a5-a8結(jié)構(gòu)1上部計(jì)算書a7總信息

1、mainjss.out總信息文件工程名稱：67工程代號(hào)：設(shè)計(jì)人：校核人：名稱：盈建科建筑結(jié)構(gòu)設(shè)計(jì)版本：計(jì)算日期：2015/06/10*設(shè)計(jì)參數(shù)輸出*結(jié)構(gòu)總體信息 .結(jié)構(gòu)體系:結(jié)構(gòu)材料信息:結(jié)構(gòu)所在地區(qū):室層數(shù):嵌固端所在層號(hào)(層頂嵌固):與基礎(chǔ)相連構(gòu)件最大底標(biāo)高(m):裙房層數(shù):轉(zhuǎn)換層所在層號(hào):加強(qiáng)層所在層號(hào):底框?qū)訑?shù):豎向荷載計(jì)算信息:風(fēng)荷載計(jì)算信息:力計(jì)算信息: 是否計(jì)算吊車荷載:是否計(jì)算人防荷載:是否生成繪等值線用數(shù)據(jù):是否計(jì)算溫度荷載:框架結(jié)構(gòu) 鋼筋混凝土110.0000000施工模擬三 一般計(jì)算方式計(jì)算水平作用否否否否否否 1豎向荷載砼墻軸向剛度考慮是否生成傳給基礎(chǔ)的剛度:施工模擬加

2、載層步長:收響:計(jì)算控制信息 .水平力與整體坐標(biāo)夾角:梁剛度放大系數(shù)按2010混凝土規(guī)范取值:中梁剛度放大系數(shù)上限:連梁剛度折減系數(shù)():連梁剛度折減系數(shù)(風(fēng)):連梁按墻元計(jì)算控制跨高比:連梁材料強(qiáng)度默認(rèn)同墻:墻元細(xì)分最大控制長度(m):板元細(xì)分最大控制長度(m):短墻肢自動(dòng)加密:彈性板荷載計(jì)算方式:膜單元類型:是否考慮 P-Delt 效應(yīng):考慮剛域:考慮柱端剛域:是否輸出節(jié)點(diǎn)位移:墻梁跨點(diǎn)作為剛性樓板從節(jié)點(diǎn):結(jié)構(gòu)計(jì)算時(shí)考慮樓梯剛度:梁與彈性板變形協(xié)調(diào):彈性板與梁協(xié)調(diào)時(shí)考慮梁向下相對(duì)偏移:梁墻自重扣除與柱部分:樓板自重扣除與梁墻部分:剛性樓板假定 :室樓板強(qiáng)制采用剛性樓板假定:是否自動(dòng)劃分多塔

3、:0.00是 2.000.601.004.00是 1.001.00是平面導(dǎo)荷經(jīng)典膜元(QA4)否是是否是否是否是是不采用強(qiáng)制剛性樓板假定是是否 3否否自動(dòng)劃分多塔時(shí)不考慮室:可確定最多塔數(shù)的參考層號(hào):計(jì)算現(xiàn)澆空心板:增加計(jì)算連梁剛度不折減模型下的位移:使用指定風(fēng)荷載數(shù)據(jù):風(fēng)荷載信息 .第 1 頁否mainjss.out執(zhí)行規(guī)范:地面粗糙程度 :修正后的基本風(fēng)壓 (kN/m2):結(jié)構(gòu)X向基本周期（秒）:結(jié)構(gòu)Y向基本周期（秒）:風(fēng)荷載計(jì)算用阻尼比 :承載力設(shè)計(jì)時(shí)的風(fēng)荷載效應(yīng)放大系數(shù):考慮順風(fēng)向:多方向風(fēng)角度:舒適度驗(yàn)算用基本風(fēng)壓 (kN/m2):舒適度驗(yàn)算用阻尼比 :水平風(fēng)荷載體型分段數(shù):GB50

4、009-2012 B0.550.970.920.0501.0是0.400.0201分段號(hào) 最號(hào)擋風(fēng)系數(shù)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)-0.70161.00自動(dòng)計(jì)算結(jié)構(gòu)寬深:考慮橫向:考慮扭轉(zhuǎn):是否否信息 .設(shè)計(jì)分組:烈度:場地類別:特征周期:阻尼比確定方法:結(jié)構(gòu)的阻尼比: 周期折減系數(shù): 特征值分析類型:振型數(shù)確定方式:一7 (0.1g) 0.90全樓 0.0500.70WYD-RITZ程序自動(dòng)計(jì)算自動(dòng)計(jì)算振型數(shù)時(shí)，振型參與質(zhì)量系數(shù)需達(dá)到總質(zhì)量的百分比:90%自動(dòng)計(jì)算振型數(shù)時(shí)，是否指定最多振型數(shù)量:自動(dòng)計(jì)算振型數(shù)時(shí)，最多振型數(shù)量:按主振型確定內(nèi)力符號(hào):框架的抗震等級(jí):鋼框架

