喀什明升國際廣場項目高層建筑隔震設(shè)計案例

匯報人：吳從曉建筑結(jié)構(gòu)隔震設(shè)計流程：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2該工程為喀什明升國際廣場項目某框架-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)計使用年限為50年。1工程概況結(jié)估構(gòu)謊設(shè)陰計研條尋件艘：（1）場蹄地的越工程陳地質(zhì)扮：場郊地竟土帖的庭類胳型到為燭中況軟駱場歇地雖，興場醉地宣類普別II類涂。（2）貞風(fēng)柜荷尊載悲：基本料風(fēng)壓著：按50年一豪遇的青基本亭風(fēng)壓餃采用圓，取0展.謝5速5泥k勇N果/旱m2。地前面平粗比糙營度辭：B類（3）攏地止震潑參折數(shù)丑：抗探震幣設(shè)杰防墨烈扁度帖：8度；設(shè)計桌基本籃地震窗加速葡度：0.賢30征g設(shè)計竄地震誰分組嚷：慶第三迫組1工程概況結(jié)令構(gòu)蹄設(shè)婦計進(jìn)標(biāo)品準(zhǔn)筆：（1）鴿結(jié)倚構(gòu)展設(shè)姐計指年部限厘：該工幅程設(shè)尺計使篇用年燙限為50年柱。（2）結(jié)遭構(gòu)設(shè)圖計等軍級：地基噸基礎(chǔ)矩的安涌全等栗級：壇乙級建恨筑赴結(jié)基構(gòu)堂的驚安塘全妻等手級轟：唱二韻級建筑爭抗震回設(shè)防濟(jì)類別判：丙島類鋼妹筋滋混倡凝視土條結(jié)拾構(gòu)創(chuàng)的錯抗究震完等洲級匹：團(tuán)該偶工感程假的癥框收架集為墳二菊級原、鋤剪仰力截墻笛抗俱震催為拆二魔級億。1工程概況隔震群設(shè)計豪目標(biāo)雕：擬鞋通播過腿采垂用贊隔冊震芳設(shè)啦計衛(wèi)方番案孕，纖使板結(jié)籌構(gòu)闊在勁當(dāng)來地8度（0小.徒3銀g）抗啊震設(shè)遺防烈厘度下斗按降叛低許一鳥度（畫即7度0.方15姥g）擔(dān)進(jìn)拖行總設(shè)棉計喬。隔驢震林層限單宏獨(dú)毒設(shè)兄置鮮，勤采堂用板基蛙礎(chǔ)體隔犧震除的葡方狐式惕。酸為旋便礎(chǔ)于床日何后客維異護(hù)宵和猜檢碼修昌，癢隔攪震財層贊梁縫底彼到魂地攀面腥凈巨高斥取8妙0釋0疤m遷m，隔違震層糟層高帽為1惠.厲6濕m。1工程概況建筑指立面占圖1工程概況E筍T物A閘B斑S模呈型PK鳥PM模渣型V適S上這部探結(jié)休構(gòu)浪按7度0.遵15直g進(jìn)摧行電初創(chuàng)步禽設(shè)輩計兼。1工程概況質(zhì)柴量犁對環(huán)比PKPM(Ton)ETABS(Ton)差值(%)26636270001.37表1非隔風(fēng)震結(jié)蘿構(gòu)質(zhì)眠量對述比1工程概況周期療對比表2非弓隔塔震頌結(jié)屠構(gòu)輕周獄期勞對截比階數(shù)PKPM(s)ETABS(s)差值(%)11.88461.8722-0.6621.86751.7724-5.0931.39091.44553.93樓顛層本剪膛力析對凈比表3非隔簡震結(jié)悼構(gòu)樓麗層剪蟻力對師比層數(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工程概況綜撿合熄上熟述耽數(shù)特?fù)?jù)加可浮以寸看腹出飲，E選T惡A忠B姓S非隔航震結(jié)垂構(gòu)模鈔型與SA獵TW證E模旺型寺的洪結(jié)詞構(gòu)撿質(zhì)閥量荒、項計博算欲周慣期饞和腿地賣震磨剪斷力訪的牌差紋異殃較僵小權(quán)，合由巴此忌可桶以歸認(rèn)結(jié)為古，就所鏟建輕立勵的E大T濫A悶B僚S模兵型獻(xiàn)作刊為均該針工頓程怒隔凱震導(dǎo)分仁析檔的羞有所限朋元核模貼型疼是風(fēng)相練對稅準(zhǔn)還確載的，蛛且紹能剩較梳為磚真據(jù)實控的嘉反演映權(quán)結(jié)稱構(gòu)朵基危本莊特狂性開。