加固總計算書（考慮施工質(zhì)量缺陷構(gòu)件計算模型）

目錄TOC\o"1-5"\h\z考慮施工質(zhì)量缺陷構(gòu)件計算模型 1設(shè)計總信息 1位移比 12考慮施工質(zhì)量缺陷配筋圖 26梁考慮施工質(zhì)量缺陷剪力包絡(luò)圖 37梁考慮施工質(zhì)量缺陷彎矩包絡(luò)圖 48考慮施工質(zhì)量缺陷構(gòu)件加固后計算模型 59加固前后墻柱配筋面積差 70柱加固計算 81破纖維加固 97考慮施工質(zhì)量缺陷構(gòu)件計算模型設(shè)計總信息〃/〃/〃/〃〃〃/〃/〃/〃〃〃/〃〃〃/〃〃/〃〃/〃〃/〃/〃〃〃/〃/〃/〃〃〃//I公司名稱：建筑結(jié)構(gòu)的總信息SATWE中文版2012年7月20日16時15分文件名：WMASS.OUT1工程名稱:設(shè)計人：1工程代號：校核人： 日期:2014/9/15|〃〃/〃〃/〃〃//〃〃〃〃/〃〃/〃〃/〃/〃〃〃/〃/〃〃〃/〃/〃〃〃/〃〃//〃〃鋼碎結(jié)構(gòu)Ge鋼碎結(jié)構(gòu)Ge=26.00Gs=78.00ARF=0.00MBASE=1按模擬施工3加荷計算計算X.Y兩個方向的風(fēng)荷載計算X,Y兩個方向的地震力混凝土容重(kN/m3):鋼材容重(kN/m3):水平力的夾角(Degree)地下室層數(shù)：豎向荷載計算信息：風(fēng)荷載計算信息：地震力計算信息：

“規(guī)定水平力”計算方法：結(jié)構(gòu)類別：樓層剪力差方法(規(guī)范方法)框架-筒體結(jié)構(gòu)裙房層數(shù)：MANNEX= 0轉(zhuǎn)換層所在層號：嵌固端所在層號：墻元細(xì)分最大控制長度(m)彈性板與梁變形是否協(xié)調(diào)墻元網(wǎng)格：MCHANGE= 0MQIANGU= 2DMAX=1.00是側(cè)向出口結(jié)點(diǎn)是否對全樓強(qiáng)制采用剛性樓板假定地下室是否強(qiáng)制采用剛性樓板假定：否否墻梁跨中節(jié)點(diǎn)作為剛性樓板的從節(jié)點(diǎn)是計算墻傾覆力矩時只考慮腹板和有效翼獴否采用的樓層剛度彝法結(jié)構(gòu)所在地區(qū)層間剪力比層間位移算法全國風(fēng)荷載信息 修正后的基本風(fēng)壓(kN/m2):WO= 0.45風(fēng)荷載作用下舒適度驗算風(fēng)壓(kN/m2):地面粗糙程度：結(jié)構(gòu)X向基本周期(秒)：WOC=0.45C類Tx=0.75結(jié)構(gòu)Y向基本周期(秒)：Ty=0.75是否考慮順風(fēng)向風(fēng)振：風(fēng)荷我作用下結(jié)構(gòu)的阻尼比(％):風(fēng)荷載作用下舒適度驗算阻尼比(％):是否計算橫風(fēng)向風(fēng)振：是否計算扭轉(zhuǎn)風(fēng)振：承載力設(shè)計時風(fēng)荷載效應(yīng)放大系數(shù)：是WDAMP=5.00WDAMPC=2.00否否WENL=1.00體形變化分段數(shù)：MPART= 2各段最高層號：NSTi= 1 28各段體形系數(shù)：USi=0.00 1.40地震信息 振型組合方法(CQC耦聯(lián):SRSS非耦聯(lián))計莫振型數(shù)：地震烈度：場地類別：設(shè)計地震分組：CQCNMODE= 21NAF=6.00KD=11一組特征周期地震影響系數(shù)最大值TG=0.35Rmaxl= 0.04用于12層以下規(guī)則碎框架結(jié)構(gòu)薄弱層驗算的地震影響系數(shù)最大值框架的抗震等級：Rmax2= 0.28NF= 3剪力墻的抗震等級：NW=2鋼框架的抗震等級：NS=2抗震構(gòu)造措施的抗震等級：NGZDJ=不改變重力荷載代表值的活載組合值系數(shù)：RMC=0.50周期折減系數(shù)：TC=0.80結(jié)構(gòu)的阻尼比（％）:DAMP=5.00中震（或火窟）設(shè)計：是否考慮偶然偏心：是否考慮雙向地震扭轉(zhuǎn)效應(yīng)：按主振型確定地震內(nèi)力符號：MID=不考慮是是否斜交抗側(cè)力構(gòu)件方向的附加地震數(shù) =活荷載信息 考慮活荷不利布置的層數(shù) 不考慮柱、墻活荷載是否折減 不折算傳到基礎(chǔ)的活荷載是否折減 折算考慮結(jié)構(gòu)使用年限的活荷載調(diào)整系數(shù) 1.00 柱，墻，基礎(chǔ)活荷載折減系數(shù) 計算截面以上的層數(shù) 折減系數(shù)1 1.002—3 0.854—5 0.706—8 0.659—20 0.60>20 0.55梁剛度放大系數(shù)是否按2010規(guī)范取值： 是0托墻梁剛度增大系數(shù)：BK_TQL=1.00梁端彎矩調(diào)幅系數(shù)：BT=0.85梁活荷載內(nèi)力增大系數(shù)：BM=1.00連梁剛度折減系數(shù)：BLZ=0.60梁扭矩折減系數(shù)：TB=0.40全樓地耗力放大系數(shù)：RSF=1.000.2Vo調(diào)整分段數(shù)：VSEG=1第1段起始和終止層號：KQ1=1,KQ2=280.2Vo調(diào)整上限：KQ_L=2.00框支柱調(diào)整上限：KZZ_L=5.00頂塔樓內(nèi)力放大起算層號：NTL=0頂塔樓內(nèi)力放大：RTL=1.00框支剪力墻結(jié)構(gòu)底部加強(qiáng)區(qū)剪力墻抗宸等級自動提高一級:是實配鋼筋超配系數(shù) CPCOEF91=1.15是否按抗震規(guī)范5.2.5調(diào)整樓層地震力IAUTO525=弱軸方向的動位移比例因子強(qiáng)軸方向的動位移比例因子是否調(diào)整與框支柱相連的梁內(nèi)力薄弱層判斷方式：強(qiáng)制指定的薄弱層個數(shù)薄弱層地震內(nèi)力放大系數(shù)強(qiáng)制指定的加強(qiáng)層個數(shù)XII=0.00XI2=0.001REGU_KZZB= 0按高規(guī)和抗規(guī)從嚴(yán)判研NWEAK= 0WEAKCOEF= 1.25NSTREN= 0配筋信息 梁箍筋強(qiáng)度（N/mm2）: JB= 270柱箍筋強(qiáng)度（N/mm2）: JC=270墻水平分布筋強(qiáng)度（N/mm2）: FYH= 270墻豎向分布筋強(qiáng)度（N/mm2）: FYW= 270邊緣構(gòu)件箍筋強(qiáng)度（N/mm2）: JWB= 210梁箍筋最大間距（mm）: SB=100.00柱箍筋最大間距（mm）: SC=100.00墻水平分布筋最大間距（mm）: SWH=150.00墻豎向分布筋配筋率（％）: RWV=0.25結(jié)構(gòu)底部單獨(dú)指定墻豎向分布筋配筋率的層數(shù):NSW= 0結(jié)構(gòu)底部NSW層的墻豎向分布配筋率： RWV1=0.60梁抗剪配筋采用交叉斜筋時箍筋與對角斜筋的配筋強(qiáng)度比： RGX=1.00設(shè)計信息結(jié)構(gòu)重要性系數(shù)：柱計算長度計算原則：梁端在梁柱重疊部分簡化：RWO=1.00有側(cè)移不作為剛域柱端在梁柱重段部分簡化：不作為剛域是否考慮P-Deh效應(yīng)：柱配筋計算原則：是按單偏壓計算按高規(guī)或高鋼規(guī)進(jìn)行構(gòu)件設(shè)計：是鋼構(gòu)件截面凈毛面積比：梁保護(hù)層厚度（mm）:RN=0.50BCB=25.00柱保護(hù)層厚度（mm）:ACA=25.00剪力墻構(gòu)造邊緣構(gòu)件的設(shè)計執(zhí)行高規(guī)7.2.1&4:是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純框架結(jié)構(gòu)的規(guī)定采用:否當(dāng)邊緣構(gòu)件軸壓比小于抗規(guī)645條規(guī)定的限值時一律設(shè)置構(gòu)造邊緣構(gòu)件：是是否按混凝土規(guī)范B.0.4考慮柱二階效應(yīng):否荷載組合信息恒載分項系數(shù)：CDEAD=1.20活載分項系數(shù)：CL1VE=1.40風(fēng)荷載分項系數(shù)：CWIND=1.40水平地震力分項系數(shù)：CEA_H=1.30展向地震力分項系數(shù)：CEA_V=().50溫度荷栽分項系數(shù)：CTEMP=1.40吊車荷載分項系數(shù)：CCRAN=1.40特殊風(fēng)荷載分項系數(shù)：CSPW=1.40活荷載的組合值系數(shù)：CD_L=0.70風(fēng)荷載的組合值系數(shù)：CD_W=0.60重力荷載代表值效應(yīng)的活荷組合值系數(shù):CEA_L=0.50重力荷載代表值效應(yīng)的吊車荷載組合值系數(shù):CEA_C：=0.50吊車荷載組合值系數(shù)：溫度作用的組合值系數(shù)：CD_C=0.70僅考慮恒載、活載參與組合：CD_TDL=0.60考慮風(fēng)荷載參與組合：CD_TW=0.00考慮地震作用參與組合：CD_TE=0.00險構(gòu)件溫度效應(yīng)折減系數(shù)：CC_T=0.30地下信息 