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研究生： 陳景仁
Jan-Ren Cheng
論文名稱： 高強度鋼骨鋼筋混凝土含鋼量與耐震行為研究
指導教授： 許協隆
Hsieh-Lung Hsu
口試委員:
學位類別： 碩士
Master
系所名稱： 工學院 - 土木工程學系
Department of Civil Engineering
畢業學年度： 90
語文別： 中文
論文頁數： 114
中文關鍵詞： 鋼骨鋼筋混凝土
外文關鍵詞： steel reinforcing concrete
相關次數： 點閱：17  下載：0 
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    • 鋼骨鋼筋混凝土結構，兼具鋼筋混凝土及鋼結構之優點，為一
    良好耐震構材，但其斷面配置與韌性關係至今仍少有相關研究。一般
    認為鋼骨可增加構件之韌性，而鋼筋可增加強度，但在鋼骨鋼筋混凝
    土中二者又是該如何配置方為一良好設計，唯一值得探討課題。
    本研究利用混凝土強度、鋼骨量、鋼筋量及圍束型式之改變，
    探討構件含鋼量的改變在不同混凝土強度及圍束型式下，對構件之位
    移、能量韌性及勁度衰減等影響，並使用程式Response 2000 預測構
    件彎矩-曲率關係，並分析比較之。研究顯示，在一般強度混凝土中
    以鋼骨量的改變對構件韌性有較大改善，而在高強度混凝土中，無論
    鋼骨改變或者鋼筋改變均對構件韌性無明顯改變，但以圍束之型式對
    高強度混凝土構件韌性之改善有較顯著效果。

    Steel reinforced concrete (SRC) members are suitable structural
    forms for earthquake-resistant designs because they possess significant
    strength and ductility. Current studies on the seismic behavior of SRC
    members are mostly focused on their flexural as well as beam-column
    responses. Investigation on the relationship between member
    performance and the section placement is still limited. It has been found
    in concrete and steel related studies that steel ratio contributes to the
    ductility enhancement and the steel reinforcement helps increase member
    stiffness. Since the SRC members are composed of steel and reinforced
    concrete, the placements of steel and steel reinforcement also affect the
    members’ behavior.
    This study is focused on the experimental investigation of seismic
    performance of SRC members composed of normal and high strength
    concrete with various reinforcement placements. Test results show that
    the ductility of normal strength SRC members is governed by the steel
    ratio. It is also confirmed that the ductility of high strength SRC members
    is affected by the effectiveness of confinement.

