御河硅谷結(jié)構(gòu)圖e5e6-計(jì)算書(shū)e6

1、mainjss.out總信息文件工程名稱(chēng)：萬(wàn)科-E6工程代號(hào)：設(shè)計(jì)人：校核人：名稱(chēng)：盈建科建筑結(jié)構(gòu)設(shè)計(jì)版本：1.6.2.2計(jì)算日期：2015/06/15*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(chē)荷載:是否計(jì)算人防荷載:是否考慮預(yù)應(yīng)力等效荷載工況:是否生成繪等值線(xiàn)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11-5.1500000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否 1豎向荷載

2、砼墻軸向剛度考慮是否生成傳給基礎(chǔ)的剛度:施工模擬加載層步長(zhǎng):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(zhǎng)度(m):板元細(xì)分最大控制長(zhǎng)度(m):短墻肢自動(dòng)加密:彈性板荷載計(jì)算方式:膜單元類(lèi)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

3、定 :室樓板強(qiáng)制采用剛性樓板假定:是否自動(dòng)劃分多塔:計(jì)算現(xiàn)澆空心板:0.00是 2.000.701.004.00是 1.001.00是平面導(dǎo)荷經(jīng)典膜元(QA4)否否否否是否否否否否整體指標(biāo)計(jì)算采用是否否否否，其它計(jì)算非增加計(jì)算連梁剛度不折減模型下的內(nèi)力按全樓彈性板6計(jì)算:位移:使用指定風(fēng)荷載數(shù)據(jù):風(fēng)荷載信息 .第 1 頁(yè)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

4、風(fēng)荷載體型分段數(shù):GB50009-2012 A0.550.800.800.0501.0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) 0.00151.00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(chǎng)地類(lèi)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(lèi)型:振型數(shù)確定方式:用戶(hù)定義振型數(shù):按主振型確定內(nèi)力符號(hào):框架的抗震等級(jí):鋼框架的抗震等級(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:

5、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(xiàn):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:一7 (0.1g) 0.90全樓 0.0500.70WYD-RITZ用戶(hù)定義 12否 333不改變是是 是 0.050.05等效扭矩法(傳統(tǒng)法)是否 00.50否 0.0800.450全樓 1.00強(qiáng)制解耦 0.25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)

6、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):是 否 0.500.500.850.500.330.401.15高規(guī)和抗規(guī)從嚴(yán)否否 否 否 1.250否 0框架梁調(diào)幅后不小于 非框架梁調(diào)幅后不小于梁扭矩折減系數(shù):九度結(jié)構(gòu)及一級(jí)框架跨中彎矩的倍數(shù): 跨中彎矩的倍數(shù):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:0.2V0 調(diào)

7、整分段數(shù):第 2 頁(yè)mainjss.out分段號(hào)起始層號(hào)終止層號(hào)0.2V0調(diào)整時(shí)樓層剪力最小倍數(shù):0.201.502.005.0020否0.2V0調(diào)整時(shí)各層框架剪力最大值的倍數(shù):0.2V0 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)層剪力:活荷載信息 .柱、墻活荷載是否折減:否 51.00不折減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(chēng)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(jiǎn)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)

8、計(jì):驗(yàn)算一級(jí)抗震墻施工縫:梁壓彎設(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(zhǎng)度是否按有側(cè)移計(jì)算: Y向鋼柱計(jì)算長(zhǎng)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(zhǎng)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):單偏壓否是 否 是

9、 否 否 是 是 0.400.000.85是是否否 2020型鋼規(guī)程JGJ138-2001否否是否 30060050高規(guī)JGJ3-2010 第7.2.16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:否否否鑒定加固 .是否鑒定加固: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號(hào):結(jié)構(gòu)底部

10、NSW層的墻豎向分布配筋率:25.5022.0078.0018.5018001001001500.3000.60鋼筋強(qiáng)度 .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）:270300360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):第 3 頁(yè)4.00018.000.50-0.35mainjss.out水位標(biāo)高 (m):室外地面附加荷載 (kN/m2):-2.000.00荷載組合 .結(jié)構(gòu)重要性系數(shù):恒載分項(xiàng)系數(shù)

