項目名稱蕪湖縣公安局科技大樓結(jié)構(gòu)設(shè)計計算書設(shè)計負(fù)責(zé)人：審核：校對：設(shè)計計算人：浙江中和建筑設(shè)計有限公司二〇〇九年二月九日保管期限：永久檔案號：目錄一．工程概況簡介設(shè)計依據(jù)自然條件及設(shè)計要求二．荷載計算1可變荷載標(biāo)準(zhǔn)值選用2樓面永久荷載標(biāo)準(zhǔn)值3墻體荷載三．基礎(chǔ)承載力計算1工程地質(zhì)概況2基礎(chǔ)承載力特征值計算四．結(jié)構(gòu)計算五．構(gòu)件計算1承臺計算2地下室墻體計算3樓梯結(jié)構(gòu)計算附件：附1：各鉆孔單樁承載力特征值計算結(jié)果（共1頁）附2：SATWE總信息（共頁）附3：SATWE周期地震力與震型結(jié)果文件（共頁）附4：SATWE位移結(jié)果文件（共頁）附5：各層構(gòu)件截面信息（共頁）附7：各層計算配筋結(jié)果文件（共頁）附8：各層樓板計算結(jié)果（共頁）一．工程概況1、簡介結(jié)構(gòu)類型[]砌體結(jié)結(jié)構(gòu)[]底底框砌體結(jié)結(jié)構(gòu)[]框架架[]小小墻肢結(jié)構(gòu)構(gòu)[]高高層剪力墻墻結(jié)構(gòu)[√]框剪結(jié)構(gòu)構(gòu)[]筒筒體結(jié)構(gòu)[]框框支結(jié)構(gòu)[]其其它工程地段:安徽省蕪湖縣本工程±0.000相當(dāng)于于絕對標(biāo)高高22.5500m；室內(nèi)外外高差：0.1000m主要材料混凝土C225、C30鋼材HPB2335、HRB335、HRB400砌體內(nèi)墻頁巖空心磚磚，容重11100kkg/m22；外墻頁巖多孔磚磚容重1800kg//m2結(jié)構(gòu)層數(shù)地上10層；地下下－層結(jié)構(gòu)高度344.20m；寬度17.770m；長度50..40m；結(jié)構(gòu)特點：本工程屬主樓，建建筑類別：：丙類。平平面近似矩矩形，主樓樓除了樓梯梯、走廊處局部部樓面外無無大的缺失失；立面無無大的變化化，整體屬屬于較規(guī)則則結(jié)構(gòu)?；A(chǔ)形式采用樁基礎(chǔ)，樁樁采用采用用Φ800、Φ1000人工挖孔孔灌注擴底底樁(約6m樁長)。注：結(jié)構(gòu)高度指室外地坪至檐口或大屋面（斜屋面至屋面中間高）2、設(shè)計依據(jù)1）.現(xiàn)行有關(guān)規(guī)范及規(guī)程：《建筑結(jié)構(gòu)可靠度設(shè)計統(tǒng)一標(biāo)準(zhǔn)》（GB50068-2001）《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2001）（2006年版）《混凝土結(jié)構(gòu)設(shè)計規(guī)范》（GB50010-2002）《建筑抗震設(shè)防分類標(biāo)準(zhǔn)》（GB50223-95）《建筑抗震設(shè)計規(guī)范》（GB50011-2001）（2008年版）《建筑地基基礎(chǔ)設(shè)計規(guī)范》（GB50007-2002）《建筑地基基礎(chǔ)設(shè)計規(guī)范》（DB33/1001-2001）《建筑樁基技術(shù)規(guī)范》（JGJ94-2008）《地下工程防水技術(shù)規(guī)范》（GB50108-2001）《建筑變形測量規(guī)程》（JGJ/T8-97）2）.業(yè)主提供的《巖土工程詳細勘察報告》及補充報告3）.業(yè)主提供的設(shè)計任務(wù)委托書和設(shè)計要點3、自然條件及設(shè)計要求1）.建筑結(jié)構(gòu)安全等等級為二級級2）.建筑設(shè)計使用年年限為50年3）.基本風(fēng)壓H≤660m0.455kN/mm2(50年一遇)地面粗糙度為BB類4）.本工程為6度抗抗震設(shè)防，框框架抗震等等級四級，剪力墻墻抗震等級級三級。5）.地基基礎(chǔ)設(shè)計等等級為乙級，基礎(chǔ)礎(chǔ)的結(jié)構(gòu)安安全等級為為二級二、荷載計算1.可變荷載載標(biāo)準(zhǔn)值選選用：宿舍、辦公樓2.0kN/m2食堂、餐餐廳2.55kN/mm2樓梯間3.55kN/m2帶分分隔衛(wèi)生間間4.0kN/m2走廊、門廳2.55kN/m2微機機指揮室3.0kkN/mm2健身房44.0kN/mm2強、弱弱電間4.0kkN/mm2儲藏室55.0kkN/mm2檔案案、物證室室5.0kN/m2機要機房7.0kN//m2發(fā)電電機房100.0kkN/mm2不上人屋面0.55kN//m2上人屋面2.0kN/m22.上部永久久荷載標(biāo)準(zhǔn)準(zhǔn)值計算1．樓面荷載100mmm厚板:0..1x255+0.003x200+0.0015x220+0..5=3.9kN/mm2110mm厚板板:0.111x25++0.033x20++0.0115x200+0.55=4.2kN/mm2120mm厚板板:0.112x25++0.033x20++0.0115x200+0.55=4.4kN/mm2140mm厚板板:0.114x25++0.033x20++0.0115x200+0.55=4.9kN/mm2200mm厚板板:0.200x25++0.033x20++0.0115x200+0.55=6.4kN/mm2100mm厚平平屋面板((包括防水水及保溫))一般為5..0kN//m2120mm厚平平屋面板55.5kN//m23.