2隔震方案設(shè)計地震步波的弟選取《建蠶筑警抗穩(wěn)震脾設(shè)瘡計拆規(guī)智范》（GB搏50強(qiáng)01拉1-纏20練10）規(guī)隆定：采耗用嶼時啦程挪分衫析袖法睜時莫，測應(yīng)揪按福建蒸筑慕場譜地相類粱別找和冷設(shè)憐計膠地棋震擾分句組品選回用負(fù)實慚際面強(qiáng)扮震農(nóng)記偽錄閉和沒人盾工判模莊擬級的激加爭速冬度乖時濕程更，竹其進(jìn)中庸實幻玉際衰強(qiáng)阿震亞記橋錄司的紛數(shù)金量振不具應(yīng)為少芳于即總噸數(shù)蔑的2/莊3，告多厘組貞時畢程讀的針平勻均跳地殖震武影姨響廣系專數(shù)跑曲掌線所應(yīng)公與奸振伐型辮分頌解種反朵應(yīng)噸譜概法輛所毯采就用墓的辨地蟲震窮影移響自系狼數(shù)弱曲窄線慢在鈴統(tǒng)咬計盆意邀義跟上全相慶符吊。2隔震方案設(shè)計地震窩波的挨選取要求篇一：彈糟性蓬時詞程粗分蕉析項時騾，高每奸條黃時祝程川計喬算輸?shù)姆ソY(jié)卸構(gòu)底部疫剪力不應(yīng)鴨小于辛振型劇分解推反應(yīng)鑄譜計像算結(jié)逗果的6據(jù)5競%，辨多忠條駝時修程浴計宰算的結(jié)帳構(gòu)底畜部片剪閉力平均悄值不著應(yīng)韻小肥于奸振款型城分妥解滲反灘應(yīng)婚譜趕法保計量算滔結(jié)成果櫻的8挖0飯%。要求小二：輸遣入踩地厘震娛加求速隨度絞時毯程勤曲泊線雨的粒有糠效膠持漢續(xù)謝時宅間殿（遣一偵般槽從樸首怨次囑達(dá)扇到清該方時枝程守曲醉線事最狡大疲峰塵值或的10呈%那終一痰刻才算貞起般，靜到尿最根后勞一撐點貨達(dá)厚到害最多大仙峰辨值墨的10尋%為摸止遇）年，伴無迷論賞實裂際爛強(qiáng)皺震墨記顫錄填還痰是告人年工桶模帥擬岔時河程突波米，有櫻效幣持填續(xù)胸時豪間一般凈為結(jié)言構(gòu)基掘本周穿期的（5~籍10）焰倍。2隔震方案設(shè)計該工編程選鉗取了5條強(qiáng)吉震記誤錄和2條輩人阿工劇模僚擬連加尤速擠度捕時朋程。各欠時狗程比詳尖細(xì)某信倒息召：人覆工頭波1（AW隨-1）人長工噴波2（A強(qiáng)W芽-數(shù)2）NG么A_崖15販94依CH借IC份HI尚.T治TN鳥05鑼1_欄FN集集饞波（C脖H死I蒙C施H汁I）K賠o鴿b榮e神戶順波（KO孫BE）No符rt征hr奴id淺ge北刊嶺端波揉（N疲O須R方T）NG箏A_擋67代Sa候n芹FE咳RN室AN患DO添.I事SD強(qiáng)_F報P圣萄費(fèi)旬南盤多章波陵（SA萍NF）T日a雙f欣t文N爺2揚(yáng)1鋼E波（TA駛FT波）2隔震方案設(shè)計7條宿地暗震盼波越的塑時乘程鼓曲廁線激及務(wù)反牙應(yīng)序譜煩圖2隔震方案設(shè)計工況反應(yīng)譜AW1AW2CHICHIKOBENORTSANFTAFT時程均值剪力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非叔隔偶震說結(jié)肢構(gòu)熊基踐底睜剪贏力幫時忙程事與漸反少應(yīng)冊譜脊計無算業(yè)結(jié)目果均對助比各條徹時程語計算漫的結(jié)紹構(gòu)底禾部剪咸力值么滿足令規(guī)范筒要求索。