小学综合楼隔震计算报告

大溪小学综合楼隔震设计初步分析报告隔震计算分析报告工程名称：大溪小学综合楼同济大学建筑设计计研究院(集团)有限公司IUGR,2014年02月27日目录TOC\o"1-2"\h\z\uHYPERLINK\l"_Toc293322081"一.工程概况1HYPERLINK\l"_Toc293322082"二.分析依据1HYPERLINK\l"_Toc293322083"三.隔震结构设计目标1HYPERLINK\l"_Toc293322084"四.计算程序及输入2HYPERLINK\l"_Toc293322086"五.隔震分析计算结果2HYPERLINK\l"_Toc293322087"六.上部结构设计12HYPERLINK\l"_Toc293322088"七.下部结构及基础设计12HYPERLINK\l"_Toc293322089"八.隔震层的连接构造措施12HYPERLINK\l"_Toc293322089"九.隔震支座的施工安装验收和维护13PAGE7一.工程概况1.工程名称:大溪小学综合楼2.工程地点:大溪3.工程用途:教学楼4.工程规模(1)建筑面积：约3367.32m2(2)高度：建筑高度约为15.1m(3)层数：3层5.主要自然条件(1)场地类别：Ⅱ类；(2)设计地震分组：1组；(3)场地特征周期：0.35s；(4)抗震设防烈度：8度；(5)设计基本地震加速度：0.2g；(6)建筑抗震设防类别：重点设防类（乙类）；二.分析依据(1)《建筑抗震设计规范》（GB50011-2010）；(2)《叠层橡胶支座隔震技术规程》（CECS126:2001）；(3)《橡胶支座第1部分：隔震橡胶支座实验方法》（GB/T20688.1-2007）；(4)《橡胶支座第3部分：建筑隔震橡胶支座》（GB20688.3-2006）；(5)《建筑结构隔震构造详图》（03SG610-1）。(6)设计院提供的建筑结构设计资料三.隔震结构设计目标上部结构水平地震剪力降低，提高结构在地震中的结构和人员的安全性。四.计算程序及输入（1）计算程序程序名称：ETABS非线性版程序功能：三维空间弹塑性时程分析及结构设计（2）ETABS模型建立以及准确性校核本工程使用大型有限元软件ETABS建立隔震与非隔震结构模型，并进行计算与分析。ETABS软件具有方便较灵活的建模功能和强大的线型和非线性动力分析功能。使用连接单元“Isolator1”准确模拟橡胶隔震支座。本结构模型依据pkpm模型，使用SATWETOEATBAS程序转换得到。ETABS模型如图1所示。图1结构有限元模型示意为了校核所建立ETABS模型的准确性，将EATBS和SATWE非隔震模型计算得到的质量、周期、层间剪力（振型分解反应谱法）进行对比，如表1～表3所示。表中差值为：。表1非隔震结构质量对比单位：TonSATWEETABS差值(％)698769850.029由表1可知，两软件模型的质量非常接近。表2非隔震结构周期对比（前三阶）单位：S振型SATWEETABS差值(％)10.6330.63420.19320.59210.59750.90930.48540.48640.204由表2可知，两软件模型的前三阶模态的自振周期也非常接近。表3非隔震结构地震剪力对比（单位：kN）层数PKPMETABS差值(%)XYXYXY41244999128810283.472.82321641795226318424.372.52229492484307125363.992.041(隔震层)31692725329327223.770.12由表3可知，两软件模型的各层剪力也较为接近。由表1、表2和表3可知，ETABS模型与SATWE模型的结构质量、周期差异很小。综上所述，用于本工程隔震分析计算的ETABS模型与PKPM模型是一致的。（3）地震波《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曲线，其中实际强震记录的数量不应少于总数的2/3，其平均地震影响系数曲线应与振型分解反应谱法所采取的地震影响系数曲线在统计意义上相符。本报告选取了实际5条强震记录和2条人工模拟的加速度时程曲线。弹性时程分析时，每条时程曲线计算所的结构底部剪力不应小于振型分解反应谱计算结果的65%，多条时程曲线计算所的结构底部剪力的平均值不应小于振型分解反应谱法计算结果的80%。图2地震动反应谱表4-1非隔震结构基底剪力工况反应谱ART1ART2TFELLWDPELNOR时程平均剪力(KN)X124481161112186197902191312296143552447916661Y104548805947317950193201228799651691413530比例(%)X100939815917699115197134Y100849117218511895162129表4-2隔震结构基底剪力工况反应谱ART1ART2TFELLWDPELNOR时程平均剪力(KN)X312723873244354128222915391138113233Y324224443131358228212873405235963214比例(%)X100761041139093125122103Y1007597110878912511199注：比例为个各时程分析与振型分解反应谱法得到的结构基底剪力之比。