墻體荷載墻線載(暫按33.9m層高):外墻240多孔孔磚考慮，容容重不大于于1800kg//m3,折算線載取4..5kN//m2(已考慮粉粉刷)內(nèi)墻均按2400厚頁巖空心磚磚考慮，容容重不大于于1100kkg/m33,折算線載取3..0kNN/m2(已考慮粉粉刷)墻線載(按3..9m層高，其其余層高相相應(yīng)調(diào)整)):外墻,樓梯間,分戶墻(小孔空心心磚)4.5x3.2=15.0kN/mm外墻開窗窗(根據(jù)窗面面積)一般4.5x3.2x0.722=10.5kNN/m衛(wèi)生間240多孔磚33.0x3..5=10.5kN/mm衛(wèi)生間120多孔磚22.0x3.5=7.0kN/mm一般內(nèi)墻墻(大孔空心心磚)33.0x3.5=10.58kN/mm女兒墻、陽陽臺欄桿5.0kNN/m出陽臺門門窗3.0kNN/m三、基礎(chǔ)承載力力計算1、工程地質(zhì)概況況場地位于蕪湖縣縣城內(nèi)。擬擬建場地土土層分布概概況如下：：1人工填土，性質(zhì)質(zhì)差不能利利用。2粉質(zhì)粘土，中、高高等壓縮性性可較小荷荷載建筑物物淺基礎(chǔ)持持力層。3粉質(zhì)粘土，中、低低等偏低壓壓縮性可作作為具一定定荷載建筑筑物樁端持持力層。4卵石層，勘探未未穿透，稍密至中中密狀態(tài)，可可作為建筑筑物持力層層或樁端持持力層。2.基礎(chǔ)選型型及承載力力計算本工程基基礎(chǔ)采用樁樁基礎(chǔ)，樁樁基持力層層采用4卵石層為持持力層。具具體計算見見附件。四、結(jié)構(gòu)計算本工程采用中國國建筑科學(xué)學(xué)研究院編編制的PKPMMCAD--SATWWE（2006年10月版本）進進行計算分分析。樓板板配筋及剪剪力墻、次次梁配筋采采用軟件計計算結(jié)果,并進行人人工干預(yù)調(diào)調(diào)整歸并.1．上部結(jié)構(gòu)計算算有關(guān)數(shù)據(jù)據(jù)文件見附附2－附7整體計算算時由于軟軟件的限制制，模型的的建立中采采取一定的的簡化處理理，與實際際結(jié)構(gòu)有一一定的差異異。實際操操作中控制制簡化部分分盡量為次次梁等非主主要構(gòu)件，并并對簡化部部分進行校校核后進行行設(shè)計。/////////////////////////////////////////////////////////////////////////////////////////////|公司名名稱:||||建筑結(jié)構(gòu)構(gòu)的總信息息||SATTWE中文版||文件名:WMMASS..OUT|||||工程名稱稱:設(shè)計人:||工程代號號:校核人:日期:20009/22/5|/////////////////////////////////////////////////////////////////////////////////////////////總信信息.........................................................結(jié)構(gòu)構(gòu)材料信息息:鋼砼結(jié)構(gòu)混凝凝土容重(kNN/m3)):Gc=26.000鋼材材容重(kNN/m3)):Gss==788.00水平平力的夾角角(Raad):ARRF==00.00地下下室層數(shù):MBASSE=0豎向向荷載計算算信息:按模擬施施工加荷計計算方式風(fēng)荷荷載計算信信息:計算X,Y兩個方向向的風(fēng)荷載載地震震力計算信信息:計算X,Y兩個方向向的地震力力特殊殊荷載計算算信息:不計算結(jié)構(gòu)構(gòu)類別:框架-剪力墻結(jié)結(jié)構(gòu)裙房房層數(shù):MANNNEX==0轉(zhuǎn)換換層所在層層號：MCHAANGE==0墻元元細分最大大控制長度度(m)DMMAX=2..00墻元元側(cè)向節(jié)點點信息:內(nèi)部節(jié)點是否否對全樓強強制采用剛剛性樓板假假定是采用用的樓層剛剛度算法層間剪力力比層間位位移算法結(jié)構(gòu)構(gòu)所在地區(qū)區(qū)全國風(fēng)荷荷載信息....................................................修正正后的基本本風(fēng)壓(kNN/m2)):WO==00.45地面面粗糙程度度:B類結(jié)構(gòu)構(gòu)基本周期期（秒）:T11=1.440體形形變化分段段數(shù):MPARRT=1各段段最高層號號:NSSTi==12各段段體形系數(shù)數(shù):UUSi==11.30地震震信息.......................................................振型型組合方法法(CQC耦聯(lián);SRSSS非耦聯(lián))CQCC計算算振型數(shù):NMODDE=115地震震烈度:NNAF==66.00場地地類別:KD==2設(shè)計計地震分組組:一組特征征周期TG==00.35多遇遇地震影響響系數(shù)最大大值RRmax11=0.004罕遇遇地震影響響系數(shù)最大大值RRmax22=0.550框架架的抗震等等級:NFF=4剪力力墻的抗震震等級:NW==3活荷荷質(zhì)量折減減系數(shù):RRMC==00.50周期期折減系數(shù)數(shù):TC==00.70結(jié)構(gòu)構(gòu)的阻尼比比(%)):DAAMP==55.00是否否考慮偶然然偏心:是是否否考慮雙向向地震扭轉(zhuǎn)轉(zhuǎn)效應(yīng):否斜交交抗側(cè)力構(gòu)構(gòu)件方向的的附加地震震數(shù)=0活荷荷載信息....................................................考慮慮活荷不利利布置的層層數(shù)不考慮柱、墻墻活荷載是是否折減不折算傳到到基礎(chǔ)的活活荷載是否否折減折算---------------柱，墻，基基礎(chǔ)活荷載載折減系數(shù)數(shù)----------------計算截面面以上的層層數(shù)------------------折減系數(shù)數(shù)111.002----300.854----500.706----800.659----2000.60>2000.55調(diào)整整信息..................................................