5、的抗震等級(jí):剪力墻的抗震等級(jí):抗震構(gòu)造措施的抗震等級(jí):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):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):是否考慮偶然偏心:X向偶然偏心值: Y向偶然偏心值:偶然偏算方法:是否考慮雙向扭轉(zhuǎn)效應(yīng):自動(dòng)計(jì)算最不利方向的作用: 斜交抗側(cè)力構(gòu)件方向的附加數(shù):活荷重力荷載代表值組合系數(shù):使用自定義影響系數(shù)曲線:多遇影響系數(shù)最大值:影響系數(shù)最大值:作用放大方法:全樓力放大系數(shù):減震隔震附加阻尼比算法:最大附加阻尼比:是 24否 333不改變是否 是 0.050.05等效扭矩法(傳統(tǒng)法)是是 00.50否 0.0800.450全樓 1.00強(qiáng)制解耦 0.2

6、5否計(jì)算時(shí)不考慮室以下的結(jié)構(gòu)質(zhì)量:性能設(shè)計(jì)信息 .是否能設(shè)計(jì):否設(shè)計(jì)信息 .是否按抗震規(guī)范5.2.5調(diào)整樓層力:是否扭轉(zhuǎn)效應(yīng)明顯:第一平動(dòng)周期方向動(dòng)位移比例（01）:第二平動(dòng)周期方向動(dòng)位移比例（01）:彎矩調(diào)幅系數(shù):梁扭矩折減系數(shù):是 否 0.000.000.850.401.15高規(guī)和抗規(guī)從嚴(yán)否否 否 是 1.250是 0九度結(jié)構(gòu)及一級(jí)框架超配筋系數(shù):按層剛度比判斷薄弱層方法:底部嵌固樓層剛度比執(zhí)行高規(guī)3.5.2-2: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:自動(dòng)根據(jù)層間受剪承載力比值調(diào)整配筋:是否轉(zhuǎn)換層指定為薄弱層:薄弱層 內(nèi)力放大系數(shù):強(qiáng)制指定的薄弱層層號(hào):與柱相連的框架 M、V不調(diào)整

7、: 0.2V0 調(diào)整分段數(shù):分段號(hào)起始層號(hào)終止層號(hào)第 2 頁mainjss.out0.2V0 調(diào)整上限:框支柱調(diào)整上限:支撐按柱設(shè)計(jì)臨界角:按豎向構(gòu)件內(nèi)力統(tǒng)計(jì)層2.005.0020否剪力:活荷載信息 .柱、墻活荷載是否折減:否 61.00從屬面積超過 25m2 時(shí)，樓面活荷載折減0.9考慮活荷不利布置的最梁活荷載內(nèi)力放大系數(shù):樓面梁活荷載折減:號(hào):構(gòu)件設(shè)計(jì)信息 .柱配筋計(jì)算原則:連梁按對(duì)稱配筋設(shè)計(jì):抗震設(shè)計(jì)的框架配筋考慮受壓鋼筋:矩形混凝土梁按T形梁配筋:按簡化方法計(jì)算柱剪跨比（Hn/2h0）:墻柱配筋設(shè)計(jì)考慮:墻柱配筋設(shè)計(jì)考慮翼緣墻:與剪力外相連的梁按框架梁設(shè)計(jì):驗(yàn)算一級(jí)抗震墻施工縫:梁壓彎

8、設(shè)計(jì)控制軸壓比:配筋內(nèi)力取值位置(0-節(jié)點(diǎn)，1-支座邊):鋼構(gòu)件截面凈毛面積比: X向鋼柱計(jì)算長度是否按有側(cè)移計(jì)算: Y向鋼柱計(jì)算長度是否按有側(cè)移計(jì)算:按鋼規(guī)5.3.3-2自動(dòng)判斷強(qiáng)弱支撐:框架柱的軸壓比限值按框架結(jié)構(gòu)采用:梁保護(hù)層厚度 (mm):柱保護(hù)層厚度 (mm):型鋼混凝土構(gòu)件設(shè)計(jì)依據(jù):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:底部加強(qiáng)區(qū)全部設(shè)為約束邊緣構(gòu)件:面外生成暗柱邊緣構(gòu)件: 約束邊緣構(gòu)件陰影區(qū)長度取Lc:邊緣構(gòu)件合并距離 (mm):短肢邊緣構(gòu)件合并距離 (mm):邊緣構(gòu)件尺寸取整模數(shù) (mm):構(gòu)造邊緣構(gòu)件尺寸設(shè)計(jì)依據(jù):單偏壓否否 是 是 否 否 是 是 0.150.0