土的水平抗力系數(shù)的比例系數(shù)(MN/m4):MI=3.00扣除地面以下幾層的回填土約束：MMSOIL=0回填土容重(kN/m3):Gsol=18.(X)回填土側(cè)壓力系數(shù)：Rsol=0.50外墻分布筋保護(hù)厚度(mm):wcw=35.00室外地平標(biāo)高(m):Hout=-0.35地下水位標(biāo)高(m):Hwat=-20.00室外地面附加荷載(kN/m2):Qgrd=0.001層人防設(shè)計等級：Mars=6級(核)人防地下室層數(shù)：Mair=1地下室頂板豎向等效荷載(kN/m2)QE1=見PM定義地下室外圍墻的人防水平人防等效(kN/m2)QE2=見PM定義的力墻底部加強(qiáng)區(qū)的層和塔信息 層號塔號TOC\o"1-5"\h\z111用戶指定薄弱層的層和塔信息..…層號 塔號用戶指定加強(qiáng)層的層和塔信息 層號 塔號約束邊緣構(gòu)件與過渡層的層和塔信息 層號 塔號 類別I I 約束邊緣構(gòu)件層1 約束邊緣構(gòu)件層1 約束邊緣構(gòu)件層1 約束邊緣構(gòu)件層1 約束邊緣構(gòu)件層*********************************************************? 各層的質(zhì)量、質(zhì)心坐標(biāo)信息 **********************************************************層號塔號旗心X質(zhì)心Y 質(zhì)心Z恒載質(zhì)量活載質(zhì)量附加質(zhì)量質(zhì)量比(m)(m)(t)⑴28116.90016.741119.200401.182.50.00.6727116.91816.5241()9.700643.482.00.00.5526116.92416.666104.9001206.1110.20.01.0325]16.87416.701100.7001123.0149.70.00.8524116.84916.70097.1001303.2185.70.00.8223116.91616.74593.5001609.8205.10.00.7522116.77616.51989.9002250.4163.30.01.0221116.32815346863002224.8152.40.01.1720116.91016.74782.4001896.0143.00.01.0019116.91016.74778.5001896.0143.00.01.0018116.91016.74774.6001896.0143.00.01.0017116.90016.74670.70019043142.80.01.0016116.90016.74666.8001904.3142.80.01.0015116.90016.74662.9001904.3142.80.01.0014116.89816.74559.0001910.7140.90.01.0013116.89816.74555.1001910.7140.90.01.0012116.89816.74551.2001911.1140.90.01.0011116.89816.74547.3001918.8140.90.01.0010116.90616.74343.4001917.414().90.01.009116.88916.74639.5001917.2141.00.00.978116.94716.74035.6(H)1974.1142.60.01.007]16.94816.73931.7001973.7142.60.01.006I 16.94616.74027.8001973.9142.60.01.0051 16.94216.74223.9001974.4142.60.00.9441 17.01116.80820.00()2103.3142.30.00.8831 16.98618.12015.5002384.6176.70.01.0721 17.08216.63711.0002212.2188.40.00.08]1 10.128-5.6885.60()25900.85075.50.01.0()活載產(chǎn)生的總質(zhì)量(t): 8986.983恒載產(chǎn)生的總質(zhì)量⑴： 74145.539附加總質(zhì)量(t): 0.000結(jié)構(gòu)的總質(zhì)量(I): 83132.523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)的總質(zhì)量包括恒載產(chǎn)生的質(zhì)量和活載產(chǎn)生的質(zhì)量和附加質(zhì)量活我產(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(11=1000kg)********************************************************** 各層構(gòu)件數(shù)量、構(gòu)件材料和層高 **********************************************************層號(標(biāo)準(zhǔn)層號)度塔號梁元數(shù)(混凝土/主筋)柱元數(shù)(混凝土/主筋)墻無數(shù)(混凝土/主筋)層高(m)累計高(m)1(2)]1897(35/360)219(50/360)185(35/360)5.6005.6002(3)1442(25/360)33(35/360)61(40/360)5.40011.0003(4)1336(30/360)31(30/360)59(35/360)4.50015.5004(5)1341(30/360)31(35/360)59(35/360)4.50020.0005(6)1348(25/360)31(25/360)59(35/360)3.90023.9006(19)1348(30/360)31(30/360)59(30/360)3.90027.8007(20)1348(30/360)31(25/360)59(20/360)3.90031.7008(21)1348(30/360)31(25/360)59(25/360)3.90035.6009(7)1348(25/360)31(25/360)59(25/360)3.90039.50010(22)1348(25/360)31(25/360)59(25/360)3.90043.40011(23)1342(30/360)31(30/360)59(25/360)3.90047.30012(8)1342(25/360)31(45/360)59(45/360)3.90051.20013(8)1342(25/360)31(45/360)59(45/360)3.90055.10014(8)1342(25/360)31(45/360)59(45/360)3.90059.00015(9)1343(25/360)31(45/360)59(45/360)3.9(X)62.9(X)16(9)1343(25/360)31(45/360)59(45/360)3.90066.80017(9)1343(25/360)31(45/360)59(45/360)3.90()70.70018(10)[342(25/360)31(45/360)59(45/360)3.90074.600

