高層建筑隔震設(shè)計(jì)案例喀什明升國際廣場項(xiàng)目

喀什明升國際廣場項(xiàng)目高層建筑隔震設(shè)計(jì)案例

匯報(bào)人：吳從曉建筑結(jié)構(gòu)隔震設(shè)計(jì)流程：工程概況1隔震結(jié)構(gòu)分析3隔震構(gòu)造措施4目錄隔震方案設(shè)計(jì)2該工程為喀什明升國際廣場項(xiàng)目某框架-剪力墻結(jié)構(gòu)，建筑類別為丙類建筑。建筑總高度為82.7m，地上28層（不包括隔震層），地下室2層。隔震層層高為1.6m，1層層高3.3m，2-27層層高為2.9m，28層層高為4.0m。結(jié)構(gòu)設(shè)計(jì)使用年限為50年。1工程概況結(jié)構(gòu)設(shè)計(jì)條件：（1）場地的工程地質(zhì)：場地土的類型為中軟場地，場地類別II類。（2）風(fēng)荷載：基本風(fēng)壓：按50年一遇的基本風(fēng)壓采用，取0.55kN/m2

。地面粗糙度：B類（3）地震參數(shù)：抗震設(shè)防烈度：8度；設(shè)計(jì)基本地震加速度：

0.30g設(shè)計(jì)地震分組：第三組1工程概況結(jié)構(gòu)設(shè)計(jì)標(biāo)準(zhǔn)：（1）結(jié)構(gòu)設(shè)計(jì)年限：該工程設(shè)計(jì)使用年限為50年。（2）結(jié)構(gòu)設(shè)計(jì)等級(jí)：地基基礎(chǔ)的安全等級(jí)：乙級(jí)建筑結(jié)構(gòu)的安全等級(jí)：二級(jí)建筑抗震設(shè)防類別：丙類鋼筋混凝土結(jié)構(gòu)的抗震等級(jí)：該工程的框架為二級(jí)、剪力墻抗震為二級(jí)。1工程概況隔震芳設(shè)計(jì)賢目標(biāo)扒：擬通舉過采聯(lián)用隔甲震設(shè)翅計(jì)方楚案，紐奉使結(jié)夠構(gòu)在澇當(dāng)?shù)?度（0.睡3g）抗助震設(shè)澤防烈促度下雪按降低丑一度（即7度0.群15區(qū)g）進(jìn)賺行設(shè)撈計(jì)。隔震宏層單微獨(dú)設(shè)陡置，歡采用啞基礎(chǔ)句隔震普的方扁式。濤為便高于日害后維外護(hù)和安檢修科，隔震震層休梁底陡到地殿面凈鈴高取80裹0m胖m，隔晶震層潑層高榨為1.沸6m。1工程概況建筑濁立面前圖1工程概況ET招AB布S模型PK干PM模型VS上部島結(jié)構(gòu)薪按7度0.鞏15窩g進(jìn)行輪初步奏設(shè)計(jì)搞。1工程概況質(zhì)量局對(duì)比PKPM(Ton)ETABS(Ton)差值(%)26636270001.37表1非隔督震結(jié)吳構(gòu)質(zhì)挖量對(duì)兆比1工程概況周期威對(duì)比表2非隔咱震結(jié)跑構(gòu)周浩期對(duì)典比階數(shù)PKPM(s)ETABS(s)差值(%)11.88461.8722-0.6621.86751.7724-5.0931.39091.44553.93樓層借剪力效對(duì)比表3非隔衣震結(jié)揪構(gòu)樓兼層剪甩力對(duì)矛比層數(shù)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（隔震層）145781534315550158106.663.041工程概況綜合既上述傷數(shù)據(jù)圣可以關(guān)看出要，ET蹤蝶AB膛S非隔花震結(jié)葉構(gòu)模臉型與SA轟TW打E模型牢的結(jié)領(lǐng)構(gòu)質(zhì)慘量、葬計(jì)算員周期均和地朵震剪反力的規(guī)差異吳較小疾，由妖此可前以認(rèn)布為，踏所建命立的ET聰AB榮S模型儲(chǔ)作為覆該工腦程隔鎖震分項(xiàng)析的咱有限程元?？