9、00.85是是否否 2020型鋼規(guī)程JGJ138-2001是否是否 30060050抗規(guī)GB50011-2010 第6.4.5條包絡(luò)設(shè)計(jì) .是否分塔與整體分別計(jì)算，并取大:自動(dòng)取框架和框架-抗震墻模型計(jì)算大值:是否與其它模型進(jìn)行包絡(luò)取大:是否否材料信息 .混凝土容重 (kN/m3):砌體容重 (kN/m3):鋼材容重 (kN/m3):輕骨料混凝土容重 (kN/m3):輕骨料混凝土密度等級(jí):間距 (mm):柱箍筋間距 (mm):墻水平分布筋最大間距 (mm):墻豎向分布筋最小配筋率 (%):結(jié)構(gòu)底部單獨(dú)指定墻豎向分布筋配筋率的層數(shù):結(jié)構(gòu)底部NSW層的墻豎向分布配筋率:25.5022.0078.0

10、018.5018001001001500.3000.60鋼筋強(qiáng)度 .HPB235鋼筋強(qiáng)度設(shè)計(jì)值（N/mm2）: HPB300鋼筋強(qiáng)度設(shè)計(jì)值（N/mm2）: HRB335鋼筋強(qiáng)度設(shè)計(jì)值（N/mm2）: HRB400鋼筋強(qiáng)度設(shè)計(jì)值（N/mm2）:210270300360室信息 .土的水平抗力系數(shù)的比例系數(shù)(MN/m4):扣除地面以下幾層回填土約束:回填土容重 (kN/m3):回填土側(cè)壓力系數(shù):室外地平標(biāo)高 (m):水位標(biāo)高 (m):室外地面附加荷載 (kN/m2):-1.00018.000.50-0.60-1.005.00荷載組合 .結(jié)構(gòu)重要性系數(shù):第 3 頁1.00mainjss.out恒載分項(xiàng)

11、系數(shù):活載分項(xiàng)系數(shù):活荷載組合值系數(shù):活荷載頻遇值系數(shù):活荷載準(zhǔn)值系數(shù):考慮結(jié)構(gòu)設(shè)計(jì)使用年限的活荷載調(diào)整系數(shù):風(fēng)荷載分項(xiàng)系數(shù):風(fēng)荷載組合值系數(shù):風(fēng)荷載頻遇值系數(shù):風(fēng)荷載是否參與組合:水平力分項(xiàng)系數(shù):1.201.400.700.600.501.001.400.600.40否 1.30*樓層屬性*層號(hào) 6塔號(hào)屬性無 無 無 無 無1層*塔屬性*塔號(hào) 1結(jié)構(gòu)類型框架結(jié)構(gòu)*各層質(zhì)量、質(zhì)心坐標(biāo)，層質(zhì)量比*層號(hào)比塔號(hào)質(zhì)心X質(zhì)心Y質(zhì)心Z恒載質(zhì)量活載質(zhì)量活載質(zhì)量附加質(zhì)量質(zhì)量(m)-6.255-0.756-0.611-0.611-0.740-3.633(m) 45.09443.66843.75843.75843

12、.68644.656(m) 21.60017.90013.5009.0004.500-0.000(t) 26.9382.0401.5401.5411.81970.9(t) 0.530.543.843.843.9124.6(不折減)(t) 0.961.087.687.687.7249.2(t) 0.00.00.00.00.00.06543211111110.070.931.000.980.221.00合計(jì)-3594.5287.0574.00.0活載總質(zhì)量恒載總質(zhì)量附加總質(zhì)量結(jié)構(gòu)總質(zhì)量(t):(t):(t):(t):287.0213594.4990.0003881.521恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu)自

13、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*風(fēng)荷載信息*層號(hào)塔號(hào) 風(fēng)荷載X剪力X傾覆彎矩X風(fēng)荷載Y剪力Y傾覆彎矩Y65432111111120.188.778.165.957.90.020.1108.7186.8252.7310.5310.574.2552.61393.22530.13927.45604.232.2123.7109.092.181.10.032.2155.9264.9356.9438.0438.0119.3805.21997.13603.45574.57939.8*各層剛心、偏心率、相鄰層側(cè)移剛度比等計(jì)算信息Floo

14、r No: 層號(hào)Tower No: 塔號(hào)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)值第 4 頁mainjss.outGmass Eex，Eey Ratx，Raty: 總質(zhì)量: X，Y 方向的偏心率: 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)Ratx1，Raty1 : 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。110%指當(dāng)

15、本層層高大于相鄰上層層高1.5倍時(shí)，150%指嵌固層RJX1，RJY1，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(剪力與* Floor No. 1Tower No. 1層間位移的比)Xstif=9.4774(m)Ystif=43.0423(m)44.6558(m)0.11911.0000Alf =179.9885(Degree)Xmass= Eex = Ratx =薄弱層-3.6334(m)Ymass=Gmass(重力荷載代表值)= 2220.0542( 2095.4526)(t)0.76771.00