11、: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):1.001.201.400.700.600.501.001.400.600.40否 1.30*樓層屬性*層號(hào) 54321塔號(hào) 11111屬性無(wú) 無(wú) 無(wú) 無(wú)1層*塔屬性*塔號(hào)1結(jié)構(gòu)體系:結(jié)構(gòu)X向基本周期（秒）:結(jié)構(gòu)Y向基本周期（秒）:水平風(fēng)荷載體型分段數(shù):分段號(hào) 最 號(hào) 擋風(fēng)系數(shù)框架結(jié)構(gòu) 0.800.801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) 0.00151.000.2V0 調(diào)整分段數(shù): 分

12、段號(hào)起始層號(hào)0終止層號(hào)0.2V0調(diào)整時(shí)樓層剪力最小倍數(shù):0.201.500.2V0調(diào)整時(shí)各層框架剪力最大值的倍數(shù):*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) 46.28651.07951.21851.21850.389(m) 6.6087.2647.2537.2538.353(m) 16.30013.4009.0004.500-0.000(t) 23.5433.5380.8380.82220.5(t) 0.623.734.434.4155.6(不折減)(t) 1.247.468.868.8311.1(t) 0.00.00.00.00.

13、054321111110.051.101.000.171.00合計(jì)-3439.2248.6497.30.0活載總質(zhì)量 (t):恒載總質(zhì)量 (t):附加總質(zhì)量 (t):結(jié)構(gòu)總質(zhì)量 (t):248.6383439.2160.0003687.854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*各層構(gòu)件數(shù)量、構(gòu)件材料和層高*層號(hào)塔號(hào)梁數(shù)柱數(shù)支撐數(shù)墻數(shù)層高(m)累計(jì)高度(m)5411710441200002.9004.400第 4 頁(yè)21.45018.550mainjss.out4.5004.5005.15031109

14、12000014.9.6505護(hù)層：層號(hào)塔號(hào)梁保護(hù)層(mm)柱保護(hù)層(mm)墻保護(hù)層(mm)543211111120202020202020202020-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)54321111117(C30/360)104(C30/360)109(C30/360)109(C30/360)102(C30/360)4(C30/360)12(C30/360)12(C30/360)12(C30/360)32(C30/360)-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) (

15、箍筋)墻數(shù) (水平/豎向)邊緣構(gòu)件 (箍筋)54321111117(360)104(360)109(360)109(360)102(360)4(360)12(360)12(360)12(360)32(360)-(270)(270)(270)(270)(270)*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Y543211111116.980.268.153.10.016.997.0165.2218.3218.348.9475.81219.02201.33325.535.6141.4120.494.10.035.6177.0297.4391.4391.4103.2882.0

16、2220.13981.65997.6*各層剛心、偏心率、相鄰層側(cè)移剛度比等計(jì)算信息Floor No Tower No:層號(hào)塔號(hào)剛心的 X，Y 坐標(biāo)值層剛性主軸的方向 質(zhì)心的 X，Y 坐標(biāo)值總質(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)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Xstif，Ystif Alf Xmass，Ymass Gmass Eex，Eey Ratx，Raty Ratx1，Raty1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

17、150%比值。110%指當(dāng)本層層高大于相鄰上層層高1.5倍時(shí)，150%指嵌固層Ratx3，Raty3 : 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(剪切剛度)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=50.7399(m)Ystif= Xmass=50.3891(m)Ymass=8.1656(m)8.3528(m)Alf =0.0050(Deg

