系數(shù)總計(jì):90.02%第1扭轉(zhuǎn)周期(0.9074)/第1平動(dòng)周期(1.0071)=0.90地震作用最大的方向=91.580°4.2振型阻尼比表4-4振型阻尼比振型號(hào)阻尼比1-280.054.3X、Y向地震單振型樓層反應(yīng)力4.3.1僅考慮X向地震作用時(shí)的地震力(采用非強(qiáng)制剛性樓板假定模型計(jì)算結(jié)果)F-x-x:X方向的耦聯(lián)地震力在X方向的分量F-x-y:X方向的耦聯(lián)地震力在Y方向的分量F-x-t:X方向的耦聯(lián)地震力的扭矩表4-5振型1的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)610.4513.6488.75510.258.6966.75410.207.2955.13310.155.5439.58210.063.7327.63110.030.210.39表4-6振型2的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61570.12-41.36899.4951374.12-29.41667.4841317.23-25.30546.2731242.67-19.49388.0121163.05-13.02276.35119.59-0.62-5.94表4-7振型3的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)618.9528.02-1020.05516.4221.06-771.75415.5718.15-647.57314.2113.80-476.00213.299.30-324.1411-0.130.23-4.14表4-8振型4的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.50-10.41-92.5551-0.03-1.60-19.86410.274.8648.73310.468.8488.76210.278.4987.83110.110.551.33表4-9振型5的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-251.8137.26-633.7051-41.506.70-131.5641115.07-17.18314.4531211.59-31.50568.0821203.85-30.81559.751114.10-1.37-8.37表4-10振型6的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-11.42-26.51689.4151-2.31-5.48182.51414.9912.21-298.29319.4422.91-597.622110.3823.09-609.6211-0.060.74-8.19表4-11振型7的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)610.010.959.8651-0.01-0.75-7.8941-0.00-1.05-12.04310.020.201.8321-0.011.1411.80110.020.100.23表4-12振型8的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)6191.68-7.42168.4051-71.775.73-147.6041-101.588.25-193.003116.79-1.0155.9921111.91-9.33198.791110.27-0.56-6.99表4-13振型9的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)611.485.58-144.4351-0.98-4.0692.2941-1.66-6.42161.7431-0.010.60-12.01212.007.35-166.6511-0.110.34-2.79表4-14振型10的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.040.798.10510.07-1.56-17.1941-0.000.516.1231-0.071.2313.00210.07-1.26-12.7111-0.01-0.18-0.39表4-15振型11的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-1.96-3.5593.44513.706.74-165.0841-0.84-1.4237.2631-3.10-5.95138.65212.945.55-121.68110.050.34-3.04表4-16振型12的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-30.324.12-139.815160.45-7.77277.4441-18.551.41-94.6331-49.067.16-203.192148.40-6.47205.98118.81-0.31-2.14表4-17振型13的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)610.76-1.69-26.0751-1.804.4567.77411.32-4.81-69.26310.442.1024.72210.06-0.3757.95113.66-1.21-3.33表4-18振型14的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.032.2526.69510.11-6.59-82.1441-0.219.24116.83310.24-8.78-114.2821-0.224.5861.71110.921.312.33表4-19振型15的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.14-1.3332.20510.353.76-85.2141-0.43-4.89111.21310.383.88-92.02210.79-1.6732.18110.820.731.36表4-20振型16的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