c1c18計(jì)算書c-21類c5無露臺有轉(zhuǎn)換梁mainjss

1、mainjss總信息文件工程名稱：C-2(1)工程代號：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：2015/06/14*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(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:加強(qiáng)層所在層號: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11-5.4000000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

2、加載層步長: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):第 1 頁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mainjss考慮剛域:是是否是否否否是是整體指標(biāo)計(jì)算采用強(qiáng)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)算時考慮樓梯剛度:梁與彈

3、性板變形協(xié)調(diào):彈性板與梁協(xié)調(diào)時考慮梁向下相對偏移: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 :剛，其它計(jì)算非強(qiáng)剛室樓板強(qiáng)制采用剛性樓板假定:否否否否是否自動劃分多塔: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 .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):否GB50009-2012 B0.550.690.640.

4、0501.0是0.400.0201分段號最號擋風(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) 0.00161.00自動計(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:用戶定義振型數(shù):按主振型確定內(nèi)力符號:框架的抗震等級:鋼框架的抗震等級:剪力墻的抗震等級:抗震構(gòu)造措施的抗震等級:框支剪力墻結(jié)構(gòu)底部加強(qiáng)區(qū)剪力墻抗震等級自動提高一級:一層以下抗震構(gòu)造措施抗震等級逐層降級及抗震措施4級:是否考慮偶然偏心:X向偶然偏心值:第 2 頁一7 (0.1g) 0.90全樓 0.0500.7

5、0WYD-RITZ用戶定義 15否 333不改變是是 是 0.05mainjssY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:0.05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 0.25是計(jì)算時不考慮室以下的結(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:第一平動周期方向動位移比例

6、（01）:第二平動周期方向動位移比例（01）:彎矩調(diào)幅系數(shù):梁扭矩折減系數(shù):是 否 0.500.500.850.401.15高規(guī)和抗規(guī)從嚴(yán)否否 否 是 1.250否 0九度結(jié)構(gòu)及一級框架超配筋系數(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:自動對層間受剪承載力突變形成的薄弱層放大調(diào)整:自動根據(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:與柱相連的框架 M、V不調(diào)整: 0.2V0 調(diào)整分段數(shù):分段號起始層號終止層號0.2V0 調(diào)整上限:框支柱調(diào)整上限:2.005.0020否支撐按柱設(shè)計(jì)臨界角:按豎向構(gòu)件內(nèi)力統(tǒng)計(jì)層剪力:

7、活荷載信息 .柱、墻活荷載是否折減:否 51.00從屬面積超過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:時，樓面活荷載折減0.9號:25m2構(gòu)件設(shè)計(jì)信息 .柱配筋計(jì)算原則:連梁按對稱配筋設(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):單偏壓否否是是否否是第 3頁mainjss驗(yàn)算一級抗震墻施工縫: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

8、:按鋼規(guī)5.3.3-2自動判斷強(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):JGJ138-2001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):第7.2.16條是 0.400.000.85是是否否 2020型鋼規(guī)程否否是否 30060050高規(guī)JGJ3-2010包絡(luò)設(shè)計(jì) .是否分塔與整體分別計(jì)算，并取大:自動取框架和框架

9、-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: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:25.5022.0078.0018.5018001001001500.3000.60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/

10、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):水位標(biāo)高 (m):室外地面附加荷載 (kN/m2):4.00018.000.50-0.60-1.500.00荷載組合 .結(jié)構(gòu)重要性系數(shù):第 4 頁1.00mainjss恒載分項(xiàng)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

11、.400.600.40否 1.30*樓層屬性*層號 6塔號屬性無 無 無 無 無1層*塔屬性*塔號 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*層號載質(zhì)量塔號質(zhì)心X質(zhì)心Y質(zhì)心Z恒載質(zhì)量活載質(zhì)量活附加質(zhì)量質(zhì)量比(m)(m)(m)(t)(t)(不折減)(t) 61.2562.6489.0389.0289.01477.1(t)10.010.010.010.010.010.0-71.2780.08-69.3371.05-69.4741.00-69.4740.99-69.4210.10-69.2621.009.54620.80034.00.64.50317.900422.131.34.47813.