18、ree)Gmass(重力荷載代表值)= 2531.6277( 2376.0642)(t)第 5 頁(yè)mainjss.outEex = Ratx =薄弱層 Ratx1= Ratx3=0.02541.0000Eey = Raty =0.01591.0000剪力放大系數(shù)= 1.0016.83504.4976Raty1= Raty3=19.45063.69498.0708E+005(kN/m) RJZ1 = 0.0000E+000(kN/m)2.4057E+006(kN/m) RJZ3 = 3.4548E+008(kN*m/Rad)RJX1 = 7.9531E+005(kN/m) RJY1 RJX3 =

19、 1.7900E+006(kN/m) RJY3=Floor No. 2Tower No. 1Xstif=51.4266(m)Ystif=7.3245(m)7.2528(m)0.00830.3375Alf =0.5829(Degree)Xmass= Eex = Ratx =薄弱層 Ratx1= Ratx3=51.2182(m)Ymass=Gmass(重力荷載代表值)=449.6389(415.2442)(t)0.02210.2734Eey = Raty =剪力放大系數(shù)= 1.001.80121.4286Raty1= Raty3=1.86641.42862.7240E+005(kN/m) RJZ1

20、 = 0.0000E+000(kN/m)1.7669E+005(kN/m) RJZ3 = 1.5610E+007(kN*m/Rad)RJX1 = 2.1747E+005(kN/m) RJY1 RJX3 = 1.5146E+005(kN/m) RJY3=Floor No. 3Tower No. 1Xstif=51.4266(m)Ystif=7.3245(m)7.2528(m)0.00831.0000Alf =0.5829(Degree)Xmass= Eex = Ratx =薄弱層 Ratx1= Ratx3=51.2182(m)Ymass=Gmass(重力荷載代表值)=449.6389(415.2

21、442)(t)0.02211.0000Eey = Raty =剪力放大系數(shù)= 1.001.34991.3616Raty1= Raty3=1.47991.41852.7240E+005(kN/m) RJZ1 = 0.0000E+000(kN/m)1.3524E+005(kN/m) RJZ3 = 1.5610E+007(kN*m/Rad)RJX1 = 2.1747E+005(kN/m) RJY1 RJX3 = 1.2013E+005(kN/m) RJY3=Floor No. 4Tower No. 1Xstif=52.0551(m)Ystif=7.3256(m)7.2635(m)0.00721.00

22、71Alf =0.8357(Degree)Xmass= Eex = Ratx =薄弱層 Ratx1= Ratx3=51.0790(m)Ymass=Gmass(重力荷載代表值)=480.9147(457.2075)(t)0.10761.0492Eey = Raty =剪力放大系數(shù)= 1.007.20528.2358Raty1= Raty3=7.17759.90222.7433E+005(kN/m) RJZ1 = 0.0000E+000(kN/m)1.3054E+005(kN/m) RJZ3 = 1.5276E+007(kN*m/Rad)RJX1 = 2.2816E+005(kN/m) RJY1

23、RJX3 = 1.2713E+005(kN/m) RJY3=Floor No. 5Tower No. 1Xstif=46.2860(m)Ystif=6.6080(m)6.6080(m)0.00000.1443Alf =0.0000(Degree)Xmass= Eex = Ratx =薄弱層 Ratx1= Ratx3=46.2860(m)Ymass=Gmass(重力荷載代表值)=24.6714(24.0939)(t)0.00000.1735Eey = Raty =剪力放大系數(shù)= 1.001.00001.2500Raty1= Raty3=1.00001.25003.9577E+004(kN/m)

24、RJZ1 = 0.0000E+000(kN/m)2.5983E+004(kN/m) RJZ3 = 4.8488E+005(kN*m/Rad)RJX1 = 3.9577E+004(kN/m) RJY1 RJX3 = 2.5206E+004(kN/m) RJY3=X方向最小剛度比: 1.0000(5層1塔) Y方向最小剛度比: 1.0000(5層1塔)=室樓層側(cè)向剛度比驗(yàn)算（剪切剛度）=室層號(hào)： 1塔號(hào)： 1X方向一層剪切剛度=7.9531E+005 Y方向一層剪切剛度=8.0708E+005X方向地上一層剪切剛度=2.1747E+005X方向剛度比= Y方向地上一層剪切剛度=2.7240E+00