    目錄……………………………………………………………I 表目錄……………………………………………………….IV 圖目錄……………………………………………………….V 照片目錄…………………………………………………V I II 第一章緒論……………………………………………I 1.1 前言.................................................................................................................. 1 1.2 研究動機與目的........................................................................................ 1 1.3 研究方法與內容........................................................................................ 2 第二章文獻回顧……………………………………….4 2.1 國內外相關研究........................................................................................ 4 2.2 美國ACI 相關規定【1 】..................................................................... 6 2.3 美國AISC-LRFD 相關規定【2 】..................................................... 8 2.4 日本AIJ-SRC 相關規定【3 】............................................................... 10 2 .5 國內「鋼骨鋼筋混凝土構造 (S R C )設計規範與解說」 【27 】...................................................................................................................... 14 第三章分析模式及理論闡述…………………………16 3.1 混凝土圍束模式...................................................................................... 16 3.1.1 Cusson and Palture model(CP model 1995)【15 】 .. 16 3.1.2 Razvi and Saatcioglu model (RS model 1999)【16 】 .. 186.3 勁度衰減...................................................................................................... 40 6.4 Response 2000 程式............................................................................. 41 第七章結論與建議……………………………………43 7.1 結論................................................................................................................ 43 7.2 建議................................................................................................................ 44 參考文獻…………………………………………………....... 45 附表…………………………………………………………... 50 附圖…………………………………………………………... 55 照片…………………………………………………………... 57 表4-1 試體編號及配置一覽表..........................50 表4-2 混凝土材料試驗強度表..........................51 表4-3 鋼筋材料試驗強度表............................51 表6-1 構件強度與規範強度比較表.......................52 表6-2 位移韌性及構件強度一覽表.......................53 表6-3 消能韌性一覽表................................54 圖3-1 混凝土有效圍束面積【15 】.......................55 圖3-2 CP model 應力應變圖【15 】......................55 圖3-3 等效均佈圍束壓力【16 】.........................56 圖3-4 RS model 應力應變圖【16 】......................56 圖4-1 箍筋圍束形式..................................57 圖4-2 試體圍束形式S 斷面配置圖.......................58 圖4-3 試體圍束形式T 斷面配置圖.......................58 圖4-4 試體實作細部構造圖............................59 圖4-5 試體實作細部構造圖.............................59 圖4-6 試體實作細部構造圖.............................59 圖4-7 應變計黏貼位置................................60 圖4-8 試驗設備配置圖................................61 圖5-1 試體NT-B-5-L 荷重-位移關係圖...................62 圖5-2 試體NS-A-5 荷重-位移關係圖.....................63 圖5-3 試體NS-B-5 荷重-位移關係圖.....................64 圖5-4 試體NS-B-6 荷重-位移關係圖.....................65 圖5-5 試體NS-B-7 荷重-位移關係圖.....................66 圖5-6 試體NS-C-5 荷重-位移關係圖.....................67 圖5-7 試體NT-B-5 荷重-位移關係圖.....................68 圖5-8 試體NT-B-6 荷重-位移關係圖.....................69 圖5-9 試體NT-B-7 荷重-位移關係圖.....................70 圖5-10 試體NT-C-5 荷重-位移關係圖....................71 圖5-11 試體HS-A-5 荷重-位移關係圖....................72 圖5-12 試體HS-B-5 荷重-位移關係圖....................73 圖5-13 試體HS-B-6 荷重-位移關係圖....................74 圖5-14 試體HS-B-7 荷重-位移關係圖....................75 圖5-15 試體HS-C-5 荷重-位移關係圖....................76 圖5-16 試體HT-A-5 荷重-位移關係圖....................77 圖5-17 試體HT-B-5 荷重-位移關係圖....................78 圖5-18 試體HT-B-6 荷重-位移關係圖....................79 圖5-19 試體HT-B-7 荷重-位移關係圖....................80 圖5-20 試體HT-C-5 荷重-位移關係圖....................81 圖6-1 規範計算極限強度受鋼骨變化影響圖...............85 圖6-2 規範計算極限強度受鋼筋變化影響圖...............85 圖6-3 鋼骨量對構件位移韌性影響圖.....................86 圖6-4 鋼筋量對構件位移韌性影響圖.....................86 圖6-5 保護層厚度對構件位移韌性影響圖.................87 圖6-6 鋼骨量對構件能量韌性影響圖.....................88 圖6-7 鋼筋量對構件能量韌性影響圖.....................88 圖6-8 混凝土強度及鋼骨比對圍束改善位移韌性影響圖......89 圖6-9 混凝土強度及鋼筋比對圍束改善位移韌性影響圖......89 圖6-10 混凝土強度及鋼骨比對圍束改善能量韌性影響圖.....90 圖6-11 混凝土強度及鋼筋比對圍束改善能量韌性影響圖.....90 圖6-12 一般強度混凝土構件勁度衰減受鋼骨量影響圖.......91 圖6-13 一般強度混凝土構件勁度衰減受鋼筋量影響圖.......91 圖6-14 一般強度混凝土構件勁度衰減受鋼骨量影響圖.......92 圖6-15 一般強度混凝土構件勁度衰減受鋼筋量影響圖.......92 圖6-16 高強度混凝土構件勁度衰減受鋼骨量影響圖.........93 圖6-17 高強度混凝土構件勁度衰減受鋼筋量影響圖.........93 圖6-18 高強度混凝土構件勁度衰減受鋼骨量影響圖.........94 圖6-19 高強度混凝土構件勁度衰減受鋼筋量影響圖.........94 圖6-20 懸臂樑彎曲圖.................................95 圖6-21 試體受組合載重軸力及水平力變位圖..............95 圖6-22 試體NS-A-5 試驗值與Response 2000 分析值比較圖..96 圖6-23 試體NS-B-5 試驗值與Response 2000 分析值比較圖..96 圖6-24 試體NS-B-7 試驗值與Response 2000 分析值比較圖...97 圖6-25 試體NT-B-5 試驗值與Response 2000 分析值比較圖...97 圖6-26 試體NT-B-7 試驗值與Response 2000 分析值比較圖...98 圖6-27 試體NT-C-5 試驗值與Response 2000 分析值比較圖...98 圖6-28 試體HS-A-5 試驗值與Response 2000 分析值比較圖...99 圖6-29 試體HS-B-5 試驗值與Response 2000 分析值比較圖...99 圖6-30 試體HS-B-6 試驗值與Response 2000 分析值比較圖.100 圖6-31 試體HT-B-6 試驗值與Response 2000 分析值比較圖..100 圖6-32 試體HT-B-7 試驗值與Response 2000 分析值比較圖..101 圖6-33 試體HT-C-5 試驗值與Response 2000 分析值比較圖..101 照片4-1 繫筋.......................................57 照片5-1 試體NT-B-5-L 破壞過程........................62 照片5-2 試體NS-A-5 破壞過程..........................63 照片5-3 試體NS-B-5 破壞過程..........................64 照片5-4 試體NS-B-6 破壞過程..........................65 照片5-5 試體NS-B-7 破壞過程..........................66 照片5-6 試體NS-C-5 破壞過程..........................67 照片5-7 試體NT-B-5 破壞過程..........................68 照片5-8 試體NT-B-6 破壞過程..........................69 照片5-9 試體NT-B-7 破壞過程..........................70 照片5-10 試體NT-C-5 破壞過程.........................71 照片5-11 試體HS-A-5 破壞過程.........................72 照片5-12 試體HS-B-5 破壞過程.........................73 照片5-13 試體HS-B-6 破壞過程.........................74 照片5-14 試體HS-B-7 破壞過程.........................75 照片5-15 試體HS-C-5 破壞過程.........................76 照片5-16 試體HT-A-5 破壞過程.........................77 照片5-17 試體HT-B-5 破壞過程.........................78 照片5-18 試體HT-B-6 破壞過程.........................79 照片5-19 試體HT-B-7 破壞過程.........................80 照片5-20 試體HT-C-5 破壞過程.........................81 照片5-21 圍束形式對破壞模式之影響圖..................82 照片5-22 鋼骨量對破壞模式之影響圖...................83 照片5-23 鋼筋量對破壞模式之影響圖...................84


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