12、500388.044.54.4789.000388.044.54.4174.500390.744.54.063-0.0004031.8238.6合計(jì) 808.0-5654.6404.00.0活載總質(zhì)量(t):403.999第 5 頁mainjss恒載總質(zhì)量 (t):附加總質(zhì)量 (t):結(jié)構(gòu)總質(zhì)量 (t):5654.5810.0006058.580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*風(fēng)荷載信息*層號塔號風(fēng)荷載X剪力X傾覆彎矩X風(fēng)荷載Y剪力Y傾覆彎矩Y65432111111131.2132.3116.5

13、98.486.80.031.2163.6280.1378.5465.3465.390.6810.42070.83774.15868.18380.814.983.673.562.154.70.014.998.5172.0234.1288.8288.843.3476.71251.02304.63604.25163.8*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: 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 Eex，Eey: 總質(zhì)量: X，Y 方向的偏心率Ra

14、tx，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) 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)本層層高大于相鄰上層層高1.5倍時，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(剪力與層間位移的比)*Floor No. 1Tower

15、 No. 1Xstif=-69.2218(m) Xmass=-69.2617(m)Ystif= Ymass=4.0396(m)4.0632(m)Alf=45.0000(Degree)Gmass(重力荷載代表值)=4508.8872( 4270.3262)(t)Eex= Ratx =0.00291.0000Eey= Raty =0.00161.0000薄弱層剪力放大系數(shù)= 1.00Ratx1=17.6861Raty1=17.71408.0333E+005(kN/m)RJZ1 = 0.0000E+000(kN/m)2.3900E+006(kN/m)RJZ3 = 0.0000E+000(kN/m)R

16、JX1 = 8.0333E+005(kN/m)RJY1 = RJX3 = 2.7625E+006(kN/m)RJY3 =Floor No. 2Tower No. 1Xstif=-69.1728(m) Xmass=-69.4206(m)Ystif= Ymass=5.5294(m)4.4170(m)Alf=0.1376(Degree)Gmass(重力荷載代表值)=479.7012(435.1827)(t)Eex = Ratx =薄弱層0.02860.4247Eey= Raty =0.10460.2684剪力放大系數(shù)= 1.00第 6 頁mainjss 1.47702.1564E+005(kN/m)

17、RJZ1 = 0.0000E+000(kN/m)1.7290E+005(kN/m)RJZ3 = 0.0000E+000(kN/m)Ratx1=1.9833Raty1=RJX1 = 3.4118E+005(kN/m)RJY1 RJX3 = 2.2313E+005(kN/m)RJY3=Floor No. 3Tower No. 1Xstif=-69.2575(m) Xmass=-69.4736(m)Ystif= Ymass=5.2644(m)4.4778(m)Alf=0.4598(Degree)Gmass(重力荷載代表值)=477.0702(432.5517)(t)Eex= Ratx =0.0236

18、0.8168Eey= Raty =0.08331.2923薄弱層剪力放大系數(shù)= 1.00Ratx1=1.4846Raty1=1.44072.7867E+005(kN/m)RJZ1 = 0.0000E+000(kN/m)1.6723E+005(kN/m)RJZ3 = 0.0000E+000(kN/m)RJX1 = 2.7867E+005(kN/m)RJY1 RJX3 = 1.6072E+005(kN/m)RJY3=Floor No. 4Tower No. 1Xstif=-69.2575(m) Xmass=-69.4736(m)Ystif= Ymass=5.2644(m)4.4778(m)Alf=