（4）隔震支座性能参数表5隔震支座力学性能参数支座型号竖向性能等效水平本构(1100%)等效水平本构(2250%)屈服前刚度（kNN/mm）屈服力（KN）屈服后刚度（kNN/mm）竖向刚度设计承载（KN）等效水平刚度（kkN/mm）等效阻尼比（％）等效水平刚度（kkN/mm）等效阻尼比（％）LRB500185523551.38727.71.0217.48.73462.80.873LRB600269833911.75327.7//11.04390.41.104LNR500192423550.8935/////LNR600242733911.1305/////（5）隔震支座布置表6橡胶隔震支座的竖向压应力编号支座型号压力压应力1LNR5009384.782LNR500205310.463LRB60024518.674LRB60024678.735LRB50018649.506LRB50012666.457LNR50010135.168LNR500214110.919LRB600285310.1010LRB600284910.0811LRB60026829.4912LRB50015327.8113LNR5003361.7114LNR5007053.5915LRB5008724.4416LRB5006203.1617LRB50018589.4718LRB60027399.6919LRB50018469.4120LNR5007443.7921LNR50018369.3522LNR600330711.7023LRB500222311.3324LNR5005772.9425LNR50013306.7826LNR500225711.5027LRB50015928.1128LNR50013146.7029LNR50013887.0730LNR5007443.7931LNR5004392.2432LNR5008504.3333LNR50010595.4034LNR50017148.7335LRB50014467.3736LNR5006273.2037LNR50011335.7738LNR50016428.3739LNR50016918.6140LNR50016648.4841LNR60025388.9842LRB500209810.6943LNR5006283.2044LNR50013947.1045LNR50014107.1946LNR50013997.1347LRB50015017.6548LRB50015687.9949LRB500197210.0550LRB50017058.6951LNR50012756.50本工程共使用LRB500（有铅芯500直径）、LRB600（有铅芯600直径）、LNR500（无铅芯500直径）和LNR600（无铅芯600直径）数量分别为15，6，28和2个。图3隔震支座编号及布置PAGE30五.隔震分析计算结果表7非隔震与隔震结构层间剪力及层间剪力比楼层非隔震结构层间剪剪力（kN）隔震结构层间剪力力（kN）X向Y向X向Y向ART1ART2TFELLWDPELNORART1ART2TFELLWDPELNORART1ART2TFELLWDPELNORART1ART2TFELLWDPELNOR4498750147689959957966375964834754603753878545058459878458521189146611751050135014227889601244111710411204116938793852413831175439194890017756645976521264014679907278171270316102136240920582024256527171622197123531987186225492370211611121861979021913122961435524479880594731795019320122879965169142387324435412822291539113811244431313582282128734052359611253613124216882412513044157442586699499807197852103513006110081781725333751407629043604503242062586371640472971358350354260楼层隔震与非隔震层间间剪力比X向Y向X向