缧褪乔蚁鄬?duì)舞準(zhǔn)確欲的，且澇能較徑為真頓實(shí)的羅反映偷結(jié)構(gòu)弟基本條特性遵。2隔震方案設(shè)計(jì)地震率波的掙選取《建筑乏抗震珍設(shè)計(jì)企規(guī)范》（GB都50吸01膊1-帳20眨10）規(guī)稀定：采用她時(shí)程框分析掙法時(shí)包，應(yīng)衛(wèi)按建墾筑場并地類支別和匙設(shè)計(jì)醉地震蔥分組農(nóng)選用顯實(shí)際沉強(qiáng)震還記錄右和人白工模宰擬的飯加速辰度時(shí)榨程，監(jiān)其中陪實(shí)際天強(qiáng)震觸記錄胳的數(shù)略量不趕應(yīng)少珠于總踏數(shù)的2/益3，多謊組時(shí)該程的延平均莊地震歐影響靠系數(shù)張曲線模應(yīng)與別振型插分解顫反應(yīng)抖譜法舟所采熊用的就地震寺影響庭系數(shù)歐曲線赴在統(tǒng)貪計(jì)意殺義上帝相符已。2隔震方案設(shè)計(jì)地震更波的爐選取要求嚴(yán)一：彈性跟時(shí)程腫分析趣時(shí)，強(qiáng)每條斤時(shí)程鍬計(jì)算桃的結(jié)亂構(gòu)底部走剪力不應(yīng)暗小于通振型清分解縫反應(yīng)瞞譜計(jì)倍算結(jié)陶果的65載%，多牧條時(shí)諸程計(jì)胞算的結(jié)菌構(gòu)底部粉剪力平均否值不應(yīng)吳小于般振型亂分解個(gè)反應(yīng)刺譜法法計(jì)算綱結(jié)果殿的80份%。要求慨二：輸入拌地震賴加速壤度時(shí)項(xiàng)程曲甚線的椒有效好持續(xù)狡時(shí)間膨（一沾般從達(dá)首次電達(dá)到你該時(shí)鋤程曲紗線最恥大峰陵值的10個(gè)%那一劑刻算彎起，洞到最笛后一趣點(diǎn)達(dá)裳到最途大峰丙值的10錦%為止部），災(zāi)無論拳實(shí)際乏強(qiáng)震腎記錄未還是廊人工濁模擬軟時(shí)程務(wù)波，有效勵(lì)持續(xù)詢時(shí)間一般姓為結(jié)武構(gòu)基月本周巷期的（5~乎10）倍。2隔震方案設(shè)計(jì)該工妻程選霉取了5條強(qiáng)回震記接錄和2條人戰(zhàn)工模淡擬加請(qǐng)速度超時(shí)程。各時(shí)勿程詳轎細(xì)信統(tǒng)息：人工榨波1（AW績-1）人工績波2（AW醒-2）NG巴A_謀15完94笛CH雷IC追HI峽.T徹TN尊05女1_之FN集集汗波（CH幸IC稅HI）Ko哄be神戶臉波（KO擺BE）No效rt娃hr爺id藝ge北嶺達(dá)波（NO棚RT）NG而A_定67融Sa抬n妹FE救RN直AN劍DO唇.I句SD臂_F陽P圣費(fèi)鋼南多助波（SA難NF）Ta嘉ft促N張21談E波（TA剖FT波）2隔震方案設(shè)計(jì)7條地匙震波徐的時(shí)四程曲年線及寒反應(yīng)稻譜圖2隔震方案設(shè)計(jì)工況反應(yīng)譜AW1AW2CHICHIKOBENORTSANFTAFT時(shí)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非隔餅震結(jié)昂構(gòu)基膊底剪陳力時(shí)避程與鴨反應(yīng)詠?zhàn)V計(jì)北算結(jié)較果對(duì)題比各條察時(shí)程查計(jì)算縣的結(jié)挺構(gòu)底挎部剪安力值妥滿足傳規(guī)范絮要求塘。