1、CABR-PKPM18棟基礎(chǔ)計(jì)算計(jì)算書(shū)項(xiàng)目編號(hào): 20130011-23項(xiàng)目名稱: 益陽(yáng)恒大綠洲二期18#樓(L23-1sd(HN-yy)G戶型)、商鋪三計(jì)算人:專(zhuān)業(yè)負(fù)責(zé)人:校核人:日期:湖南城市學(xué)院規(guī)劃建筑設(shè)計(jì)研究院目 錄一. 設(shè)計(jì)依據(jù)3二. 計(jì)算軟件信息3三. 結(jié)構(gòu)模型概況31. 系統(tǒng)總信息32. 樓層信息103. 各層等效尺寸114. 層塔屬性13四. 工況和組合131. 工況設(shè)定132. 構(gòu)件內(nèi)力基本組合系數(shù)14五. 質(zhì)量信息151. 結(jié)構(gòu)質(zhì)量分布152. 各層剛心、偏心率信息19六. 荷載信息201. 風(fēng)荷載信息20七. 立面規(guī)則性241. 樓層側(cè)向剪切剛度及剛度比242. 樓層剪力

2、/層間位移剛度253. 各樓層抗剪承載力及承載力比值284. 樓層薄弱層調(diào)整系數(shù)29八. 抗震分析及調(diào)整301. 結(jié)構(gòu)周期及振型方向302. 各地震方向參與振型的有效質(zhì)量系數(shù)313. 地震作用下結(jié)構(gòu)剪重比及其調(diào)整324. 偶然偏心信息37九. 結(jié)構(gòu)體系指標(biāo)及二道防線調(diào)整371. 豎向構(gòu)件傾覆力矩及百分比(抗規(guī)方式)372. 豎向構(gòu)件地震剪力及百分比413. 單塔多塔通用的框架0.2Vo(0.25Vo)調(diào)整系數(shù)44十. 變形驗(yàn)算461. 普通結(jié)構(gòu)樓層位移指標(biāo)統(tǒng)計(jì)46十一. 舒適度驗(yàn)算651. 結(jié)構(gòu)頂點(diǎn)風(fēng)振加速度65十二. 抗傾覆和穩(wěn)定驗(yàn)算651. 抗傾覆驗(yàn)算652. 整體穩(wěn)定剛重比驗(yàn)算65一.

3、設(shè)計(jì)依據(jù)本工程按照如下規(guī)范、規(guī)程進(jìn)行設(shè)計(jì):1. 混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB 50010-2010)2. 鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB50017-2003)3. 建筑抗震設(shè)計(jì)規(guī)范(GB50011-2010)4. 建筑結(jié)構(gòu)荷載規(guī)范(GB50009-2012)5. 人民防空地下室設(shè)計(jì)規(guī)范(GB50038-2005)6. 高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程(JGJ3-2010)7. 高層民用建筑鋼結(jié)構(gòu)技術(shù)規(guī)程(JGJ99-98)8. 鋼管混凝土結(jié)構(gòu)技術(shù)規(guī)范(GB50936-2014)9. 鋼管混凝土結(jié)構(gòu)設(shè)計(jì)與施工規(guī)程(CECS 28-2012)10. 矩形鋼管混凝土結(jié)構(gòu)技術(shù)規(guī)程(CECS 159:2004)11. 型鋼

4、混凝土組合結(jié)構(gòu)技術(shù)規(guī)程(JGJ138-2001)12. 混凝土異形柱結(jié)構(gòu)技術(shù)規(guī)程(JGJ149-2006)二. 計(jì)算軟件信息本工程計(jì)算軟件為SATWE 2010 V3.1.1版。計(jì)算日期為2016年4月29日12時(shí)19分20秒。三. 結(jié)構(gòu)模型概況1. 系統(tǒng)總信息(一)總信息:水平力與整體坐標(biāo)夾角（度）0混凝土容重（kN/m3）25.00鋼材容重（kN/m3）78.00裙房層數(shù)3轉(zhuǎn)換層所在層號(hào)0嵌固端所在層號(hào)2地上部分層數(shù)35地下室層數(shù)1墻元細(xì)分最大控制長(zhǎng)度（m）1.00彈性板細(xì)分最大控制長(zhǎng)度（m）1.00轉(zhuǎn)換層指定為薄弱層是墻梁跨中節(jié)點(diǎn)作為剛性樓板從節(jié)點(diǎn)是高位轉(zhuǎn)換結(jié)構(gòu)等效側(cè)向剛度比計(jì)算傳統(tǒng)方法