)610.040.17-3.7951-0.11-0.4910.08410.140.67-13.4531-0.11-0.5911.70210.100.30-5.4411-0.050.05-0.21表4-21振型17的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)6113.08-0.7514.7551-38.512.17-48.004152.99-2.9857.2031-46.402.89-33.972120.13-1.59-25.611116.551.21-1.65表4-22振型18的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.21-0.02-3.05510.650.099.7941-1.00-0.26-17.12311.090.5924.7921-0.76-0.83-30.42110.723.713.57表4-23振型19的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.710.31-7.42512.26-0.9722.3941-3.631.59-36.87314.32-1.9748.0521-3.54-0.08-63.60117.02-2.932.28表4-24振型20的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-3.300.14-10.325110.51-0.3935.8441-16.900.34-59.653120.140.1879.2421-19.051.58-99.301132.18-2.33-2.71表4-25振型21的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.000.00-0.00510.00-0.000.0141-0.000.00-0.01310.00-0.000.0221-0.000.00-0.0211-0.00-0.010.00表4-26振型22的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.010.00-0.35510.050.001.2541-0.10-0.01-2.64310.140.064.8921-0.08-0.03-9.73110.120.09-0.41表4-27振型23的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.00-0.01-0.20510.010.020.7241-0.02-0.05-1.60310.030.123.2421-0.03-0.13-5.80110.070.60-0.90表4-28振型24的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.390.08-4.73511.42-0.2716.0641-3.000.41-34.55315.59-0.2970.5721-10.390.57-118.031132.60-2.01-2.72表4-29振型25的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.00-0.010.11510.030.02-0.55410.01-0.03-0.22310.030.05-1.5721-0.08-0.050.19110.020.000.02表4-30振型26的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)610.000.01-0.0951-0.04-0.020.50410.030.000.29310.020.02-0.4221-0.02-0.020.06110.000.000.01表4-31振型27的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.00-0.030.35510.050.09-1.4741-0.13-0.131.93310.130.10-0.9821-0.06-0.040.15110.02-0.000.02表4-32振型28的地震力層號(hào)塔號(hào)F-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-0.000.010.10510.01-0.03-0.3841-0.020.101.28310.05-0.32-4.3921-0.091.0110.25110.99-6.94-22.284.3.2僅考慮Y向地震作用時(shí)的地震力(采用非強(qiáng)制剛性樓板假定模型計(jì)算結(jié)果)F-y-x:Y方向的耦聯(lián)地震力在X方向的分量F-y-y:Y方向的耦聯(lián)地震力在Y方向的分量F-y-t:Y方向的耦聯(lián)地震力的扭矩表4-33振型1的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)6115.41463.613015.59518.56295.292268.19416.82247.731873.25315.25188.101344.77212.06126.70938.89110.997.0413.22表4-34振型2的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-43.933.19-69.3151-28.832.27-51.4341-24.441.95-42.0931-18.701.50-29.9021-12.561.00-21.2911-0.740.050.46表4-35振型3的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)6128.6389.64-3263.565120.5367.38-2469.134117.8358.07-2071.843113.4644.16-1522.932110.5129.75-1037.0511-0.400.74-13.26表4-36振型4的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-9.36-195.36-1736.4851-0.57-29.99-372.64414.9791.12914.36318.66165.841665.36215.01159