25、5Y方向剛度比=3.65702.9629*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) XY6.207E+0053.901E+0056.044E+0053.799E+0053.496E6.270E+0031.671E+0041.577E+004.5462.2236.1724.080.000.000.000.00第 6 頁(yè)mainjss.out*結(jié)構(gòu)整體穩(wěn)定驗(yàn)算*層號(hào) 2345塔號(hào) 1111X向剛度Y向剛度 1.515E+005 1.767E+0051.201E+005 1.352E+0051.271E+005 1.305E+005

26、2.521E+004 2.598E+004層高 4.5004.5004.4002.900上部重量 17231116976164298X剛重比 39.55646.21390.746244.991Y剛重比 46.14452.02693.183252.540該結(jié)構(gòu)剛重比Di*Hi/Gi大于10，能夠通過(guò)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(mǎn)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) = 0.058X向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.093Y向順風(fēng)向頂點(diǎn)最大加速度(m/s2)

27、 = 0.101Y向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.093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) = 0.064X向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.114Y向順風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.115Y向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.130*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) 54321塔號(hào) 11111X向承載力Y向承載力Ratio_X 3.1635E+002 1.9994E+0021.001.5535E+003 2.1432E+0034.912.3787E+003 2.6320E+

28、0031.532.8852E+003 3.2811E+0031.218.7305E+003 8.3057E+0033.03Ratio_Y 1.0010.721.231.252.53*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)周期轉(zhuǎn)角平動(dòng)系數(shù)(X+Y)扭轉(zhuǎn)系數(shù)(Z)(強(qiáng)制剛性樓板模型)1234567891011120.83770.80230.68270.27800.26140.23210.21390.20270.19100.18430.18310.15820.5790.19100.270.0889.6197.422.22101.3480.318

29、9.21174.23179.781.00(1.00+0.00)0.96(0.00+0.96)0.05(0.00+0.05)1.00(1.00+0.00)0.91(0.00+0.91)0.12(0.01+0.11)0.98(0.98+0.00)0.25(0.01+0.24)0.68(0.02+0.66)0.95(0.00+0.95)0.99(0.98+0.01)1.00(1.00+0.00)0.000.040.950.000.090.880.020.750.320.050.010.00作用最大的方向 = 0.787振型號(hào) 1234周期 0.83770.80230.68270.2780轉(zhuǎn)角 0.5

30、990.16100.430.10平動(dòng)系數(shù)(X+Y) 1.00(1.00+0.00)0.96(0.00+0.96)0.05(0.00+0.05)1.00(1.00+0.00)扭轉(zhuǎn)系數(shù)(Z) 0.000.040.950.00第 7 頁(yè)mainjss.out0.090.870.020.750.320.050.010.00567891011120.26140.23200.21390.20270.19100.18430.18310.158289.6293.741.49101.9480.0889.15174.51179.820.91(0.00+0.91)0.13(0.01+0.11)0.98(0.98+0

31、.00)0.25(0.01+0.24)0.68(0.02+0.66)0.95(0.00+0.95)0.99(0.98+0.01)1.00(1.00+0.00)(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)12345678910111237.20(0.00(0.07(21.91(0.01(0.60(38.27(0.42(0.00(0.00(0.84(37.20)37.20)37.26)59.17)59.18)59.78)98.05)98.47)98.47)98.48)99.32

32、)0.00(34.26(1.46(0.00(14.30(1.72(0.11(6.24(2.91(37.44(0.01(0.00(0.00)34.27)35.73)35.73)50.03)51.75)51.86)58.10)61.01)98.44)98.45)98.45)0.04(0.58(17.63(0.04(1.60(30.21(0.05(39.75(7.51(1.67(0.39(0.05(0.04)0.62)18.24)18.29)19.89)50.10)50.15)89.90)97.41)99.08)99.46)99.51)0.68(100.00)X向平動(dòng)振型參與質(zhì)量系數(shù)總計(jì): Y向平動(dòng)