5、墻傾覆力矩計(jì)算方法考慮墻的所有內(nèi)力貢獻(xiàn)考慮梁板頂面對(duì)齊否構(gòu)件偏心方式傳統(tǒng)移動(dòng)節(jié)點(diǎn)方式結(jié)構(gòu)材料信息鋼筋混凝土結(jié)構(gòu)結(jié)構(gòu)體系剪力墻結(jié)構(gòu)恒活荷載計(jì)算信息模擬施工加載 1風(fēng)荷載計(jì)算信息計(jì)算水平風(fēng)荷載地震作用計(jì)算信息計(jì)算水平地震作用結(jié)構(gòu)所在地區(qū)全國(guó)規(guī)定水平力的確定方式樓層剪力差方法（規(guī)范方法）墻梁轉(zhuǎn)框架梁的控制跨高比（0=不轉(zhuǎn)）0.00框架連梁按殼元計(jì)算控制跨高比0.00扣除構(gòu)件重疊質(zhì)量和重量否剛性樓板假定計(jì)算信息不強(qiáng)制采用剛性樓板假定樓梯計(jì)算信息不帶樓梯進(jìn)行計(jì)算(二)控制信息:計(jì)算軟件信息32位線性方程組的解法Pardiso地震作用分析方法總剛分析方法位移輸出方式簡(jiǎn)化輸出吊車(chē)荷載計(jì)算否生成傳給基礎(chǔ)的剛度

6、否(三)風(fēng)荷載信息:地面粗糙度類(lèi)別B修正后的基本風(fēng)壓（kN/m2）0.40X向結(jié)構(gòu)基本周期（秒）2.99Y向結(jié)構(gòu)基本周期（秒）2.80風(fēng)荷載作用下結(jié)構(gòu)的阻尼比（%）5.00承載力設(shè)計(jì)時(shí)風(fēng)荷載效應(yīng)放大系數(shù)1.10用于舒適度驗(yàn)算的風(fēng)壓（kN/m2）0.35用于舒適度驗(yàn)算的結(jié)構(gòu)阻尼比（%）2.00考慮順風(fēng)向風(fēng)振影響是考慮橫風(fēng)向風(fēng)振影響否考慮扭轉(zhuǎn)風(fēng)振影響否水平風(fēng)體型系數(shù)：體型分段數(shù)1第一段：最高層號(hào)36X向體型系數(shù)1.30Y向體型系數(shù)1.30設(shè)縫多塔背風(fēng)面體型系數(shù)0.50(四)地震信息:結(jié)構(gòu)規(guī)則性信息不規(guī)則設(shè)防地震分組第一組設(shè)防烈度6（0.05g）場(chǎng)地類(lèi)別III類(lèi)砼框架抗震等級(jí)3 三級(jí)剪力墻抗震等級(jí)3

7、 三級(jí)鋼框架抗震等級(jí)0 特級(jí)抗震構(gòu)造措施的抗震等級(jí)不改變懸挑梁默認(rèn)取框梁抗震等級(jí)否按主振型確定地震內(nèi)力符號(hào)否按抗規(guī)（6.1.3-3）降低嵌固端以下抗震構(gòu)造措施的抗震等級(jí)否部分框支剪力墻結(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)（高規(guī)表3.9.3、表3.9.4）是程序自動(dòng)考慮最不利水平地震作用否考慮雙向地震作用否考慮偶然偏心是X向相對(duì)偶然偏心0.05Y向相對(duì)偶然偏心0.05重力荷載代表值的活載組合值系數(shù)0.50周期折減系數(shù)0.90特征周期（秒）0.45水平地震影響系數(shù)最大值0.04用于12層以下規(guī)則砼框架結(jié)構(gòu)薄弱層驗(yàn)算的地震影響系數(shù)最大值0.28結(jié)構(gòu)阻尼比選取方法全樓統(tǒng)一結(jié)構(gòu)的阻尼比（%）5.00