16、00Eey = Raty =剪力放大系數(shù)= 1.00Ratx1= 69790.4922Raty1= 71893.5859RJX1 = 5.3881E+005(kN/m) RJY1 RJX3 = 1.0000E+010(kN/m) RJY3=1.8568E+007(kN/m) RJZ1 = 0.0000E+000(kN/m)1.0000E+010(kN/m) RJZ3 = 0.0000E+000(kN/m)Floor No. 2Tower No. 1Xstif=-0.5230(m)Ystif=43.2678(m)43.6859(m)0.04410.0166Alf =45.0000(Degree)

17、Xmass= Eex = Ratx =薄弱層 Ratx1=-0.7404(m)Ymass=Gmass(重力荷載代表值)=499.5165(455.6565)(t)0.02300.5721Eey = Raty =剪力放大系數(shù)= 1.001.8198Raty1=1.79843.0824E+005(kN/m) RJZ1 = 0.0000E+000(kN/m)1.9871E+005(kN/m) RJZ3 = 0.0000E+000(kN/m)RJX1 = 3.0824E+005(kN/m) RJY1 RJX3 = 2.0469E+005(kN/m) RJY3=Floor No. 3Tower No.

18、1Xstif=-0.5507(m)Ystif=43.2609(m)43.7576(m)0.05170.9692Alf =45.0000(Degree)Xmass= Eex = Ratx =薄弱層 Ratx1=-0.6112(m)Ymass=Gmass(重力荷載代表值)=489.0640(445.2739)(t)0.00630.9692Eey = Raty =剪力放大系數(shù)= 1.001.4792Raty1=1.47552.9875E+005(kN/m) RJZ1 = 0.0000E+000(kN/m)1.4993E+005(kN/m) RJZ3 = 0.0000E+000(kN/m)RJX1 =

19、 2.9875E+005(kN/m) RJY1 RJX3 = 1.5412E+005(kN/m) RJY3=Floor No. 4Tower No. 1Xstif=-0.5507(m)Ystif=43.2609(m)43.7576(m)0.05171.0000Alf =45.0000(Degree)Xmass= Eex = Ratx =薄弱層 Ratx1=-0.6112(m)Ymass=Gmass(重力荷載代表值)=489.0640(445.2739)(t)0.00631.0000Eey = Raty =剪力放大系數(shù)= 1.001.7891Raty1=1.73902.9875E+005(kN/

20、m) RJZ1 = 0.0000E+000(kN/m)1.4517E+005(kN/m) RJZ3 = 0.0000E+000(kN/m)RJX1 = 2.9875E+005(kN/m) RJY1 RJX3 = 1.4884E+005(kN/m) RJY3=Floor No. 5Tower No. 1Xstif=-0.6124(m)Ystif=43.0153(m)43.6682(m)0.06900.6360Alf =45.0000(Degree)Xmass= Eex = Ratx =薄弱層 Ratx1=-0.7557(m)Ymass=Gmass(重力荷載代表值)=443.0069(412.49

21、49)(t)0.01500.6360Eey = Raty =剪力放大系數(shù)= 1.007.8879Raty1=7.84131.9000E+005(kN/m) RJZ1 = 0.0000E+000(kN/m)1.1925E+005(kN/m) RJZ3 = 0.0000E+000(kN/m)RJX1 = 1.9000E+005(kN/m) RJY1 RJX3 = 1.1885E+005(kN/m) RJY3=Floor No. 6Tower No. 1Xstif=-6.2549(m)Ystif=45.0942(m)45.0942(m)0.00000.1858Alf =179.9984(Degree

22、)Xmass= Eex = Ratx =薄弱層 Ratx1=-6.2549(m)Ymass=Gmass(重力荷載代表值)=27.8363(27.3688)(t)0.00000.1858Eey = Raty =剪力放大系數(shù)= 1.001.0000Raty1=1.00003.5304E+004(kN/m) RJZ1 = 0.0000E+000(kN/m)2.1726E+004(kN/m) RJZ3 = 0.0000E+000(kN/m)RJX1 = 3.5304E+004(kN/m) RJY1 RJX3 = 2.1525E+004(kN/m) RJY3=X方向最小剛度比: 1.4792(3層1塔)

23、 Y方向最小剛度比: 1.4755(3層1塔)=室樓層側(cè)向剛度比驗(yàn)算（剪切剛度）第 5 頁mainjss.out=室層號(hào)： 1塔號(hào)： 1X方向一層剪切剛度=5.3881E+005 Y方向一層剪切剛度=1.8568E+007X方向地上一層剪切剛度=3.0824E+005X方向剛度比= Y方向地上一層剪切剛度=3.0824E+005Y方向剛度比=1.748060.2386*結(jié)構(gòu)整體抗傾覆驗(yàn)算*抗傾覆力矩Mr傾覆力矩Mov比值Mr/Mov零應(yīng)力區(qū)(%)層號(hào)：1塔號(hào)：1X向風(fēng) Y向風(fēng) XY4.899E+0054.372E+0054.758E+0054.247E+0056.148E+0038.673E+

