過去文獻指出鋼筋混凝土剪力牆是一有效且經濟的耐震構材，但因建築或使用需求經常會在剪力牆上做規則的開孔，此時單面剪力牆分割成多面剪力牆，牆與牆之間則由深短梁連接，這種具有規則開孔之剪力牆一般稱為耦合剪力牆系統 (coupled shear wall system)，而連接牆之深短梁則稱為剪力連接梁 (coupling beam)。因為深短梁以剪力主控，使用傳統梁配筋方式無法滿足強度與變形需求，部分學者提出使用鋼梁取代鋼筋混凝土梁的構想，但是相關設計建議主要根據構件實驗以及有限元素分析結果，過去曾有文獻使用低降伏鋼耦合剪力梁進行大型複合型耦合剪力牆系統測試，但結果不如預期，本研究藉由有限元素法(LS-DYNA)進一步探討耦合剪力牆設計建議。

分析結果顯示，耦合剪力牆系統耦合效應比可由構件標稱強度合理評估，就對角線鋼筋之鋼筋混凝土剪力連接梁而言，其標稱剪力強度建議使用斷面撓曲強度決定；就低降伏鋼之剪力連接梁而言，其標稱強度採用現行規範AISC(2010)連桿梁的設計公式，會低估梁之剪力容量，本研究根據分析結果建議使用三倍標低降伏鋼稱降伏強度去評估，除此之外，分析發現受壓牆面承受剪力可能是受拉牆面二至三倍，。

在實務設計上，本研究建議先評估系統在桿件均達標稱強度下之耦合效應，要得到系統理想的變形能力，需控制受壓剪牆面之軸力低於0.15P_0，並限制牆內剪力需求控制在0.50√(f_c^' ) MPa以下。

Previous studies indicate the reinforced concrete (RC) shear wall is a cost-effective seismic resisting element. A row of regular openings are commonly required on the wall due to architectural or practical needs. In this case, the wall is divided into two or more individual walls. This system is referred as coupled shear wall system and the beam, typically with small span-to-depth ratio, is referred as the coupling beam.

Because of its small span-to-depth, RC coupling beam design is governed by shear. Traditional reinforcement layout for RC flexural member is not able to develop design strength and satisfactory deformation capacity. Some researchers propose the use of steel coupling beam. However, the design recommendations for steel coupling beams are primarily developed based on tests results of coupling beam subassemblages and finite element analyses. Large experimental work conducted previously showed that hybrid coupled shear wall specimen using the low-yield point steel coupling beam did not perform as expected. Finite element model is constructed in this study in order to provide more information and design recommendation for the hybrid coupled shear wall system.

The analytical results indicate that the coupling ratio of the coupled shear wall system can be rationally estimated using member nominal strengths. For diagonally reinforced concrete coupling beams, its nominal shear strength evaluated from flexural capacity is recommended. For low-yield point steel coupling beams, the use of ASIC (2010) design equation underestimates its shear capacity. A multiplier of 3 is proposed to evaluate the nominal shear capacity of the low-yield point steel coupling beam. Analytical results also indicate that shear is not uniform distributed between the walls as the system is subjected to coupling effect. The compressive wall takes shear that can be two to three times greater than the tensile wall.

For practical design, this study suggests to first evaluate system coupling effect using the member nominal strengths. To have satisfactory system deformation capacity, it is necessary to limit axial force and shear stress less than 0.15P_0 and 0.50√(f_c^' ) MPa, respectively, for the wall subjected to compression.

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張權，「低降伏強度鋼鋼板剪力牆系統之耐震行為」，國立台灣科技大學，民國九十五年。