8、特征值分析參數(shù)：分析類(lèi)型子空間迭代法計(jì)算振型個(gè)數(shù)15斜交抗側(cè)力構(gòu)件方向附加地震數(shù)0是否采用自定義地震影響系數(shù)曲線否(五)活荷信息:柱、墻設(shè)計(jì)時(shí)活荷載不折減傳給基礎(chǔ)的活荷載折減梁活荷不利布置的最高層號(hào)0柱、墻、基礎(chǔ)活荷載折減系數(shù)：計(jì)算截面以上層數(shù)折減系數(shù)11.002-30.854-50.706-80.659-200.6020層以上0.55梁樓面活荷載折減設(shè)置從屬面積超過(guò)25m2時(shí)，折減系數(shù)為0.9考慮結(jié)構(gòu)使用年限的活荷載調(diào)整系數(shù)1.00(六)調(diào)整信息:梁活荷載內(nèi)力放大系數(shù)1.00梁扭矩折減系數(shù)0.40托墻梁剛度放大系數(shù)1.00支撐臨界角（度）20.00梁端負(fù)彎矩調(diào)幅系數(shù)0.85梁端彎矩調(diào)幅方法通

9、過(guò)豎向構(gòu)件判斷調(diào)幅梁支座地震作用下連梁剛度折減系數(shù)0.60風(fēng)荷載作用下的連梁剛度折減系數(shù)1.00柱實(shí)配鋼筋超配系數(shù)1.15墻實(shí)配鋼筋超配系數(shù)1.15梁剛度放大系數(shù)按2010規(guī)范取值是梁剛度放大系數(shù)按主梁計(jì)算否按抗震抗規(guī)(5.2.5)調(diào)整各樓層地震內(nèi)力是弱軸方向動(dòng)位移比例（0-1）0.00強(qiáng)軸方向動(dòng)位移比例（0-1）0.00薄弱層調(diào)整：按剛度比判斷薄弱層的方式按抗規(guī)和高規(guī)從嚴(yán)判斷受剪承載力突變形成的薄弱層自動(dòng)進(jìn)行調(diào)整是受剪承載力突變形成的薄弱層自動(dòng)進(jìn)行調(diào)整,其限值為0.80指定的薄弱層個(gè)數(shù)0薄弱層地震內(nèi)力放大系數(shù)1.25地震作用調(diào)整：全樓地震作用放大系數(shù)1.00二道防線調(diào)整：考慮雙向地震時(shí)內(nèi)力調(diào)

10、整方式先考慮雙向地震再調(diào)整0.2V0分段調(diào)整方法規(guī)范方法調(diào)整方式min alpha*V0,beta*Vfmaxalpha0.20beta1.50調(diào)整分段數(shù)1調(diào)整起始層號(hào)1調(diào)整終止層號(hào)32調(diào)整系數(shù)上限2.00調(diào)整與框支柱相連的梁的內(nèi)力否框支柱調(diào)整系數(shù)上限5.00指定的加強(qiáng)層個(gè)數(shù)0(七)設(shè)計(jì)信息:結(jié)構(gòu)重要性系數(shù)1.00鋼構(gòu)件截面凈毛面積比0.50梁按壓彎計(jì)算的最小軸壓比0.15考慮P-效應(yīng)否按高規(guī)或高鋼規(guī)進(jìn)行構(gòu)件設(shè)計(jì)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照純框架結(jié)構(gòu)的規(guī)定采用否剪力墻構(gòu)造邊緣構(gòu)件的設(shè)計(jì)執(zhí)行高規(guī)7.2.16-4條的較高配筋要求是當(dāng)邊緣構(gòu)件軸壓比小于抗規(guī)6.4.5條規(guī)