24、0032.375E+0042.425E+00479.6850.4220.0417.520.000.000.000.00*結(jié)構(gòu)整體穩(wěn)定驗(yàn)算*層號(hào) 23456塔號(hào) 11111X向剛度Y向剛度 2.047E+005 1.987E+0051.541E+005 1.499E+0051.488E+005 1.452E+0051.189E+005 1.193E+0052.153E+004 2.173E+004層高 4.5004.5004.5004.4003.700上部重量 2403217862118185774336X剛重比 38.33038.82856.67790.569237.102Y剛重比 37.20

25、937.77355.27690.874239.312該結(jié)構(gòu)剛重比Di*Hi/Gi大于10，能夠通過高規(guī)5.4.4條的整體穩(wěn)定驗(yàn)算該結(jié)構(gòu)剛重比Di*Hi/Gi大于20，滿足高規(guī)5.4.1，可以不考慮重力二階效應(yīng)*結(jié)構(gòu)抗震驗(yàn)算*舒適度驗(yàn)算*塔號(hào)：1按高鋼規(guī)計(jì)算： X向順風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.069X向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.079Y向順風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.091Y向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.084按荷載規(guī)范附錄J計(jì)算： X向順風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.077X向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.073Y向

26、順風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.106Y向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.079*樓層抗剪承載力驗(yàn)算*Ratio_X,Ratio_Y: 表示本層與上一層的承載力之比層號(hào) 654321塔號(hào) 111111X向承載力Y向承載力Ratio_X 1.9714E+002 2.0721E+0021.001.3980E+003 1.5283E+0037.092.4063E+003 2.4051E+0031.723.0569E+003 3.1446E+0031.273.7092E+003 3.8353E+0031.217.5182E+003 1.7597E+0042.03Ratio_Y 1.

27、007.381.571.311.224.59*周期、力與振型輸出文件*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) 1周期 0.9453轉(zhuǎn)角 78.24平動(dòng)系數(shù)(X+Y) 0.99(0.04+0.95)扭轉(zhuǎn)系數(shù)(Z) 0.01第 6 頁mainjss.out0.020.950.040.0023450.93810.79540.32050.3168167.5229.3113.70103.930.98(0.93+0.05)0.05(0.03+0.02)0.96(0.90+0.06)1.00(0.06+0.94)(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)

28、算結(jié)果參考)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)123453.51( 3.51)79.12( 82.62)2.53( 85.15)9.05( 94.20)0.59( 94.78)81.11( 81.11)3.91( 85.03)0.21( 85.24)0.51( 85.75)9.42( 95.17)0.52( 0.52)2.05( 2.57)81.70( 84.27)0.70( 84.97)0.16( 85.13)X向平動(dòng)振型參與質(zhì)量系數(shù)總計(jì): Y向平動(dòng)振型參與質(zhì)量系數(shù)總計(jì):94.78%95.17%第1扭轉(zhuǎn)周期(0.7954)/第1平動(dòng)周期

29、(0.9453) = 0.84作用最大的方向 = 101.326振型號(hào) 12345阻尼比 0.0500.0500.0500.0500.050*各層 X 方向的作用力(CQC)Floor: 層號(hào)Tower: 塔號(hào)Fx Vx Mx: X 向作用下結(jié)構(gòu)的反應(yīng)力: X 向作用下結(jié)構(gòu)的樓層剪力: X 向作用下結(jié)構(gòu)的彎矩Sic Fx: 靜力法 X 向的力FloorTowerFx (kN) 33.09427.86370.72290.69159.160.00Vx (分塔剪重比) (kN) 33.09(12.089%)460.38(10.466%)815.95( 9.218%)1070.27( 8.045%)1

30、199.30( 6.715%)1199.30( 3.090%)Mx (kN-m) 122.422146.295795.8110549.8015874.4922309.94Sic Fx (kN) 35.82447.40364.24242.83124.240.00654321111111抗震規(guī)范(5.2.5)條要求的X向樓層最小剪重比 =1.60%*各層 Y 方向的作用力(CQC)Floor: 層號(hào)Tower: 塔號(hào)Fy Vy My: Y 向作用下結(jié)構(gòu)的反應(yīng)力: Y 向作用下結(jié)構(gòu)的樓層剪力: Y 向作用下結(jié)構(gòu)的彎矩Sic Fy: 靜力法 Y 向的力FloorTowerFy (kN) 34.1043

