小學綜合樓隔震計算報告

大溪小學綜合樓隔震設(shè)計初步分析報告隔震計算分析報告工程名稱：大溪小學綜合樓同濟大學建筑設(shè)計計研究院(集團)有限公司IUGR,2014年02月27日目錄TOC\o"1-2"\h\z\uHYPERLINK\l"_Toc293322081"一.工程概況1HYPERLINK\l"_Toc293322082"二.分析依據(jù)1HYPERLINK\l"_Toc293322083"三.隔震結(jié)構(gòu)設(shè)計目標1HYPERLINK\l"_Toc293322084"四.計算程序及輸入2HYPERLINK\l"_Toc293322086"五.隔震分析計算結(jié)果2HYPERLINK\l"_Toc293322087"六.上部結(jié)構(gòu)設(shè)計12HYPERLINK\l"_Toc293322088"七.下部結(jié)構(gòu)及基礎(chǔ)設(shè)計12HYPERLINK\l"_Toc293322089"八.隔震層的連接構(gòu)造措施12HYPERLINK\l"_Toc293322089"九.隔震支座的施工安裝驗收和維護13PAGE7一.工程概況1.工程名稱:大溪小學綜合樓2.工程地點:大溪3.工程用途:教學樓4.工程規(guī)模(1)建筑面積：約3367.32m2(2)高度：建筑高度約為15.1m(3)層數(shù)：3層5.主要自然條件(1)場地類別：Ⅱ類；(2)設(shè)計地震分組：1組；(3)場地特征周期：0.35s；(4)抗震設(shè)防烈度：8度；(5)設(shè)計基本地震加速度：0.2g；(6)建筑抗震設(shè)防類別：重點設(shè)防類（乙類）；二.分析依據(jù)(1)《建筑抗震設(shè)計規(guī)范》（GB50011-2010）；(2)《疊層橡膠支座隔震技術(shù)規(guī)程》（CECS126:2001）；(3)《橡膠支座第1部分：隔震橡膠支座實驗方法》（GB/T20688.1-2007）；(4)《橡膠支座第3部分：建筑隔震橡膠支座》（GB20688.3-2006）；(5)《建筑結(jié)構(gòu)隔震構(gòu)造詳圖》（03SG610-1）。(6)設(shè)計院提供的建筑結(jié)構(gòu)設(shè)計資料三.隔震結(jié)構(gòu)設(shè)計目標上部結(jié)構(gòu)水平地震剪力降低，提高結(jié)構(gòu)在地震中的結(jié)構(gòu)和人員的安全性。四.計算程序及輸入（1）計算程序程序名稱：ETABS非線性版程序功能：三維空間彈塑性時程分析及結(jié)構(gòu)設(shè)計（2）ETABS模型建立以及準確性校核本工程使用大型有限元軟件ETABS建立隔震與非隔震結(jié)構(gòu)模型，并進行計算與分析。ETABS軟件具有方便較靈活的建模功能和強大的線型和非線性動力分析功能。使用連接單元“Isolator1”準確模擬橡膠隔震支座。本結(jié)構(gòu)模型依據(jù)pkpm模型，使用SATWETOEATBAS程序轉(zhuǎn)換得到。ETABS模型如圖1所示。圖1結(jié)構(gòu)有限元模型示意為了校核所建立ETABS模型的準確性，將EATBS和SATWE非隔震模型計算得到的質(zhì)量、周期、層間剪力（振型分解反應譜法）進行對比，如表1～表3所示。表中差值為：。表1非隔震結(jié)構(gòu)質(zhì)量對比單位：TonSATWEETABS差值(％)698769850.029由表1可知，兩軟件模型的質(zhì)量非常接近。表2非隔震結(jié)構(gòu)周期對比（前三階）單位：S振型SATWEETABS差值(％)10.6330.63420.19320.59210.59750.90930.48540.48640.204由表2可知，兩軟件模型的前三階模態(tài)的自振周期也非常接近。表3非隔震結(jié)構(gòu)地震剪力對比（單位：kN）層數(shù)PKPMETABS差值(%)XYXYXY41244999128810283.472.82321641795226318424.372.52229492484307125363.992.041(隔震層)31692725329327223.770.12由表3可知，兩軟件模型的各層剪力也較為接近。由表1、表2和表3可知，ETABS模型與SATWE模型的結(jié)構(gòu)質(zhì)量、周期差異很小。