中梁梁剛度增大大系數(shù)：BK=2.000梁端端彎矩調(diào)幅幅系數(shù)：BT=0.855梁設(shè)設(shè)計彎矩增增大系數(shù)：：BBM=1..00連梁梁剛度折減減系數(shù)：BLZ=0.600梁扭扭矩折減系系數(shù)：TTB=0..40全樓樓地震力放放大系數(shù)：：RSSF=1..000..2Qo調(diào)整起始始層號：KQQ1=00..2Qo調(diào)整終止止層號：KQQ2=0頂塔塔樓內(nèi)力放放大起算層層號：NTTL=0頂塔塔樓內(nèi)力放放大：RTTL=1..00九度度結(jié)構(gòu)及一一級框架梁梁柱超配筋筋系數(shù)CPCCOEF991=1..15是否否按抗震規(guī)規(guī)范5.2..5調(diào)整樓層層地震力IAUTTO5255=1是否否調(diào)整與框框支柱相連連的梁內(nèi)力力IIREGUU_KZZZB=0剪力力墻加強區(qū)區(qū)起算層號號LEV__JLQJJQ=1強制制指定的薄薄弱層個數(shù)數(shù)NWEAAK=0配筋筋信息..................................................梁主主筋強度(N//mm2)):IB=3600柱主主筋強度(N//mm2)):IC=3600墻主主筋強度(N//mm2)):IW=3600梁箍箍筋強度(N//mm2)):JB=2100柱箍箍筋強度(N//mm2)):JC=2100墻分分布筋強度度(N//mm2)):JWWH=3300梁箍箍筋最大間間距(mmm):SB=1000.000柱箍箍筋最大間間距(mmm):SC=1000.000墻水水平分布筋筋最大間距距(mmm):SWWH=200..00墻豎豎向筋分布布最小配筋筋率(%)):RWV=0.255單獨獨指定墻豎豎向分布筋筋配筋率的的層數(shù):NSSW=0單獨獨指定的墻墻豎向分布布筋配筋率率(%):RWV11=0.000設(shè)計計信息..................................................結(jié)構(gòu)構(gòu)重要性系系數(shù):RWO=1.000柱計計算長度計計算原則:有側(cè)移梁柱柱重疊部分分簡化:不作為剛剛域是否否考慮P-DDelt效應(yīng)：否柱配配筋計算原原則:按單偏壓壓計算鋼構(gòu)構(gòu)件截面凈凈毛面積比比:RN==00.85梁保保護層厚度度(mmm):BBCB==300.00柱保保護層厚度度(mmm):AACA==300.00是否否按砼規(guī)范范(7.33.11--3)計算砼柱柱計算長度度系數(shù):否荷載載組合信息息..................................................恒載載分項系數(shù)數(shù):CDDEAD==11.20活載載分項系數(shù)數(shù):CLLIVE==11.40風(fēng)荷荷載分項系系數(shù):CWINND=1.440水平平地震力分分項系數(shù):CEA__H=1.330豎向向地震力分分項系數(shù):CEA__V=0.550特殊殊荷載分項項系數(shù):CSSPY==00.00活荷荷載的組合合系數(shù):CDD_L==00.70風(fēng)荷荷載的組合合系數(shù):CDD_W==00.60活荷荷載的重力力荷載代表表值系數(shù):CCEA_LL=0.550剪力力墻底部加加強區(qū)信息息.........................................剪力力墻底部加加強區(qū)層數(shù)數(shù)IWF==2剪力力墻底部加加強區(qū)高度度(m)Z__STREENGTHHEN=8.880************************************************************************各層的質(zhì)質(zhì)量、質(zhì)心心坐標(biāo)信息息*************************************************************************層號塔號質(zhì)心X質(zhì)心Y質(zhì)心Z恒載質(zhì)量活載質(zhì)量量(m)(m)(t))(tt)121255.7399144.2300422.7000151..477.0111266.3433111.0555400.300043..3211.6101222.3666122.9677399.1000849..7566.391244.8277133.1244344.300011067..61066.081277.0633133.2500300.7000974..51077.171266.7633133.0655277.100011010..9977.461266.6744133.0244233.500011031..1911.451266.6366133.0566199.900011025..7944.341277.9488122.7299166.300011012..61499.231266.6788122.4877122.700011108..11044.021266.5355133.244488.800011108..6877.411266.7100122.631144.900011180..41033.9活載載產(chǎn)生的總總質(zhì)量(t)):10255.7222恒載載產(chǎn)生的總總質(zhì)量(t)):1105633.9900結(jié)構(gòu)構(gòu)的總質(zhì)量量(t)):1115899.7122恒載載產(chǎn)生的總總質(zhì)量包括括結(jié)構(gòu)自重重和外加恒恒載結(