19(10)1 342(25/360)31(45/360)59(45/360)3.90078.50020(10)1 342(25/360)31(45/360)59(45/360)3.9(X)82.40021(H)1 387(30/360)31(35/360)61(35/360)3.90086.30022(12)1 340(30/360)35(35/360)46(35/360)3.60089.90023(13)1 196(30/360)31(30/360)36(30/360)3.60093.50024(14)1 126(30/360)35(30/360)35(30/360)3.60097.10025(15)1 141(30/360)27(30/360)35(30/360)3.600100.7()026(16)1 202(30/360)27(30/360)36(30/360)4.200104.90027(17)1 166(30/360)57(30/360)34(30/360)4.800109.70028(18)1 110(30/360)59(30/360)0(30/360)9.500119.200* 風(fēng)荷載信息 *層號塔號風(fēng)荷載X層號塔號風(fēng)荷載X剪力X 傾攝彎矩X 風(fēng)荷載Y剪力Y傾覆彎矩Y281 376.64376.63578.0377.37377.43585.0271 179.49556.16247.5179.84557.26259.6261 150.99707.19217.3151.14708.39234.7251 150.95858.112306.4148.98857.312321.1241 179.521037.616041.7197.211054.516117.4231 173.541211.120401.7192.431247.020606.5221 171.011382.125377.3187.641434.625771.1211 180.021562.131469.7198.061632.732138.5201 174.851737.038244.0192381825.039256.2191 169.631906.645679.9186.652011.747101.8181 164362071.053756.8180.862192.655652.8171 159.032230.062453.8175.002367.664886.2161 153.622383.671750.0169.062536.674779.0151 148.112531.881623.9163.012699.685307.5141 142.502674.292053.4156.832856.596447.7131 136.752811.0103016.3150.523007.0108174.8121 130.852941.8114489.5144.043151.0120463.8111 124.773066.6126449.3137353288.4133288.4101 118.473185.1138871.1130.433418.8146621.691 111.923297.0151729.4123.223542.0160435.581 105.053402.1164997.5115.673657.7174700.471 97.803499.9178646.9107.703765.4189385.461 90.073589.9192647.799.193864.6204457351 81.703671.62()6967.089.993954.6219880.14 184.793756.4223871.093.414048.0238096.03 ]80.693837.1241138.088.924136.9256712.02 191.213928.3262351.0139.934276.8279806.9110.003928.3284349.70.004276.8303757.2各樓層偶然偏心信息層號塔號X向偏心Y向偏心11 0.050.0521 0.050.0531 0.050.0541 0.050.0551 0.050.0561 0.050.0571 0.050.05g1 0.050.0591 0.050.05101 0.050.05111 0.050.05121 0.050.05131 0.050.05141 0.050.05151 0.050.05161 0.050.05171 0.050.05181 0.050.05191 0.050.05201 0.050.05211 0.050.05221 0.050.05231 0.050.05241 0.050.05251 0.050.05261 0.050.05271 0.050.05281 0.050.05層號塔號面積形心X形心Y等效寬B等效高H最大寬BMAX最小寬BMIN]]9223.346.78-9.8892.6799.60101.9290.1021488.2214.8916.7444.2634.0544.2634.05311377.7416.9016.7337.9735.3137.9735.31411373.5816.9516.7937.9135.2137.9235.20511377.4916.9016.7538.0135.2438.0135.24611377.4916.9016.7538.0135.2438.0135.24711377.4916.9016.7538.0135.2438.0135.24811377.4916.9016.7538.0135.2438.0135.24911377.4916.9016.7538.0135.2438.0135.241011377.4916.9016.7538.0135.2438.0135.241111377.4916.9016.7538.0135.2438.0135.241211377.4916.9016.7538.0135.2438.0135.241311377.4916.9016.7538.0135.2438.0135.241411377.4916.9016.7538.0135.2438.0135.241511377.4916.9016.7538.0135.2438.0135.2416]1377.4916.9016.7538.0135.2438.0135.241711377.4916.9016.7538.0135.2438.0135.2418]1377.4916.9016.7538.0135.2438.0135.241911377.4916.9016.7538.0135.2438.0135.2420]1377.4916.9016.7538.0135.2438.0135.242111377.4916.9016.7538.0135.2438.0135.242211330.4916.9016.7537.1634.6337.1634.632311147.7516.9016.7534.4832.2534.4832.252411036.8616.9016.7531.9831.8831.9831.88251856.0416.9016.7528.6929.3329.3328.69261600.9516.9016.7324.3024.2524.3024.25271550.2216.9016.7323.1123.0623.1123.06281550.2216.9016.7323.1123.0623.1123.06各樓層的單位面積質(zhì)量分布（單位:kg/m**2）層號塔號單位面積質(zhì)量g（i]質(zhì)量比max(gli)/g[i-l|.g[ij/g[i+l|)]]3358.472.0821)613.010.873]1859.051.15411634.831.06511536.871.006 11536.471.007 11536.321.008 11536.611.039 11494.181.0010 11494.271.00II 11495.221.0012 11489.621.0013 