綜上所述，用于本工程隔震分析計算的ETABS模型與PKPM模型是一致的。（3）地震波《建筑抗震設(shè)計規(guī)范》（GB50011-2010）規(guī)定，采用時程分析法時，應按建筑場地類別和設(shè)計地震分組選用實際強震記錄和人工模擬的加速度時程曲線，其中實際強震記錄的數(shù)量不應少于總數(shù)的2/3，其平均地震影響系數(shù)曲線應與振型分解反應譜法所采取的地震影響系數(shù)曲線在統(tǒng)計意義上相符。本報告選取了實際5條強震記錄和2條人工模擬的加速度時程曲線。彈性時程分析時，每條時程曲線計算所的結(jié)構(gòu)底部剪力不應小于振型分解反應譜計算結(jié)果的65%，多條時程曲線計算所的結(jié)構(gòu)底部剪力的平均值不應小于振型分解反應譜法計算結(jié)果的80%。圖2地震動反應譜表4-1非隔震結(jié)構(gòu)基底剪力工況反應譜ART1ART2TFELLWDPELNOR時程平均剪力(KN)X124481161112186197902191312296143552447916661Y104548805947317950193201228799651691413530比例(%)X100939815917699115197134Y100849117218511895162129表4-2隔震結(jié)構(gòu)基底剪力工況反應譜ART1ART2TFELLWDPELNOR時程平均剪力(KN)X312723873244354128222915391138113233Y324224443131358228212873405235963214比例(%)X100761041139093125122103Y1007597110878912511199注：比例為個各時程分析與振型分解反應譜法得到的結(jié)構(gòu)基底剪力之比。（4）隔震支座性能參數(shù)表5隔震支座力學性能參數(shù)支座型號豎向性能等效水平本構(gòu)(1100%)等效水平本構(gòu)(2250%)屈服前剛度（kNN/mm）屈服力（KN）屈服后剛度（kNN/mm）豎向剛度設(shè)計承載（KN）等效水平剛度（kkN/mm）等效阻尼比（％）等效水平剛度（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橡膠隔震支座的豎向壓應力編號支座型號壓力壓應力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（有鉛芯500直徑）、LRB600（有鉛芯600直徑）、LNR500（無鉛芯500直徑）和LNR600（無鉛芯600直徑）數(shù)量分別為15，6，28和2個。圖3隔震支座編號及布置PAGE30五.隔震分析計算結(jié)果表7非隔震與隔震結(jié)構(gòu)層間剪力及層間剪力比樓層非隔震結(jié)構(gòu)層間剪剪力（kN）隔震結(jié)構(gòu)層間剪力力（kN）X向Y向X向Y向ART1ART2TFELLWDPELNORART1ART2TFELLWDPELNORART1ART2TFELLWDPELNORART1ART2TFELLWDPELNOR4498750147689959957966375964834754603753878545058459878458521189146611751050135014227889601244111710411204116938793852413831175439194890017756645976521264014679907278171270316102136240920582024256527171622197123531987186225492370211611121861979021913122961435524479880594731795019320122879965169142387324435412822291539113811244431313582282128734052359611253613124216882412513044157442586699499807197852103513006110081781725333751407629043604503242062586371640472971358350354260樓層隔震與非隔震層間間剪力比X向Y向X向