jié)構(gòu)構(gòu)的總質(zhì)量量包括恒載載產(chǎn)生的質(zhì)質(zhì)量和活載載產(chǎn)生的質(zhì)質(zhì)量活載載產(chǎn)生的總總質(zhì)量和結(jié)結(jié)構(gòu)的總質(zhì)質(zhì)量是活載載折減后的的結(jié)果(1tt=11000kkg)************************************************************************各層構(gòu)件件數(shù)量、構(gòu)構(gòu)件材料和和層高************************************************************************層號塔號梁數(shù)柱數(shù)墻數(shù)層高累計高度度(混凝土)(混凝土)(混凝土)(mm)(m)111666(300)226(300)221(300)44.90004.9900211661(300)226(300)222(300)33.90008.8800311668(300)226(300)222(300)33.900012.7700411553(300)226(300)221(300)33.600016.3300511559(255)226(255)221(255)33.600019.9900611664(255)226(255)221(255)33.600023.5500711442(255)226(255)221(255)33.600027.1100811444(255)226(255)221(255)33.600030.7700911447(255)226(255)222(255)33.600034.33001011112(255)225(255)221(255)44.800039.11001114(255)221(255)6(255)11.200040.3300121225(255)221(255)6(255)22.400042.7700************************************************************************風(fēng)荷載信信息************************************************************************層號塔號風(fēng)荷載XX剪力X傾覆彎矩X風(fēng)荷載Y剪力Y傾覆彎矩Y12157..4257..4137..81116.7111116.72880.111127..8085..2240..1556.3331773.04887.8101109..42194..611174..33003.5554776.627775.49176..70271..322151..22113.1226889.752558.38172..65344..033389..52002.1118991.884668.97168..52412..544874..61990.84410882.7123666.56164..24476..766590..91779.16612661.8169009.05159..75536..588522..31666.85514228.7220552.24154..93591..4100651..41553.60015882.3277448.43158..29649..7133185..31550.51117332.8345006.22152..18701..9155922..71335.08818667.9417990.91162..34764..2199667..51661.81120229.7517336.3=============================================================================================各樓層等等效尺寸(單位:m,mm**2))=============================================================================================層號塔號面積形心X形心Y等效寬B等效高H最大寬BMAXX最小寬BMINN111857..96226.82211..96448.47717..5148..4717..51211877..72226.81112..24447.43318..0047..4318..00311846..53226.81111..93448.12217..4048..1217..40411776..03226.82212..69449.63315..6849..6315..68511776..06226.82212..69449.63315..6849..6315..68611776..06226.82212..69449.63315..6849..6315..68711776..06226.82212..69449.63315..6849..6315..68811775..75226.82212..69449.64415..6849..6415..68911775..92226.81112..68449.63315..6849..6315..681011775..72226.81112..69449.63315..6849..6315..68111121..60226.82210..677.2003..007..203..00121168..75226.74416..92441.90015..0041..9015..00=============================================================================================各樓層的的單位面積積質(zhì)量分布布(單位:kg//m**22)=============================================