於分析鋼筋混凝土結構時，考慮混凝土之開裂與部分鋼筋可能降伏，構件的等效勁度(Effective Stiffness)是線彈性分析時力量分布的主要依據，然而過去文獻對於低矮剪力牆的等效勁度討論十分有限，通常低矮剪力牆定義為高長比小於2.0者。

本研究蒐集21座低矮剪力牆試體測試結果，所有試體測試方式皆在無軸力下承受側向反復載重，且試體外部變形一致藉由光學儀器量測，本研究分析量測數據，將試體總變形量分為撓曲變形(Flexural Deformation)、剪力變形(Shear Deformation)、應變穿透或稱鋼筋滑移變形(Strain Penetration or Slip Deformation)、以及界面滑移變形(Sliding Deformation)，有系統地從事低矮剪力牆等效勁度分析，旨在探討可能影響低矮剪力牆等效勁度的可能因素，進而提出相關建議，建立評估模型。

研究顯示ACI 318-14與ASCE 41-17規範建議之等效剛度高估無軸力低矮剪力牆之等效撓曲與剪力剛度。撓曲剛度比(實驗值除以預測值，〖"EI" 〗_"test" /"E" _"c" "I" _"g" )隨試體高長比增加而增加，建議於高長比0.5到1.5的區間內，撓曲剛度應可由0.20〖"EI" 〗_"m,b" 至0.35〖"EI" 〗_"m,b" 間作線性內插求得；剪力剛度比(〖"GA" 〗_"test" /"G" _"c" "A" _"g" )則隨垂直鋼筋量增加而增加，本研究建議於 "0.25%"≤"ρ" _"v,66%" ≤"1.75%" 的區間內，剪力剛度應可由 "0.1" "G" _"c" "A" _"g" 至 "0.25" "G" _"c" "A" _"g" 間作內插求得；於評估應變穿透變形時，平均握裹應力建議使用5√("f" _"c" "' (psi)" ) 作為評估之依據 ；界面滑移剛度似乎也與垂直鋼筋量有關，建議以 "0.25" "E" _"s" "A" _"s,75%" 作為界面滑移剛度值。

Force distribution in linear-elastic structural analysis is determined primarily based on the member effective stiffness which considers the effects of concrete cracking and slightly yielding of some longitudinal reinforcement. However, researches on effective stiffness of reinforced concrete (RC) squat walls, typically defined as its height to length ratio less than 2.0, appear to be very limited.

The effective stiffness of RC squat walls is systematically investigated in this research through analyses of test results collected from previous studies in this lab. A total of 21 RC squat shear wall specimens were collected. All specimens were subjected to lateral displacement reversals without axial load. Also, exterior deformation of all test specimens was consistently measured by the optical tracking system. This research separates the total deformation into four components, flexural deformation, shear deformation, strain penetration or slip deformation, and sliding deformation. Based on analytical results, design parameters that influence the effective stiffness of each deformation component are first identified. The effective stiffness model for each deformation component is then proposed.

Test results indicate the suggested rigidity per ACI 318-14 and ASCE 41-17 significantly overestimates the flexural and shear rigidity of RC squat walls without axial load. Flexural rigidity ratio (test result divided by the estimated value，〖"EI" 〗_"test" /"E" _"c" "I" _"g" ) appears to increases as the wall aspect ratio increases. It is suggested to determine flexural rigidity by a linear interpolation form 0.20〖"EI" 〗_"m,b" to 0.35〖"EI" 〗_"m,b" as the wall aspect ratio changes from 0.5 to 1.5. Shear rigidity ratio (〖"GA" 〗_"test" /"G" _"c" "A" _"g" ) appears to increase as the amount of vertical reinforcement increases. It is suggested to determine shear rigidity by a linear interpolation form "0.1" "G" _"c" "A" _"g" to "0.25" "G" _"c" "A" _"g" for walls with vertical reinforcement ratio in the following range: "0.25%"≤"ρ" _"v,66%" ≤"1.75%" . Strain penetration is found to be greatly affected by the average bond stress of the reinforcing bars. The average bond stress 5√("f" _"c" "' (psi)" ) is suggested for estimating strain penetration . Sliding rigidity also appears to be influenced by the amount of vertical reinforcement. It is suggested to use "0.25" "E" _"s" "A" _"s,75%" estimate the sliding rigidity.

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