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首页> 外文会议>Structural Engineers Association of California(SEAOC) Convention; 20050928-1001; San Diego,CA(US) >Seismic Evaluation and Upgrade of Three Buildings by Performance Based Design
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Seismic Evaluation and Upgrade of Three Buildings by Performance Based Design

机译：基于性能设计的三座建筑物的抗震评估与升级

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Seismic performance of three buildings located in downtown Sacramento, California were evaluated using performance based earthquake engineering. Five-story, rectangular Building A measures 150 × 200 ft, (24 × 60 m) has typical story height of 14 ft (4 m), and approximate floor area of 135,000 ft~2 (12,500 m2). A dual system of full-height concrete perimeter moment frames and a number of full-height structural walls provide the lateral-load resisting system. Building B is rectangular, 225 ft (70-m) tall, seventeen-story historic landmark. It has a full basement and two partial floor mezzanines above the second and third floors. The footprint of the building is 160 × 100 ft (48 × 30 m) for the first five floors, and 75 × 45 ft (23 × 14 m) above. Typical story height ranges from 10 to 14 ft. The total area of the structure is approximately 90,000 ft~2 (8,500 m~2) The lateral support system consists of semi-rigid steel moment frames and 13 in. (340-mm) unreinforced masonry walls extending for the first five stories on two exterior faces of the building. Building C, a 200 ft (60 m) tall seventeen-story building, is the first 'high-rise' constructed in Sacramento. The original construction was L-shaped, with dimensions of 80 × 120 ft (24 × 36 m), and had a total area of approximately 70,000 ft (6,500 m~2). Lateral load resistance is provided by reinforced concrete moment-resisting frames, and unreinforced masonry infill walls on several exterior bays extending four floors. Performance-based procedures based on FEMA 356 were utilized to assess the seismic response of the three structures and the performance level of Life Safety was selected. Three-dimensional mathematical models of the structures were prepared and were subjected to nonlinear static analyses and site-specific spectrum-compatible acceleration histories to evaluate the response of the buildings subjected to the level of seismic loading anticipated at the site. Fluid Viscous Dampers (FVDs) were designed and incorporated in the models of buildings A and C. For Building A, FVDs were primarily used to reduce torsional response caused by asymmetrical distribution of concrete structural walls. Whereas for Building C, FVDs were strategically located to reduce the large response above the fifth floor which was due to the termination of masonry infill panels. The seismic upgrade was effective and the enhanced structures satisfied the FEMA 356 Life Safety requirements.
机译：使用基于性能的地震工程技术对位于加利福尼亚萨克拉曼多市中心的三座建筑物的抗震性能进行了评估。五层长方形的A楼为150×200英尺（24×60 m），典型的楼层高度为14英尺（4 m），大约建筑面积为135,000 ft〜2（12,500 m2）。全高混凝土周长弯矩框架和许多全高结构墙的双重系统提供了抗侧向荷载的系统。 B楼为长方形，高225英尺（70米），高17层，是历史性地标。它有一个完整的地下室，并在第二层和第三层之上有两个局部的中层。前五层建筑物的占地面积为160×100英尺（48×30 m），上方为75×45英尺（23×14 m）。典型的层高范围为10到14英尺。结构的总面积约为90,000 ft〜2（8,500 m〜2）。侧向支撑系统由半刚性钢制框架和13英寸（340毫米）无筋组成砌墙在建筑物的两个外墙上延伸至前五个楼层。 C楼，高200英尺（60 m），高17层，是萨克拉曼多建造的第一座“高层建筑”。原始结构为L形，尺寸为80×120英尺（24×36 m），总面积约为70,000英尺（6,500 m〜2）。钢筋混凝土抗弯框架和延伸到四层楼板的多个外部隔间上未加固的砖石填充墙提供了侧向荷载抵抗力。基于FEMA 356的基于性能的程序用于评估三个结构的地震响应，并选择了生命安全性能水平。准备了结构的三维数学模型，并对其进行了非线性静态分析和特定于现场的频谱兼容的加速度历史记录，以评估建筑物在现场预期的地震荷载作用下的响应。设计了流体粘性阻尼器（FVD）并将其纳入A和C建筑物的模型中。对于A建筑物，FVD主要用于减少混凝土结构墙的不对称分布引起的扭转响应。鉴于C楼，FVD的位置具有战略意义，以减少由于砌体填充面板的终止而引起的五楼以上的巨大反应。地震升级是有效的，增强结构满足了FEMA 356生命安全要求。

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