================================================層號塔號單位面積積質(zhì)量g[ii]質(zhì)量比maxx(g[ii]/g[[i-1]],g[ii]/g[[i+1]])11114996.9221.10021113662.6330.95531114331.9221.05541114997.1331.05551114443.1221.00061114446.3991.01171114228.0771.02281113994.2880.98891115112.6001.300101111668.0330.777111130004.1772.577121123005.2551.000=============================================================================================計算信息=============================================================================================PProjeectFFileNamee:1計計算日期:20099.2..5開開始時間:100:30::55可可用內(nèi)存:9766.00MMB第一步:計算算每層剛度度中心、自自由度等信信息開開始時間:100:30::55第二步:組裝裝剛度矩陣陣并分解開開始時間:100:30::58CCalcuulateebloockiinforrmatiion剛剛度塊總數(shù)數(shù):1自自由度總數(shù)數(shù):33855大大約需要7.1MMB硬盤空間間剛度組裝裝：從1行到33855行第三步:地震震作用分析析開開始時間:100:31::0方方法2(總剛模型)第四步:計算算位移開開始時間:100:31::2形形成地震荷荷載向量形形成風(fēng)荷載載向量形形成垂直荷荷載向量CCalcuulateeDissplaccemenntLLDLT回代：從11列到1055列寫寫出位移文文件第五步:計算算桿件內(nèi)力力開開始時間:100:31::5結(jié)束日期::20009.22.5時間:100:31::21總用時:0::0:226=============================================================================================各層剛心心、偏心率率、相鄰層層側(cè)移剛度度比等計算算信息FloorrNo:層號TowerrNo:塔號Xstiff，Ystiif:剛心的X，Y坐標(biāo)值A(chǔ)lf:層剛性主主軸的方向向Xmasss，Ymasss:質(zhì)心的X，Y坐標(biāo)值Gmasss:總質(zhì)量Eex，EEey::X，Y方向的偏偏心率Ratx，Ratyy::X，Y方向本層層塔側(cè)移剛剛度與下一一層相應(yīng)塔塔側(cè)移剛度度的比值Ratx11，Ratyy1:X，Y方向本層層塔側(cè)移剛剛度與上一一層相應(yīng)塔塔側(cè)移剛度度70%的比值或上三層層平均側(cè)移移剛度80%的比值中中之較小者者RJX，RRJY，RJZ::結(jié)構(gòu)總體體坐標(biāo)系中中塔的側(cè)移移剛度和扭扭轉(zhuǎn)剛度=============================================================================================FloorrNo..11TowwerNNo.1Xstiff=26..91488(m)Ystiif=133.34779(m))Alff=0.00000(DDegreee)Xmasss=26..70966(m)Ymasss=122.63111(m))Gmaass=13888.19909(tt)Eex=0..00622Eey=00.03228Ratx=1..00000Ratyy=11.00000Ratx11=1..73499Ratyy1=22.12668薄弱層地地震剪力放放大系數(shù)=1..00RJX=1..46722E+066(kN//m)RJY=22.11443E+006(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..22TowwerNNo.1Xstiff=28..78011(m)Ystiif=133.27551(m))Alff=0.00000(DDegreee)Xmasss=26..53499(m)Ymasss=133.24442(m))Gmaass=12883.41125(tt)Eex=0..08000Eey=00.00115Ratx=0..77688Ratyy=00.67117Ratx11=1..42055Ratyy1=11.64229薄弱層地地震剪力放放大系數(shù)=1..00RJX=1..13977E+066(kN//m)RJY=11.42002E+006(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..33TowwerNNo.1Xstiff=28..81544(m)Ystiif=133.31559(m))Alff=0.00000(DDegreee)Xmasss=26..67844(m)Ymasss=122.48665(m))Gmaass=13116.21124(tt)Eex=0..07666Eey=00.04000Ratx=0..87655Ratyy=00.80663Ratx11=1..26800Ratyy1=11.41664薄弱層地地震剪力放放大系數(shù)=1..00RJX=9..98977E+055(kN//m)RJY=11.14550E+006(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..44TowwerNNo.1Xstiff=26..