31、5.36378.97297.93164.670.00Vy (分塔剪重比) (kN) 34.10(12.461%)468.68(10.655%)832.64( 9.407%)1092.47( 8.212%)1224.57( 6.856%)1224.57( 3.155%)My (kN-m) 126.192185.795910.0810761.5116195.6022765.09Sic Fy (kN) 35.82447.40364.24242.83124.240.00654321111111抗震規(guī)范(5.2.5)條要求的Y向樓層最小剪重比 =1.60%*各層各塔的規(guī)定水平力*層號(hào) 65塔號(hào) 11X向

32、(KN) 33.1427.3Y向(KN) 34.1434.6第 7 頁mainjss.out43211111355.6254.3129.00.0364.0259.8132.10.0*規(guī)定水平力下框架柱、短肢墻傾覆彎矩*層號(hào) 665544332211塔號(hào) 111111111111框架柱 122.4126.22148.12188.45819.95935.310636.110851.416032.916361.915673.815811.4短肢墻0.00.00.00.00.00.00.00.00.00.00.00.0其它 0.00.00.00.00.00.00.00.00.00.0-236.6-95

33、0.6合計(jì) 122.4126.22148.12188.45819.95935.310636.110851.416032.916361.915437.214860.8X Y X Y X Y X Y X Y X Y*規(guī)定水平力下框架柱、短肢墻傾覆彎矩百分比*層號(hào) 665544332211塔號(hào) 111111111111框架柱 100.0100.0100.0100.0100.0100.0100.0100.0100.0100.0101.5106.4短肢墻0.00.00.00.00.00.00.00.00.00.00.00.0X Y X Y X Y X Y X Y X Y*框架柱剪力百分比*層號(hào) 6655

34、44332211塔號(hào) 111111111111柱剪力 33.134.1460.4468.7816.0832.61070.31092.51199.31224.666.2101.8墻剪力 0.00.00.00.00.00.00.00.00.00.043.2172.6總剪力 33.134.1460.4468.7816.0832.61070.31092.51199.31224.61199.31224.6柱剪力百分比 100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%5.52%8.31%柱剪力與分段基底剪力百分比

35、0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%X Y X Y X Y X Y X Y X Y*框架柱風(fēng)傾覆彎矩百分比*層號(hào) 66554433221塔號(hào) 11111111111柱彎矩 74.2119.3552.6805.21393.21997.12530.13603.43927.45574.53835.2總彎矩 74.2119.3552.6805.21393.21997.12530.13603.43927.45574.53775.4柱彎矩百分比 100.00%100.00%100.00%100.00%100.00%100.

36、00%100.00%100.00%100.00%100.00%101.59%第 8 頁X Y X Y X Y X Y X Y Xmainjss.out 106.86%11Y5379.35033.9*框架柱、剪力墻風(fēng)剪力百分比*層號(hào) 665544332211塔號(hào) 111111111111柱剪力 20.132.2108.7155.9186.8264.9252.7356.9310.5438.0-17.1-36.1墻剪力 0.00.00.00.00.00.00.00.00.00.0-11.1-64.0總剪力 20.132.2108.7155.9186.8264.9252.7356.9310.5438.

37、0-28.2-100.1柱剪力百分比 100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%60.62%36.11%墻剪力百分比 0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%39.38%63.89%X Y X Y X Y X Y X Y X Y* 0.2V0調(diào)整系數(shù)*位移輸出文件*: mmFloor Tower Jmax JmaxD: 層號(hào): 塔號(hào): 最大位移對(duì)應(yīng)的節(jié)點(diǎn)號(hào): 最大層間位移對(duì)應(yīng)的節(jié)點(diǎn)號(hào)Max-(Z) : Z方向的節(jié)點(diǎn)最大位移h: 層高M(jìn)ax

38、-(X)，Max-(Y)Ave-(X)，Ave-(Y) Max-Dx ，Max-Dy Ave-Dx ，Ave-Dy: X,Y方向的節(jié)點(diǎn)最大位移: X,Y方向的層平均位移: X,Y方向的最大層間位移: X,Y方向的平均層間位移Ratio-(X),Ratio-(Y): 最大位移與層平均位移的比值Ratio-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Ratio_AX,Ratio_AY : 本層位移角與上層位移角的1.3倍及上三層平均位移角的1.

