高层建筑隔震设计案例喀什明升国际广场项目

喀什明升国际广场项目高层建筑隔震设计案例

汇报人：吴从晓建筑结构隔震设计流程：工程概况1隔震结构分析3隔震构造措施4目录隔震方案设计2该工程为喀什明升国际广场项目某框架-剪力墙结构，建筑类别为丙类建筑。建筑总高度为82.7m，地上28层（不包括隔震层），地下室2层。隔震层层高为1.6m，1层层高3.3m，2-27层层高为2.9m，28层层高为4.0m。结构设计使用年限为50年。1工程概况结构设计条件：（1）场地的工程地质：场地土的类型为中软场地，场地类别II类。（2）风荷载：基本风压：按50年一遇的基本风压采用，取0.55kN/m2

。地面粗糙度：B类（3）地震参数：抗震设防烈度：8度；设计基本地震加速度：

0.30g设计地震分组：第三组1工程概况结构设计标准：（1）结构设计年限：该工程设计使用年限为50年。（2）结构设计等级：地基基础的安全等级：乙级建筑结构的安全等级：二级建筑抗震设防类别：丙类钢筋混凝土结构的抗震等级：该工程的框架为二级、剪力墙抗震为二级。1工程概况隔震设计目标：拟通过采用隔震设计方案，使结构在当地8度（0.3g）抗震设防烈度下按降低一度（即7度0.15g）进行设计。隔震层单独设置，采用基础隔震的方式。为便于日后维护和检修，隔震层梁底到地面净高取800mm，隔震层层高为1.6m。1工程概况建筑立面图1工程概况ETABS模型PKPM模型VS上部结构按7度0.15g进行初步设计。1工程概况质量对比PKPM(Ton)ETABS(Ton)差值(%)26636270001.37表1非隔震结构质量对比1工程概况周期对比表2非隔震结构周期对比阶数PKPM(s)ETABS(s)差值(%)11.88461.8722-0.6621.86751.7724-5.0931.39091.44553.93楼层剪力对比表3非隔震结构楼层剪力对比层数PKPM(kN)ETABS(kN)差值(%)X向Y向X向Y向X向Y向29799907790917-1.081.072824572742249527651.550.852737494174388142513.531.852648225339504454564.602.202556976246599863895.282.292464166933678070895.682.252370187451742476125.792.162275307852795780105.672.012179668177839783285.401.842083408454876485925.091.641986718697908288224.741.431889838923937890334.401.241792949149967692484.111.081696139404998894953.900.9715993897101032098013.850.9314102731008510670101803.860.9413106251052311060106404.101.1212110011100811490111504.441.2911114051152011950117004.781.5610118251204312430122705.121.899122671259012940128505.492.068127031313513440134305.802.257131261366113920140006.052.486135251414914370145206.242.625138861457314780149806.442.794141901491515110153406.482.853144061515415350156006.552.952145371529915500157606.623.011（隔震层）145781534315550158106.663.041工程概况综合上述数据可以看出，ETABS非隔震结构模型与SATWE模型的结构质量、计算周期和地震剪力的差异较小，由此可以认为，所建立的ETABS模型作为该工程隔震分析的有限元模型是相对准确的，且能较为真实的反映结构基本特性。2隔震方案设计地震波的选取《建筑抗震设计规范》（GB50011-2010）规定：采用时程分析法时，应按建筑场地类别和设计地震分组选用实际强震记录和人工模拟的加速度时程，其中实际强震记录的数量不应少于总数的2/3，多组时程的平均地震影响系数曲线应与振型分解反应谱法所采用的地震影响系数曲线在统计意义上相符。2隔震方案设计地震波的选取要求一：弹性时程分析时，每条时程计算的结构底部剪力不应小于振型分解反应谱计算结果的65%，多条时程计算的结构底部剪力平均值不应小于振型分解反应谱法计算结果的80%。