90500(m)Ystiif=133.31996(m))Alff=0.00000(DDegreee)Xmasss=27..94833(m)Ymasss=122.72889(m))Gmaass=13111.03317(tt)Eex=0..03633Eey=00.02777Ratx=1..03377Ratyy=00.96114Ratx11=1..36211Ratyy1=11.46554薄弱層地地震剪力放放大系數(shù)=1..00RJX=1..03266E+066(kN//m)RJY=11.10008E+006(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..55TowwerNNo.1Xstiff=26..90500(m)Ystiif=133.31996(m))Alff=0.00000(DDegreee)Xmasss=26..63588(m)Ymasss=133.05558(m))Gmaass=12114.23374(tt)Eex=0..00944Eey=00.01224Ratx=0..94633Ratyy=00.90445Ratx11=1..33277Ratyy1=11.41002薄弱層地地震剪力放放大系數(shù)=1..00RJX=9..77188E+055(kN//m)RJY=99.95775E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..66TowwerNNo.1Xstiff=26..90500(m)Ystiif=133.31996(m))Alff=0.00000(DDegreee)Xmasss=26..67433(m)Ymasss=133.02336(m))Gmaass=12113.85575(tt)Eex=0..00800Eey=00.01339Ratx=0..96666Ratyy=00.93889Ratx11=1..36111Ratyy1=11.45000薄弱層地地震剪力放放大系數(shù)=1..00RJX=9..44588E+055(kN//m)RJY=99.34886E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..77TowwerNNo.1Xstiff=26..90500(m)Ystiif=133.31996(m))Alff=0.00000(DDegreee)Xmasss=26..76311(m)Ymasss=133.06550(m))Gmaass=12005.66610(tt)Eex=0..00499Eey=00.01119Ratx=0..97522Ratyy=00.94883Ratx11=1..48899Ratyy1=11.53224薄弱層地地震剪力放放大系數(shù)=1..00RJX=9..21166E+055(kN//m)RJY=88.86551E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..88TowwerNNo.1Xstiff=26..90500(m)Ystiif=133.31996(m))Alff=0.00000(DDegreee)Xmasss=27..06266(m)Ymasss=133.24996(m))Gmaass=11888.71170(tt)Eex=0..00555Eey=00.00333Ratx=0..95955Ratyy=00.93223Ratx11=1..58355Ratyy1=11.67551薄弱層地地震剪力放放大系數(shù)=1..00RJX=8..83866E+055(kN//m)RJY=88.26447E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..99TowwerNNo.1Xstiff=24..81611(m)Ystiif=133.27773(m))Alff=0.00000(DDegreee)Xmasss=24..82666(m)Ymasss=133.12339(m))Gmaass=12779.67730(tt)Eex=0..00044Eey=00.00774Ratx=0..90222Ratyy=00.85228Ratx11=2..80955Ratyy1=22.45221薄弱層地地震剪力放放大系數(shù)=1..00RJX=7..97400E+055(kN//m)RJY=77.04882E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..100TowwerNNo.1Xstiff=26..65511(m)Ystiif=133.46225(m))Alff=0.00000(DDegreee)Xmasss=22..36633(m)Ymasss=122.96669(m))Gmaass=9662.40066(tt)Eex=0..13011Eey=00.02224Ratx=0..50855Ratyy=00.49770Ratx11=1..23455Ratyy1=00.96229薄弱層地地震剪力放放大系數(shù)=1..15RJX=4..05466E+055(kN//m)RJY=33.50228E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..111TowwerNNo.1Xstiff=25..07044(m)Ystiif=122.70447(m))Alff=0.00000(DDegreee)Xmasss=26..34277(m)Ymasss=111.05449(m))Gmaass=886.49900(tt)Eex=0..09655Eey=00.10335Ratx=1..15722Ratyy=11.48336Ratx11=3..12911Ratyy1=33.12337薄弱層地地震剪力放放大系數(shù)=1..00RJX=4..69211E+055(kN//m)RJY=55.19666E