39、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19 = X 方向作用下的樓層最大位移FloorTowerJmax JmaxDMax-(X)Max-DxAve-(X)Ave-Dxh Max-Dx/hDxR/DxRatio_AX6160000046000002500002850000284000007400000730000503000050200000720000071000002100000224.901.5824.514.4020.246.0914.207.696.526.520.000.0024.221.5422.263.9418.415.53

40、12.937.005.945.940.000.0037001/234944001/100145001/ 73845001/ 58545001/ 69054001/9999100.00%1.005138.38%1.634126.68%1.573115.63%1.5321100.00%0.89110.00%0.00X向最大層間位移角：1/585 (3層1塔)= 工況20 = X 雙向作用下的樓層最大位移FloorTowerJmax JmaxDMax-(X)Max-DxAve-(X)Ave-Dxh Max-Dx/hDxR/DxRatio_AX6160000026000002500000624.911

41、.5824.5224.231.5422.2737001/23434400第 9 頁100.00%1.0051mainjss.out 1/100145001/ 73845001/ 585450050000061400000740000071300000730000071200000720000071100000210000024.4020.256.1014.217.706.526.520.000.003.9418.425.5312.947.015.945.940.000.0038.37%1.63426.69%1.57315.62%1.5321/ 69054001/9999100.00%0.891

42、0.00%0.00X向最大層間位移角： 1/585 (3層1塔)= 工況14 = X+ 偶然偏心作用下的樓層最大位移FloorTowerJmax JmaxDMax-(X)Max-DxAve-(X)Ave-Dxh Max-Dx/hDxR/DxRatio_AX6160000026000004500002850000284000007400005030000503000050200000720000071000002100000225.551.6225.584.5821.126.3614.828.036.806.800.000.0024.551.5422.303.9618.445.5412.957.

43、015.955.950.000.0037001/229144001/ 96045001/ 70845001/ 56045001/ 66154001/9999100.00%1.005138.73%1.624126.60%1.573115.89%1.5321100.00%0.89110.00%0.00X向最大層間位移角： 1/560 (3層1塔)= 工況15 = X- 偶然偏心作用下的樓層最大位移FloorTowerJmax JmaxDMax-(X)Max-DxAve-(X)Ave-Dxh Max-Dx/hDxR/DxRatio_AX61600000260000025000028500002840

44、00050400005030000503000007200000720000071000002100000224.251.5423.444.2119.355.8313.587.366.236.230.000.0023.901.5322.223.9318.385.5212.926.995.935.930.000.0037001/241044001/104645001/ 77245001/ 61245001/ 72254001/9999100.00%1.005138.02%1.644126.76%1.573115.37%1.5321100.00%0.90110.00%0.00X向最大層間位移角：

45、1/612 (3層1塔)= 工況21 = Y 方向作用下的樓層最大位移FloorTowerJmax JmaxDMax-(Y)Max-DyAve-(Y)Ave-Dyh Max-Dy/hDyR/DyRatio_AY6160000016000001500000250000054000007400000730000073000007200000220000021000002100000225.241.5923.954.1019.965.9514.067.616.466.460.000.0024.951.5722.983.9419.145.7513.457.306.166.160.000.0037001

46、/233344001/107345001/ 75645001/ 59245001/ 69654001/9999100.00%1.005142.70%1.624127.03%1.613115.42%1.5621100.00%0.90110.00%0.00Y向最大層間位移角： 1/592 (3層1塔)= 工況22 = Y 雙向作用下的樓層最大位移Floor TowerJmaxMax-(Y)Ave-(Y)h第 10 頁mainjss.out Max-Dy/hJmaxDMax-DyAve-DyDyR/DyRatio_AY61600000160000015000002500000540000074000

47、00230000023000002200000720000071000002100000225.501.6124.274.1620.226.0314.247.716.556.550.000.0025.101.5823.394.0119.485.8513.687.436.276.270.000.0037001/230344001/105745001/ 74645001/ 58445001/ 68754001/9999100.00%1.005142.76%1.634127.02%1.613115.46%1.5621100.00%0.90110.00%0.00Y向最大層間位移角： 1/584 (3層

48、1塔)= 工況16 = Y+ 偶然偏心作用下的樓層最大位移FloorTowerJmax JmaxDMax-(Y)Max-DyAve-(Y)Ave-Dyh Max-Dy/hDyR/DyRatio_AY6160000016000001500000250000054000002400000730000023000007200000720000071000002100000227.341.6826.284.4921.916.5315.458.357.117.110.000.0026.291.5722.853.9119.045.7113.387.266.136.130.000.0037001/22014

49、4001/ 98145001/ 69045001/ 53945001/ 63354001/9999100.00%1.005142.95%1.614127.15%1.613114.94%1.5621100.00%0.91110.00%0.00Y向最大層間位移角： 1/539 (3層1塔)= 工況17 = Y- 偶然偏心作用下的樓層最大位移FloorTowerJmax JmaxDMax-(Y)Max-DyAve-(Y)Ave-Dyh Max-Dy/hDyR/DyRatio_AY6160000046000004500004750000474000056400005330000563000056200

50、005520000551000002100000224.081.6624.624.2220.496.1814.367.816.566.560.000.0023.611.5723.123.9719.255.7813.527.346.196.190.000.0037001/223344001/104245001/ 72845001/ 57645001/ 68654001/9999100.00%1.005142.46%1.634126.91%1.613115.90%1.5621100.00%0.90110.00%0.00Y向最大層間位移角： 1/576 (3層1塔)= 工況23 = 最不利方向 10