.271648.01112.0310.4024.97表4-37振型5的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)6136.97-5.4793.05516.09-0.9819.3241-16.902.52-46.1731-31.074.63-83.4121-29.934.52-82.1911-2.070.201.23表4-38振型6的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-27.89-64.761684.1651-5.63-13.39445.854112.2029.82-728.703123.0755.97-1459.922125.3656.40-1489.2311-0.151.81-20.00表4-39振型7的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.4063.86662.6751-0.85-50.31-530.7641-0.23-70.91-809.46311.0513.20122.9621-0.8176.55793.11111.016.5015.48表4-40振型8的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-6.930.56-12.73515.43-0.4311.16417.68-0.6214.5931-1.270.08-4.2321-8.460.71-15.0311-0.780.040.53表4-41振型9的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)616.9626.20-677.6451-4.61-19.05433.0241-7.81-30.12758.9031-0.032.83-56.34219.3934.47-781.9011-0.501.58-13.07表4-42振型10的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)611.12-22.30-229.8751-1.9544.42488.01410.03-14.42-173.62311.94-35.03-369.0021-2.0135.64360.80110.405.0310.98表4-43振型11的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-4.18-7.58199.36517.8914.39-352.2041-1.79-3.0479.5031-6.60-12.70295.82216.2811.84-259.61110.110.72-6.49表4-44振型12的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)612.86-0.3913.2051-5.710.73-26.18411.75-0.138.93314.63-0.6819.1821-4.570.61-19.4411-0.830.030.20表4-45振型13的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-0.260.588.99510.62-1.53-23.3741-0.461.6623.8931-0.15-0.72-8.5321-0.020.13-19.9911-1.260.421.15表4-46振型14的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-0.065.5966.26510.26-16.36-203.8941-0.5122.93290.00310.60-21.79-283.6621-0.5611.36153.19112.293.265.79表4-47振型15的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-0.04-0.378.92510.101.04-23.6241-0.12-1.3630.82310.111.08-25.50210.22-0.468.92110.230.200.38表4-48振型16的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.562.39-53.1251-1.52-6.89141.13411.949.35-188.3231-1.57-8.19163.75211.434.19-76.1311-0.720.74-2.95表4-49振型17的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.69-0.040.7851-2.040.11-2.54412.80-0.163.0331-2.450.15-1.80211.06-0.08-1.35110.880.06-0.09表4-50振型18的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-1.36-0.13-20.10514.270.6164.5841-6.58-1.71-112.89317.203.87163.4421-4.99-5.48-200.59114.7324.4523.55表4-51振型19的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.50-0.225.2251-1.590.68-15.76412.55-1.1225.9431-3.041.39-33.81212.490.0544.7611-4.942.06-1.61表4-52振型20的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.07-0.000.2151-0.210.01-0.73410.34-0.011.2131-0.41-0.00-1.61210.39-0.032.0211-0.650.050.06表4-53振型21的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.01-0.172.4451-0.060.67-7.91410.13-1.3714.8331-0.212.45-22.23210.01-3.7230.00110.119.25-0.03表4-54振型22的