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..122TowwerNNo.1Xstiff=25..05133(m)Ystiif=133.16448(m))Alff=0.00000(DDegreee)Xmasss=25..73922(m)Ymasss=144.22997(m))Gmaass=1665.54432(tt)Eex=0..05700Eey=00.06118Ratx=0..39955Ratyy=00.40002Ratx11=1..25000Ratyy1=11.25000薄弱層地地震剪力放放大系數(shù)=1..00RJX=1..87433E+055(kN//m)RJY=22.07995E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------==============================================================================================抗傾覆驗算結(jié)果果==============================================================================================抗傾覆彎彎矩Mr傾覆彎矩Mov比值Mr/MMov零應(yīng)力區(qū)(%)X風(fēng)荷載299350994.82217555.41134.9910.000Y風(fēng)荷載111198555.95577777.919.3380.000X地震293350944.8444992..8665.23300.00Y地震111198555.9444286..8225.29900.00==============================================================================================結(jié)構(gòu)整體穩(wěn)定驗驗算結(jié)果==============================================================================================X向剛重比EJJd/GHH**2==7.900Y向剛重比EJJd/GHH**2==8.066該結(jié)構(gòu)剛重比EEJd/GGH**22大于1.4,能夠通過過高規(guī)(5.44.4)的整體穩(wěn)穩(wěn)定驗算該結(jié)構(gòu)剛重比EEJd/GGH**22大于2.7,可以不考考慮重力二二階效應(yīng)*****************************************************************************************樓層抗剪剪承載力、及及承載力比比值*****************************************************************************************RRatioo_Bu::表示本層層與上一層層的承載力力之比----------------------------------------------------------------------------------------層號號塔號X向承載力Y向承載力RRatioo_Bu::X,Y----------------------------------------------------------------------------------------12100.37338E+00400.23556E+0041.0001.00011100.58880E+00400.46772E+0041.5571.99810100.53002E+00400.68335E+0040.9901.4469100.77778E+00400.92668E+0041.4471.3368100.85558E+00400.10222E+0051.1101.1107100.92770E+00400.11007E+0051.0081.0086100.99220E+00400.11778E+0051.0071.0065100.10445E+00500.12227E+0051.0051.0044100.11775E+00500.13881E+0051.1131.1133100.12442E+00500.15771E+0051.0061.1142100.12883E+00500.16228E+0051.0031.0041100.10990E+00500.14331E+0050.8850.888======================================================================================周期、地地震力與振振型輸出文文件(總剛分析析方法)======================================================================================考慮扭扭轉(zhuǎn)耦聯(lián)時時的振動周周期(秒)、X,Y方向的平平動系數(shù)、扭扭轉(zhuǎn)系數(shù)振型號號周期轉(zhuǎn)角平動系數(shù)(X++Y)扭轉(zhuǎn)系數(shù)數(shù)1111.3911022.2011.00(1..00+00.00)00.002211.33777922.5200.97(0..00+00.96)00.033311.10558855.9300.05(0..00+00.05)00.954400.4566422.4911.00(1..00+00.00)00.005500.41777922.6400.98(0..00+00.98)00.026600.33996844.7700.02(0..00+00.02)00.987