要午求指一√2隔震方案設(shè)計時程名稱第一次達(dá)到最大峰值10%對應(yīng)的時間(s)最后一次達(dá)到最大峰值10%對應(yīng)的時間(s)有效持續(xù)時間(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非隔秀震結(jié)嗎構(gòu)基炭底剪霜力時貌程與胃反應(yīng)斗譜計劑算結(jié)碑果對次比各條速時程里的有叫效持惡續(xù)時先間滿宗足規(guī)付范要骨求。要求鑼二√2隔震方案設(shè)計隔疲震猜支脆座胖的軟設(shè)叫置隔它震壺層期剛漢度磚中挨心泛宜懲與狹上幼部惑結(jié)拐構(gòu)動的易質(zhì)改量賢中爪心克重喊合汁。隔震靜支座選的平斯面布哄置宜榴與上鳥部結(jié)壺構(gòu)和驚下部社結(jié)構(gòu)蟲的豎封向受掌力構(gòu)珠件的吸平面阿位置例相對靜應(yīng)。同住一巷房崇屋拴選診用僅多件種繪規(guī)臟格啊的在隔尼震潑支摸座貫時妄，舒應(yīng)絹注夜意相充弟分散發(fā)油揮躺每立個乳橡哥膠炒支劍座美的隱承榆載淡力慢和質(zhì)水腿平荷變酒形耳能塵力夾。同一道支承縱處選拒用多掠個隔舍震支底座時膠，隔桐震支經(jīng)座之蹦間的鍵凈距腫應(yīng)大顫于安徐裝操拼作所閘需要縱的空航間要赴求。設(shè)漲置厚在沿隔鞭震慶層芳的巷抗惠風(fēng)軟裝圈置擇宜暴對拜稱健、駐分神散戰(zhàn)地駝布號置蜓在附建擺筑桃物引的粒周接邊下或中周祥邊浩附謝近族。（劍一袖般閘原幫則珍）2隔震方案設(shè)計根據(jù)船以上醬布置腎原則償，該棚工程欲共布閑置了姐隔震氏支座4升6個，飛包含L趣N秩R蛇8竹0秘0、LR責(zé)B9咐00和L鍬R怒B涌1快0梅0仆0三袖種兆型餅號愧：型號橡膠層厚度(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隔戶震夠支災(zāi)座樸力系學(xué)統(tǒng)性離能網(wǎng)參喜數(shù)末表隔震伯支座慌編號談及平影面布處置圖2隔震方案設(shè)計隔以震感層妨抗撤風(fēng)膚驗洪算該工芳程中熄：通浙過?？姑癸L(fēng)微驗沃算姑可囑以囑得聾出該工熱程隔啦震支認(rèn)座及蜓所需伶抗風(fēng)奸裝置趟（鉛筑芯橡轉(zhuǎn)膠隔鋼震支絲式座）這的布尋置數(shù)柔量都析能滿迫足結(jié)牽構(gòu)抗酒風(fēng)需遵求。2隔震方案設(shè)計支座滲壓應(yīng)胖力驗井算根據(jù)《建橡筑遠(yuǎn)抗握震福設(shè)原計紐奉規(guī)摟范》爺(氧G和B散5頂0司0葛1同1仁-巡壽2關(guān)0趕1昂0盟)第條塵，丙筐類合建庸筑慕中繁橡韻膠遞隔酷震從支句座濤在擦重桶力悲荷則載置代銀表技值作下新的滾豎遣向壟壓退應(yīng)伯力環(huán)不堵應(yīng)抓超塑過1汁5保M幣p纏a。支座編號壓應(yīng)力(Mpa)支座編號壓應(yīng)力(Mpa)支座編號壓應(yīng)力(Mpa)支座編號壓應(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從表報中可垮見所亮有隔抹震支情座壓鑒應(yīng)力知都沒拉有超段過1垮5應(yīng)M摧P闖a，變滿旬足呼規(guī)桃范稿要沸求扁。3隔震結(jié)構(gòu)分析中游震黃時催程膝分囑析工作悔一：管對比旅隔震惜前后盞結(jié)構(gòu)加周期史；《疊層篇橡膠粒支座卻隔震肝技術(shù)鳥規(guī)程》規(guī)金定永：認(rèn)隔廊震魄房形屋填兩么個臭方茫向帳的魂基養(yǎng)本當(dāng)周舊期欺相僻差堪不沈宜寧超韻過廳較苦小醉值慘的3昌0敬%。工底作帖二卸：恰計哥算役水悶平低向顛減辦震陣系怠數(shù)鑒?！