19、0.4598(Degree)Gmass(重力荷載代表值)=477.0702(432.5517)(t)Eex= Ratx =0.02361.0000Eey= Raty =0.08331.0000薄弱層剪力放大系數(shù)= 1.00Ratx1=2.2414Raty1=2.32012.7867E+005(kN/m)RJZ1 = 0.0000E+000(kN/m)1.6583E+005(kN/m)RJZ3 = 0.0000E+000(kN/m)RJX1 = 2.7867E+005(kN/m)RJY1 RJX3 = 1.5465E+005(kN/m)RJY3=Floor No. 5Tower No. 1Xst

20、if=-68.8541(m) Xmass=-69.3367(m)Ystif= Ymass=5.5744(m)4.5031(m)Alf=1.3602(Degree)Gmass(重力荷載代表值)=484.6820(453.3838)(t)Eex= Ratx =0.05290.4498Eey= Raty =0.11450.4498薄弱層剪力放大系數(shù)= 1.00Ratx1=4.8371Raty1=5.77211.2534E+005(kN/m)RJZ1 = 0.0000E+000(kN/m)1.0211E+005(kN/m)RJZ3 = 0.0000E+000(kN/m)RJX1 = 1.2534E+0

21、05(kN/m)RJY1 RJX3 = 9.8568E+004(kN/m)RJY3=Floor No. 6Tower No. 1Xstif=-71.2776(m) Xmass=-71.2776(m)Ystif= Ymass=9.5464(m)9.5465(m)Alf=180.0000(Degree)Gmass(重力荷載代表值)=35.1674(34.5834)(t)Eex= Ratx =0.00000.3157Eey= Raty =0.00000.3157薄弱層剪力放大系數(shù)= 1.00Ratx1=1.0000Raty1=1.00003.9577E+004(kN/m)RJZ1 = 0.0000E

22、+000(kN/m)2.5271E+004(kN/m)RJZ3 = 0.0000E+000(kN/m)RJX1 = 3.9577E+004(kN/m)RJY1 RJX3 = 2.9111E+004(kN/m)RJY3=X方向最小剛度比:1.4846(3層1塔) Y方向最小剛度比:1.4407(3層1塔)=室樓層側(cè)向剛度比驗(yàn)算（剪切剛度）=室層號：1塔號：1X方向一層剪切剛度=8.0333E+005X方向地上一層剪切剛度=3.4118E+005第 7 頁X方向mainjss剛度比= Y方向 剛度比=2.3545一層剪切剛度=8.0333E+005 3.7253Y方向地上一層剪切剛度=2.1564

23、E+005Y方向*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：1塔號：1X向風(fēng) Y向風(fēng) XY8.775E+0051.122E+0068.547E+0051.093E+0068.965E+0035.564E2.195E+0042.424E+00497.88.6338.9345.090.000.000.000.00*結(jié)構(gòu)整體穩(wěn)定驗(yàn)算*層號 Y剛重比232.275341.413460.824570.5776172.704塔號X向剛度Y向剛度層高上部重量X剛重比12.231E+0051.729E+0054.5002410641.65411.607E+0051.6

24、72E+0054.5001817239.80111.547E+0051.658E+0054.5001226956.72519.857E+0041.021E+0054.400636668.13012.911E+0042.527E+0042.900424198.943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：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) = 0.092X向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.047Y向順風(fēng)向頂點(diǎn)最大加速度

25、(m/s2) = 0.059Y向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.053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) = 0.100X向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.057Y向順風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.061第 8 頁mainjss Y向橫風(fēng)向頂點(diǎn)最大加速度(m/s2) = 0.047*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 654321塔號 111111X向承載力Y向承載力Ratio_X 2.1642E+0023.7393E+0021.001.3303E+0031.4771E+0036.152