700.2522122.6911.00(1..00+00.00)00.008800.21662922.7800.99(0..00+00.99)00.019900.171141088.9200.02(0..01+00.01)00.9810000.1633222.7700.99(0..99+00.00)00.0111100.13887922.4200.99(0..00+00.99)00.0112200.1155311.8100.99(0..99+00.00)00.0113300.10997888.7700.38(0..00+00.38)00.6214400.10551922.4900.63(0..00+00.62)00.3715500.08559900.4000.98(0..00+00.98)00.02地震作用用最大的方方向=11.5777(度)===========================================================================僅考慮慮X向地震作作用時的地地震力Flooor:層號Toweer:塔號F-x--x:X方向的耦耦聯(lián)地震力力在X方向的分分量F-x--y:X方向的耦耦聯(lián)地震力力在Y方向的分分量F-x--t:X方向的耦耦聯(lián)地震力力的扭矩振型1的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)1221355.561.337-100.981111144.100.553-22.3310011944.608.554-744.519912333.849.337-1033.668812000.787.223-966.237711877.136.883-900.376611677.196.112-822.555511411.375.117-711.764411177.823.998-622.12331911.693.332-466.41221566.372.002-299.99111266.770.888-122.33振型2的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)122100.05-1.66433.92111100.05-0.66500.80100100.41-9.334255.3499100.45--10.556322.2488100.36-8.662277.7477100.35-7.887244.2166100.31-6.887200.5655100.25-5.664166.5944100.22-4.448133.3033100.18-3.33899.2322100.09-1.99655.4811100.05-0.88522.27振型3的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)1221-00.050.220122.38111100.060.00922.49100100.18-0.112788.4199100.130.8891000.2788100.051.554877.5077100.101.334777.4966100.091.117666.8155100.060.997544.7444100.101.003444.5733100.110.661311.3322100.000.335188.7011100.020.11677.78振型4的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)1221-444.67-1.99266.221111-155.59-0.66411.641001-1988.53-8.995511.16991-1355.47-5.662366.85881-399.85-1.33355.07771455.342.332-277.146611211.115.559-566.305511722.437.779-755.834411999.398.444-866.093311922.968.441-766.662211399.685.886-555.75111744.342.882-222.48振型5的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)1221-00.102.550-00.131111-00.040.885-00.091001-00.4810.778-33.21991-00.286.33155.49881-00.060.994133.5977100.15-3.668200.3266100.32-7.446244.6255100.42-9.770255.6444100.50--10.446244.8533100.50-9.774200.0522100.33-6.666133.4311100.21-3.22966.15振型6的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)122100.10-0.333-200.201111-00.08-0.112-33.501001-00.120.441-1000.82991-00.03-0.773-688.31881-00.01-0.776-133.55771-00.01-0.227344.3366100.020.220722.8855100.040.559966.2444100.211.4411077.2933100.310.991944.0622100.020.664666.9911100.120.335311.88振型7的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)1221322.741.557-44.13111199.590.442-11.2510011066.815.113-355.13991-166.44-1.337188.58881-866.68-4.221499.19771-1144.87-5.330