喀什明升广场框剪结构隔震设计案例

喀什明升国际广场工程高层建筑隔震设计案例

汇报人：吴从晓第一页，共43页。建筑构造隔震设计流程：第二页，共43页。工程概况1隔震构造分析3隔震构造措施4目录隔震方案设计2第三页，共43页。该工程为喀什明升国际广场工程某框架-剪力墙构造，建筑类别为丙类建筑。建筑总高度为，地上28层〔不包括隔震层〕，地下室2层。隔震层层高为，1层层高，2-27层层高为，28层层高为。构造设计使用年限为50年。1工程概况第四页，共43页。构造设计条件：〔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：根本风压：按50年一遇的根本风压采用，取2。地面粗糙度：B类〔3〕地震参数：抗震设防烈度：8度；设计根本地震加速度：设计地震分组：第三组1工程概况第五页，共43页。构造设计标准：〔1〕构造设计年限：该工程设计使用年限为50年。〔2〕构造设计等级：地基根底的平安等级：乙级建筑构造的平安等级：二级建筑抗震设防类别：丙类钢筋混凝土构造的抗震等级：该工程的框架为二级、剪力墙抗震为二级。1工程概况第六页，共43页。隔震设计目的：拟通过采用隔震设计方案，使构造在当地8度〔〕抗震设防烈度下按降低一度〔即7度〕进展设计。隔震层单独设置，采用根底隔震的方式。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工程概况第七页，共43页。建筑立面图第八页，共43页。1工程概况ETABS模型PKPM模型VS上部构造按7度进展初步设计。第九页，共43页。1工程概况质量比照PKPM(Ton)ETABS(Ton)差值(%)26636270001.37表1非隔震构造质量比照第十页，共43页。1工程概况周期比照表2非隔震构造周期比照阶数PKPM(s)ETABS(s)差值(%)11.88461.8722-0.6621.86751.7724-5.0931.39091.44553.93第十一页，共43页。楼层剪力比照表3非隔震构造楼层剪力比照层数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）145781534315550158106.663.04第十二页，共43页。1工程概况综合上述数据可以看出，ETABS非隔震构造模型与SATWE模型的构造质量、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构造根本特性。第十三页，共43页。2隔震方案设计地震波的选取?建筑抗震设计标准?〔GB50011-〕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响谱法所采用的地震影响系数曲线在统计意义上相符。第十四页，共43页。2隔震方案设计地震波的选取要求一：弹性时程分析时，每条时程计算的构造底部剪力不应小于振型分解反响谱计算结果的65%，多条时程计算的构造底部剪力平均值不应小于振型分解反响谱法计算结果的80%。要求二：输入地震加速度时程曲线的有效持续时间〔一般从首次到达该时程曲线最大峰值的10%那一刻算起，到最后一点到达最大峰值的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构造根本周期的〔5~10〕倍。第十五页，共43页。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〕集集波〔CHICHI〕Kobe神户波〔KOBE〕Northridge北岭波〔NORT〕圣费南多波〔SANF〕TaftN21E波〔TAFT波〕第十六页，共43页。2隔震方案设计7条地震波的时程曲线及反响谱图第十七页，共43页。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非隔震构造基底剪力时程与反响谱计算结果比照各条时程计算的构造底部剪力值满足标准要求。要求一√第十八页，共43页。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非隔震构造基底剪力时程与反响谱计算结果比照各条时程的有效持续时间满足标准要求。要求二√第十九页，共43页。2隔震方案设计隔震支座的设置隔震层刚度中心宜与上部构造的质量中心重合。隔震支座的平面布置宜与上部构造和下部构造的竖向受力构件的平面位置相对应。同一房屋选用多种规格的隔震支座时，应注意充分发挥每个橡胶支座的承载力和程度变形才能。