26、.5934E+0032.6619E+0031.953.2160E+0033.5602E+0031.244.2238E+0033.8118E+0031.311.0951E+0041.1655E+0042.59Ratio_Y 1.003.951.801.341.073.06*周期、力與振型輸出文件*考慮扭轉(zhuǎn)耦聯(lián)時的振動周期(秒)、X,Y 方向的平動系數(shù)、扭轉(zhuǎn)系數(shù)振型號周期轉(zhuǎn)角平動系數(shù)(X+Y)扭轉(zhuǎn)系數(shù)(Z)(強(qiáng)制剛性樓板模型)1234567891011121314150.97460.91980.78400.35600.33120.29200.21890.21550.20060.19680.1899

27、0.16620.13710.13150.117992.273.32175.3595.618.37168.02131.5976.112.4894.969.37171.2895.477.97165.071.00(0.00+1.00)0.91(0.91+0.00)0.11(0.11+0.00)0.98(0.01+0.97)0.91(0.89+0.02)0.17(0.15+0.02)0.58(0.28+0.30)0.78(0.09+0.69)0.60(0.60+0.00)0.98(0.01+0.98)0.79(0.77+0.02)0.20(0.19+0.01)0.98(0.01+0.97)0.90(0

28、.88+0.02)0.13(0.12+0.01)0.000.090.890.020.090.830.420.220.400.020.210.800.020.100.87作用最大的方向= 88.263振型號 12345678910111213周期 0.97460.91970.78400.35600.33110.29200.21890.21550.20060.19680.18990.16620.1371轉(zhuǎn)角 92.323.36173.6095.748.43164.32130.6877.632.0795.019.52171.0295.46平動系數(shù)(X+Y) 1.00(0.00+1.00)0.91(0

29、.91+0.00)0.11(0.11+0.00)0.98(0.01+0.97)0.91(0.89+0.02)0.17(0.15+0.02)0.57(0.28+0.30)0.78(0.09+0.69)0.60(0.60+0.00)0.98(0.01+0.98)0.79(0.77+0.02)0.20(0.19+0.01)0.98(0.01+0.97)第 9 頁扭轉(zhuǎn)系數(shù)(Z) 0.000.090.890.020.090.830.430.220.400.020.210.800.02mainjss 0.90(0.88+0.02)0.13(0.12+0.01)14150.13150.11797.97164

30、.870.100.87(Z向扭轉(zhuǎn)質(zhì)量系數(shù)只在強(qiáng)制剛性板下有意義，對于非強(qiáng)制剛性板下的計(jì)算結(jié)果參考)振型號X向平動質(zhì)量系數(shù)%(sum)Y向平動質(zhì)量系數(shù)%(sum)Z向扭轉(zhuǎn)質(zhì)量系數(shù)%(sum)1234567891011121314150.14(76.28(7.46(0.09(9.51(0.94(0.26(0.04(0.97(0.02(2.44(0.69(0.01(0.98(0.12(0.14)76.41)83.87)83.96)93.47)94.41)94.68)94.72)95.69)95.71)98.14)98.83)98.84)99.82)99.95)87.15(0.26(0.14(8.56

31、(0.17(0.14(0.36(0.96(0.00(1.59(0.06(0.02(0.51(0.01(0.01(87.15)87.41)87.55)96.11)96.28)96.42)96.78)97.74)97.74)99.33)99.39)99.41)99.92)99.93)99.94)0.22(7.65(74.23(0.32(0.44(10.03(0.04(0.03(0.46(0.11(0.35(3.36(0.02(0.09(0.85(0.22)7.87)82.10)82.42)82.86)92.89)92.93)92.96)93.42)93.52)93.88)97.23)97.25)9

32、7.34)98.19)X向平動振型參與質(zhì)量系數(shù)總計(jì): Y向平動振型參與質(zhì)量系數(shù)總計(jì):99.95%99.94%第1扭轉(zhuǎn)周期(0.7840)/第1平動周期(0.9746)= 0.80作用最大的方向 = 88.251振型號 123456789101112131415阻尼比 0.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.050*各層 X 方向的作用力(CQC)Floor: 層號Tower: 塔號Fx Vx Mx: X 向: X 向: X 向作用下結(jié)構(gòu)的反應(yīng)力作用下結(jié)構(gòu)的樓層剪力作用下結(jié)構(gòu)的彎矩Sic Fx