要求螺一√2隔震方案設(shè)計(jì)時(shí)程名稱第一次達(dá)到最大峰值10%對(duì)應(yīng)的時(shí)間(s)最后一次達(dá)到最大峰值10%對(duì)應(yīng)的時(shí)間(s)有效持續(xù)時(shí)間(s)結(jié)構(gòu)周期(s)比值A(chǔ)W-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非隔聾震結(jié)種構(gòu)基鐘底剪聽力時(shí)桌程與氏反應(yīng)勿譜計(jì)促算結(jié)桐果對(duì)槽比各條鳴時(shí)程它的有國效持膝續(xù)時(shí)堵間滿晉足規(guī)先范要具求。要求環(huán)二√2隔震方案設(shè)計(jì)隔震壤支座歡的設(shè)滲置隔震煩層剛糖度中首心宜乖與上棒部結(jié)評(píng)構(gòu)的炕質(zhì)量邊中心闖重合麻。隔震芹支座愛的平處面布恥置宜陽與上奸部結(jié)已構(gòu)和巾下部派結(jié)構(gòu)景的豎輪向受殊力構(gòu)代件的盞平面守位置闊相對(duì)發(fā)應(yīng)。同一稠房屋核選用短多種化規(guī)格貞的隔役震支紙座時(shí)脫，應(yīng)增注意倘充分廚發(fā)揮旺每個(gè)紀(jì)橡膠減支座碼的承您載力君和水兵平變鉤形能俱力。同一辦支承娛處選浪用多喘個(gè)隔慨震支敲座時(shí)恭，隔軟震支溪座之船間的炮凈距并應(yīng)大摸于安享裝操獲作所毅需要?jiǎng)偟目张D間要地求。設(shè)置爐在隔篇震層美的抗梁風(fēng)裝頓置宜頌對(duì)稱遞、分搖散地朋布置麗在建戲筑物恥的周靈邊或假周邊筋附近哨。（一捎般原傻則）2隔震方案設(shè)計(jì)根據(jù)遇以上沙布置帥原則險(xiǎn)，該經(jīng)工程樹共布酒置了固隔震很支座46個(gè)，桑包含LN施R8銜00、LR黨B9慌00和LR佳B1哥00遮0三種塘型號(hào)梨：型號(hào)橡膠層厚度(mm)有效面積(cm2)豎向承載力(kN)豎向剛度(kN/mm)屈服后剛度(kN/mm)等效阻尼比(%)100%應(yīng)變時(shí)等效水平剛度（kN/mm）屈服力（kN）LNR800175502675393358-51.108-LRB9001986361954240131.26726.52.292202.9LRB100021678531178048781.43426.52.594250.4隔震定支座妻力學(xué)恥性能鴉參數(shù)滅表隔震集支座它編號(hào)純及平蟻面布喬置圖2隔震方案設(shè)計(jì)隔震抗層抗宜風(fēng)驗(yàn)?zāi)I算該工曾程中訓(xùn)：通過律抗風(fēng)督驗(yàn)算頂可以迫得出該工乎程隔拾震支歌座及濕所需耀抗風(fēng)畢裝置蠻（鉛障芯橡它膠隔笑震支誓座）掉的布柳置數(shù)責(zé)量都廉能滿處足結(jié)仇構(gòu)抗蛙風(fēng)需篇求。2隔震方案設(shè)計(jì)支座歇壓應(yīng)許力驗(yàn)秘算根據(jù)《建筑倉抗震掏設(shè)計(jì)掠規(guī)范》(寒GB滴5跌00走11壺-2款01教0)第條田，丙類惰建筑衡中橡童膠隔魂震支被座在蹈重力說荷載唐代表乘值下跑的豎皂向壓音應(yīng)力天不應(yīng)直超過15禍Mp算a。支座編號(hào)壓應(yīng)力(Mpa)支座編號(hào)壓應(yīng)力(Mpa)支座編號(hào)壓應(yīng)力(Mpa)支座編號(hào)壓應(yīng)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從表礙中可臉見所皆有隔哥震支頃座壓葡應(yīng)力遍都沒異有超叛過15缸MP弦a，滿汽足規(guī)鋼范要扯求。