33、振型參與質(zhì)量系數(shù)總計(jì):100.00%98.45%第1扭轉(zhuǎn)周期(0.6827)/第1平動(dòng)周期(0.8377) = 0.82作用最大的方向 = 0.785振型號(hào) 123456789101112阻尼比 0.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.050*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) 46.82540.50422.50363.0

34、01434.39Vx (分塔剪重比) (kN) 46.82(19.432%)578.82(12.026%)850.40( 9.485%)1043.21( 7.953%)1782.66( 4.834%)Mx (kN-m) 135.782660.826304.0710670.2817646.64Sic Fx (kN) 28.89450.72274.94137.470.005432111111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:

35、Y 向作用下結(jié)構(gòu)的彎矩Sic Fy: 靜力法 Y 向的力FloorTowerFy (kN)Vy (分塔剪重比) (kN)第 8 頁(yè)My (kN-m)Sic Fy (kN)mainjss.out543211111145.70515.80403.66301.721450.3945.70(18.966%)546.39(11.352%)811.38( 9.050%)984.89( 7.508%)1747.19( 4.738%)132.522497.695990.5510191.1716946.7928.89450.72274.94137.470.00抗震規(guī)范(5.2.5)條要求的Y向樓層最小剪重比 =

36、1.60%*各層各塔的規(guī)定水平力*層號(hào) 54321塔號(hào) 11111X向(KN) 46.8532.0271.6192.80.0Y向(KN) 45.7500.7265.0173.50.0*規(guī)定水平力下框架柱、短肢墻傾覆彎矩*層號(hào) 54321塔號(hào) 11111框架柱 135.82682.66509.411203.813132.1短肢墻0.00.00.00.00.0普通墻0.00.00.00.00.0斜撐 0.00.00.00.00.0合計(jì) 135.82682.66509.411203.813132.1X X X X X5432111111Y Y Y Y Y132.52536.66187.810619.

37、811917.70.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0132.52536.66187.810619.811917.7*規(guī)定水平力下框架柱、短肢墻傾覆彎矩百分比*層號(hào) 5432塔號(hào) 1111框架柱 100.0100.0100.0100.0短肢墻0.00.00.00.0X X X X54321111Y Y Y Y100.0100.0100.0100.00.00.00.00.0*框架柱剪力百分比*層號(hào) 54321塔號(hào) 11111柱剪力 46.8578.8850.41043.2667.9墻剪力 0.00.00.00.00.0總剪力 46.8578.8

38、850.41043.21782.7柱剪力百分比 100.00%100.00%100.00%100.00%37.47%柱剪力與分段基底剪力百分比 0.00%0.00%0.00%0.00%0.00%X X X X X5432111111Y Y Y Y Y45.7546.4811.4984.9484.10.00.00.00.00.045.7546.4811.4984.91747.2100.00%100.00%100.00%100.00%27.71%0.00%0.00%0.00%0.00%0.00%*框架柱風(fēng)傾覆彎矩百分比*層號(hào) 5塔號(hào)1X柱彎矩 48.9總彎矩 48.9柱彎矩百分比 100.00%第

39、 9 頁(yè)mainjss.out 100.00%100.00%100.00%100.00%43211111X X X X475.81219.02201.32605.0475.81219.02201.32605.05432111111Y Y Y Y Y103.2882.02220.13981.64497.0103.2882.02220.13981.64497.0100.00%100.00%100.00%100.00%100.00%*框架柱、剪力墻風(fēng)剪力百分比*層號(hào) 54321塔號(hào) 11111柱剪力 16.997.0165.2218.378.4墻剪力 0.00.00.00.00.0總剪力 16.99