11489.401.0014 11489.401.0015 11486.081.0016 11486.081.0017 11486.081.0018 11480.271.0019 11480.271.0020 11480.241.0021 11725.731.1722 11814.101.1523 11581.251.)024 11435.890.9725 11486.781.0426 12190.291.6627 11318.461.5028 1878.991.00計算信息計算日期 :2014.9.15開始時間 :14:33:23可用內(nèi)存 :1953.00MB第一步：數(shù)據(jù)預(yù)處理第二步：計算每層剛度中心、自由度、質(zhì)量等信息第三步：地震作用分析第四步：風(fēng)及豎向荷載分析第五步：計算桿件內(nèi)力結(jié)束日期時間總用時結(jié)束日期時間總用時2014.9.1514:47:410:14:18各層剛心、偏心率、相鄰層側(cè)移剛度比等計算信息HoorNo：層號TowerNo：塔號Xstif,Ystif:剛心的X,Y坐標(biāo)值A(chǔ)lf：層剛性主軸的方向Xmass.Ymass:質(zhì)心的X,Y坐標(biāo)值Gmass:總質(zhì)量Eex,Eey:X,Y方向的偏心率Ralx,Raty:X,Y方向本層塔側(cè)移剛度與下一層相應(yīng)塔側(cè)移剛度的比值（剪切剛度）Ratxl.Ralyl:>C，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%的比值中之較小者Ratx2,Raty2: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90%、110%或者150%比值no%指當(dāng)本層層高大于相鄰上層層高1.5倍時，150%指嵌固層RJXLRJY1,RJZ1:結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度（剪切剛度）RJX3,RJY3,RJZ3:結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度（地震剪力與地震層間位移的比）FloorNo.1 TowerNo.1Xstif=-11.3283(m)Ystif=0.6985(m) Alf= -4.1577(Degree)Xmass= IO.I277(m) Ymass= -5.6877(m)Eex= 0.4444 Eey= 0.1086Ratx= 1.0000 Raty= 1.0000Ratxl= 24.8430 Ratyl= 22.0299Ra(x2= 20.0380 Ra(y2= 17.9413薄弱層地震剪力放大系數(shù)=1.00Gmass(活荷折減)=36051.8125(30976.3281)⑴RJX1=3.5576E+08(kN/m)RJY!=2.2995E+08(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=7.8677E+07(kN/m)RJY3=6.3OO3E+O7(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=1.4050E+07(kN/m)RJY3/H=LI251E+O7(kN/m)RJZ3/H=O.OOOOE+OO(kN/m)HoorNo.2TowerNo.1Xstif=15.4230(m)Ystif=16.5925(m)Alf= 0.2068(Degree)Xmass=17.0820(m)Ymass=16.637l(m)Gmass(活荷折減尸2588.8931(2400.5227)(0Eex=0.1543Eey=0.0036Ratx=0.1110Raty=0.1473Ratxl=1.6884Ratyl=1.5666Ratx2=1.6194Raty2=1.4841薄弱層地震剪力放大系數(shù)=1.00RJXI=3.95()6E+07(kN/m)RJYI=3.3869E+07(kN/m)RJZ1=O.(MXX)E-HXXkN/m)RJX3=4.5243E+06(kN/m)RJY3=4.0463E+06(kN/m)RJZ3=O.(KXX)E+OO(kN/m)RJX3/H=8.3783E+O5(kN/m)RJY3/H=7.4932E+O5(kN/m)RJZ3/H=O.(XXX)E+OO(kN/in)FloorNo.3TowerNo.Xstif=l6.0334(m)Ystif=l6.9330(m)Alf=0.000(XDegree)Xmass=16.9857(m) Ymass=18.1200(m)Eex= 0.0794 Eey= 0.0850Ratx= 1.1474 Raty= 1.1439Ra(xl= 1.5031 Ratyl= 1.5523Ra(x2= 1.3303 Ra(y2= 13273薄弱層地震剪力放大系數(shù)=LOOGmass(活荷折減尸2737.9641(2561.2896)(0RJX1=4.5330E+07(kN/m)RJY1=3.874lE+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.725IE+06(kN/m)RJY3=3.6352E+O6(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=8.278OE+O5(kN/m)RJY3/H=8.0781E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)FloorNo.4 TowerNo.1Xstif=16.1836(m)Ystif=16.7427(m)Alf= 0.0000(Degree)Xmass=17.0107(m)Ymass=16.8077(m)Gmass(活荷折減產(chǎn)2387.8208(2245.5686)⑴Eex= 0.0683Eey=0.0046Ratx= 1.0044Raty=1.0156Ratxl= 1.3025Ratyl=1.3758Ratx2= 1.2416Raty2=1.2972薄弱層地震剪力放大系數(shù)=1.00RJX1=4.5530E+07(kN/m)RJYI=3.9344E+07(kN/m)RJZ1=O.(XXX)E+(XXkN/m)RJX3=3.1112E+06(kN/m)RJY3=3.043IE+06(kN/m)RJZ3=0.(XXX)E+00(kN/m)RJX3/H=6.9138E+O5(kN/m)RJY3/H=6.7624E+05(kN/m)RJZ3/H=O.O(XX)E+(XXkN/m)FloorNo.5 TowerNo.1Xs(if=i6.3054(m)Ys(if=16.5357(m)Alf= 0.0075(Degree)Xmass= 16.942l(m) Ymass=16.74!9(m)Eex= 0.0521 Eey= 0.0138Ratx= 1.1042 Raty= 1.0093Ratxl= 1.4385 Ratyl= 1.4626Ratx2= 1.2018 Raty2= 1.2236薄弱層地震剪力放大系數(shù)=1.00Gmass(活荷折減)=2259.6265(2117.0217)⑴RJX1=5.0274E+07(kN/m)RJYI=3.971lE+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.2125E+06(kN/m)RJY3=3.0075E+06(kN/m)RJZ3=0.()00()E+00(kN/m)RJX3/H=8.2372E+O5(kN/m)RJY3/H=7.7116E+05(kN/m)RJZ3/H=O.O(X)OE+(XXkN/m)FloorNo.6TowerNo.1Xstif=16.2627(m)Ystif=16.9342(m)Alf= 0.0000(Degree)Xmass= 16.9458(m) Ymass=16.7400(m) Gmass(活荷折減)=2259.0635(2116.4702)(()