11、定的限值時(shí)一律設(shè)置構(gòu)造邊緣構(gòu)件是按混凝土規(guī)范B.0.4條考慮柱二階效應(yīng)否梁按高規(guī)5.2.3-4條進(jìn)行簡(jiǎn)支梁控制主梁、次梁均執(zhí)行此條主梁進(jìn)行簡(jiǎn)支梁控制的處理方法分段計(jì)算梁保護(hù)層厚度（mm）30.00柱保護(hù)層厚度（mm）30.00梁柱重疊部分簡(jiǎn)化為剛域：梁端簡(jiǎn)化為剛域是柱端簡(jiǎn)化為剛域是鋼柱計(jì)算長(zhǎng)度系數(shù)：X向：有側(cè)移Y向：有側(cè)移柱配筋計(jì)算原則按單偏壓計(jì)算柱剪跨比計(jì)算原則簡(jiǎn)化方式（H/2h0）過(guò)渡層信息：過(guò)渡層個(gè)數(shù)0(八)配筋信息:鋼筋級(jí)別：梁主筋級(jí)別HRB400360梁箍筋級(jí)別HPB300270柱主筋級(jí)別HRB400360柱箍筋級(jí)別HPB300270墻主筋級(jí)別HRB400360墻水平分布筋級(jí)別HRB

12、400360墻豎向分布筋級(jí)別HRB400360邊緣構(gòu)件箍筋級(jí)別HPB300270箍筋間距：梁箍筋間距（mm）100.00柱箍筋間距（mm）100.00墻水平分布筋間距（mm）200.00墻分布筋配筋率：墻豎向分布筋配筋率（%）0.30墻最小水平分布筋配筋率（%）0.00梁抗剪配筋采用交叉斜筋方式時(shí)，箍筋與對(duì)角斜筋的配筋強(qiáng)度比1.00(九)荷載組合:恒荷載分項(xiàng)系數(shù)G1.20活荷載分項(xiàng)系數(shù)L1.40活荷載組合系數(shù)L0.70重力荷載代表值效應(yīng)的活荷組合值系數(shù)EG0.50重力荷載代表值效應(yīng)的吊車(chē)荷載組合值系數(shù)0.50風(fēng)荷載分項(xiàng)系數(shù)W1.40風(fēng)荷載組合值系數(shù)W0.60水平地震作用分項(xiàng)系數(shù)Eh1.30豎向

13、地震作用分項(xiàng)系數(shù)Ev0.50吊車(chē)荷載組合值系數(shù)0.70溫度荷載分項(xiàng)系數(shù)1.40吊車(chē)荷載分項(xiàng)系數(shù)1.40特殊風(fēng)荷載分項(xiàng)系數(shù)1.40溫度作用的組合值系數(shù)：僅考慮恒、活荷載參與組合0.60考慮風(fēng)荷載參與組合0.00考慮僅地震作用參與組合0.00砼構(gòu)件溫度效應(yīng)折減系數(shù)0.30采用自定義組合及工況否(十)地下室信息:室外地面與結(jié)構(gòu)最底部的高差（單位m）0.00x向土層水平抗力系數(shù)的比例系數(shù)（m值）3.00y向土層水平抗力系數(shù)的比例系數(shù)（m值）3.00x向地面處回填土剛度折減系數(shù)0.00y向地面處回填土剛度折減系數(shù)0.00外墻分布筋保護(hù)層厚度（mm）35.00地下室外墻側(cè)水土壓力參數(shù)：回填土容重（kN/m

14、3）18.00室外地坪標(biāo)高（m）-0.35回填土側(cè)壓力系數(shù)0.50地下水位標(biāo)高（m）-20.00室外地面附加荷載（kN/m2）0.00人防設(shè)計(jì)信息：人防地下室總層數(shù)0(十一)性能設(shè)計(jì):按照高規(guī)方法進(jìn)行性能設(shè)計(jì)不考慮(十二)其他重要參數(shù):主控自由度總數(shù)1148312. 樓層信息表3-1 構(gòu)件材料層號(hào)梁柱(含支撐)墻數(shù)量材料數(shù)量材料數(shù)量材料3628C302C302C303541C304C303481C3018C3026C3033175C30140C3019-32175C30139C309-18175C30139C356-8175C30139C404,5175C30139C453219C3013C3