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-0.010.00-0.31510.050.001.1241-0.09-0.01-2.37310.120.054.3721-0.07-0.03-8.71110.110.08-0.37表4-55振型23的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-0.02-0.05-2.02510.100.207.1441-0.18-0.50-15.78310.281.1431.9321-0.32-1.32-57.24110.705.95-8.88表4-56振型24的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.02-0.000.2851-0.080.02-0.94410.18-0.022.0331-0.330.02-4.15210.61-0.036.9411-1.920.120.16表4-57振型25的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.000.00-0.0651-0.02-0.010.3141-0.010.020.1331-0.02-0.030.88210.050.03-0.1111-0.01-0.00-0.01表4-58振型26的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-0.00-0.000.05510.020.01-0.3141-0.02-0.00-0.1831-0.01-0.010.26210.010.01-0.0411-0.00-0.00-0.00表4-59振型27的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.000.02-0.2651-0.04-0.061.09410.100.09-1.4331-0.10-0.080.72210.040.03-0.1111-0.020.00-0.01表4-60振型28的地震力層號(hào)塔號(hào)F-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.03-0.05-0.6451-0.040.202.53410.13-0.66-8.4231-0.362.1328.94210.61-6.66-67.5911-6.5545.81146.934.4X、Y向地震單振型樓層剪力表4-61各振型作用下X向地震X剪力、Y向地震Y剪力（單位：kN）層號(hào)塔號(hào)振型號(hào)X剪力Y剪力1111.151328.471121676.799.9611328.30289.731140.57201.28115251.315.4211611.0465.861170.0138.8811857.300.331190.7215.9011100.0213.3411110.803.63111219.730.1811134.450.5311140.815.0011151.760.1411160.011.60111717.840.0511180.5021.6011195.732.84112023.580.0111210.007.1111220.120.0911230.065.41112425.820.0911250.010.0011260.000.0011270.010.0111280.9440.784.5X、Y向地震CQC組合后結(jié)果各層X方向的作用力(CQC)Fx(kN):X向地震作用下結(jié)構(gòu)的地震反應(yīng)力Vx(kN):X向地震作用下結(jié)構(gòu)的樓層剪力Mx(kN-m):X向地震作用下結(jié)構(gòu)的彎矩sFx(kN):靜力法X向的地震力抗震規(guī)范(5.2.5)條要求的X向樓層最小剪重比=0.80%由下表可見，X向地震剪重比符合要求。表4-62各層X方向的作用力(CQC)層號(hào)塔號(hào)FxVx(分塔剪重比)MxsFx61640.12640.12(3.046%)2304.42593.1951394.051004.50(2.777%)5895.93362.7941360.821295.29(2.522%)10479.56298.2031337.771528.77(2.295%)15831.45233.6221302.711712.71(2.066%)23787.54178.841179.191726.13(1.775%)31415.0976.36各層Y方向的作用力(CQC)Fy(kN):Y向地震作用下結(jié)構(gòu)的地震反應(yīng)力Vy(kN):Y向地震作用下結(jié)構(gòu)的樓層剪力My(kN-m):Y向地震作用下結(jié)構(gòu)的彎矩sFy(kN):靜力法Y向的地震力抗震規(guī)范(5.2.5)條要求的Y向樓層最小剪重比=0.80%由下表可見，Y向地震剪重比符合要求。表4-63各層Y方向的作用力(CQC)層號(hào)塔號(hào)FyVy(分塔剪重比)MysFy61570.24570.24(2.714%)2052.85593.1951345.92890.16(2.461%)5236.06362.7941316.961142.12(2.224%)9275.07298.2031300.581344.34(2.018%)13972.28233.6221272.981506.40(1.817%)20951.11178.841167.601517.30(1.561%)27647.1076.36圖4-1地震各工況剪重比簡圖(塔1)第5章樓層風(fēng)荷載、地震作用統(tǒng)計(jì)結(jié)果5.1風(fēng)荷載信息風(fēng)壓單位：kN/m2本層風(fēng)荷、樓層剪力單位：kN樓層彎矩單位：kN.m表5-1風(fēng)荷載信息層號(hào)塔號(hào)X方向Y方向?qū)犹?hào)塔號(hào)風(fēng)荷載剪力傾覆彎矩風(fēng)荷載剪力傾覆彎矩61111.4111.4401.1211.5211.5761.351101.7213.11168.4192.2403.72214.64191.1304.22263.5173.2576.94291.43180.8385.03649.5153.8730.76922.02194.0479.05948.5180.1910