要求二：输入地震加速度时程曲线的有效持续时间（一般从首次达到该时程曲线最大峰值的10%那一刻算起，到最后一点达到最大峰值的10%为止），无论实际强震记录还是人工模拟时程波，有效持续时间一般为结构基本周期的（5~10）倍。2隔震方案设计该工程选取了5条强震记录和2条人工模拟加速度时程。各时程详细信息：人工波1（AW-1）人工波2（AW-2）NGA_1594CHICHI.TTN051_FN集集波（CHICHI）Kobe神户波（KOBE）Northridge北岭波（NORT）NGA_67SanFERNANDO.ISD_FP圣费南多波（SANF）TaftN21E波（TAFT波）2隔震方案设计7条地震波的时程曲线及反应谱图2隔震方案设计工况反应谱AW1AW2CHICHIKOBENORTSANFTAFT时程均值剪力X向155511697017070177771761013684159991771915515（kN）Y向158111930916586171311647215441194731784216350比例X向100109.13109.77114.32113.2488.00102.88113.94107.33（%）Y向100122.12104.90108.35104.1897.66123.16112.84110.46非隔震结构基底剪力时程与反应谱计算结果对比各条时程计算的结构底部剪力值满足规范要求。要求一√2隔震方案设计时程名称第一次达到最大峰值10%对应的时间(s)最后一次达到最大峰值10%对应的时间(s)有效持续时间(s)结构周期(s)比值AW-11.3837.4236.041.872219.3AW-22.1638.0835.921.872219.2CHICHI20.3459.5839.241.872221.0KOBE6.9421.8614.921.87228.0NORT2.0216.0614.041.87227.5SANF1.3438.9537.611.872220.1TAFT1.0445.3644.321.872223.7非隔震结构基底剪力时程与反应谱计算结果对比各条时程的有效持续时间满足规范要求。要求二√2隔震方案设计隔震顺支座偶的设优置隔震止层刚棕度中醋心宜伍与上连部结垮构的章质量农中心封重合艇。隔震鲜支座造的平胶面布雕置宜冲与上烛部结描构和糕下部活结构宗的竖活向受胆力构久件的至平面连位置捉相对展应。同一零房屋糕选用贱多种程规格影的隔豪震支爪座时治，应仰注意钟充分浇发挥铃每个栗橡胶兄支座佳的承移载力仗和水划平变把形能萄力。同一黎支承插处选恒用多戒个隔呜震支巾座时交，隔性震支牌座之宴间的核净距撤应大骨于安洽装操裹作所族需要盐的空矿间要苹求。设置苹在隔寸震层瓦的抗句风装馋置宜稍对称踏、分盆散地保布置落在建阻筑物册的周象边或咬周边滔附近窄。（一射般原透则）2隔震方案设计根据凑以上胞布置复原则螺，该可工程次共布傲置了域隔震淘支座46个，仗包含LN炸R8骡00、LR非B9攀00和LR蛛B1芬00捡0三种浆型号沿：型号橡胶层厚度(mm)有效面积(cm2)竖向承载力(kN)竖向刚度(kN/mm)屈服后刚度(kN/mm)等效阻尼比(%)100%应变时等效水平刚度（kN/mm）屈服力（kN）LNR800175502675393358-51.108-LRB9001986361954240131.26726.52.292202.9LRB100021678531178048781.43426.52.594250.4隔震修支座拨力学伤性能脖参数做表隔震兽支座思编号膀及平币面布廊置图2隔震方案设计隔震宇层抗杰风验箭算该工里程中夫：通过碰抗风肢验算剩可以生得出该工漂程隔志震支助座及呜所需内抗风钱装置葱（铅莲芯橡寸胶隔例震支棚座）疮的布棒置数猾量都拖能满樱足结肉构抗馋风需话求。2隔震方案设计支座毫压应吐力验头算根据《建筑优抗震类设计赵规范》(拾GB剃5箱00森11脚-2旱01藏0)第条眯，丙类资建筑善中橡萝胶隔脉震支五座在膊重力泥荷载够代表淋值下订的竖曾向压掀应力劈燕不应桑超过15拢Mp狱a。支座编号压应力(Mpa)支座编号压应力(Mpa)支座编号压应力(Mpa)支座编号压应力(Mpa)L1-7.16L13-11.13L25-7.15L37-8.34L2-8.55L14-8.42L26-10.89L38-8.02L3-8.74L15-10.95L27-9.09L39-8.38L4-7.81L16-9.99L28-9.1L46-8.79L5-10.72L17-7.28L29-9.08L47-11.3L6-9.89L18-11.47L30-11.53L48-9.31L7-8.69L19-10.49L31-9.32L49-8.52L8-11L20-10.69L32-10.91L50-8.36L9-9.66L21-11.72L33-6.66L51-8.32L10-10.05L22-8.67L34-11.46L52-10.25L11-10.14L23-8.92L35-8.92L12-8.83L24-9.41L36-9.32从表贿中可涨见所忠有隔礼震支晕座压归应力谊都没捉有超旨过15岩MP蔽a，满稿足规号范要甚求。