平均值Y向

平均值最大值ART1ART2TFELLWDPELNORART1ART2TFELLWDPELNOR40.1710.2370.1910.1220.1810.2120.1470.2270.2080.1650.1420.2060.2620.1490.1800.1940.19430.1830.2510.1740.1170.2200.2880.1530.2510.2580.1860.1350.2050.3260.1870.1980.2210.22120.2060.2660.1790.1290.2370.2720.1560.2780.3310.2000.1460.2340.4070.2130.2060.2580.25810.2020.2860.1880.1200.2760.3200.1630.2600.3790.2050.1410.2760.4570.2390.2220.2800.280由上表6，根据《建规》第12.2.5条，隔震与非隔震层间剪力比最大值为0.258，水平地震作用可以降低一度进行设计。罕遇地震下，隔震结构各支座剪力和位移见表8，轴力见表10。由表10可知在罕遇地震作用下，支座拉力应力小于1MPa，因此该隔震支座在罕遇地震作用下是安全的。表8罕遇地震下支座剪力和位移支座

编号支座力（kN）支座剪力平均值（kN）X向Y向ART1ART2TFELLWDPELNORART1ART2TFELLWDPELNORX向Y向115721116822125319821514217814917820320317220317521572081662182491992111441791501792042031722011763294351306358390352348280325289324353355317343320429234330034837835433728132529032535535631733632152202542232592812722492132482192502722732432512456221253222255278271245213248219248272271241249245715721116822425320121814718515218921520318220418281562071662202482012141481861541892172031822021839294351304365394356355286334293337369356330346329102933432983553823573442873342943393713563303393301129233529334537235933528733429333937235633033333012221251219257278275254216253220259283273252251251131572101672222522002161481871531922192031852031841415520616521824719921114918815419322020318520018515223268230277303269270218256223260286272254263253162242652292722982692642192572242612872722542602531722426222726829427126021925722426128827225425825318295339296343376355335289337295343377356333334333192232532202572812742542182562212622872722552522532015419615820523120420015319415720323320219619319121154193156201226204197154196158204235203197190192221942391932492792602451962492012592982572492372442322225321925928127625922226322527430127326625326024155196158204230203199157200159211243203203192197251541931562002262041961572011602122442042041901982615419015319622120519315820116121324520420518819827223253219257280275256226269228281311272273252266281582081662172482012101612061632202532052122012032915821116822225320021516220716422125620521320420430155202162212240201205161206163221254205213197203311541981602082352012011612061632212552042131942033215419515820423020319916120616322025420421219220333154191155199224204195160205162221254204212189203341531891531962202051931622071632202552042121872033522125121925627627525222927323028932027228125027136159214170225258199220162208164222257204214207204371572041642132422012061622081642242592032151982053815620116220923820220216320916422525920421619620639155197159204231203199163209164225259204217192206401551931561992262041951622081642252592052171892064119624119524628125824320726520828332925727323726042221251220254276274249231275231294324273285249273431572131692272572012211672151682342722042262062124415721016722325220121716921716823727520522920421445155202162214240203207168216168238274205230197214461541981592102352032031682171682372742042291952144721925922726628527225823728523730434127329725528248218254223261278273253237285237305341274298252282492172512212582742742502382852383053422732972492835021624621825326827524523728423630534027329724628151156206165219246203212169218169239277205231201216支座