.811293.91174.3553.38438.3150.01060.816067.6圖5-1風(fēng)荷載樓層剪力簡圖(塔1)圖5-2風(fēng)荷載樓層彎矩簡圖(塔1)5.2風(fēng)荷載下框架剪力統(tǒng)計(jì)表5-2X向框架柱、剪力墻風(fēng)剪力及百分比(單位：kN)層號(hào)塔號(hào)柱剪力墻剪力總剪力柱剪力百分比墻剪力百分比61107.60.0107.6100.00%0.00%51197.50.0197.5100.00%0.00%41281.50.0281.5100.00%0.00%31329.70.0329.7100.00%0.00%21427.90.0427.9100.00%0.00%11115.2437.6552.820.84%79.16%表5-3Y向框架柱、剪力墻風(fēng)剪力及百分比(單位：kN)層號(hào)塔號(hào)柱剪力墻剪力總剪力柱剪力百分比墻剪力百分比61200.20.0200.2100.00%0.00%51372.90.0372.9100.00%0.00%41533.90.0533.9100.00%0.00%31630.80.0630.8100.00%0.00%21816.00.0816.0100.00%0.00%1150.91009.61060.54.80%95.20%5.3風(fēng)荷載下框架傾覆彎矩統(tǒng)計(jì)(抗規(guī)方式)表5-4X向框架柱風(fēng)傾覆彎矩及百分比(單位：kN.m)層號(hào)塔號(hào)柱彎矩總彎矩柱彎矩百分比61387.4387.4100.00%511098.61098.6100.00%412111.92111.9100.00%313298.93298.9100.00%215352.95352.9100.00%115871.37840.674.88%表5-5Y向框架柱風(fēng)傾覆彎矩及百分比(單位：kN.m)層號(hào)塔號(hào)柱彎矩總彎矩柱彎矩百分比61720.9720.9100.00%512063.22063.2100.00%413985.43985.4100.00%316256.26256.2100.00%2110173.010173.0100.00%1110401.914945.169.60%5.4風(fēng)荷載外力、層剪力、傾覆彎矩統(tǒng)計(jì)風(fēng)荷載外力、層剪力單位：kN傾覆彎矩單位：kN.m表5-6+WX方向風(fēng)荷載外力、層剪力、傾覆彎矩統(tǒng)計(jì)層號(hào)塔號(hào)層外力F層剪力V傾覆彎矩M61111.4111.4401.151101.7213.11168.44191.1304.22263.53180.8385.03649.52194.0479.05948.51174.3553.38438.3表5-7-WX方向風(fēng)荷載外力、層剪力、傾覆彎矩統(tǒng)計(jì)層號(hào)塔號(hào)層外力F層剪力V傾覆彎矩M61-111.4-111.4-401.151-101.7-213.1-1168.441-91.1-304.2-2263.531-80.8-385.0-3649.521-94.0-479.0-5948.511-74.3-553.3-8438.3表5-8+WY方向風(fēng)荷載外力、層剪力、傾覆彎矩統(tǒng)計(jì)層號(hào)塔號(hào)層外力F層剪力V傾覆彎矩M61211.5211.5761.351192.2403.72214.641173.2576.94291.431153.8730.76922.021180.1910.811293.911150.01060.816067.6表5-9-WY方向風(fēng)荷載外力、層剪力、傾覆彎矩統(tǒng)計(jì)層號(hào)塔號(hào)層外力F層剪力V傾覆彎矩M61-211.5-211.5-761.351-192.2-403.7-2214.641-173.2-576.9-4291.431-153.8-730.7-6922.021-180.1-910.8-11293.911-150.0-1060.8-16067.65.5規(guī)定水平力表5-10各層各塔的規(guī)定水平力層號(hào)塔號(hào)X向(kN)Y向(kN)61640.1570.251364.4319.941290.8252.031233.5202.221183.9162.11113.410.95.6規(guī)定水平力下傾覆彎矩統(tǒng)計(jì)(抗規(guī)方式)表5-11X向框架柱、短肢墻地震傾覆彎矩(單位：kN.m)及百分比(抗規(guī)方式)層號(hào)塔號(hào)框架柱短肢墻普通墻合計(jì)612219.4(100.0%)0.0(0.0%)0.0(0.0%)2219.4515560.3(100.0%)0.0(0.0%)0.0(0.0%)5560.3419868.2(100.0%)0.0(0.0%)0.0(0.0%)9868.23114593.2(100.0%)0.0(0.0%)0.0(0.0%)14593.22121919.8(100.0%)0.0(0.0%)0.0(0.0%)21919.81123501.3(79.2%)0.0(0.0%)6180.7(20.8%)29681.9表5-12Y向框架柱、短肢墻地震傾覆彎矩(單位：kN.m)及百分比(抗規(guī)方式)層號(hào)塔號(hào)框架柱短肢墻普通墻合計(jì)611955.9(100.0%)0.0(0.0%)0.0(0.0%)1955.9514924.6(100.0%)0.0(0.0%)0.0(0.0%)4924.6418741.0(100.0%)0.0(0.0%)0.0(0.0%)8741.03112905.3(100.0%)0.0(0.0%)0.0(0.0%)12905.32119369.8(100.0%)0.0(0.0%)0.0(0.0%)19369.81119583.2(74.8%)0.0(0.0%)6613.7(25.2%)26196.9圖5-3X靜震下傾覆力矩簡圖(塔1)圖5-4Y靜震下傾覆力矩簡圖(塔1)5.7規(guī)定水平力下傾覆彎矩統(tǒng)計(jì)(軸力方式)表5-13X向框架柱、短肢墻地震傾覆彎矩(單位：kN.m)及百分比(軸力方式)層號(hào)塔號(hào)框架柱短肢墻普通墻其它合計(jì)612237.4(100.0%)0.0(0.0%)0.0(0.0%)0.0(0.0%)2