Eex=0.0561Eey=0.0130Ratx=1.0020Raty=0.9965Ratxl=1.4083Ratyl=1.4108Ratx2=1.1892Raty2=1.1872薄弱層地震剪力放大系數(shù)=1.00RJXI=5.0377E+07(kN/m)RJYI=3.9572E+O7(kN/m)RJZ1=0.(XXX)E+00(kN/m)RJX3=2.9700E+06(kN/m)RJY3=2.73IIE+06(kN/m)RJZ3=().(XXX)E+00(kN/m)RJX3/H=7.6155E+O5(kN/m)RJY3/H=7.(X)28E+O5(kN/m)RJZ3/H=O.(XM)OE+(X)(kN/m)FloorNo.7TowerNo.116.9592(m)Alf= 0.0000(Degree)Xs(if=16.0722(m)Ystif=Xmass=16.9482(m) Ymass=16.7387(m)Eex= 0.0714 Eey= 0.0148Ratx= 0.9517 Raty= 0.9657Ratxl= 1.3789 Ratyl= 1.3916Ratx2= 1.1726 Raly2= 1.1715薄弱層地震剪力放大系數(shù)=1.00Gmass(活荷折減)=2258.8765(2116.2720)(()RJXI=4.7942E+07(kN/m)RJYI=3.8213E+O7(kN/m)RJZ1=O.OOOOE-HXXkN/m)RJX3=2.7751E+06(kN/m)RJY3=2.5560E+06(kN/m)RJZ3=0.0000E+(XXkN/m)RJX3/H=7.1157E+05(kN/m)RJY3/H=6.5538E-H)5(kN/m)RJZ3/H=0.00()0E+00(kN/m)FloorNo.8 TowerNo.1Xstif=16.2204(m)Ystif=16.9525(m)Alf= 0.0000(Degree)Xmass= 16.947l(m)Ymass=l6.7402(m)Gmass(活荷折減產(chǎn)2259.2769(2116.6721)(1)Eex= 0.0592 Eey =Ratx= 1.0302 Raty=Ratx1= 1.3537 Ratyl =Ra(x2= 1.1670 Raty 2=薄弱層地震剪力放大系數(shù)=1.00RJXI=4.939lE+07(kN/m)RJYI=0.01421.02621.37861.18163.92l5E+O7(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.6297E+06(kN/m)RJY3=2.424IE+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=6.7428E+O5(kN/m)RJY3/H=6.2158E+O5(kN/m)RJZ3/H=O.OOOOE+(X)(kN/m)HoorNo.9TowerNo.1Xstif=16.1053(m)Ystif=16.9783(m)Alf= 0.0000(Degree)Xmass=16.8890(m)Ymass=16.7464(m)Gmass(活荷折減尸2199.1865(2058.2129)(0Eex=0.0647Eey=0.0155Ratx=0.9740Raty=0.9402Ratxl=1.3202Ratyl=1.3422Ratx2=1.1526Raty2=1.1597薄弱層地震剪力放大系數(shù)=1.00RJXI=4.8107E+07(kN/m)RJYI=3.6872E+O7(kN/m)RJZ1=O.(XXX)E+(XXkN/m)

RJX3=2.5036E+06(kN/m)RJY3=2.2794E+O6(kN/m)RJZ3=O.(KXX)E+OO(kN/m)RJX3/H=6.4196E+05(kN/m)RJY3/H=5.8447E+O5(kN/m)RJZ3/H=O.OOOOE+OO(kN/m)RJX1=5.4808E+07(kN/m)RJX3=2.3306E+06(kN/m)RJY1=3.9470E+07(kN/m)RJX1=5.4808E+07(kN/m)RJX3=2.3306E+06(kN/m)RJY1=3.9470E+07(kN/m)RJY3=2.0540E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJZ3=0.(XXX)E+00(kN/m)HoorNo.10TowerNo.Xstif=I6.2638(m)Ystif=17.054l(m)Alf=0.000(XDegree)Xmass=l6.9057(m) Ymass=I6.7426(m)Eex= 0.0537 Eey= 0.0209Ratx= 0.9601 Raty= 0.9678Ra(xl= 1.2985 Ra(yl= 1.3286Ra(x2= 1.1327 Ra(y2= 1.1388薄弱層地震剪力放大系數(shù)=LOOGmass(活荷折減尸2199.2883(2058.3433)(。RJX1=4.6190E+07(kN/m)RJYI=3.5683E+O7(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.4l35E+06(kN/m)RJY3=2.l839E+O6(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=6.1884E+O5(kN/m)RJY3/H=5.5998E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)FloorNo.11 lowerNo.1Xstif=16.0717(m) Ystif=16.7994(m) Alf= 0.0000(Degree)Xmass=16.8975(m) Ymass=16.7447(m) Gmass(活荷折減)=2200.5591(2059.6562)(t)Eex= 0.0680 Eey= 0.0036Ratx= 1.0652 Raty= 1.0672Ratxl= 13028 Ratyl= 1.3438Ratx2= 1.1287 Raty2= 1.1526薄弱層地震剪力放大系數(shù)=1.00RJX1=4.920IE+07(kN/m)RJY1=3.8O83E+O7(kN/m)RJZ1=O.(XXX)E+(X)(kN/m)RJX3=2.3675E+06(kN/m)RJY3=2.1308E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=6.0705E+05(kN/m)RJY3/H=5.4637E+O5(kN/m)RJZ3/H=().(XXX)E+(XXkN/m)FloorNo.12TowerNo.1Xs(if=I6.2377(m)Ystif=l6.8077(m)Alf= 0.0100(Degree)Xmass=16.8978(m)Ymass=16.7448(m)Gmass(活荷折減)=2192.8357(2051.9438)⑴Eex=0.0553Eey=0.0041Ratx=1.1140Raty=1.0364Ralx1=1.3183Ratyl=13442Ra(x2=1.1398Raty2=1.1532薄弱層地建剪力放大系數(shù)=1.00RJX3/H=5.9758E+O5(kN/m)RJY3/H=5.2668E+O5(kN/m)RJZ3/H=0.0(XX)E+00(kN/m)FloorNo.13TowerNo.1Xstif=16.1787(m)Ystif=16.8065(m)Alf= 0.0000(Degree)Xmass= 16.8977(m) Ymass=I6.7447(m) Gmass(活荷折減)=2192.5320(2051.6404)(0

