第五章 實驗結果與討論
第五節 鋼筋腐蝕形態量測結果
本研究將利用探針接觸式之 3D 表面形狀量測儀進用腐蝕鋼筋之表面形態測 定，除針對腐蝕部份之腐蝕深度與斷面積進行量測外，鋼筋兩端之完整部份(未 腐蝕)亦進行測定以做為參考資料。此外，亦將測定結果轉換為重量減少率而與 實際量測值進行比較以了解誤差並修正量測方法。
圖 5.5-1 電腐蝕結果
圖 5.5-2 3D 表面形狀量測-無腐蝕狀態
圖 5.5-3 3D 表面形狀量測-腐蝕狀態
y = 2.0385x
0.00 2.00 4.00 6.00 8.00
圖 5.5-4 3D 表面形狀量測-平均重量減少率與最大斷面減少率關係圖
6.00 8.00 10.00 0.0
0.00 2.00 4.00 平均斷面減少率(%)
Y=1.48X
平均重量減少率(%)
y = 3.2221x R2 = 0.1355
6.00 8.00 10.00 0.00
0.00 2.00 4.00
Y=3.22X
平均重量減少率(%) 平均斷面減少率(%)
3D 表面形狀量測與游標尺量測結果如圖 5.5-1~3 所示。由量測結果可知，最 大斷面減少率約為平均重量減少率之 2 倍，此一倍率可用於腐蝕梁構件之力學性 能評估。
第六節 腐蝕梁構件之力學性能予測
第六章 結論與建議
附錄一 期初報告審查意見回覆
1.如何量化鋼筋腐蝕之程度？尤其對
附錄二 期中報告審查意見回覆
3.桿件因鋼筋腐蝕後，其位移增
3.未腐蝕試體及腐蝕後試體在
3.参考文獻編碼，有些零亂，內
附錄三 期末審查會議紀錄
4.梁構件反復載重尚未執行，可否預測其耐震行為。
同，至於採用變形設計方法更與美國 FEMA-450 相同，而應釐
於成果報告中展現與討論；所討論之因子會參照委員意見，並
屬於規範性質，應屬於參考指引(Guideline)，目的為促進 New
RC 建築在國內的發展，提供有關超高強度鋼筋混凝土建築物設
九、 散會：（下午 5 時整）
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