督ㄊ⒅靠姑哉鹎以O(shè)棒計債規(guī)織范》規(guī)倍定革：此對元高傍層暑建游筑服結(jié)錘構(gòu)婆的銷水裳平碰向炮減烘震副系川數(shù)堤，比應(yīng)起計摟算窮隔助震巷與承非概隔狀震溜各烈層父傾蹤蝶覆利力零矩懸的查最杯大虹比泳值遇，么并羞與臂層近間蛋剪仿力很的奪最芬大沸比迷值尖相尼比定較疼，乏取茂二進(jìn)者黃的黨較霉大疫值瘦。3隔震結(jié)構(gòu)分析中震驗時程臨分析振型隔震前結(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）4.24（Y向平動）0.9421.77（X向平動）4.20（X向平動）31.44（Z軸扭轉(zhuǎn)）3.83（Z軸扭轉(zhuǎn)）隔震肺前后存結(jié)構(gòu)倡周期云對比隔侮震難結(jié)聾構(gòu)撫兩斜個壞方殃向損的乏基膝本換周桿期免相努差讓小考于棋較勻小浮值狹的30踐%，蘭滿皇足釣規(guī)陡范絨要哥求得。層號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)戶隔震彩前后稱各樓奸層層探間剪乒力比亭（時蜘程均監(jiān)值）呢的最術(shù)大值律為0匆.舉3紹6稈5層號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)披構(gòu)卸隔牌震把前棟后對各剝樓問層彼傾種覆擊彎江矩利比房誠（芬時螞程縮慧均俊值街）座的列最尺大煌值閱為0.稈38莖7中續(xù)震葛時盼程棵分伯析綜鐘合生上認(rèn)表蟲可娛得肆隔乏震惜層林以婆上藝結(jié)堂構(gòu)召隔緊震仿前籍后易，帆結(jié)期構(gòu)幼各絲式樓蠅層懶傾重覆貧彎辯矩胞比宏與既層災(zāi)間藍(lán)剪乖力血比還的毫最蝕大野值槳為0藝.捕3們8戀7，根索據(jù)《抗抽規(guī)》第沿條爽，鋸確晉定漆隔菠震步后嗎水隔平吧地體震按影掛響辟系撿數(shù)某最終大泉值αm忙a傭x導(dǎo)1＝βαma駁x/家ψ溪=特0喘.總3幅8朽7渠×揮0謀.幻玉2焦4到/壺0漆.供8李=巷0纖.旋1勵1還6包1。設(shè)幅計動時擱地廳震芝影吹響紋系搭數(shù)建取0.銹12。3隔震結(jié)構(gòu)分析3隔震結(jié)構(gòu)分析大典震浪時減程戶分償析根據(jù)《建端筑抗合震設(shè)快計規(guī)震范》黑（G敞B勢5北0績0梯1圍1角-秧2循0沒1吐0）席第培、繪和稅條仆規(guī)太定醉：隔震響支座暢應(yīng)進(jìn)培行豎技向承效載力弄驗算司和罕粱遇地勵震下水平懂位移應(yīng)的驗招算（掘工熔作聰一界）；橡膠那隔震綁支座芽在罕算遇地殊震的笛水平鮮和豎現(xiàn)向地猶震同絞時作巷用下來，拉應(yīng)薦力不駱應(yīng)緒大壟于1處M安P緒a（儀工啞作破二斤）；隔震洪層支幅墩、場支柱忠及相撐連構(gòu)友件，聾應(yīng)采隆用隔喂震結(jié)度構(gòu)罕只遇地異震下固隔震瘦支座自底部夸的豎展向力鑒、水剖平力待和力稀矩進(jìn)餅行承載非力驗淚算（工淘作三天）。3隔震結(jié)構(gòu)分析支復(fù)座筐水啄平滴位長移辦驗月算支座編號最大位移（mm）支座編號最大位移（mm）支座編號最大位移（mm）支座編號最大位移（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罕遇悼地震慚下隔窄震層憐（隔疊震支瘡座）皆水平革位移餡計算助采用同的荷聞載組優(yōu)合為趁：1豎.踢0許×恒擊荷何載南＋0.疾5×活荷圓載＋1.債0×水綿平限地震震半，哀即賽荷揉載擁組嶼合蔑為均：1.統(tǒng)0D摔+0龍.5丘L+酬1.賣0F授ek。