Eex=0.0601Eey=0.0041Ratx=0.9981Raty=1.0000Ratxl=13245Ratyl=1.3445Ratx2=1.1411Raty2=1.1495薄弱層地震剪力放大系數(shù)=1.00RJXI=5.4705E+07(kN/m)RJYI=3.947OE+O7(kN/m)RJZ1=0.(XXX)E+0()(kN/m)RJX3=2.2720E+06(kN/m)RJY3=1.9791E+06(kN/m)RJZ3=0.(XXX)E+00(kN/ni)RJX3/H=5.8256E+()5(kN/m)RJY3/H=5.0747E+05(kN/m)RJZ3/H=O.(XM)OE+(X)(kN/m)FloorNo.14TowerNo.1Xs(if=16.2418(m)Ystif=16.7586(m)Alf=0.0000(Degree)Xmass=16.8977(m) Ymass=16.7447(m)Eex= 0.0547 Eey= 0.0009Ratx= 1.0000 Raty= 1.0000Ratxl= 1.3334 Ra(yl= 1.3517Ratx2= 1.1459 Raly2= 1.1565薄弱層地震剪力放大系數(shù)=1.00Gmass(活荷折減)=2192.5320(2051.6404)(0RJXI=5.4705E+07(kN/m)RJYI=3.947OE+O7(kN/m)RJZ1=O.OOOOE-HXXkN/m)RJX3=2.2123E+06(kN/m)RJY3=1.9131E+06(kN/m)RJZ3=0.0000E+()0(kN/m)RJX3/H=5.6727E+O5(kN/m)RJY3/H=4.9054E+05(kN/m)RJZ3/H=().O()OOE+OO(kN/m)FloorNo.15 TowerNo.1Xstif=16.2212(m)Ystif=16.7764(m)Alf= 0.0000(Degree)Xmass= 16.8995(m) Ymass=16.7460(m)Eex= 0.0569 Eey= 0.0020Ratx= 0.9952 Raty= 0.9933Ratxl= 1.3411 Ratyl= 1.3531Ra(x2= 1.1486 Ra(y2= 1.1544薄弱層地震剪力放大系數(shù)=1.00Gmass(活荷折減產(chǎn)2189.8613(2047.0674)(t)RJXI=5.444!E+07(kN/m)RJYI=3.92O6E+O7(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.1452E+06(kN/m)RJY3=l.8379E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=5.5OO6E+O5(kN/m)RJY3/H=4.7126E+O5(kN/m)RJZ3/H=O.OOOOE+(X)(kN/m)HoorNo.16TowerNo.1Xstif=16.228l(m)Ystif=16.8104(m)Alf= 0.0000(Degree)Xmass=16.8995(m)Ymass=16.7460(m)Gmass(活荷折減尸2189.8621(2047.0680)(0Eex=0.0567Eey=0.0043Ratx=1.0000Raty=1.0000Ratxl=1.3495Ratyl=1.3585Ratx2=1.1519Raty2=1.1559薄弱層地震剪力放大系數(shù)=LOORJXI=5.4441E+07(kN/m)RJYI=3.9206E+07(kN/m)RJZ1=0.0000E+00(kN/m)

RJX3=2.0751E+06(kN/m)RJY3=1.7690E+06(kN/m)RJZ3=0.(KXX)E+00(kN/m)RJX3/H=5.32O9E+O5(kN/m)RJY3/H=4.536OE+O5(kN/m)RJZ3/H=0.0000E+00(kN/m)FloorNo.17 TowerNo.1Xstif=I6.l684(m)Ystif=l6.8067(m)Alf=0.000(XDegree)Xmass=I6.8995(m)Ymass=16.7460(m)Gmass(活荷折減尸2189.8613(2047.0674)(t)Eex= 0.0616Eey=0.0040Ratx= 1.0000Raty=1.0000Ra(xl= 1.3593Ratyl=1.3643Ra(x2= 1.1572 Ra(y2=薄弱層地震剪力放大系數(shù)=LOO1.1633RJX1=5.444IE+07(kN/m)RJYI=3.92O6E+O7(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.00l6E+06(kN/m)RJY3=l.7004E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=5.1323E+O5(kN/m)RJY3/H=4.3601E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)FloorNo.18 TowerNo.1Xstif=16.2250(m)Ystif=16.7587(m)Alf= 0.0000(Degree)Xmass=16.9098(m)Ymass=16.7465(m)Gmass(活荷折減產(chǎn)2182.0869(2039.0636)(t)Eex= 0.0575Eey=0.0008Ratx= 0.9942Raty=0.9920RatxI= 1.3701Ratyl=1.3629Ratx2= 1.1585Raty2=1.1578薄弱層地震剪力放大系數(shù)=1.00RJX1=5.4128E+07(kN/m)RJYI=3.8893E+O7(kN/m)RJZ1=O.(XXX)E+(XXkN/m)RJX3=!.92l8E+()6(kN/m)RJY3=1.6242E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=4.9277E+O5(kN/m)RJY3/H=4.1646E+05(kN/m)RJZ3/H=0.0(XX)E-KXXkN/m)FloorNo.19TowerNo.Xs(if=16.2l39(m)Ys(if=16.7765(m)Alf= 0.0000(Degree)Xmass=16.9098(m) Ymass=16.7465(m)Eex= 0.0583 Eey= 0.0020Ratx= 1.0000 Raty= 1.0000Ratxl= 1.3745 Ratyl= 1.3711Ratx2= 1.1657 Raty2= 1.1616薄弱層地震剪力放大系數(shù)=1.00Gmass(活荷折減)=2182.0869(2039.0636)(1)RJX1=5.4128E+07(kN/m)RJYI=3.8893E+O7(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.8432E+06(kN/m)RJY3=1.5587E+06(kN/m)RJZ3=0.()00()E+00(kN/m)RJX3/H=4.7261E+05(kN/m)RJY3/H=3.9967E+O5(kN/m)RJZ3/H=0.0000E+00(kN/m)FloorNo.20TowerNo.1Xstif=16.0964(m)Ystif=16.7808(m)Aif= 0.0000(Degree)Xmass=l6.9100(m)Ymass=I6.7465(m) Gmass(活荷折減)=2182.0317(2039.0168)⑴

Eex=0.0681Eey=0.0023Ratx=l.(XXX)Raty=1.0000Ratxl=1.4409Ratyl=1.4276Ratx2=1.1759Raty2=1.1672薄弱層地震剪力放大系數(shù)=1.00RJXI=5.4128E+07(kN/m)RJY1=3.8893E+O7(kN/m)RJZ1=O.(MXX)E+(XXkN/m)RJX3=1.7568E+06(kN/m)RJY3=1.49()9E+()6(kN/m)RJZ3=O.(XXM)E+OO(kN/ni)RJX3/H=4.5047E+()5(kN/m)RJY3/H=3.8229E+O5(kN/m)RJZ3/H=O.(XM)OE+(X)(kN/m)FloorNo.21 TowerNo.1Xstif=16381l(m)Ystif=16.83OO(m)Alf= 0.0000(Degree)Xmass=16.3278(m)Ymass=I5.3464(m)Gmass(活荷折減)=2529.5645(2377.1755)(0Eex= 0.0045Eey=0.0964Ratx= 0.9403Raty=0.9403Ratxl= 1.4712Ra(yl=1.4989Ratx2= 1.2396Raty2=1.2629薄弱層地震剪力放大系數(shù)=1.00RJXI=5.0896E+07(kN/m)RJY1=3.6571E+07(kN/m)RJZ1=0.0(XX)E+00(kN/m)RJX3=1.66(X)E+06(kN/m)RJY3=1.4193E+06(kN/m)RJZ3=0.0000E+(XXkN/m)RJX3/H=4.2564E+O5(kN/m)RJY3/H=3.6392E+O5(kN/m)RJZ3/H=().