33、: 靜力法X 向的力FloorTowerFx (kN)Vx (分塔剪重比) (kN)第 10 頁Mx (kN-m)SicFx(kN)mainjss 37.32(10.790%)493.54(10.114%)801.78( 8.710%)1024.82( 7.574%)1139.38( 6.371%)1139.38( 1.881%)65432111111137.32459.61341.04264.25170.310.00108.222271.075839.4210385.5315435.3321543.4142.70481.72345.84230.30115.460.00抗震規(guī)范(5.2.5)條

34、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Tower FyVy MySic: 塔號: Y 向: Y 向: Y 向 Fy: 靜力法作用下結(jié)構(gòu)的反應(yīng)力作用下結(jié)構(gòu)的樓層剪力作用下結(jié)構(gòu)的彎矩Y 向的力FloorTowerFy (kN) 43.74478.20362.25286.39188.710.00Vy (分塔剪重比) (kN) 43.74(12.647%)518.39(10.623%)856.22( 9.302%)1111.33( 8.213%)1257.89( 7.034%)1257.89( 2.076%)My (kN-m) 126.842398.

35、756221.3511168.6216762.4123517.14Sic Fy (kN) 42.70481.72345.84230.30115.460.00654321111111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 654321塔號 111111X向(KN) 37.3456.2308.2223.0114.60.0Y向(KN) 43.7474.6337.8255.1146.60.0*規(guī)定水平力下框架柱、短肢墻傾覆彎矩*層號 6655443塔號1X1Y1X1Y1X1Y1X框架柱 108.2126.82279.82407.75887.86260

36、.710499.5短肢墻0.00.00.00.00.00.00.0第 11 頁其它 0.00.00.00.00.00.00.0合計(jì) 108.2126.82279.82407.75887.86260.710499.5mainjss 0.00.00.00.00.03221111111Y X Y X Y11261.715626.716922.217115.819015.00.00.00.00.00.011261.715626.716922.217115.819015.0*規(guī)定水平力下框架柱、短肢墻傾覆彎矩百分比*層號 665544332211塔號 111111111111框架柱 100.0100.0

37、100.0100.0100.0100.0100.0100.0100.0100.0100.0100.0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*層號塔號柱剪力墻剪力總剪力柱剪力百分比柱剪力與分段基底剪力百分比60.00%60.00%50.00%50.00%40.00%40.00%30.00%30.00%20.00%20.00%10.00%10.00%1X37.30.037.3100.00%1Y43.70.043.7100.00%1X493.50.0493.5100.00%1Y518.40.051

38、8.4100.00%1X801.80.0801.8100.00%1Y856.20.0856.2100.00%1X1024.80.01024.8100.00%1Y1111.30.01111.3100.00%1X1139.40.01139.4100.00%1Y1257.90.01257.9100.00%1X274.10.01139.424.06%1Y387.60.01257.930.81%*第 12 頁mainjss框架柱風(fēng)傾覆彎矩百分比*層號 665544332211塔號 111111111111柱彎矩 90.643.3810.4476.72070.81251.03774.12304.65868

39、.13604.26477.64085.1總彎矩 90.643.3810.4476.72070.81251.03774.12304.65868.13604.26477.64085.1柱彎矩百分比 100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%X Y X Y X Y X Y X Y X Y*框架柱、剪力墻風(fēng)剪力百分比*層號分比665544332211塔號柱剪力墻剪力總剪力柱剪力百分比墻剪力百111111111111X Y X Y X Y X Y X Y X Y31.214.91

40、63.698.5280.1172.0378.5234.1465.3288.8112.989.10.00.00.00.00.00.00.00.00.00.00.00.031.214.9163.698.5280.1172.0378.5234.1465.3288.8112.989.1100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%100.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%* 0.2V0調(diào)整系數(shù)*位移輸出文