15、0149C452651C3051C30152C451181C3030C30144C45表3-2 梁柱板鋼筋強(qiáng)度層號(hào)柱縱筋柱箍筋梁縱筋梁箍筋1-36360270360270表3-3 墻鋼筋強(qiáng)度層號(hào)墻主筋墻水平分布筋墻豎向分布筋邊緣構(gòu)件箍筋1-36360360360270表3-4 墻分布筋配筋率層號(hào)最小水平分布筋配筋率(%)墻豎向分布筋配筋率(%)1-360.00%0.30%圖3-1 全樓構(gòu)件材料簡(jiǎn)圖3. 各層等效尺寸表3-5 各層等效尺寸(單位:m,m2)層號(hào)層高累計(jì)層高面積形心X,Y等效寬B等效高H最大寬BMAX最小寬BMIN362.800111.85076.476.2,-2.28.149.5

16、210.077.44352.950109.05090.066.6,-1.58.7210.9611.817.52342.950106.100222.186.5,-1.527.2024.6728.2523.47332.950103.150644.846.5,-1.627.7427.6427.7827.60322.950100.200617.316.6,-1.427.9728.0228.0527.95312.95097.250617.316.6,-1.427.9728.0228.0527.95302.95094.300617.316.6,-1.427.9728.0228.0527.95292.950

17、91.350617.316.6,-1.427.9728.0228.0527.95282.95088.400617.316.6,-1.427.9728.0228.0527.95272.95085.450617.316.6,-1.427.9728.0228.0527.95262.95082.500617.316.6,-1.427.9728.0228.0527.95252.95079.550617.316.6,-1.427.9728.0228.0527.95242.95076.600617.316.6,-1.427.9728.0228.0527.95232.95073.650617.316.6,-1

18、.427.9728.0228.0527.95222.95070.700617.316.6,-1.427.9728.0228.0527.95212.95067.750617.316.6,-1.427.9728.0228.0527.95202.95064.800617.316.6,-1.427.9728.0228.0527.95192.95061.850617.316.6,-1.427.9728.0228.0527.95182.95058.900617.316.6,-1.427.9728.0228.0527.95172.95055.950617.316.6,-1.427.9728.0228.052

19、7.95162.95053.000617.316.6,-1.427.9728.0228.0527.95152.95050.050617.316.6,-1.427.9728.0228.0527.95142.95047.100617.316.6,-1.427.9728.0228.0527.95132.95044.150617.316.6,-1.427.9728.0228.0527.95122.95041.200617.316.6,-1.427.9728.0228.0527.95112.95038.250617.316.6,-1.427.9728.0228.0527.95102.95035.3006

20、17.316.6,-1.427.9728.0228.0527.9592.95032.350617.316.6,-1.427.9728.0228.0527.9582.95029.400617.316.6,-1.427.9728.0228.0527.9572.95026.450617.316.6,-1.427.9728.0228.0527.9562.95023.500617.316.6,-1.427.9728.0228.0527.9552.95020.550617.316.6,-1.427.9728.0228.0527.9542.95017.600617.316.6,-1.427.9728.022

21、8.0527.9534.45014.6501116.350.4, 0.733.1439.7440.7931.8325.70010.2002687.3711.1, 1.847.7557.5458.9446.0114.5004.5001775.318.1,-0.846.5740.1748.6737.604. 層塔屬性表3-6 樓層屬性表層號(hào)約束邊緣構(gòu)件層過(guò)渡層底部加強(qiáng)區(qū)樓層轉(zhuǎn)換層加強(qiáng)層薄弱層頂部小塔樓6-3651-4四. 工況和組合1. 工況設(shè)定表4-1 工況設(shè)定工況編號(hào)工況簡(jiǎn)稱工況詳稱工況1DL恒荷載工況2LL活荷載工況3EXPX+5%地震工況4EXMX-5%地震工況5EYPY+5%地震工況6E

