街屋為台灣中南部最常見的建築形式，典型街屋因特有平面形式，於過去地震中經常沿街道方向發生軟弱底層破壞，現有之耐震補強法皆會影響空間使用性或因底層柱緊鄰地界而難以施作，因此本研究針對典型街屋平面特性設計一套構架內置型簡易補強法，並進行足尺構架側推試驗。
試體共三座，包括一座無補強試體與兩座補強試體，補強構件分為承壓接合與彎矩接合兩種形式，承壓接合之柱補強鋼骨不傳遞拉應力至梁補強鋼骨，避免對RC柱補強拉力側導致斷面韌性降低；彎矩接合之柱梁補強鋼骨為銲接接合，補強構件可於兩受力方向發揮效用，但對梁補強鋼骨錨栓之拉力需求較高。試驗加載方式為位移控制之面內往復加載，試驗過程中於柱頂施加固定軸力，模擬靜載重。
試驗結果顯示，無補強試體試驗初期皆為撓曲開裂，於最大強度時柱頂與柱底臨界斷面已有受壓側混凝土壓碎現象，最終於柱頂發生剪力破壞，呈現典型非韌性構架之撓剪破壞形式。兩座補強試體因補強鋼骨對柱造成加勁效果，於較小變形下即於柱頂及柱底出現剪力裂縫。承壓接合試體RC柱頂於柱梁補強鋼骨接合受拉時脫開，閉合時才傳力，故呈現較明顯之擠壓效應（Pinching Effect），達最大強度時柱頂與柱底臨界斷面受壓側混凝土壓碎，補強鋼骨自由側翼板發生挫屈，其後階段於柱底發生剪力破壞；彎矩接合試體因補強鋼骨於兩受力方向皆有作用，遲滯迴圈較為飽滿，達最大強度時補強翼板發生挫屈，但混凝土受壓側尚未壓碎就於柱底發生瞬間剪力破壞。兩座補強試體發生最大強度時柱，最終柱底之剪力破壞皆呈現特定方向性，皆由柱底內側與基礎交界處向外傾30度沿柱底未受補強之潛在斜向破壞面發生。
三座試體側力與側向位移包絡線皆呈現正、反向對稱樣態，主要性能點包括最大強度及極限變位之發生時機亦相同，並皆於變位角3.0%階段因柱發生剪力破壞而終止實驗。雖然三座試體最終破壞形式類似，但補強試體之初始剛度、強度與能量消耗確實有明顯提升，相較於無補強試體，承壓接合與彎矩接合試體剛度皆為無補強試體之2.8倍，強度分別為1.7倍與2.2倍。

Street-houses are the most common building type in the South Central Taiwan. The existing street-houses in Taiwan share a typical plan layout and have been found severely damaged or collapsed in the past earthquakes due to the soft base stories and non-ductile columns. Existing seismic retrofit methods will affect the usability of the space or affect neighbors. Because it is difficult to implement, the study designed a simple retrofit method which is installing the retrofit components only from the interior of the building. The proposed retrofit method was verified with lateral load tests for full-scaled frames and fixed axial force on the top of the columns to simulate the static load.
In all the test specimens, the maximum ultimate strength and displacement occurred at a consistent drift ratio. The initial stiffness, strength, and energy consumption of the retrofitted specimens were indeed significantly improved. The retrofitted specimens with compression-only joints and moment-connected joints of the tested initial stiffness were 180% higher than that of the bare frame, and the ultimate strengths were respectively 70% and 120% higher than that of the bare frame. The results showed the efficiency of the proposed retrofit method. The bare frame specimen failed in a typical non-ductile flexure-shear failure mode. The steel member attached to the columns of the retrofitted specimens stiffened the columns and resulted in the concentration of deformation at the column bottoms. The column bottoms of both retrofitted specimens failed in shear. This caused a decrease in the deformation capacity of the retrofitted specimen with moment-connected joints. However, the ductility of the retrofitted specimen with compression-only joint was not reduced.

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