41、件*$s: mmFloor: 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) : 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: 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第 13 頁mainjss: X,Y方向的平均層間位移Ave-Dx ，Ave-DyRatio-(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

42、/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1.2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_AX61600000160000045000008500000840000084000006300000830000062000006

43、20000061000002100000220.801.4327.626.3521.466.4415.078.007.096.660.460.4619.231.2821.825.1416.845.1111.786.295.515.100.420.4229001/202944001/ 69345001/ 69945001/ 56245001/ 67654001/9999100.00%1.00511.24%1.984122.99%1.223119.92%1.302193.27%0.7711100.00%0.05X向最大層間位移角：1/562(3層1塔)= 工況18 = X 雙向作用下的樓層最大位移

44、FloorTowerJmax JmaxDMax-(X)Max-DxAve-(X)Ave-Dxh Max-Dx/hDxR/DxRatio_AX6160000026000003500000650000084000006400000830000083000006200000820000081000005100000520.821.4427.676.3921.496.4515.108.017.106.670.460.4619.261.2921.875.1616.875.1211.806.305.525.110.420.4229001/201644001/ 68945001/ 69845001/ 562

45、45001/ 67454001/9999100.00%1.00511.03%1.984122.97%1.213119.87%1.292193.27%0.7711100.00%0.05X向最大層間位移角：1/562(3層1塔)= 工況12 = X+ 偶然偏心作用下的樓層最大位移FloorTowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ave-Dxh Max-Dx/hDxR/DxRatio_AX616000002600000320.831.5520.191.29第 14 頁29001/1874100.00%1.00mainjss 21.445.0616.545.0211.566

46、.175.404.990.410.4151500000850000064000006400000624.825.7119.285.8013.537.206.355.950.420.4244001/ 77145001/ 77645001/ 62545001/ 75754001/99990.47%1.944122.84%1.3000006200000620000061000059100005919.78%1.282193.08%0.7611100.00%0.05X向最大層間位移角：1/625(3層1塔)= 工況13 = X- 偶然偏心作用下的樓層最大位移FloorTowerJmax JmaxDMa

47、x-(X)Max-DxAve-(X)Ave-Dxh Max-Dx/hDxR/DxRatio_AX6160000026000004500000650000064000008400000830000083000008200000820000081000005100000520.781.3130.437.0023.647.0916.638.817.837.380.500.5018.291.2722.245.2317.175.2012.016.415.625.210.420.4229001/221144001/ 62845001/ 63545001/ 51145001/ 61054001/999910

48、0.00%1.00512.90%2.034123.14%1.243120.03%1.322193.45%0.7711100.00%0.05X向最大層間位移角：1/511(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_AY6160000036000003500005250000044000012400005830000123000058200005820000581000025100002526.561.7525.295.4420.025.3014.7

49、76.778.017.480.540.5426.331.7324.535.1019.565.1614.446.647.817.290.530.5329001/165844001/ 80945001/ 84945001/ 66445001/ 60254001/994793.34%1.00510.56%1.494128.71%1.09319.48%1.272193.97%1.0711100.00%0.06Y向最大層間位移角：1/602(2層1塔)= 工況20 = Y 雙向作用下的樓層最大位移FloorTowerJmaxMax-(Y)Ave-(Y)第 15 頁hmainjss Ave-DyJmaxD

50、Max-DyMax-Dy/hDyR/DyRatio_AY6160000036000001500005250000524000012400005830000583000058200001320000131000051100005126.661.7625.585.5120.245.3714.926.868.087.540.550.5526.391.7424.905.1819.855.2514.646.757.907.370.530.5329001/164944001/ 79845001/ 83845001/ 65645001/ 59754001/987894.47%1.00510.40%1.504

51、128.68%1.10319.10%1.282194.00%1.0711100.00%0.06Y向最大層間位移角：1/597(2層1塔)= 工況14 = 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_AY6160000036000001500005250000044000012400001230000123000012200005820000131000025100002527.211.7826.315.6820.805.5315.337.068.287.740.570.