编号支座位移（m）支座位移平均值（m）X向Y向ART1ART2TFELLWDPELNORART1ART2TFELLWDPELNORX向Y向最值10.1760.2360.1880.2470.2830.2220.2410.1600.2000.1670.2000.2270.2270.1920.2280.1960.22820.1760.2330.1860.2440.2780.2230.2370.1610.2010.1680.2000.2290.2280.1930.2250.1970.22530.1740.2240.1810.2340.2660.2240.2260.1590.1980.1660.1990.2260.2260.1920.2180.1950.21840.1720.2180.1760.2250.2560.2250.2200.1590.1990.1660.1990.2260.2260.1920.2130.1950.21350.1720.2120.1710.2170.2470.2270.2140.1590.2000.1670.2010.2270.2290.1940.2090.1970.20960.1720.2100.1700.2140.2440.2270.2110.1600.2000.1670.2000.2270.2270.1920.2070.1960.20770.1760.2360.1880.2510.2840.2250.2440.1640.2070.1700.2120.2410.2270.2040.2290.2040.22980.1750.2320.1850.2470.2780.2260.2390.1660.2090.1720.2120.2430.2280.2040.2260.2050.22690.1730.2240.1800.2360.2660.2260.2290.1640.2070.1700.2110.2410.2270.2030.2190.2030.219100.1710.2170.1750.2270.2550.2270.2220.1640.2070.1710.2110.2410.2270.2030.2130.2030.213110.1710.2100.1700.2190.2450.2290.2160.1640.2070.1700.2110.2410.2270.2030.2090.2030.209120.1710.2050.1670.2120.2390.2310.2120.1630.2060.1690.2130.2400.2290.2050.2050.2040.205130.1760.2350.1870.2490.2830.2240.2420.1660.2090.1720.2150.2460.2270.2070.2280.2060.228140.1740.2310.1850.2440.2760.2230.2370.1670.2100.1730.2160.2470.2280.2080.2240.2070.224150.1730.2230.1790.2350.2650.2240.2270.1660.2100.1720.2160.2460.2280.2080.2180.2060.218160.1730.2200.1780.2280.2600.2250.2220.1670.2100.1720.2150.2460.2270.2070.2150.2060.215170.1730.2170.1760.2250.2550.2260.2190.1660.2100.1720.2150.2460.2270.2070.2130.2060.213180.1720.2120.1720.2170.2470.2270.2140.1660.2090.1720.2150.2450.2270.2060.2090.2060.209190.1720.2070.1680.2110.2400.2300.2110.1650.2090.1710.2160.2450.2280.2080.2060.2060.206200.1730.2200.1770.2300.2590.2280.2240.1720.2180.1760.2280.2610.2270.2190.2160.2140.216210.1720.2160.1740.2250.2530.2290.2200.1730.2190.1770.2290.2630.2280.2200.2130.2150.215220.1720.2110.1710.2200.2470.2300.2170.1730.2200.1780.2290.2640.2280.2200.2100.2160.216230.1700.2050.1660.2130.2390.2310.2120.1710.2170.1750.2300.2610.2290.2210.2050.2150.215240.1730.2190.1770.2290.2580.2280.2220.1760.2240.1790.2370.2720.2270.2280.2150.2200.220250.1730.2160.1740.2240.2530.2290.2190.1760.2250.1790.2380.2740.2280.2290.2120.2210.221260.1720.2120.1720.2200.2480.2300.2160.1770.2250.1800.2380.2740.2290.2290.2100.2220.222270.1710.2060.1670.2120.2390.2310.2110.1750.2240.1780.2380.2720.2280.2290.2050.2210.221280.1770.2330.1860.2430.2770.2250.2360.1800.2300.1820.2460.2840.2300.2370.2250.2270.227290.1770.2360.1890.2480.2830.2240.2410.1810.2320.1830.2480.2860.2290.2390.2280.2280.228300.1740.2260.1820.2370.2690.2250.2300.1800.2310.1820.2480.2850.2290.2390.2200.2280.228310.1730.2220.1790.2330.2630.2250.2250.1800.2310.1820.2470.2850.2290.2380.2170.2270.227320.1730.2190.1770.2290.2570.2280.2220.1800.2310.1820.2470.2850.2280.2380.2150.2270.227330.1720.2140.1730.2230.2510.2290.2190.1800.2300.1820.2470.2840.2280.2380.2120.2270.227340.1720.2110.1710.2200.2470.2300.2170.1810.2310.1830.2470.2860.2280.2380.2100.2280.228350.1710.2060.1670.2120.2390.2310.2120.1790.2290.1810.2470.2830.2290.2380.2050.2260.226360.1780.2400.1910.2530.2890.2230.2460.1820.2330.1840.2490.2880.2280.2400.2310.2290.231370.1760.2280.1830.2380.2710.2260.2310.1820.2330.1830.2500.2900.2280.2410.2220.2300.230380.1750.2250.1810