平均值Y向

平均值最大值A(chǔ)RT1ART2TFELLWDPELNORART1ART2TFELLWDPELNOR40.1710.2370.1910.1220.1810.2120.1470.2270.2080.1650.1420.2060.2620.1490.1800.1940.19430.1830.2510.1740.1170.2200.2880.1530.2510.2580.1860.1350.2050.3260.1870.1980.2210.22120.2060.2660.1790.1290.2370.2720.1560.2780.3310.2000.1460.2340.4070.2130.2060.2580.25810.2020.2860.1880.1200.2760.3200.1630.2600.3790.2050.1410.2760.4570.2390.2220.2800.280由上表6，根據(jù)《建規(guī)》第12.2.5條，隔震與非隔震層間剪力比最大值為0.258，水平地震作用可以降低一度進行設(shè)計。罕遇地震下，隔震結(jié)構(gòu)各支座剪力和位移見表8，軸力見表10。由表10可知在罕遇地震作用下，支座拉力應力小于1MPa，因此該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

編號支座力（kN）支座剪力平均值（kN）X向Y向ART1ART2TFELLWDPELNORART1ART2TFELLWDPELNORX向Y向115721116822125319821514217814917820320317220317521572081662182491992111441791501792042031722011763294351306358390352348280325289324353355317343320429234330034837835433728132529032535535631733632152202542232592812722492132482192502722732432512456221253222255278271245213248219248272271241249245715721116822425320121814718515218921520318220418281562071662202482012141481861541892172031822021839294351304365394356355286334293337369356330346329102933432983553823573442873342943393713563303393301129233529334537235933528733429333937235633033333012221251219257278275254216253220259283273252251251131572101672222522002161481871531922192031852031841415520616521824719921114918815419322020318520018515223268230277303269270218256223260286272254263253162242652292722982692642192572242612872722542602531722426222726829427126021925722426128827225425825318295339296343376355335289337295343377356333334333192232532202572812742542182562212622872722552522532015419615820523120420015319415720323320219619319121154193156201226204197154196158204235203197190192221942391932492792602451962492012592982572492372442322225321925928127625922226322527430127326625326024155196158204230203199157200159211243203203192197251541931562002262041961572011602122442042041901982615419015319622120519315820116121324520420518819827223253219257280275256226269228281311272273252266281582081662172482012101612061632202532052122012032915821116822225320021516220716422125620521320420430155202162212240201205161206163221254205213197203311541981602082352012011612061632212552042131942033215419515820423020319916120616322025420421219220333154191155199224204195160205162221254204212189203341531891531962202051931622071632202552042121872033522125121925627627525222927323028932027228125027136159214170225258199220162208164222257204214207204371572041642132422012061622081642242592032151982053815620116220923820220216320916422525920421619620639155197159204231203199163209164225259204217192206401551931561992262041951622081642252592052171892064119624119524628125824320726520828332925727323726042221251220254276274249231275231294324273285249273431572131692272572012211672151682342722042262062124415721016722325220121716921716823727520522920421445155202162214240203207168216168238274205230197214461541981592102352032031682171682372742042291952144721925922726628527225823728523730434127329725528248218254223261278273253237285237305341274298252282492172512212582742742502382852383053422732972492835021624621825326827524523728423630534027329724628151156206165219246203212169218169239277205231201216支座

編號支座位移（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罕遇地震下支座軸力支座編號軸向力（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根據(jù)以上分析，可以得到以下結(jié)論：1.該工程結(jié)構(gòu)隔震結(jié)構(gòu)與非隔震結(jié)構(gòu)平均最大層間剪力比是0.258,上部結(jié)構(gòu)的水平地震作用，按設(shè)防烈度降低一度設(shè)計；2.在罕遇地震作用下，隔震層的水平向最大平均位移為241＜275mm,即直徑（500mm）支座的最大允許變形。支座直徑選取滿足結(jié)構(gòu)在罕遇地震作用下的水平變形要求，滿足規(guī)范要求。3.隔震支座在罕遇地震作用下的最大平均拉應力均小于1MPa，均滿足規(guī)范要求?？癸L驗算風荷載作用下隔震層的水平剪力標準值Vwk=407.7KN,不宜超過結(jié)構(gòu)總重力的10%既0.1*6985*9.81=6852KN抗風裝置的水平承載力設(shè)計值VRw=24*62.8+6*90.4=1484.4KN1.4Vwk=571KN≤VRw=1484.4KN滿足規(guī)范要求六.上部結(jié)構(gòu)設(shè)計隔震層以上結(jié)構(gòu)的隔震措施應符合《建筑抗震設(shè)計規(guī)范》12.2.7條的相關(guān)規(guī)定。隔震層頂部應設(shè)置梁板式樓蓋，且應符合下列要求：1)隔震支座的相關(guān)部位應采用現(xiàn)澆混凝土梁板結(jié)構(gòu)，現(xiàn)澆板厚度不應小于160mm；2)隔震層頂部梁、板的剛度和承載力，宜大于一般樓蓋梁板的剛度和承載力；3)隔震支座附近的梁、柱應計算沖切和局部承壓，加密箍筋并根據(jù)需要配置網(wǎng)狀鋼筋。七.下部結(jié)構(gòu)及基礎(chǔ)設(shè)計隔震層支墩、支柱及相連構(gòu)件，應采用隔震結(jié)構(gòu)罕遇地震下隔震支座底部的豎向力、水平力和力矩進行承載力驗算。隔震層下的結(jié)構(gòu)（包括地下室和隔震塔樓下的底盤）中直接支承隔震層以上結(jié)構(gòu)的相關(guān)構(gòu)件，應滿足嵌固的剛度比和隔震后設(shè)防地震的抗震承載力要求，并按罕遇地震進行抗剪承載力驗算。地基基礎(chǔ)應滿足按設(shè)防烈度地震作用下的強度驗算。《抗規(guī)》12.2.9

條規(guī)定：與隔震層連接的下部構(gòu)件（如地下室、支座下的墩柱等）的地震作用和抗震驗算，應采用罕遇地震下隔震支座的豎向力、水平力和力矩進行計算。P

為在罕遇地震時設(shè)計組合工況下產(chǎn)生的軸向力；Vx

和Vy

為罕遇地震時設(shè)計組合工況下產(chǎn)生的X

和Y

向水平剪力。Mx

、My

為罕遇地震作用下隔震支座水平位移產(chǎn)生的彎矩；表11下支墩計算所需數(shù)據(jù)支座編號軸向力（kN）支座剪力平均值（kN）附加彎矩（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