同一支承处选用多个隔震支座时，隔震支座之间的净距应大于安装操作所需要的空间要求。设置在隔震层的抗风装置宜对称、分散地布置在建筑物的周边或周边附近。〔一般原那么〕第二十页，共43页。2隔震方案设计根据以上布置原那么，该工程共布置了隔震支座46个，包含LNR800、LRB900和LRB1000三种型号：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隔震支座力学性能参数表第二十一页，共43页。隔震支座编号及平面布置图第二十二页，共43页。2隔震方案设计隔震层抗风验算该工程中：通过抗风验算可以得出该工程隔震支座及所需抗风装置〔铅芯橡胶隔震支座〕的布置数量都能满足构造抗风需求。第二十三页，共43页。2隔震方案设计支座压应力验算根据?建筑抗震设计标准?(GB50011-)第条，丙类建筑中橡胶隔震支座在重力荷载代表值下的竖向压应力不应超过15Mpa。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从表中可见所有隔震支座压应力都没有超过15MPa，满足标准要求。第二十四页，共43页。3隔震结构分析中震时程分析工作一：比照隔震前后构造周期；?叠层橡胶支座隔震技术规程?规定：隔震房屋两个方向的根本周期相差不宜超过较小值的30%。工作二：计算程度向减震系数。?建筑抗震设计标准?规定：对高层建筑构造的程度向减震系数，应计算隔震与非隔震各层倾覆力矩的最大比值，并与层间剪力的最大比值相比较，取二者的较大值。第二十五页，共43页。3隔震结构分析中震时程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）隔震前后构造周期比照隔震构造两个方向的根本周期相差小于较小值的30%，满足标准要求。第二十六页，共43页。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构造隔震前后各楼层层间剪力比〔时程均值〕的最大值为第二十七页，共43页。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构造隔震前后各楼层倾覆弯矩比〔时程均值〕的最大值为第二十八页，共43页。中震时程分析综合上表可得隔震层以上构造隔震前后，构造各楼层倾覆弯矩比与层间剪力比的最大值为，根据?抗规?第条，确定隔震后程度地震影响系数最大值αmax1＝βαmax。设计时地震影响系数取。3隔震结构分析第二十九页，共43页。3隔震结构分析大震时程分析根据?建筑抗震设计标准?〔GB50011-〕第、和条规定：隔震支座应进展竖向承载力验算和罕遇地震下程度位移的验算〔工作一〕；橡胶隔震支座在罕遇地震的程度和竖向地震同时作用下，拉应力不应大于1MPa〔工作二〕；隔震层支墩、支柱及相连构件，应采用隔震构造罕遇地震下隔震支座底部的竖向力、程度力和力矩进展承载力验算〔工作三〕。第三十页，共43页。3隔震结构分析支座程度位移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罕遇地震下隔震层〔隔震支座〕程度位移计算采用的荷载组合为：1.0×恒荷载＋0.5×活荷载＋1.0×程度地震，即荷载组合为：。由此得到罕遇地震下各个支座最大程度位移，可知最大支座位移为。第三十一页，共43页。3隔震结构分析最大支座位移隔震缝宽度计算隔震层位移验算隔震缝宽度不宜小于隔震橡胶支座在罕遇地震下的最大程度位移的倍且不宜小于200mm。橡胶隔震支座在罕遇地震作用下的程度位移限值不应超过支座有效直径的倍和支座内部橡胶总厚度倍二者的较小值。根据计算，隔震缝宽宜大于，该工程隔震缝宽度建议取500mm。

根据验算，隔震构造在罕遇地震作用下的隔震支座最大程度位移368.1mm<440，满足标准要求。第三十二页，共43页。3隔震结构分析支座拉应力验算根据?抗规条规定：隔震橡胶支座在罕遇地震的程度和竖向地震同时作用下，拉应力不应大于。隔震支座拉应力验算采用的荷载组合为：1.0×恒荷载±1.0×程度地震-0.5×竖向地震、1.0×恒荷载±0.5×程度地震-1.0×竖向地震〔竖向地震取重力何载代表值〕，其荷载组合为：、，其中程度地震作用Fek取七条时程波计算均值。第三十三页，共43页。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)L1-4.12L13-6.9L25-3.9L37-5.02L2-4.52L14-4.36L26-5.61L38-4.48L3-5.41L15-6.7