.2340.2660.2260.2260.1820.2340.1840.2520.2910.2290.2420.2190.2300.230390.1740.2200.1780.2280.2590.2270.2220.1820.2340.1840.2520.2910.2290.2430.2160.2310.231400.1730.2160.1750.2230.2530.2280.2180.1820.2330.1830.2520.2900.2290.2430.2120.2300.230410.1730.2130.1730.2180.2480.2280.2150.1830.2340.1840.2510.2910.2280.2410.2100.2300.230420.1720.2070.1680.2120.2400.2300.2110.1800.2310.1820.2520.2880.2290.2430.2060.2290.229430.1760.2380.1890.2540.2880.2250.2480.1880.2410.1880.2630.3050.2280.2540.2310.2380.238440.1760.2350.1870.2500.2820.2260.2430.1890.2430.1890.2660.3080.2290.2570.2280.2400.240450.1730.2260.1810.2390.2690.2270.2320.1880.2420.1880.2660.3070.2300.2570.2210.2400.240460.1720.2220.1780.2350.2630.2270.2280.1880.2420.1880.2650.3070.2290.2560.2180.2390.239470.1720.2180.1760.2290.2570.2280.2230.1880.2420.1880.2650.3070.2290.2560.2150.2390.239480.1710.2130.1720.2230.2500.2290.2190.1880.2420.1880.2650.3070.2290.2570.2110.2390.239490.1700.2090.1690.2200.2450.2300.2170.1890.2430.1890.2650.3070.2290.2560.2090.2400.240500.1690.2050.1650.2140.2380.2300.2130.1870.2410.1870.2650.3050.2290.2560.2050.2380.238510.1750.2300.1840.2450.2750.2270.2380.1890.2440.1890.2680.3100.2300.2590.2250.2410.241表10罕遇地震下支座轴力支座编号轴向力（kN）最大最小1-1539-4422-2439-15653-2892-20564-2892-20805-2428-11956-2030-5827-1535-5038-2379-16079-2969-258010-2999-265011-2885-250012-2199-94213-1139-37014-1433-13715-1548-33816-713-58617-1981-171718-3095-242519-2418-118720-1002-52121-1923-172722-3462-309323-2546-188324-782-39425-1408-128926-2325-211427-1936-127628-1722-86929-1528-123030-1198-35331-1003-3232-1134-66333-1232-99334-1894-155735-1925-113236-947-35437-1668-64838-1742-136439-1777-150840-1821-145041-2807-224342-2580-143843-960-34144-1523-120845-1661-116046-1786-101847-1752-125248-1861-129949-2228-164150-2026-138251-1698-847根据以上分析，可以得到以下结论：1.该工程结构隔震结构与非隔震结构平均最大层间剪力比是0.258,上部结构的水平地震作用，按设防烈度降低一度设计；2.在罕遇地震作用下，隔震层的水平向最大平均位移为241＜275mm,即直径（500mm）支座的最大允许变形。支座直径选取满足结构在罕遇地震作用下的水平变形要求，满足规范要求。3.隔震支座在罕遇地震作用下的最大平均拉应力均小于1MPa，均满足规范要求。抗风验算风荷载作用下隔震层的水平剪力标准值Vwk=407.7KN,不宜超过结构总重力的10%既0.1*6985*9.81=6852KN抗风装置的水平承载力设计值VRw=24*62.8+6*90.4=1484.4KN1.4Vwk=571KN≤VRw=1484.4KN满足规范要求六.上部结构设计隔震层以上结构的隔震措施应符合《建筑抗震设计规范》12.2.7条的相关规定。隔震层顶部应设置梁板式楼盖，且应符合下列要求：1)隔震支座的相关部位应采用现浇混凝土梁板结构，现浇板厚度不应小于160mm；2)隔震层顶部梁、板的刚度和承载力，宜大于一般楼盖梁板的刚度和承载力；3)隔震支座附近的梁、柱应计算冲切和局部承压，加密箍筋并根据需要配置网状钢筋。七.下部结构及基础设计隔震层支墩、支柱及相连构件，应采用隔震结构罕遇地震下隔震支座底部的竖向力、水平力和力矩进行承载力验算。隔震层下的结构（包括地下室和隔震塔楼下的底盘）中直接支承隔震层以上结构的相关构件，应满足嵌固的刚度比和隔震后设防地震的抗震承载力要求，并按罕遇地震进行抗剪承载力验算。地基基础应满足按设防烈度地震作用下的强度验算。《抗规》12.2.9

条规定：与隔震层连接的下部构件（如地下室、支座下的墩柱等）的地震作用和抗震验算，应采用罕遇地震下隔震支座的竖向力、水平力和力矩进行计算。P

为在罕遇地震时设计组合工况下产生的轴向力；Vx

和Vy

为罕遇地震时设计组合工况下产生的X

和Y

向水平剪力。Mx

、My

为罕遇地震作用下隔震支座水平位移产生的弯矩；表11下支墩计算所需数据支座编号轴向力（kN）支座剪力平均值（kN）附加弯矩（KN··m）X向Y向X向Y向1-15392031753503022-24392011765494813-28923433206325654-28923363216165655-24282512455074786-20302492454203987-15352041823513128-23792021835384879-296934632965160410-299933933064061011-288533333060258712-219925125145144813-113920318425923414-143320018532129615-154826325333731916-71326025315314717-198125825342240918-309533433364663719-241825225349749820-100219319121621521-192319019240941422-346223724472674723-254625326052254724-78219219716817225-140819019829931126-232518819848851627-193625226639842728-172220120338839129-152820420434934930-119819720326427331-100319420321822