22、YMY-5%地震工況7WXX向風(fēng)荷載工況8WYY向風(fēng)荷載工況9LXX靜震(X方向規(guī)定水平力)工況10LYY靜震(Y方向規(guī)定水平力)工況11PXX靜震P(X方向正偏心規(guī)定水平力)工況12MXX靜震M(X方向負(fù)偏心規(guī)定水平力)工況13PYY靜震P(Y方向正偏心規(guī)定水平力)工況14MYY靜震M(Y方向負(fù)偏心規(guī)定水平力)工況15EXX向地震工況16EYY向地震2. 構(gòu)件內(nèi)力基本組合系數(shù)表4-2 構(gòu)件內(nèi)力基本組合系數(shù)編號(hào)基本組合系數(shù)DLLLWXWYEXEY11.350.980.000.000.000.0021.201.400.000.000.000.0031.001.400.000.000.000.00

23、41.200.001.400.000.000.0051.200.00-1.400.000.000.0061.200.000.001.400.000.0071.200.000.00-1.400.000.0081.201.400.840.000.000.0091.201.40-0.840.000.000.00101.201.400.000.840.000.00111.201.400.00-0.840.000.00121.200.981.400.000.000.00131.200.98-1.400.000.000.00141.200.980.001.400.000.00151.200.980.00-

24、1.400.000.00161.000.001.400.000.000.00171.000.00-1.400.000.000.00181.000.000.001.400.000.00191.000.000.00-1.400.000.00201.001.400.840.000.000.00211.001.40-0.840.000.000.00221.001.400.000.840.000.00231.001.400.00-0.840.000.00241.000.981.400.000.000.00251.000.98-1.400.000.000.00261.000.980.001.400.000

25、.00271.000.980.00-1.400.000.00281.200.600.280.001.300.00291.200.60-0.280.00-1.300.00301.200.600.000.280.001.30311.200.600.00-0.280.00-1.30321.200.600.280.00-1.300.00331.200.60-0.280.001.300.00341.200.600.000.280.00-1.30351.200.600.00-0.280.001.30361.000.500.280.001.300.00371.000.50-0.280.00-1.300.00

26、381.000.500.000.280.001.30391.000.500.00-0.280.00-1.30401.000.500.280.00-1.300.00411.000.50-0.280.001.300.00421.000.500.000.280.00-1.30431.000.500.00-0.280.001.30五. 質(zhì)量信息1. 結(jié)構(gòu)質(zhì)量分布表5-1 質(zhì)量分布層號(hào)恒載質(zhì)量(t)活載質(zhì)量(t)層質(zhì)量(t)質(zhì)量比3680.61.982.50.6335128.22.3130.50.2934426.631.1457.70.4233973.5106.51080.01.255-32795.96

27、9.7865.61.004795.969.7865.60.5531508.378.41586.70.1926213.32041.48254.7*2.83*12478.6433.92912.51.00*代表該樓層質(zhì)量比不滿足高規(guī)3.5.6條的限值1.50恒載產(chǎn)生的總質(zhì)量 (t): 34889.177活載產(chǎn)生的總質(zhì)量 (t): 4717.455結(jié)構(gòu)的總質(zhì)量 (t): 39606.632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)總質(zhì)量包括恒載、活載產(chǎn)生的質(zhì)量和附加質(zhì)量活載產(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 (1t = 1000kg)下表中質(zhì)量比的計(jì)算方法為“本層單位面積質(zhì)量與上層單位面積質(zhì)