(X)(X)E+OO(kN/m)FloorNo.22 TowerNo.1Xstif=16.5510(m)Ystif=17.1499(m)Alf= OIXXXXDegree)Xmass=I6.7759(m)Ymass=l6.519(Xni)Gmas§(活荷折減產(chǎn)2576.9204(2413.6384)⑴Eex= 0.0216 Eey=Ratx= 0.7414 Raty=Ratxl= 1.7707 Ratyl=Ra(x2= 1.3772 Raty2=薄弱層地震剪力放大系數(shù)=1.00RJX1=3.7736E+07(kN/m)RJY1=0.04730.73961.68881.31352.7O47E+O7(kN/m)RJZ1=0.0000E+0(XkN/m)RJX3=1.6119E+06(kN/m)RJY3=1.3527E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=4.4774E+O5(kN/m)RJY3/H=3.7576E+O5(kN/m)RJZ3/H=O.OOOOE-KXXkN/m)HoorNo.23 TowerNo.1Xstif=17.0073(m) Ystif=17.1856(m) Alf= 0.0000(Degree)Xmass=16.9164(m) Ymass=16.7450(m) Gmass(活荷折減尸2019.9343(1814.8832)⑴Eex=0.0095 Eey= 0.0411Ratx=0.6386 Raty= 0.9385Ratxl=1.6863 Ratyl= 1.6816Ratx2=1.3116 Raty2= 1.3079薄弱層地震剪力放大系數(shù)=LOORJXI=2.4097E+07(kN/m)RJY1=2.5383E+O7(kN/m)RJZ1=O.OO(X)E+OO(kN/m)

RJX3=l.3004E+06(kN/m)RJY3=1.1443E+06(kN/m)RJZ3=O.(KXX)E+OO(kN/m)RJX3/H=3.6123E+O5(kN/m)RJY3/H=3.1785E+O5(kN/m)RJZ3/H=O.(XXX)E+OO(kN/in)HoorNo.24TowerNo.Xstif=I6.9484(m)Ystif=I7.2l79(m)Alf=0.000(XDegree)Xmass= 16.8490(m) Ymass=l6.7003(m)Eex= 0.0116 Eey= 0.0546Ratx= 0.9600 Raty= 0.9647Ratxl= 1.6119 Ratyl= 1.7528Ra(x2= 1.2537 Raty2= 1.3633薄弱層地震剪力放大系數(shù)=LOOGmass(活荷折減尸1674.4784(1488.8191)(0RJX1=2.3132E+07(kN/m)RJY1=2.4489E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=l,1016E+06(kN/m)RJY3=9.7211E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=3.0601E+05(kN/m)RJY3/H=2.7OO3E+O5(kN/m)RJZ3/H=0.0000E+00(kN/m)FloorNo.25 TowerNo.1Xstif=17.0874(m)Xmass=16.8737(m)Ystif=17.2319(m)Ymass=16.7006(in)Alf= 0.0000(Degree)Gmass(活荷折減)=1422.4834(1272.7410)(t)Eex= 0.0268Ratx= 0.9665Ratxl= 2.2960Ratx2= 1.5307薄弱層地震剪力放大系數(shù)=RJX1=2.2356E+07(kN/m)RJX3=9.7637E+05(kN/m)Eey=Raty=Raty1=Raty2=1.00RJYI=RJY3=: 0.06210.96832.42621.61752.3713E+O7(kN/m)7.9227E+O5(kN/m)RJZ1=O.(XXX)E+(X)(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=2.7121E+05(kN/m)RJY3/H=2.2(X)7E+O5(kN/m)RJZ3/H=().(XXX)E+(XXkN/m)FloorN-o.26TowerNo.1Xs(if=l7.2700(m)Ys(if=17.1497(m)Alf= 0.0000(Degree)Xmass= 16.9243(m) Ymass= 16.6656(m)Eex= 0.0478 Eey= 0.0607Ratx= 0.8225 Raty= 0.8276Ratxl= 4.5426 Ratyl= 3.4469Ratx2= 3.0915 Raly2= 23458薄弱層地震剪力放大系數(shù)=1.00Gmass(活荷折減)=1426.4132(1316.2562)(t)RJX1=1.8387E+07(kN/m)RJYI=1.9625E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=6.0749E+05(kN/m)RJY3=4.6649E+05(kN/m)RJZ3=0.()00()E+00(kN/m)RJX3/H=1.4464E+05(kN/m)RJY3/H=1.1107E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)FloorNo.27TowerNo.1Xstif^17.1303(m)Ystif= 17.7374(m) Aif= 0.0000(Degree)Xmass=I6.9l8l(m)Ymass=16.5236(m) Gmass(活荷折減)= 807.4804( 725.4419)(0

Eex=0.0296Eey=0.1638Ratx=0.8945Raty=0.7910Ratxl=15.5901Ratyl=15.2308Ratx2=6.1266Raty2=5.9854薄弱層地震剪力放大系數(shù)=1.00RJXI=1.6448E+07(kN/m)RJYI=l.5523E+O7(kN/m)RJZ1=O.(XXX)E+O()(kN/m)RJX3=l.9104E+05(kN/m)RJY3=1.9334E-K)5(kN/m)RJZ3=O.(XXM)E+OO(kN/ni)RJX3/H=3.9801E+O4(kN/m)RJY3/H=4.0279E+04(kN/m)RJZ3/H=0.