臺灣博碩士論文加值系統

　　台灣建築物大多為耐火性能良好的鋼筋混凝土造，在火害中倒塌的情形並不多見，大多可利用補強而繼續居住或使用。然而，高溫後混凝土材料性能會有所折損，故如何對火害後建築物作安全評估，與有效、經濟的補強設計，就必須先確切掌握高溫作用後混凝土材料之組合律，與確定火害後混凝土構件殘餘之強度與剛度。
　　鋼筋混凝土柱在實際火災中，因混凝土的熱惰性，內部實為一個不均勻溫度場，各點曾經到達的最高溫度與發生時間不盡相同，各點材料受火害軟化的程度也不同，依其受熱之最高溫度有對應的應力—應變曲線，故難以直接推導出火害後雙軸彎曲柱斷面之平衡方程式。因此，本文先將柱斷面離散成多個小元素後，引入常溫下或高溫後之材料組合律，依力的平衡定律建立斷面之力與變形關係式求解。
　　有關高溫後混凝土材料之組合律，本文試驗了108個混凝土標準圓柱試體，在常溫下與無預壓力下加熱到100至800˚C後之受壓應力—應變全曲線，除了合理迴歸出高溫後抗壓強度、峰值應變與彈性模數等力學性能之預測公式外，並提出可適用於常溫下與無預壓力下加熱後之混凝土受壓應力—應變全曲線單一公式。進一步試驗51個混凝土標準圓柱試體在不同預壓力下加熱後之受壓應力—應變全曲線，研究加熱中預壓力的存在對高溫後混凝土力學性能的影響。此外，根據54個混凝土標準圓柱試體在常溫下與100至800˚C加熱後之劈裂試驗結果，也提出抗張強度之衰減公式。
　　為驗證本文提出混凝土應力—應變曲線公式之適用性以及理論分析程式之正確性，本文製作12支足尺鋼筋混凝土柱，進行常溫與預壓力下加熱2、4小時後之單向與雙向偏心加載試驗，經比對試驗柱之載重－位移曲線，結果證實均屬合理。最後，利用本文發展的程式，預測火害前後雙軸彎曲鋼筋混凝土柱之側向載重—側向位移曲線，進而評估整棟純柱樑構架之鋼筋混凝土建築物，火害前後在斜向水平地震力輸入下之殘餘耐震能力。先與美國柏克萊大學試驗的二層未受火害鋼筋混凝土純柱梁構架7/10縮尺振動台模型之試驗結果作比對，再另以五層純柱梁構架建築物為例，討論火害後建築物的殘餘耐震能力。

　　Concrete structures generally behave well in fires. Most fire-damaged concrete buildings can be repaired and reused even after severe fires. Certainly, they must be repaired to meet the seismic requirements specified by building code. When concrete is exposed to heat, chemical and physical reactions occur at elevated temperatures, such as loss of moisture, dehydration of cement paste and decomposition of aggregate. These changes will bring a breakdown in the structure of concrete, affecting its mechanical properties. Therefore, it is important to evaluate the residual strength and stiffness of RC members after fire events and to understand the effect of temperature on the mechanical properties of concrete, especially the stress-strain relationship used to predict the behavior in a future strong earthquake.
　　An experimental research is performed on the residual compressive stress-strain relationship for concrete after heating to temperatures of 100-800˚C. All concrete specimens are standard cylinders,Ø15cm×30cm, made with siliceous aggregate. From the results of 108 specimens heated without pre-load, the relationships of the mechanical properties with temperature are proposed to fit the test results, including the residual compressive strength, peak strain and elastic modulus. A single equation for the complete stress-strain curves of unheated and heated concrete is developed to consider the shape varying with temperature. Furthermore, a total of 54 specimens heated under pre-load are carried out to study the effect of stress level on the residual compressive stress-strain curves. For split-cylinder tests, a total of 54 specimens are tested to provide the splitting tensile strength for different temperatures.
　　For fire-damaged RC member analysis, the heat conduction equation is solved by using the finite difference method to calculate the maximum temperature distribution in the cross section exposed to a fire. Based on the assumption that plan section remains plan, and utilizing the residual stress-strain curves of concrete and steel after exposure to high temperature, the finite element method is introduced to calculate the sectional stress and strain distributions which satisfy the equilibrium and compatibility equations. To verify the accuracy, 12 full-size columns are constructed and subjected to uniaxial or biaxial bending after exposed to the CNS Standard fire for 0, 2, 4 hours. Not only the crack pattern due to heating but the decrease of flexural strength, stiffness and ductility after fires are investigated. Comparing with the experimental load-deflection curves, the analytical results show a good agreement.
　　For seismic evaluation of RC building, a 2-story pure framing RC structure of a shaking table test under biaxial motion, tested by Oliva, M. G., is analyzed. Furthermore, a numerical example for evaluating residual seismic resistant performance of a 5-story fired-damaged RC structure is presented in this paper.