3隔震結(jié)構(gòu)分析中震貞時(shí)程婚分析工作擋一：惑對(duì)比萌隔震相前后鏈結(jié)構(gòu)顏周期少；《疊層自橡膠奏支座派隔震卸技術(shù)與規(guī)程》規(guī)定斤：隔受震房丙屋兩擾個(gè)方反向的楊基本頌周期園相差怎不宜惕超過陣較小哥值的30碼%。工作鍵二：攝計(jì)算擱水平臉向減繞震系掉數(shù)?！督ㄖタ拐鹫O(shè)計(jì)拘規(guī)范》規(guī)定認(rèn)：對(duì)廳高層渠建筑鵲結(jié)構(gòu)且的水住平向滲減震勺系數(shù)敲，應(yīng)艷計(jì)算斯隔震映與非兄隔震繞各層我傾覆飾力矩盼的最緩大比廊值，健并與評(píng)層間嫌剪力釣的最干大比講值相桿比較最，取羽二者打的較厭大值陶。3隔震結(jié)構(gòu)分析中震東時(shí)程投分析振型隔震前結(jié)構(gòu)周期（s）隔震后結(jié)構(gòu)周期（s）兩方向差值比（%）11.87（Y向平動(dòng)）4.24（Y向平動(dòng)）0.9421.77（X向平動(dòng)）4.20（X向平動(dòng)）31.44（Z軸扭轉(zhuǎn)）3.83（Z軸扭轉(zhuǎn)）隔震均前后瘡結(jié)構(gòu)泰周期逃對(duì)比隔震黨結(jié)構(gòu)學(xué)兩個(gè)給方向除的基慌本周旗期相暗差小鑼于較家小值鉆的30轉(zhuǎn)%，滿償足規(guī)恥范要悔求。層號(hào)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結(jié)構(gòu)訪隔震謝前后妨各樓閉層層糕間剪榜力比揉（時(shí)瞞程均窮值）縣的最敞大值萌為0.煌36悅5層號(hào)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結(jié)構(gòu)牧隔震經(jīng)前后賊各樓哀層傾舅覆彎電矩比資（時(shí)比程均鳴值）罩的最攤大值柔為0.債38脊7中震舉時(shí)程葛分析綜合嘴上表緩可得塵隔震拍層以寄上結(jié)艇構(gòu)隔挽震前刷后，清結(jié)構(gòu)園各樓利層傾萍覆彎良矩比械與層跳間剪染力比盜的最要大值視為0.染38搶7，根駝?chuàng)犊挂?guī)》第條洗，確對(duì)定隔尺震后腸水平欺地震尸影響版系數(shù)螺最大佛值αma污x1＝βαma后x/ψ脈=0虹.3安87扔×0星.2值4/繞0.雙8=遺0.析11喂61。設(shè)計(jì)憐時(shí)地挎震影享響系朋數(shù)取0.拌12。3隔震結(jié)構(gòu)分析3隔震結(jié)構(gòu)分析大震吩時(shí)程到分析根據(jù)《建揭筑抗皂震設(shè)己計(jì)規(guī)其范》酸（GB屯5胞00贊11侄-2錯(cuò)01蹤蝶0）第吃、和滋條規(guī)敢定：隔震弱支座省應(yīng)進(jìn)乒行豎亦向承饞載力肯驗(yàn)算冰和罕庭遇地旦震下水平燙位移購的驗(yàn)區(qū)算（工儲(chǔ)作一窄）；橡膠獨(dú)隔震蒜支座躬在罕暗遇地奏震的僚水平顯和豎蓋向地霸震同儉時(shí)作稀用下遺，拉應(yīng)差力不應(yīng)賺大于1M敵Pa（工體作二地）；隔震侄層支扔墩、儲(chǔ)支柱直及相治連構(gòu)歡件，峰應(yīng)采羅用隔餓震結(jié)譜構(gòu)罕蒜遇地督震下壘隔震雨支座淋底部址的豎區(qū)向力蠶、水過平力具和力余矩進(jìn)寸行承載銳力驗(yàn)鬼算（工切作三逝）。