(XM)0E+(X)(kN/m)FloorNo.28TowerNo.1Xstif=16.9000(m)Ystif=16.7458(m)Alf= 45.0000(Degree)Xmass= 16.9000(m) Ymass=16.7413(m)Eex= 0.0000 Eey= 0.0004Ratx= 0.0666 Raty= 0.0706Ratxl= 1.0000 Ra(yl= 1.0000Ratx2= 1.0000 Raly2= 1.0000薄弱層地震剪力放大系數(shù)=1.00Gmass(活荷折減)= 566.1717(483.6387)⑴RJXI=1.0955E+06(kN/m)RJYI=1.0955E+06(kN/m)RJZ1=O.OOOOE-HXXkN/m)RJX3=1.7506E+04(kN/m)RJY3=1.8134E+O4(kN/m)RJZ3=0.0000E+(XXkN/m)RJX3/H=1.8427E+O3(kN/m)RJY3/H=1.9O89E+O3(kN/m)RJZ3/H=().0()00E+00(kN/m)X方向最小剛度比：1.0000(第28層第1塔)Y方向最小剛度比：1.0000(第28層第1塔)結(jié)構(gòu)整體抗傾攝驗算結(jié)果抗傾范力矩Mr抗傾范力矩Mr傾覆力矩Mov比值Mr/Mov 等應(yīng)力區(qū)(%)X風(fēng)荷載41985168.0319504.1131.410.00Y風(fēng)荷載45323780.0347848.9130.300.00X地震40244916.0341477.5117.860.00Y地震43445144.0341805.2127.100.00結(jié)構(gòu)舒適性驗算結(jié)果(僅當(dāng)滿足規(guī)范適用條件時結(jié)果有效)按高鋼規(guī)計算X向順風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.039按高鋼規(guī)計算X向橫風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.013按荷載規(guī)范計算X向順風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.043按荷載規(guī)范計算X向橫風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.002按高鋼規(guī)計算Y向順風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.040按高鋼規(guī)計算Y向橫風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.013按荷載規(guī)范計算Y向順風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.048按荷載規(guī)范計算Y向橫風(fēng)向頂點(diǎn)最大加速度(m/s2)=O.(X)3結(jié)構(gòu)整體穩(wěn)定驗算結(jié)果TOC\o"1-5"\h\zX向剛重比EJd/GH**2= 2.14丫向剛重比EJd/GH**2= 1.88該結(jié)構(gòu)剛重比EJd/GH**2大于1.4.能夠通過高規(guī)(5.4.4)的整體穩(wěn)定驗算該結(jié)構(gòu)剛重比EJd/GH**2小于2.7,應(yīng)該考慮重力二階效應(yīng)* 樓層抗剪承載力、及承載力比值 ?**********************************************************************Ratio_Bu:表示本層與上一層的承載力之比層號塔號X向承載力Y向承載力Ratio_Bu:X,Y2810.9752E+030.9416E+031.001.002710.7621E+O4O.7195E+O47.827.642610.I055E+O50.I084E+O51.381.512510.I640E+O5O.1677E+O51.561.55241O.I8O6E+O5O.2174E+O51.101302310.2332E+05O.2777E+O51.291.28221O.3I74E+O5O.2484E+O51.360.89211O.3957E+O5O.3O36E+O51.251.222010.4490E+05O.3233E+O51.131.06191O.4728E+O5O.3388E+O51.051.051810.4946E+05O.3545E+O51.051.05171O.5279E+O5O.3855E+O51.071.091610.5481E+05O.3982E+O51.041.031510.5671E+05O.4125E+O51.031.0414]O.5918E+O50.4453E+051.041.081310.6101E+05O.4563E+O51.031.0212]0.6254E+050.4674E+051.031.0211I0.5654E+050.4732E+050.901.01101 O.5767E+O50.4848E+051.021.0291 0.5976E+050.4965E+051.041.0281 O.6257E+O5O.546OE+O51.051.1071 0.6569E+05O.5798E+O51.051.0661 0.68I9E+05O.5925E+O51.041.0251 0.6850E+050.6086E+051.001.0341 0.6777E+050.5966E+050.990.9831 0.7299E+05O.6332E-H)51.081.0621 O.655OE+O5O.5554E+O50.900.8811 O.2377E+O6O.1885E+O63.633.39X方向最小樓層抗剪承載力之比：0.90層號：2塔號：IY方向最小樓層抗剪承載力之比：0.88層號：2塔號：1Ratio-Dx,Ratio-Dy:最大層間位移與平均層間位移的比值Max-Dx/h,Max-Dy/h:X,Y方向的最大層間位移角DxR/Dx,DyR/Dy :X,Y方向的有害位移角占總位移角的百分比例Rat!o_AX,Ratio_AY:木層位移角與上層位移角的1.3倍及上二層平均位移角的1.2倍的比值的大者X-Disp,Y-Disp,Z-Disp:節(jié)點(diǎn)X,Y,Z方向的位移===工況1===X方向地震作用下的樓層最大位移位移比〃/〃/〃/〃〃/〃〃//〃〃〃〃/〃/〃〃〃/〃〃/〃〃/〃〃/〃〃〃/〃〃〃〃〃〃〃I公司名稱：I SATWE位移輸出文件I 文件名稱:WDISP.OUT|工程名稱： 設(shè)計人：|工程代號： 校核人： 日期:2014/9/15|〃〃/〃〃/〃/〃//〃〃/〃"〃〃〃/〃/〃〃〃〃〃〃〃〃〃〃〃/〃〃〃〃〃〃/〃/所有位移的單位為亳米Floor:層號Tower:塔號Jmax:最大位移對應(yīng)的節(jié)點(diǎn)號JmaxD:最大層間位移對應(yīng)的節(jié)點(diǎn)號Max-(Z):節(jié)點(diǎn)的最大豎向位移h:層高M(jìn)ax-(X),Max-(Y):X,Y方向的節(jié)點(diǎn)最大位移Ave-(X),Ave-(Y) :X,Y方向的層平均位移Max-Dx,Max-Dy:X.Y方向的最大層間位移Ave-Dx,Ave-Dy:X,Y方向的平均層間位移Rat!o-(X),Ratio-(Y):最大位移與層平均位移的比值FloorlowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ave-DxhMax-Dx/hDxR/DxRatio_AX28 11653839.1236.939500.1656913.2711.601/716.76.4%1.0027 11635432.8030.874800.163542.421.451/1985.26.7%0.1926 11600731.3629.494200.160411.030.921/4097.9.3%0.5625 11570530.7328.553600.157230.930.861/3872.17.8%0.8424 11542730.0727.463600.154371.21LOO1/2965.4.1%0.9323 11511129.3526.813600.151251361.061/2653.4.0%0.9922 11469928.4225.943600.146991.081.021/3328.2.1%0.8621 11419027.4524.993900.141901.201.121/326L3.5%0.8420 113661263223.943900.136611.251.161/3125.3.2%0.8619 11314225.1522.843900.131421.291.201/3018.3.1%0.8918 11262023.9321.713900.126201.341.241/2918.2.7%0.8917 11210622.6620.533900.121061.381.271/2835.2.6%0.8816 11158121.3519.323900.115811.411301/2759.2.2%0.8815 11106520.0018.073900.110651.451331/2694.L7%(18714 11054318.6116.