3隔震结构分析中震射时程导分析工作壤一：护对比锋隔震膏前后孙结构歇周期蛇；《叠层墓橡胶效支座善隔震仅技术宪规程》规定刊：隔经震房跑屋两昂个方讽向的葵基本娘周期列相差恶不宜雕超过遥较小海值的30亚%。工作采二：闷计算垄水平赢向减萌震系贵数。《建筑来抗震销设计怀规范》规定凭：对拍高层慰建筑昂结构健的水挂平向笨减震割系数绿，应埋计算档隔震腾与非品隔震乎各层燥倾覆用力矩恢的最僻大比凳值，请并与浅层间绪剪力慎的最筝大比阴值相笑比较缺，取痛二者启的较暗大值信。3隔震结构分析中震文时程羊分析振型隔震前结构周期（s）隔震后结构周期（s）两方向差值比（%）11.87（Y向平动）4.24（Y向平动）0.9421.77（X向平动）4.20（X向平动）31.44（Z轴扭转）3.83（Z轴扭转）隔震泄前后赴结构疗周期蔬对比隔震浩结构地两个啦方向田的基险本周扔期相谅差小共于较导小值杜的30渗%，满衡足规中范要副求。层号AW-1AW-2CHICHIKOBENORTSANFTAFT平均值X向Y向X向Y向X向Y向X向Y向X向Y向X向Y向X向Y向X向Y向290.2160.2180.2220.2200.1820.1950.4240.3710.2260.2530.2870.1840.2750.2590.2620.243280.2380.2590.2230.2670.2870.3060.5260.4160.3240.3220.3290.2470.2900.2770.3170.299270.2370.2490.2300.2710.3040.3190.5400.4250.3430.3290.3380.2620.2930.2840.3260.306260.2380.2410.2390.2750.3070.3330.5430.4270.3580.3380.3420.2700.2950.2840.3320.310250.2540.2510.2490.2910.2980.3490.5440.4290.3740.3550.3450.2770.2970.2850.3370.319240.2740.2730.2550.3090.2890.3660.5480.4320.3910.3780.3460.2860.2980.2840.3430.332230.2950.2910.2730.3270.2970.3770.5480.4390.4160.4030.3420.3030.2980.2850.3530.346220.3170.3060.2870.3390.3070.3870.5490.4500.4140.4260.3330.3200.3010.2820.3580.359210.3310.3190.3000.3410.3190.3940.5460.4560.4010.4340.3230.3160.3010.2750.3600.362200.3370.3320.3160.3440.3330.3870.5390.4650.3870.4290.3220.3090.2960.2660.3610.362190.3430.3460.3310.3530.3410.3780.5330.4670.3820.4160.3210.2950.2910.2590.3630.359180.3500.3580.3450.3630.3460.3680.5190.4460.3860.3990.3180.2790.2870.2590.3650.353170.3580.3730.3590.3730.3500.3510.4930.4170.4000.3930.3170.2680.2780.2620.3650.348160.3670.3860.3700.3840.3460.3330.4540.3840.4210.3950.3150.2620.2670.2690.3630.345150.3690.3790.3700.3880.3460.3280.4140.3520.4190.4030.3050.2650.2520.2760.3540.342140.3710.3660.3690.3890.3510.3210.3750.3320.3980.3970.3040.2780.2400.2670.3440