40、7.0165.2218.378.4柱剪力百分比 100.00%100.00%100.00%100.00%100.00%墻剪力百分比 0.00%0.00%0.00%0.00%0.00%X X X X X5432111111Y Y Y Y Y35.6177.0297.4391.4100.10.00.00.00.00.035.6177.0297.4391.4100.1100.00%100.00%100.00%100.00%100.00%0.00%0.00%0.00%0.00%0.00%*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M+WX 543211111116.980.26

41、8.153.10.016.997.0165.2218.3218.316.9113.9279.1497.3715.6-WX 5432111111-16.9-80.2-68.1-53.10.0-16.9-97.0-165.2-218.3-218.3-16.9-113.9-279.1-497.3-715.6+WY 543211111135.6141.4120.494.10.035.6177.0297.4391.4391.435.6212.6509.9901.41292.8-WY 5432111111-35.6-141.4-120.4-94.10.0-35.6-177.0-297.4-391.4-39

42、1.4-35.6-212.6-509.9-901.4-1292.8*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MEX 543211111146.8540.5422.5363.01434.446.8578.8850.41043.21782.7135.82660.86304.110670.317646.6第 10 頁(yè)mainjss.outEY 543211111145.7515.8403.7301.71450.445.7546.4811.4984.91747.2132.52497.75990.610191.216946.8* 0.2V0調(diào)整系數(shù)*位移輸出文件*$s: mmFloo

43、r 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-(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/

44、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1.2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17 = 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_AX515000006500000740000034000003300005430000032000003200000320.011.8619.004.6414.757.23

45、7.697.021.011.0119.871.8618.614.5514.457.087.546.891.001.0029001/156044001/ 94845001/ 62245001/ 64151501/508261.55%1.004152.03%1.24312.71%1.572187.37%1.1000001100.00%0.12X向最大層間位移角： 1/622 (3層1塔)= 工況18 = 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_AX51500000250000

46、0740000034000052300005430000032000054200000320.031.8819.084.6814.817.267.727.051.021.0219.891.8718.704.5914.527.127.576.921.001.0029001/154544001/ 94145001/ 62045001/ 63951501/504761.26%1.004151.53%1.24312.71%1.562187.36%1.1000001100.00%0.12X向最大層間位移角： 1/620 (3層1塔)= 工況12 = X+ 偶然偏心作用下的樓層最大位移第 11 頁(yè)main

47、jss.out hMax-Dx/hFloorTowerJmax JmaxDMax-(X)Max-DxAve-(X)Ave-DxDxR/DxRatio_AX515000007500000340000564000056300001430000142000058200005819.861.8918.794.6214.607.167.626.981.031.0319.781.8618.594.5514.447.087.536.891.001.0029001/153444001/ 95345001/ 62945001/ 64451501/499461.51%1.004152.16%1.24312.68%

48、1.572187.34%1.1000005100.00%0.12X向最大層間位移角： 1/629 (3層1塔)= 工況13 = 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_AX515000002500000640000524000052300000330000032000003200000320.321.8919.624.8015.227.477.937.251.061.0619.971.8618.634.5614.477.097.556.901.001.0029001

49、/153344001/ 91745001/ 60345001/ 62151501/485161.60%1.004151.89%1.24312.73%1.562187.39%1.1000037100.00%0.12X向最大層間位移角： 1/603 (3層1塔)= 工況19 = 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_AY51500000250000024000003400000330000033000006200000320000031000005100000520.512

50、.3219.655.4314.547.377.286.810.760.7619.071.7616.654.3712.526.316.305.860.740.7429001/125244001/ 81045001/ 61045001/ 66051501/676356.89%1.004140.15%1.21317.09%1.432188.62%1.0711100.00%0.10Y向最大層間位移角： 1/610 (3層1塔)= 工況20 = Y 雙向作用下的樓層最大位移FloorTowerJmax JmaxDMax-(Y)Max-DyAve-(Y)Ave-Dyh Max-Dy/hDyR/DyRati

