典型建筑结构中耦合剪力墙系统的简化设计外文翻译资料

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外文翻译：

Simplified Design of Coupled Shear Wall

Systems for Typical Building Configuration

Abstract: For many years, coupled shear wall systems have been used as an effective way of controlling lateral stability for high rise

buildings. Shear walls have a large lateral stiffness compared to frame systems, and hence, they are often used where control of lateral

displacement is imperative. General design objectives for coupled shear walls were summarized from the available literature. Four different

configurations of coupling beams with aspect ratios of 2–4 were evaluated using SAP2000 software to obtain an approximate empirical

relationship to estimate the degree of coupling of a coupled wall system for a typical four-story hotel-type structure. The proposed equation

provides an accurate estimation of the degree of coupling. Using this empirical relationship, a simple procedure to incorporate coupling action

into the instantaneous design of shear walls was outlined. DOI: 10.1061/(ASCE)SC.1943-5576.0000700. copy; 2022 American Society of Civil

Engineers.

Introduction

A coupled shear wall can greatly improve the performance of individual shear walls. Designers have several options to provide coupling between shear walls. Proper design of coupled shear walls is not a simple task and if misused, coupled shear walls can compromise the overall integrity of the structure (deterioration of main wallcore and/or foundation uplift).

In the United States and many other locations in the world,common hotel-type structures are built on a regular basis. These buildings are usually 4–6 stories high and have shear walls as a lateral load resisting system. It is not uncommon for these shear walls to be connected by coupling beams spanning across hallways or over elevator entries. The main objective of this research is to provide the reader with a simple design (and design procedure) to be used when incorporating coupling beams into the lateral load resisting system.

Types of Coupling Beams

Conventionally Reinforced Coupling Beams In conventionally reinforced coupling beams (CCBs), [Fig. 1(a)],flexural reinforcement is placed longitudinally, parallel to the axis of the beam as in conventional beams. This type of reinforcement is mostly used for long, slender beams (l_n=h gt; 4). For long, slender beams, typical beam detailing can be used to satisfy design objectives. For shorter, deeper beams, the assumptions of beam theory are not applicable; longitudinal reinforcement is in tension throughout the length of the beam, and forces are resisted through the action of a diagonal compression strut and two (top and bottom) ties.

Diagonally Reinforced Coupling Beams

Diagonally reinforced coupling beams (DCBs) [Fig. 1(b)] have been shown to be somehow stiffer and stronger than CCBs(Paulay and Santhakumar 1976). It can be said that the efficiency of this reinforcement configuration depends mostly on the angle of inclination of the diagonal reinforcement with respect to the axis of the beam. Smaller angles require greater amounts of reinforcement to resist the same load. Design provisions for DCBs were incorporated into the 1999 version of ACI 318 (ACI 1999).

Lateral Load

Distribution

^{Causing M}

T T

M1 M2

Rhombic Reinforced Coupling Beams

Rhombic reinforced coupling beams (RCBs) [Fig. 1(c)] are also known as truss reinforced coupling beams. This reinforcement configuration is relatively new but has already been used in tall structures such as the Satrio Tower in Indonesia (Tanuwidjaja 2007).Research (Tegos and Penelis 1988; Galano and Vignoli 2000;Harries and McNeice 2006; Park and Paulay 1975; Afefy 2020)has shown that RCBs exhibit superior behavior over both CCBs and DCBs. Additionally, RCBs are far easier to construct than

DCBs as they require no confinement reinforcement (Galano and Vignoli 2000). Unfortunately, there is not enough available research to incorporate the design of RCBs completely in this study.

Others

Coupling beams are also built using wide flange steel sections as beams or smaller steel sections as diagonal elements later embedded in concrete. These hybrid coupling beams are outside the scope of this research.

Degree of Coupling

The pair of forces (T) is given by the summation of the shears resisted by coupling beams along the height of the structure.Stronger and stiffer coupling beams will produce a high value of T to the extreme case where infinitely stiff coupling beams will cause two walls to act as one. In the opposite case, flexible coupling beams will produce small values of T, leaving the overturning moment (Mo) to be resisted entirely by the moment capacity of each wall (M and M ). The degree of coupling (DC) can be defined as.

Four-Story Prototype Building

The prototype building for this study shown in Fig. 3 consists of a four-story hotel-type building with a lateral force resisting system constituted by two shear walls, 6.1 m long and separated 1.83 m

apart over a possible corridor. Although this structure is oversimplified, it represents the characteristics desired in this study.

Interstory height was defined as 3 m. Concrete compressive strength of 34.5 MPa was used for the walls and coupling beams.A base shear (4.45 kN) was distributed over the height of the structure using the ASCE 7 procedure, assuming equal weight per story.Hence the loads on each floor level, from top to bottom, were 1.78,1.33, 0.89, and 0.44 kN, respectively. Because an elastic analysis is desired, the magnitude of the actual shear is irrelevant to this study.Only relative shear distributions are important, and those will be functions of the relative stiff

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