.336130.3650.3590.3680.3890.3600.3120.3360.3150.3840.3880.3100.2930.2250.2560.3350.330120.3560.3670.3650.3830.3600.3080.3070.3050.3770.3950.3250.3120.2240.2570.3310.332110.3490.3710.3570.3870.3670.3110.2780.2920.3750.4050.3380.3240.2290.2630.3280.336100.3510.3700.3500.3850.3680.3200.2520.2960.3880.4150.3580.3370.2400.2710.3290.34290.3550.3640.3440.3770.3570.3290.2620.2930.3950.4230.3650.3470.2490.2810.3320.34580.3610.3600.3370.3690.3460.3290.2730.2840.3880.4210.3680.3520.2530.2850.3320.34370.3650.3570.3280.3600.3340.3290.2700.2710.3750.4050.3640.3510.2550.2820.3270.33660.3650.3510.3180.3470.3230.3290.2570.2540.3530.3670.3590.3440.2500.2720.3180.32350.3610.3450.3060.3320.3130.3270.2350.2330.3250.3230.3600.3330.2340.2530.3050.30740.3560.3370.2910.3160.3070.3220.2090.2050.2910.2710.3600.3200.2120.2330.2890.28630.3530.3300.2870.3120.3080.3230.1780.1740.2550.2240.3600.3060.1930.2100.2760.26820.3540.3240.2920.3140.3130.3300.1430.1410.2280.1940.3690.2960.1730.1820.2670.25410.3740.3390.3280.3500.3380.3560.2220.2200.3080.2620.3930.3130.2290.2470.3130.298结构全隔震虫前后胶各楼洪层层甩间剪墙力比腊（时辛程均耕值）逃的最宜大值其为0.折36敢5层号AW-1AW-2CHICHIKOBENORTSANFTAFT平均值X向Y向X向Y向X向Y向X向Y向X向Y向X向Y向X向Y向X向290.2180.2160.2200.2220.1950.1820.3710.4240.2530.2260.1840.2870.2590.2750.2430.262280.2540.2340.2540.2190.2700.2550.3980.4910.3110.2970.2230.3140.2720.2880.2830.300270.2580.2380.2630.2250.3060.2800.4120.5170.3210.3210.2410.3250.2770.2900.2970.314260.2520.2380.2730.2310.3170.2920.4190.5310.3280.3350.2520.3310.2820.2920.3030.322250.2450.2400.2760.2360.3270.2990.4220.5360.3350.3470.2590.3350.2870.2930.3070.327240.2470.2470.2840.2430.3360.3000.4250.5380.3460.3590.2650.3380.2890.2940.3130.331230.2550.2580.2940.2490.3460.2960.4270.5400.3580.3710.2700.3390.2890.2960.3200.336220.2680.2690.3040.2540.3570.2920.4310.5440.3730.3840.2750.3410.2880.2960.3280.340210.2790.2800.3130.2610.3650.2920.4360.5480.3900.3980.2820.3410.2880.2970.3360.345200.2870.2910.3190.2720.3720.2970.4430.5500.4030.4150.2920.3400.2860.2970.3430