52、5726.671.7324.535.1119.545.1614.436.647.817.280.530.5329001/162844001/ 77545001/ 81445001/ 63845001/ 58154001/955292.64%1.00510.33%1.484128.63%1.09319.35%1.272193.96%1.0711100.00%0.06Y向最大層間位移角：1/581(2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_AY

53、6160000046000002500000850000044000066400000830000663000008200006620000081000031100003126.071.7424.795.1919.915.2614.706.827.897.360.530.5325.991.7324.535.0819.575.1714.456.657.817.290.530.5329001/166644001/ 84745001/ 85645001/ 66045001/ 61154001/999994.05%1.00510.78%1.494128.78%1.09319.61%1.272193.9

54、8%1.0711100.00%0.06Y向最大層間位移角：1/611(2層1塔)第 16 頁mainjss= 工況21 = 最不利方向 88.3下的樓層最大位移FloorTowerJmax JmaxDMax-(Y)Max-DyAve-(Y)Ave-Dyh Max-Dy/hDyR/DyRatio_AY6160000036000003500005250000524000058400005830000583000058200005820000581000058100005826.521.7525.225.4319.955.2814.726.757.997.460.540.5426.301.7324.

55、515.0919.555.1614.436.647.817.280.530.5329001/165844001/ 81145001/ 85245001/ 66745001/ 60454001/996093.42%1.00510.57%1.494128.72%1.09319.47%1.272193.97%1.0711100.00%0.06Y向最大層間位移角：1/604(2層1塔)= 工況22 = 最不利方向 178.3 下的樓層最大位移FloorTowerJmax JmaxDMax-(X)Max-DxAve-(X)Ave-Dxh Max-Dx/hDxR/DxRatio_AX61600000160

56、00004500000450000044000004400000430000043000004200000420000041000001100000120.841.4327.746.3921.546.4715.148.037.126.690.460.4619.241.2821.845.1516.855.1111.796.295.515.110.420.4229001/202644001/ 68945001/ 69645001/ 56045001/ 67254001/9999100.00%1.00511.27%1.984122.99%1.223119.91%1.302193.27%0.77111

57、00.00%0.05X向最大層間位移角：1/560(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_AX61600000260000048.381.228.281.081.011.1329001/23721.65%1.0051500000850000088.271.677.571.621.091.0344001/26303.63%0.7641400000640000086.591.845.951.691.111.

58、0945001/244129.54%0.86第 17 頁mainjss 4.262.1931300000830000064.752.431.121.1145001/184913.69%1.1021200000820000082.312.152.061.901.121.1345001/209092.79%0.8611100005910000590.170.170.170.171.001.0054001/9999100.00%0.06X向最大層間位移角：1/1849(3層1塔) X方向最大位移與層平均位移的比值：1.12 X方向最大層間位移與平均層間位移的比值：(2層1塔)1.13(2層1塔)=

59、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_AX61600000260000048.381.228.281.081.011.1329001/23721.65%1.0051500000850000088.271.677.571.621.091.0344001/26303.63%0.7641400000640000086.591.845.951.691.111.0945001/244129.54%0.8631300000830

60、000064.752.434.262.191.121.1145001/184913.69%1.1021200000820000082.312.152.061.901.121.1345001/209092.79%0.8611100005910000590.170.170.170.171.001.0054001/9999100.00%0.06X向最大層間位移角：1/1849(3層1塔) X方向最大位移與層平均位移的比值：1.12 X方向最大層間位移與平均層間位移的比值：(2層1塔)1.13(2層1塔)= 工況4 =+Y 方向風(fēng)荷載作用下的樓層最大位移FloorTowerJmax JmaxDMax-