51、1.3 下的樓層最大位移FloorTowerJmax JmaxDMax-(Y)Max-DyAve-(Y)Ave-Dyh Max-Dy/hDyR/DyRatio_AY6160000016000001500000250000024000002400000230000023000002200000220000021000002100000224.531.5223.213.9619.365.7713.657.386.286.280.000.0024.471.5223.013.9519.165.7513.467.316.176.170.000.0037001/242944001/111145001/ 7

52、8045001/ 61045001/ 71754001/9999100.00%1.005142.48%1.684127.02%1.633115.57%1.5721100.00%0.90110.00%0.00第 11 頁mainjss.outY向最大層間位移角： 1/610 (3層1塔)= 工況24 = 最不利方向 191.3 下的樓層最大位移FloorTowerJmax JmaxDMax-(X)Max-DxAve-(X)Ave-Dxh Max-Dx/hDxR/DxRatio_AX6160000026000002500000650000064000007400000730000073000007

53、200000720000071000002100000225.601.6425.284.5420.876.2814.657.936.736.730.000.0024.681.5922.273.9418.435.5312.957.015.955.950.000.0037001/225944001/ 96945001/ 71645001/ 56745001/ 66954001/9999100.00%1.005138.55%1.574126.69%1.553115.49%1.5321100.00%0.90110.00%0.00X向最大層間位移角： 1/567 (3層1塔)= 工況4 =+X 方向風(fēng)荷

54、載作用下的樓層最大位移FloorTowerJmax JmaxDMax-(X)Max-DxAve-(X)Ave-DxRatio-(X) Ratio-Dxh Max-Dx/hDxR/DxRatio_AX616000002600000450000285000028400005040000503000007300005020000492000049100000210000026.340.875.540.984.571.323.251.711.541.540.000.006.290.875.370.924.441.273.171.661.511.510.000.001.011.001.031.061.0

55、31.031.021.031.021.021.001.0037001/423644001/450445001/341345001/263645001/291954001/999911.38%1.005135.16%0.684130.54%1.06319.46%1.2721100.00%0.97110.00%0.00X向最大層間位移角： 1/2636 (3層1塔) X方向最大位移與層平均位移的比值： 1.03 (5層1塔)X方向最大層間位移與平均層間位移的比值： 1.06 (5層1塔)= 工況5 =-X 方向風(fēng)荷載作用下的樓層最大位移FloorTowerJmax JmaxDMax-(X)Max-

56、DxAve-(X)Ave-DxRatio-(X) Ratio-Dxh Max-Dx/hDxR/DxRatio_AX616000002600000450000285000028400005040000503000007300005020000492000049100000210000026.340.875.540.984.571.323.251.711.541.540.000.006.290.875.370.924.441.273.171.661.511.510.000.001.011.001.031.061.031.031.021.031.021.021.001.0037001/4236440

57、01/450445001/341345001/263645001/291954001/999911.38%1.005135.16%0.684130.54%1.06319.46%1.2721100.00%0.97110.00%0.00X向最大層間位移角： 1/2636 (3層1塔) X方向最大位移與層平均位移的比值： 1.03 (5層1塔)X方向最大層間位移與平均層間位移的比值： 1.06 (5層1塔)= 工況6 = +Y 方向風(fēng)荷載作用下的樓層最大位移FloorTowerJmax JmaxDMax-(Y)Max-DyAve-(Y)Ave-DyRatio-(Y) Ratio-Dyh Max-Dy

58、/hDyR/DyRatio_AY6160000016000003500000550000059.351.557.851.369.341.537.751.301.001.011.011.05第 12 頁37001/239444001/322928.45%1.005139.26%0.55mainjss.out 1.011.011.001.011.001.001.001.0041400000740000023000007300000720000072000007100000210000026.491.884.612.432.182.180.000.006.451.854.592.422.172.17

59、0.000.0045001/239745001/185145001/206354001/999930.46%1.073110.05%1.2021100.00%0.97110.00%0.00Y向最大層間位移角： 1/1851 (3層1塔) Y方向最大位移與層平均位移的比值： 1.01 (5層1塔)Y方向最大層間位移與平均層間位移的比值： 1.05 (5層1塔)= 工況7 =-Y 方向風(fēng)荷載作用下的樓層最大位移FloorTowerJmax JmaxDMax-(Y)Max-DyAve-(Y)Ave-DyRatio-(Y) Ratio-Dyh Max-Dy/hDyR/DyRatio_AY6160000

60、01600000350000055000005400000740000023000007300000720000072000007100000210000029.351.557.851.366.491.884.612.432.182.180.000.009.341.537.751.306.451.854.592.422.172.170.000.001.001.011.011.051.011.011.001.011.001.001.001.0037001/239444001/322945001/239745001/185145001/206354001/999928.45%1.005139.26