.352190.2960.3030.3240.2810.3790.3030.4520.5530.4170.4250.3010.3380.2820.2960.3500.357180.3050.3150.3270.2900.3860.3080.4560.5550.4320.4250.3090.3360.2800.2970.3570.361170.3150.3240.3280.2970.3920.3140.4590.5510.4390.4250.3160.3330.2780.2960.3610.363160.3250.3290.3280.3040.3950.3200.4630.5460.4440.4240.3190.3300.2750.2940.3640.364150.3360.3340.3330.3110.3960.3270.4660.5410.4480.4240.3190.3280.2730.2910.3670.365140.3460.3390.3390.3190.3950.3330.4650.5350.4510.4260.3170.3290.2710.2890.3690.367130.3560.3440.3460.3280.3940.3400.4620.5270.4410.4280.3110.3300.2710.2870.3690.369120.3680.3510.3540.3370.3930.3460.4540.5180.4320.4330.3100.3300.2730.2820.3690.371110.3810.3590.3620.3480.3930.3510.4430.5060.4310.4340.3110.3290.2790.2770.3710.372100.3960.3670.3710.3600.3930.3560.4290.4920.4320.4260.3130.3340.2870.2740.3740.37390.4120.3760.3800.3720.3890.3600.4150.4740.4360.4210.3180.3410.2960.2750.3780.37480.4290.3850.3900.3840.3830.3640.4000.4550.4390.4210.3250.3480.3050.2750.3820.37670.4390.3950.3990.3960.3760.3690.3860.4370.4430.4200.3330.3550.3180.2760.3850.37860.4400.4050.4100.4040.3700.3730.3720.4190.4440.4180.3410.3630.3290.2750.3870.37950.4380.4120.4230.4090.3660.3750.3580.3940.4410.4150.3490.3700.3290.2720.3860.37840.4370.4060.4330.4110.3610.3730.3450.3690.4330.4100.3520.3770.3260.2680.3840.37430.4340.3970.4400.4110.3560.3730.3310.3450.4220.4020.3520.3820.3210.2620.3790.36720.4290.3860.4390.4060.3510.3740.3150.3200.4050.3900.3510.3810.3130.2540.3720.35910.2650.2360.2650.2470.2120.2290.1910.1810.2440.2350.2130.2340.1930.1530.2260.216结构仍隔震辈前后册各楼屿层倾亿覆弯们矩比码（时窜程均削值）持的最耕大值破为0.晋38犹7中震卖时程礼分析综合交上表坏可得腔隔震段层以猛上结献构隔担震前樱后，覆结构窝各楼司层倾恭覆弯漂矩比汉与层根间剪塔力比方的最威大值基为0.为38灰7，根新据《抗规》第条秘，确岩定隔膨震后茶水平艰地震睁影响饼系数茧最大扭值αma鄙x1＝βαma它x/ψ必=0经.3沿87粘×0任.2晚4/揉0.需8=垃0.鲁11忧61。设计重时地段震影谋响系关数取0.悠12。3隔震结构分析3隔震结构分析大震井时程么分析根据《建限筑抗企震设巧计规仓范》闲（GB昆5厌00每11咽-2挥01短0）第盗、和寸条规拘定：隔震讽支座砖应进澡行竖幼向承畜载力晕验算阁和罕阵遇地饲震下水平夜位移壁的验敏算（工挣作一壤）；橡胶经隔震羽支座君在罕漏遇地歉震的茶水平怒和竖阀向地汤震同俱时作责用下珍，拉应近力不应流大于1M呼Pa（工盈作二半）；隔震捏层支播墩、斤支柱礼及相曾连构袄件，燃应采间用隔补震结巷构罕陪遇地帜震下灶隔震肚支座刘底部霸的竖程向力际、水舱平力星和力录矩进绕行承载疤力验螺算（工材作三百）。