3隔震結(jié)構(gòu)分析支座急水平教位移寒驗(yàn)算支座編號(hào)最大位移（mm）支座編號(hào)最大位移（mm）支座編號(hào)最大位移（mm）支座編號(hào)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罕遇壁地震哀下隔賺震層賢（隔鞠震支愧座）半水平或位移雙計(jì)算晶采用呢的荷厘載組攔合為襯：1.繭0×恒荷波載＋0.叮5×活荷鳥載＋1.柿0×水平千地震巴，即絹荷載慨組合朽為：1.幟0D餐+0篩.5你L+扭1.尚0F弦ek。由龍此得扇到罕礦遇地揭震下劍各個(gè)脾支座泰最大雞水平堤位移輛，可知微最大允支座竿位移單為36縱8.毒1m涌m。3隔震結(jié)構(gòu)分析最大淋支座筆位移隔震遲縫寬芽度計(jì)谷算隔震酬層位異移驗(yàn)中算隔震伙縫寬戶度不壓宜小護(hù)于隔俗震橡括膠支剩座在址罕遇艘地震綁下的助最大紡水平徒位移探的1.釣2倍且計(jì)不宜澡小于20黨0m割m。橡膠伸隔震裳支座晌在罕什遇地摔震作場用下菊的水碑平位蹄移限桶值不幼應(yīng)超復(fù)過支語座有萬效直美徑的0.另55倍和禽支座票內(nèi)部厘橡膠碌總厚摟度3.艙0倍二估者的米較小臭值。根據(jù)悠計(jì)算證，隔陳震縫音寬宜匙大于44款1.被7m肯m，該培工程統(tǒng)隔震技縫寬厘度建駱議取50暈0m棟m。根據(jù)晨驗(yàn)算神，隔辣震結(jié)浙構(gòu)在次罕遇憑地震養(yǎng)作用滔下的炊隔震不支座多最大適水平桑位移36澇8.巡壽1m克m<慘44薯0，滿足漿規(guī)范販要求陵。3隔震結(jié)構(gòu)分析支座泛拉應(yīng)革力驗(yàn)長算根據(jù)《抗規(guī)條規(guī)詠定：砌隔震政橡膠誰支座茫在罕尼遇地部震的登水平揀和豎情向地楊震同譯時(shí)作趕用下劉，拉應(yīng)員力不干應(yīng)大員于1.斜0M臂pa。隔震系支座侮拉應(yīng)塊力驗(yàn)報(bào)算采呈用的擁荷載亦組合墓為：1.桃0×恒荷喪載±1恭.0池×水平誦地震-0論.5慎×豎向籠地震傅、1.末0×恒荷歐載±0捐.5爭×水平跨地震-1職.0犁×豎向戲地震（豎原向地棟震取0.戰(zhàn)3重力嘗何載詞代表扛值），其誦荷載奸組合率為：、，其戰(zhàn)中水合平地荷震作良用Fe牙k取七駱條時(shí)衫程波斧計(jì)算伍均值辛。3隔震結(jié)構(gòu)分析支座編號(hào)最大拉應(yīng)力(Mpa)支座編號(hào)最大拉應(yīng)力(Mpa)支座編號(hào)最大拉應(yīng)力(Mpa)支座編號(hào)最大拉應(yīng)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罕遇庸地震耳下各榆個(gè)支喂座承揀受的答最大各拉應(yīng)揭力可見急，該梯工程栽隔震坡層46個(gè)隔允震支叮座在匯罕遇翁地震椒作用造下均與未出辟現(xiàn)拉稀應(yīng)力壩，滿市足規(guī)瞞范要聽求。3隔震結(jié)構(gòu)分析支座千內(nèi)力件計(jì)算罕遇磁地震軋下隔伯震支志座最追大剪堵力和直最大若軸力蛇計(jì)算派采用夸的荷淡載組起合：1.當(dāng)2（1.般0×恒荷肉載＋0.委5×活荷農(nóng)載）±1.縣3×水平拼地震+0償.5豎向創(chuàng)地震贈(zèng)（豎殊向地汽震取0.須3重力紛何載澤代表塊值）崖，1.餡2（1.晌0×恒荷鑼載＋0.訊5×活荷單載）±0.討5×水平翼地震+1道.3豎向襖地震字（豎屆向地?cái)痴鹑?.嚷3重力授荷載歉代表驗(yàn)值）急；即織分別叛為：1.告35膽D+摩0.離67執(zhí)5L±1.纏3F充ek，1.礎(chǔ)59讀D+