结构工程师
結構工程師
결구공정사
STRUCTURAL ENGINEERS
2014年
6期
117-123
,共7页
寺庙厅柱结构%离心混凝土%结构抗震%拼套接构件
寺廟廳柱結構%離心混凝土%結構抗震%拼套接構件
사묘청주결구%리심혼응토%결구항진%병투접구건
mosque hall-column system%centrifugally prefabricated concrete%seismic design%socket member
某清真寺拟建于高烈度地震设防地区（相当于8度区），其主体建筑祈祷大厅中心区由32根总高度约45 m 钢筋混凝土柱构成，柱顶设钢制伞状柱头形成屋盖。厅柱设计外形为八角形、中空，最大截面尺寸1620 mm，拟采用离心、分段预制，现场拼套接。厅柱全高基本无侧向约束，结构整体及分段预制拼接的空心柱体的抗侧力性能不详。采用有限元数值模拟方法，建立祈祷大厅整体结构计算模型，分别进行了小震作用下的线弹性分析及大震作用时的静力弹塑性分析，对结构整体抗震性能进行了分析评价。根据整体分析结果，进一步对受力最不利的厅柱单体进行局部受力性能详细分析，用非线性弹簧模拟拼接界面作用。计算结果表明：与无分段的混凝土完整柱相比，套接段套筒局部可能出现应力集中现象，进而导致厅柱抗侧承载能力降低。抗震设计应慎用预制套接构件。
某清真寺擬建于高烈度地震設防地區（相噹于8度區），其主體建築祈禱大廳中心區由32根總高度約45 m 鋼觔混凝土柱構成，柱頂設鋼製傘狀柱頭形成屋蓋。廳柱設計外形為八角形、中空，最大截麵呎吋1620 mm，擬採用離心、分段預製，現場拼套接。廳柱全高基本無側嚮約束，結構整體及分段預製拼接的空心柱體的抗側力性能不詳。採用有限元數值模擬方法，建立祈禱大廳整體結構計算模型，分彆進行瞭小震作用下的線彈性分析及大震作用時的靜力彈塑性分析，對結構整體抗震性能進行瞭分析評價。根據整體分析結果，進一步對受力最不利的廳柱單體進行跼部受力性能詳細分析，用非線性彈簧模擬拼接界麵作用。計算結果錶明：與無分段的混凝土完整柱相比，套接段套筒跼部可能齣現應力集中現象，進而導緻廳柱抗側承載能力降低。抗震設計應慎用預製套接構件。
모청진사의건우고열도지진설방지구（상당우8도구），기주체건축기도대청중심구유32근총고도약45 m 강근혼응토주구성，주정설강제산상주두형성옥개。청주설계외형위팔각형、중공，최대절면척촌1620 mm，의채용리심、분단예제，현장병투접。청주전고기본무측향약속，결구정체급분단예제병접적공심주체적항측력성능불상。채용유한원수치모의방법，건립기도대청정체결구계산모형，분별진행료소진작용하적선탄성분석급대진작용시적정력탄소성분석，대결구정체항진성능진행료분석평개。근거정체분석결과，진일보대수력최불리적청주단체진행국부수력성능상세분석，용비선성탄황모의병접계면작용。계산결과표명：여무분단적혼응토완정주상비，투접단투통국부가능출현응력집중현상，진이도치청주항측승재능력강저。항진설계응신용예제투접구건。
A mosque building was designed to be constructed in a seismic region of high intensity (equivalent to category VIII).Its main building,Prayer Hall,was constructed by 32 RC columns with a maximum height of 45 m.Umbrella-shaped capitals were designed to be steel and they were connected each other to form the roof.Columns were of hollow octagonal cross-section with a maximum section dimension of 1 620 mm.They will be centrifugally prefabricated in segments and socketed together in site.Hall columns have almost no lat-eral restriction along their height.Therefore,the lateral load resistance of the socket hollow columns as well as the hall building as a whole needs a thorough investigation.In this paper,a numerical computational model for the whole Prayer Hall building was established by FEM.Linear elastic responses of the structure under seismic excitation of lower intensity,as well as elastic-plastic static push-over analysis under seismic excitation of high-er intensity have been performed.Local load performance of a single column,which was at the most unfavor-able place,had been carried out further in detail.The interface effects were modeled by nonlinear springs.It is shown that stress concentration may take place at the end section of a socket for a segmented column in com-paring with a complete column.This degraded the lateral load bearing capacity of the column finally.It is con-cluded that prefabricated socket members should be used with caution in seismic design.