3隔震结构分析支座什水平股位移忆验算支座编号最大位移（mm）支座编号最大位移（mm）支座编号最大位移（mm）支座编号最大位移（mm）L1364.1L13358.3L25358.1L37357.6L2358.3L14361.1L26368.1L38361.1L3359.7L15361.1L27368.1L39358.3L4361.1L16366L28358.1L46358.3L5361.1L17364.1L29364.1L47357.3L6366L18355.2L30364.1L48356.5L7356.1L19356.1L31368.1L49356.8L8358.3L20357.3L32368.1L50361.1L9361.1L21358.1L33355.2L51361.1L10364.1L22359.3L34364.1L52356.4L11368.1L23359.7L35364.1L12357.3L24356.4L36356.4罕遇医地震岛下隔拜震层化（隔坡震支阿座）南水平起位移已计算运采用速的荷质载组县合为有：1.俯0×恒荷嫌载＋0.学5×活荷彩载＋1.的0×水平桑地震碗，即优荷载锯组合颗为：1.邪0D似+0截.5亏L+誉1.园0F角ek。由赤此得售到罕蚀遇地摊震下店各个奥支座塞最大学水平耳位移课，可知响最大迅支座牧位移虹为36积8.杀1m轻m。3隔震结构分析最大屑支座辞位移隔震免缝宽烫度计脚算隔震迟层位盗移验感算隔震铲缝宽怎度不恳宜小昌于隔退震橡梳胶支辛座在银罕遇止地震昌下的裂最大遗水平例位移吸的1.叹2倍且年不宜阔小于20管0m交m。橡胶坟隔震担支座彩在罕舅遇地折震作兵用下犬的水寺平位猫移限狂值不劝应超枝过支都座有基效直慰径的0.视55倍和络支座黎内部厘橡胶叫总厚女度3.驼0倍二浅者的抓较小岭值。根据凤计算愚，隔协震缝窃宽宜俱大于44暂1.执7m乞m，该螺工程如隔震桐缝宽张度建衣议取50庸0m捏m。根据凉验算亏，隔亩震结觉构在爷罕遇境地震缝作用痒下的蒜隔震粥支座莲最大当水平悲位移36劲8.富1m猴m<溉44如0，满足密规范公要求嗓。3隔震结构分析支座经拉应晌力验巨算根据《抗规条规缝定：蚕隔震矿橡胶肆支座丈在罕闷遇地袖震的视水平极和竖岂向地咱震同惧时作阶用下资，拉应铁力不使应大赶于1.浸0M法pa。隔震隔支座功拉应梅力验镇算采浙用的乒荷载暮组合习为：1.踏0×恒荷盾载±1级.0红×水平岩地震-0渗.5艘×竖向比地震技、1.悠0×恒荷伶载±0谨.5邻×水平坏地震-1免.0偶×竖向傲地震（竖幼向地拖震取0.握3重力汪何载氧代表晒值），其辉荷载顾组合凯为：、，其田中水图平地急震作感用Fe瞎k取七喝条时办程波忠计算羞均值谁。3隔震结构分析支座编号最大拉应力(Mpa)支座编号最大拉应力(Mpa)支座编号最大拉应力(Mpa)支座编号最大拉应力(Mpa)L1-4.12L13-6.9L25-3.9L37-5.02L2-4.52L14-4.36L26-5.61L38-4.48L3-5.41L15-6.75L27-4.8L39-5.26L4-4.4L16-6.11L28-5.49L46-5.55L5-6.59L17-4.18L29-5.27L47-6.46L6-6.01L18-6.6L30-6.56L48-5.18L7-4.91L19-6.09L31-4.85L49-4.86L8-6.94L20-6.17L32-5.64L50-4.21L9-4.85L21-6.82L33-3.57L51-4.32L10-6.31L22-4.5L34-6.62L52-5.71L11-5.92L23-5.52L35-5.17L12-5.01L24-5.59L36-5.54罕遇肠地震病下各浮个支吨座承当受的聪最大捆拉应摧力可见闸，该观工程麻隔震稠层46个隔社震支浙座在拢罕遇册地震杜作用金下均有未出竟现拉元应力敢，满甜足规途范要肺求。3隔震结构分析支座丝式内力寨计算罕遇亦地震骂下隔拆震支用座最饮大剪歉力和厕最大椒轴力爽计算饿采用菌的荷积载组宿合：1.反2（1.雹0×恒荷副载＋0.颠5×活荷亮载）±1.临3×水平顷地震+0满.5竖向歉地震获（竖嘴向地叨震取0.榆3重力播何载蒸代表盼值）错，1.盒2（1.敲0×恒荷柿载＋0.烦5×活荷折载）±0.早5×水平紧地震+1紧.3竖向代地震陵（竖揭向地蛛震取0.苦3重力歪荷载塞代表岛值）浸；即横分别粗为：1.穿35宜D+掠0.跨67花5L±1.续3F美ek，1.退59器D+必0.遣79趁5L±0.猫5F胁ek。由此痕得到贩罕遇职地震亩下各搁个支签座底奥部的管最大凉剪力车、轴沉力及咬弯矩笔以进森行隔保震层