表目錄 V
圖目錄 VI
符號說明 X

第一章　緒論
1.1　研究動機與目的　3
1.2　研究方法與流程　4
1.3　適用範圍　6
參考文獻　7
第二章　無預壓力下加熱後鋼筋與混凝土之力學性能
2.1　前言　11
2.2　鋼筋試驗內容與方法　11
　　　2.2.1 加熱試驗　11
　　　2.2.2 常溫下與高溫後之抗拉試驗　12
　　　2.2.3 試驗結果與分析　12
2.3　混凝土試驗內容與方法　13
　　　2.3.1 試體規劃與試驗溫度　13
　　　2.3.2 加熱設備與加熱速率　13
　　　2.3.3 常溫下與高溫後之試驗設備　14
　　　2.3.4 試驗流程　14
2.4　試驗結果與分析　15
　　　2.4.1 抗壓強度　15
　　　2.4.2 峰值應變　16
　　　2.4.3 彈性模數　17
　　　2.4.4 抗拉強度　18
　　　2.4.5 受壓應力－應變全曲線之特性　18
　　　2.4.6 加熱中試體無爆裂情形發生　19
2.5　混凝土受壓應力－應變全曲線公式　19
　　　2.5.1 基本方程式之選用　19
　　　2.5.2 本文建議適用於常溫下與高溫後之混凝土
　　　　　　應力－應變全曲線公式 20
　　　2.5.3 試驗曲線之驗證　21
2.6　小結　21
參考文獻　23
附圖　24

第三章 有預壓力下加熱後混凝土之力學性能
3.1　前言　31
3.2　試驗內容與方法　 32
　　　3.2.1 試體規劃　33
　　　3.2.2 加熱設備　33
　　　3.2.3 高溫中加壓與應變量測設備　33
3.3　試驗結果與分析　33
　　　3.3.1 冷卻後殘餘應變(RFTS與RLTS)　33
　　　3.3.2 應力引起的溫度應變(LITS)　35
　　　3.3.3 抗壓強度　36
　　　3.3.4 峰值應變　36
　　　3.3.5 彈性模數　37
　　　3.3.6 受壓應力－應變曲線　38
　　　3.3.7 裂縫形式　38
3.4　小結　39
參考文獻　40
附圖　41

第四章 火害後鋼筋混凝土柱之雙軸彎曲試驗
4.1　前言　47
4.2　試體規劃　.47
　　　4.2.1 試體尺寸與配筋　47
　　　4.2.2 熱偶計配置　48
　　　4.2.3 應變計配置　49
　　　4.2.4 試體製作　49
4.3　試驗裝置與方法　49
　　　4.3.1 加熱裝置　49
　　　4.3.2 爐外雙向偏心加載裝置　50
　　　4.3.3 試驗方法　50
4.4　爐內加熱試驗結果　52
　　　4.4.1 試體表面溫度　52
　　　4.4.2 試體內部溫度分布　52
　　　4.4.3 試體內部之升溫速率　.53
　　　4.4.4 軸向變形　53
　　　4.4.5 裂縫形式　54
4.5　爐外加載試驗結果　55
　　　4.5.1 加熱時間對撓曲強度的影響　55
　　　4.5.2 加熱時間對撓曲剛度的影響　56
　　　4.5.3 韌性　56
4.6　小結　56
參考文獻　58
附表　59
附圖　61

第五章 雙軸彎曲鋼筋混凝土柱之理論分析
5.1　前言　71
5.2　鋼筋混凝土斷面之溫度分析　72
　　　5.2.1 暫態熱傳導基本方程式　72
　　　5.2.2 熱工參數　73
　　　5.2.3 求解方法　73
　　　5.2.4 與試驗驗證　74
5.3　圍束區混凝土之受壓應力－應變全曲線　
　　　5.3.1 常溫下未加熱圍束區混凝土　75
　　　5.3.2 高溫後圍束區混凝土　76
5.4　鋼筋混凝土柱之斷面分析　
　　　5.4.1 基本假設　78
　　　5.4.2 分析程序　79
　　　5.4.3 與試驗驗證　81
　　　5.4.4 雙向彎矩強度互制圖　81
5.5　鋼筋混凝土柱之變位分析　81
　　　5.5.1 張力加勁　82
　　　5.5.2 受壓混凝土剝落與極限應變　83
　　　5.5.3 柱中點處斷面之有效撓曲剛度　83
　　　5.5.4 預測本文試驗柱之載重—位移全曲線　84
5.6　小結　84
參考文獻　86
附表　89
附圖　90

第六章 火害後鋼筋混凝土建築物之耐震診斷案例
6.1　前言　101
6.2　本文耐震診斷方法　101
　　　6.2.1 試體資料　101
　　　6.2.2 試驗結果　101
　　　6.2.3 分析方法與結果　102
6.3　案例分析　105
　　　6.3.1 基本資料　105
　　　6.3.2 柱斷面最高溫度分佈　105
　　　6.3.3 分析結果　105
6.4　小結　106
參考文獻　108　
附表　109
附圖　110

第七章 結論與建議
7.1　結論　117
　　　7.1.1 材料試驗　117
　　　7.1.2 實尺寸柱試驗　117
　　　7.1.3 雙軸彎曲鋼筋混凝土柱之理論分析　118
　　　7.1.4 純柱樑構架建築物之耐震診斷　119
7.2　建議　119

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