茅山涵田度假酒店结构设计
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摘要
茅山涵田度假酒店为多层特别不规则结构,采用少墙-框架结构体系。用拆分模型计算大底盘及各单塔周期比,用整体模型计算其余各项计算指标。在配筋计算上采用少墙-框架和框架两种结构体系并考虑嵌固端位置包络设计。对关键构件进行抗震性能目标设计,对薄弱环节关键节点针对性地采取抗震加强措施。为满足建筑布置特点、空间净高等要求,采用预应力空心楼盖、一端固定铰支座一端滑动铰支座钢屋盖、托柱转换框架等结构布置形式,并给出典型节点计算方法和构造大样等。结果表明结构能够满足抗震设防目标及规范要求。
Maoshan Hantian Resort Hotel is a multi-story, particularly irregular structure. It adopts frame structural system with few walls. The period ratios of large chassis and individual towers were calculated by using separated models, and the other calculation indexes were calculated by using integral model. In the reinforcement calculation, frame structural system with fewer walls and frame structural system were adopted, and the envelope design was conducted for embedded end position. Performance-based seismic design was carried out on key components, and seismic strengthening measures were taken for key joints in weak links. In order to meet the requirements of architectural layout characteristics and space net height, some structural layout forms were adopted including prestressed hollow slab, steel roof with sliding hinge support at one end and fixed hinge support on the other end and column-bearing transfer frame. The calculation method of typical joints and the construction details were given. The results show that the structure can meet the requirements of seismic fortification targets and codes.
Maoshan Hantian Resort Hotel is a multi-story, particularly irregular structure. It adopts frame structural system with few walls. The period ratios of large chassis and individual towers were calculated by using separated models, and the other calculation indexes were calculated by using integral model. In the reinforcement calculation, frame structural system with fewer walls and frame structural system were adopted, and the envelope design was conducted for embedded end position. Performance-based seismic design was carried out on key components, and seismic strengthening measures were taken for key joints in weak links. In order to meet the requirements of architectural layout characteristics and space net height, some structural layout forms were adopted including prestressed hollow slab, steel roof with sliding hinge support at one end and fixed hinge support on the other end and column-bearing transfer frame. The calculation method of typical joints and the construction details were given. The results show that the structure can meet the requirements of seismic fortification targets and codes.
引文
[1] 钱稼茹,柯长华. 国家标准《建筑抗震设计规范》(GB 50011—2010)疑问解答(四) [J].建筑结构,2011,41(3):123-126.
[2] 江苏省房屋建筑工程抗震设防审查细则[S].北京: 中国建筑工业出版社,2007.
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[5] 冯瑜,朱江,庄莉,等.新维壹国际生态科技园产业园结构设计要点[J].江苏建筑,2014,4 (2):36-38.
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[8] 刘维亚.型钢混凝土组合结构构造与计算手册[M].北京: 中国建筑工业出版社,2004.
[9] 高层建筑钢-混凝土混合结构设计规程:CECS 230∶2008[S].北京: 中国计划出版社,2008.
[2] 江苏省房屋建筑工程抗震设防审查细则[S].北京: 中国建筑工业出版社,2007.
[3] 方鄂华,程懋堃.关于规程中对扭转不规则控制方法的讨论[J].建筑结构,2005,35(11):12-15.
[4] 建筑抗震设计规范: GB 50011—2010[S].北京: 中国建筑工业出版社,2010.
[5] 冯瑜,朱江,庄莉,等.新维壹国际生态科技园产业园结构设计要点[J].江苏建筑,2014,4 (2):36-38.
[6] 李国胜.怎样当好建筑结构设计专业负责人[M].北京: 中国建筑工业出版社,2007.
[7] 李星荣,魏才昂,丁峙琨,等.钢结构连接节点设计手册[M].北京:中国建筑工业出版社,2005.
[8] 刘维亚.型钢混凝土组合结构构造与计算手册[M].北京: 中国建筑工业出版社,2004.
[9] 高层建筑钢-混凝土混合结构设计规程:CECS 230∶2008[S].北京: 中国计划出版社,2008.