由遮此得種到罕掃遇地歇震下擴(kuò)各個葬支座呆最大農(nóng)水平升位移址，可疼知揉最抵大揮支蛇座濾位元移珍為3初6陶8錫.姜1跪m撿m。3隔震結(jié)構(gòu)分析最大芒支座親位移隔震坡縫寬食度計由算隔儉震秀層謀位撒移慘驗獅算隔震譯縫寬顧度不蔬宜小芳于隔李震橡仿膠支悅座在壩罕遇犬地震用下的寫最大終水平滑位移袖的1.畜2倍且雄不宜葵小于2姻0霞0澇m色m。橡握膠浙隔嘴震生支夠座塘在講罕訪遇錢地桌震派作療用騙下醫(yī)的豪水兼平亂位徒移巖限憤值金不腐應(yīng)熔超盤過樹支融座掌有龍效六直越徑禁的0.愉55倍馳和歲支禍座飄內(nèi)逢部泄橡子膠花總順厚宜度3外.劑0倍脹二弓者叨的嬸較倘小扭值粗。根據(jù)房誠計算雀，隔洲震縫勺寬宜煎大于4苗4冰1晴.叼7意m牧m，副該踢工冤程孔隔兄震走縫裕寬伏度塔建促議跡取50插0m逼m。根據(jù)前驗算蛾，隔閥震結(jié)匆構(gòu)在封罕遇糧地震福作用坐下的啦隔震殺支座叨最大融水平龍位移3驢6藥8喂.住1邀m己m音<羊4冠4化0，滿園足墊規(guī)描范懸要裁求疫。3隔震結(jié)構(gòu)分析支掙座摔拉糠應(yīng)輩力內(nèi)驗懸算根據(jù)《抗規(guī)條規(guī)蘿定：境隔震旋橡膠筐支座伏在罕艙遇地湯震的派水平低和豎椒向地援震同戲時作俊用下鐵，拉應(yīng)癥力不恨應(yīng)大堆于1脊.孩0跡M莖p灰a。隔節(jié)震扒支做座恥拉加應(yīng)倘力雙驗首算漫采廢用螺的炕荷熱載拒組猜合句為僻：1.儉0×恒鑰荷雹載±1籌.0顧×水診平逗地斗震-0門.5款×豎掘向猾地獲震膽、1氣.瘋0恰×恒荷刊載±上0市.削5菜×水平君地震-1述.0撞×豎伸向恨地銷震（搖豎矩向昆地液震超取0尺.疏3重料力暴何環(huán)載荷代捧表災(zāi)值怨），訴其礙荷斷載靜組殺合胞為絡(luò)：、，姻其襯中癥水厚平礦地皮震距作謹(jǐn)用Fe貞k取腥七偉條樣時父程蒜波貝計明算慚均雹值包。3隔震結(jié)構(gòu)分析支座編號最大拉應(yīng)力(Mpa)支座編號最大拉應(yīng)力(Mpa)支座編號最大拉應(yīng)力(Mpa)支座編號最大拉應(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罕徹遇摧地竭震膠下老各尸個匆支兼座難承核受輸?shù)闹顒┐筚I拉開應(yīng)滴力可見愚，該葉工程己隔震拉層4冶6個隔淹震支鬧座在罵罕遇慎地震薪作用深下均痕未出致現(xiàn)拉渣應(yīng)力雹，滿爪足規(guī)希范要羅求。3隔震結(jié)構(gòu)分析支座星內(nèi)力黨計算罕遇輪地震它下隔歷震支游座最應(yīng)大剪氧力和門最大亦軸力陡計算斜采用潑的荷吵載組少合：1捎.撇2（1.讓0×恒荷買載＋0.制5×活荷洋載）±1劃.吃3×水平晝地震+閘0尚.樂5豎向續(xù)地震萌（豎帥向地多震取0.谷3重多力雁何擴(kuò)載旋代敞表鴨值遭）柜，1.任2（1恭.座0×恒荷蓬載＋0.乓5×活荷名載）±0輛.械5×水平外地震+1聾.3豎役向激地愧震相（愉豎律向騾地說震然取0.借3重照力監(jiān)荷班載楚代戒表虜值呈）摩；棋即毒分贊別晝?yōu)閯h：1譜.哪3聲5餃D齡+蜻0蒼.觸6狗7攝5筋L±1枕.黑3岡F扔e丹k，1貍.粒5規(guī)9煤D瞎+掘0壤.厭7灣9反5憶L±0.蓋5F適ek。由灶此盛得會到莊罕罩遇匆地俊震容下隸各發(fā)個油支妄座貸底租部亭的影最街大奮剪庸力船、柄軸擠力屢及赤彎店矩脖以練進(jìn)牌行反隔是震警層繁支奏墩映、演支猴柱鮮及泰相犧連協(xié)構(gòu)印件蠻設(shè)梨計。下部結(jié)構(gòu)及基礎(chǔ)設(shè)計對于顧隔震券層以番下結(jié)折構(gòu)及頌基礎(chǔ)膜的設(shè)搜計應(yīng)槽嚴(yán)格匹按照《建早筑坊抗