28、量比值”和“本層單位面積質(zhì)量與下層單位面積質(zhì)量比值”的大值表5-2 各樓層的單位面積質(zhì)量分布層號(hào)單位面積質(zhì)量(kg/m2)單位面積質(zhì)量比361079.01.00351449.11.34342060.11.42331674.91.194-321402.21.0031421.31.0123071.7*2.16*11640.61.00*代表該樓層單位面積質(zhì)量比不滿足高規(guī)3.5.6條的限值1.5圖5-1 恒載,活載,層質(zhì)量分布曲線圖5-2 質(zhì)量比分布曲線圖5-3 單位面積質(zhì)量分布曲線圖5-4 單位面積質(zhì)量比分布曲線2. 各層剛心、偏心率信息Xstif、Ystif(m): 剛心的 X，Y 坐標(biāo)值A(chǔ)lf(

29、Degree): 層剛性主軸的方向Eex、Eey: X，Y 方向的偏心率表5-4 各層剛心、偏心率信息層號(hào)XstifYstifAlfEexEey365.81-2.8329.004.98%14.55%358.201.4428.8022.90%65.12%347.500.6428.7513.99%41.18%3310.165.6030.6928.78%59.78%3210.386.0832.6430.30%63.31%3110.416.0931.9630.40%63.34%3010.416.0731.8530.45%63.21%2910.416.0931.9630.40%63.34%2810.41

30、6.0731.8530.45%63.21%2710.416.0931.9630.40%63.34%2610.416.0731.8530.45%63.21%2510.416.0931.9630.40%63.34%2410.416.0731.8530.45%63.21%2310.416.0931.9630.40%63.34%2210.416.0731.8530.45%63.21%2110.416.0931.9630.40%63.34%2010.416.0731.8530.45%63.21%1910.416.0931.9630.40%63.34%1810.416.0731.8530.45%63.21

31、%1710.416.0931.9630.40%63.34%1610.416.0731.8530.45%63.21%1510.416.0931.9630.40%63.34%1410.416.0731.8530.45%63.21%1310.416.0931.9630.40%63.34%1210.416.0731.8530.45%63.21%1110.416.0931.9630.40%63.34%1010.416.0731.8530.45%63.21%910.416.0931.9630.40%63.34%810.416.0731.8530.45%63.21%710.416.0931.9630.40%

32、63.34%610.416.0731.8530.45%63.21%510.416.0931.9630.40%63.34%410.336.0931.7229.67%63.22%310.795.7927.0966.30%45.23%211.025.7228.9135.37%37.60%110.534.8635.5728.73%49.23%六. 荷載信息1. 風(fēng)荷載信息風(fēng)壓?jiǎn)挝? kN/m2迎風(fēng)面積單位: m2本層風(fēng)荷、樓層剪力單位:kN樓層彎矩單位: kN.m表6-1 X向順風(fēng)向風(fēng)荷載信息層號(hào)本層風(fēng)荷樓層剪力樓層彎矩3655.755.7156.03565.9121.7514.934175.9297

33、.61392.833174.3471.92785.032171.4643.34682.831168.5811.97077.830165.7977.59961.629162.81140.313325.628159.91300.317161.527157.11457.421460.726154.21611.526214.725151.31762.831415.124148.41911.337053.323145.52056.743120.722142.52199.349608.521139.62338.856508.120136.62475.463810.519133.52608.971506.8

34、18130.42739.379587.917127.32866.688044.416124.12990.796866.915120.83111.51.1e+514117.43228.91.2e+513114.03342.91.3e+512110.43453.31.4e+511106.73560.01.5e+510102.93662.81.6e+5998.83761.71.7e+5894.63856.31.8e+5790.13946.41.9e+5685.34031.72.0e+5580.14111.82.2e+5474.34186.02.3e+53121.34307.32.5e+52208.5

35、4515.82.7e+510.04515.82.9e+5表6-2 Y向順風(fēng)向風(fēng)荷載信息層號(hào)本層風(fēng)荷樓層剪力樓層彎矩3652.852.8147.93558.4111.2476.034175.8287.11322.933174.0461.12683.332171.2632.34548.631168.3800.66910.430165.5966.19760.429162.61128.713089.928159.71288.416890.827156.91445.321154.526154.01599.325872.525151.21750.531036.524148.31898.836637.923