51、o_AY51500000350000024000003400001230000063000003200000320000031000003100000320.522.3319.665.4414.547.387.286.820.770.7719.071.7716.684.3812.546.326.315.870.740.7429001/124744001/ 80945001/ 61045001/ 66051501/671556.56%1.004140.12%1.20317.09%1.432188.59%1.0711100.00%0.10Y向最大層間位移角： 1/610 (3層1塔)= 工況14

52、= Y+ 偶然偏心作用下的樓層最大位移Floor TowerJmax JmaxDMax-(Y)Max-DyAve-(Y)Ave-Dyh Max-Dy/hDyR/DyRatio_AY第 12 頁(yè)mainjss.out 29001/117244001/ 73945001/ 55545001/ 598515051500000350000034000012400001222.342.4821.615.9616.018.118.027.530.880.8820.121.7816.724.4112.556.346.325.870.750.7553.27%1.004137.90%1.300000320000

53、062000006100000510000057.27%1.392188.39%1.05111/5829100.00%0.10Y向最大層間位移角： 1/555 (3層1塔)= 工況15 = 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_AY51500000350000034000003400000330000063000003200000320000031000063100006318.682.1617.704.9113.076.646.546.100.850.8518.

54、021.7416.594.3312.506.306.295.850.750.7529001/134444001/ 89545001/ 67845001/ 73851501/604060.61%1.004142.34%1.24316.91%1.462188.81%1.0911100.00%0.10Y向最大層間位移角： 1/678 (3層1塔)= 工況2 =+X 方向風(fēng)荷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_AX5150000065000002

55、400005240000523000003300000320000542000054100000110000014.450.653.830.823.001.421.591.460.130.134.430.653.770.812.961.401.561.440.120.121.001.001.021.001.011.021.011.011.001.0029001/442844001/535445001/317445001/309051501/999918.66%1.004169.08%0.63312.97%1.302192.42%1.1111100.00%0.07X向最大層間位移角： 1/309

56、0 (2層1塔) X方向最大位移與層平均位移的比值： 1.02 (4層1塔)X方向最大層間位移與平均層間位移的比值： 1.02 (3層1塔)= 工況3 =-X 方向風(fēng)荷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_AX5150000065000002400005240000523000003300000320000542000054100000110000014.450.653.830.823.001.421.591.460.130.134.430

57、.653.770.812.961.401.561.440.120.121.001.001.021.001.011.021.011.011.001.0029001/442844001/535445001/317445001/309051501/999918.66%1.004169.08%0.63312.97%1.302192.42%1.1111100.00%0.07X向最大層間位移角： 1/3090 (2層1塔) X方向最大位移與層平均位移的比值： 1.02 (4層1塔)X方向最大層間位移與平均層間位移的比值： 1.02 (3層1塔)= 工況4 = +Y 方向風(fēng)荷載作用下的樓層最大位移Floor

58、 TowerJmax JmaxDMax-(Y)Max-DyAve-(Y)Ave-DyRatio-(Y)Ratio-Dy第 13 頁(yè)h Max-Dy/hDyR/DyRatio_AYmainjss.out515000003500000340000034000003300000630000038.461.566.981.765.222.562.652.490.160.167.981.366.231.454.752.312.442.270.160.161.061.141.121.211.101.111.091.101.001.0029001/185744001/249745001/175445001/

59、180851501/999931.40%1.004154.71%0.53311.57%1.20000031000005100000593.51%0.9511100.00%0.06Y向最大層間位移角： 1/1754 (3層1塔) Y方向最大位移與層平均位移的比值： 1.12 (4層1塔)Y方向最大層間位移與平均層間位移的比值： 1.21 (4層1塔)= 工況5 =-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_AY515000003500

60、000340000034000003300000630000038.461.566.981.765.222.562.652.490.160.167.981.366.231.454.752.312.442.270.160.161.061.141.121.211.101.111.091.101.001.0029001/185744001/249745001/175445001/180851501/999931.40%1.004154.71%0.53311.57%1.20000031000005100000593.51%0.9511100.00%0.06Y向最大層間位移角： 1/1754 (3層1塔