36、145.42044.142668.122142.42186.649118.521139.52326.055980.320136.52462.563244.719133.42596.070902.818130.42726.378945.417127.22853.587363.416124.02977.696147.315120.83098.31.1e+514117.43215.71.1e+513114.03329.71.2e+512110.43440.11.3e+511106.73546.81.5e+510102.93649.71.6e+5998.93748.61.7e+5894.63843.3

37、1.8e+5790.23933.41.9e+5685.34018.82.0e+5580.14098.92.1e+5474.34173.22.3e+53111.54284.72.5e+52157.94442.72.7e+510.04442.72.9e+5圖6-1 順風(fēng)向樓層剪力簡(jiǎn)圖圖6-2 順風(fēng)向樓層彎矩簡(jiǎn)圖七. 立面規(guī)則性1. 樓層側(cè)向剪切剛度及剛度比Ratx，Raty(剛度比): X，Y 方向本層塔剪切剛度與下一層相應(yīng)塔剪切剛度的比值表7-1 樓層側(cè)向剪切剛度比層號(hào)RatxRaty360.600.85350.190.34340.150.1720-331.001.00190.950.9510-

38、181.001.0090.970.977,81.001.0060.970.9751.001.0041.211.2231.231.2320.790.7911.001.00圖7-1 多方向剛度比簡(jiǎn)圖2. 樓層剪力/層間位移剛度Ratx1，Raty1(剛度比1):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%的比值中之較小值(按抗規(guī)3.4.3;高規(guī)3.5.2-1)Ratx2，Raty2(剛度比2):X、Y 方向本層塔側(cè)移剛度與本層層高的乘積與上一層相應(yīng)塔側(cè)移剛度與上層層高的乘積的比值(高規(guī)3.5.2-2)表7-2 樓層剛度比層號(hào)Ratx1Raty1Ratx2R

39、aty2Rat2_min361.001.001.001.001.00353.503.272.582.410.90345.534.203.872.940.90334.853.413.402.390.90321.931.861.351.300.90311.721.661.211.160.90301.611.551.131.090.90291.551.451.091.050.90281.451.351.061.020.90271.391.311.041.020.90261.351.291.031.020.90251.331.301.031.020.90241.321.311.021.030.9020

40、-231.311.321.021.030.90191.311.311.021.020.90181.311.311.031.020.9016,171.321.311.031.020.90151.331.311.031.030.90141.341.321.041.030.90131.341.331.041.030.9011,121.351.341.041.040.90101.361.351.041.040.9091.371.361.051.050.9081.381.381.061.060.9071.401.411.061.070.9061.431.451.081.090.9051.461.491.

41、091.110.9041.501.561.111.140.9031.091.151.201.241.1021.341.581.551.780.9013.434.432.072.450.90圖7-2 多方向剛度比1簡(jiǎn)圖圖7-3 多方向剛度比2簡(jiǎn)圖3. 各樓層抗剪承載力及承載力比值Vx(kN)、Vy(kN): 樓層抗剪承載力(X、Y方向)Vx/Vxp、Vy/Vyp: 本層與上層樓層承載力的比值(X,Y方向)表7-3 各樓層抗剪承載力及承載力比值層號(hào)Vx(kN)Vy(kN)Vx/VxpVy/Vyp比值判斷36703.431127.611.001.00滿足35786.291243.681.121.10

42、滿足344929.605786.886.274.65滿足3324452.8726051.334.964.50滿足3224791.6626494.871.011.02滿足3125113.1926767.051.011.01滿足3025569.4627232.941.021.02滿足2925884.1127641.631.011.02滿足2826212.0527970.621.011.01滿足2726561.3228340.761.011.01滿足2626925.4428741.831.011.01滿足2527251.7029086.101.011.01滿足2427577.2729447.921.011.01滿足2327904.8229805.121.011.01滿足2228228.2430155.481.011.01滿足2128604.7030514.311.011.01滿足2028772.9230716.821.011.01滿足1928971.9230899.821.011.01滿足1831379.8933525.641.081.08滿足1731595.7733702.791.011.01滿足1631775.3633854.021.011.00滿足1531922.4633969.951.001.00滿足143199