臺灣博碩士論文加值系統

這項研究探討煅燒白雲石粉末用來製造爐石粉基膠結材料工程性質白雲石粉末在脫碳溫度下燃燒後(大約900度)就被稱為鍛燒白雲石。通過煅燒過程從白雲石(CaMg(CO3)2)分解出氧化物礦物（例如氧化鈣和氧化鎂）在與強鹼溶液作用下，可提供作為具經濟替代活化劑，煅燒白雲石活化爐石粉之水化機理是煅燒白雲石溶解出包括氧化鈣等物質，與水反應形成氫氧化鈣。氧化鈣水化產物會產生熱，並加速在爐石粉中二氧化矽之溶解和生成C-S-H膠體。
本研究中，探討活化爐石粉與煅燒白雲石之最佳用量，在爐石粉不同含量0〜40％（重量百分比）範圍內，與鍛燒白雲石所形成膠結材抗壓強度發展，研究發現最佳混合比例是80%爐石粉與20%煅燒白雲石。鍛燒白雲石活化爐石粉(爐石粉-白雲石)膠結材所製成砂漿之最佳28天抗壓強度可達到30.7 MPa。當使用20%煅燒白雲石含量與爐石粉所製造混凝土達到35.8 MPa時，符合ACI 318 規範之結構混凝土設計強度要求。X射線（XRD）測試指出，當煅燒白雲石含量為20重量％以上或是更多時，爐石粉-白雲石膠結材水化產物是C-S-H，氫氧化鈣，二氧化矽，碳酸鈣和Ca0.936Mg0.064CO3。
通過非破壞脈衝激發技術（IET）檢測爐石粉-煅燒白雲石膠結材、水泥砂漿和混凝土的動態彈性模數。發現到煅燒白雲石含量為20％的爐石粉膠結材之28天動態楊氏係數和剪力模數分別為13.51和5.35 GPa，水泥砂漿為29.01和12.15 GPa，混凝土為33.95和13.67 GPa。爐石粉-白雲石混凝土應力應變曲線與普通波特蘭水泥混凝土應力應變關係相類似。
透過熱傳導係數試驗探討爐石粉-鍛燒白雲石膠結材熱性能，與純爐石粉膠結材相比，煅燒白雲石添加量分別為10、20、30和40％時，對膠結材在28天熱導率分別明顯地增加約7.03、12.79、22.41和28.77％，。將25 mm厚爐石粉-煅燒白雲石膠結材平板試體，以1000±100℃火焰持續燃燒30分鐘後，測量平板試體反面溫度，繪製熱圖像溫度輪廓圖顯示，反面溫度在93至101℃之間，顯示良好防火功效。通過殘餘抗壓強度研究高溫下爐石粉-鍛燒白雲石砂漿試體之防火性，結果顯示，將爐石粉-鍛燒白雲石水泥砂漿樣品加熱至300℃時，會導致所有爐石粉-鍛燒白雲石水泥砂漿試體抗壓強度與原始強度相比，會有明顯增加，同時從XRD分析也發現到抗壓強度因此降低，因為氫氧化鈣結晶物會分解到氧化鈣和水中，且在暴露於600℃高溫下，含有10、20、30和40％煅燒白雲石含量之爐石粉-煅燒白雲石水泥砂漿體仍能維持原有抗壓強度之64.2、61.4、59.0和61.3％。

This study explored the advantages of calcined dolomite powder being used for producing clinkerless ground granulated blast furnace slag (GGBFS/slag) based cementitious material. The natural dolomite powder burned at a complete decarbonation temperature (about 900°C) is referred to calcined dolomite. Some earth oxide minerals (e.g. CaO and MgO) which were decomposed from dolomite (CaMg(CO3)2) through calcination process can use as an economical alternative activator, when compared with the strong alkaline activator solution. The hydration mechanism of the calcined dolomite-activated slag (slag-dolomite) is the dissolution of calcined dolomite which involved reaction of CaO with H2O to form Ca(OH)2. The hydration of CaO rises the heat and accelerates the dissolution of the active SiO2 in the slag and produces calcium silicate hydrate (C-S-H) gel.
In this study, the optimum dosage of calcined dolomite for activating slag was explored with the respect to the compressive strength development of slag-dolomite binder at different amounts from 0 to 40 wt% (weight percentage). The optimum mixture was found at the amount of 80 wt% GGBFS and 20 wt% calcined dolomite. The optimum 28-day compressive strength of calcined dolomite-activated slag (slag-dolomite) binder and mortar reached approximately 30.7 MPa. While those of slag-dolomite concrete with calcined dolomite amount of 20 wt% reached 35.8 MPa which satisfied the design strength requirement for structural concrete as specified by ACI 318 code. The X-ray diffraction (XRD) tests indicated the hydration product of slag-dolomite binder were the C-S-H, Ca(OH)2, SiO2, CaCO3, and Ca0.936Mg0.064CO3, together with the appearance of SiO2 in the specimen with the calcined dolomite amount of 20 wt% and more.
The dynamic elastic moduli of slag-dolomite binder, mortar, and concrete were examined by means of non-destructive impulse excitation technique (IET). It was found that the 28-day dynamic Young’s and shear moduli of the hardened slag-dolomite mixture with calcined dolomite dosage of 20 wt% were 13.51 and 5.35 GPa for the binder, 29.01 and 12.15 GPa for the mortar, 33.95 and 13.67 GPa for the concrete, respectively. The stress-strain curves of slag-dolomite concrete fit well with the prediction of stress-strain relationship model for ordinary Portland cement concrete.
The thermal properties of slag-dolomite binder were investigated by thermal conductivity test. The addition of calcined dolomite has an apparent effect on increasing the thermal conductivity of hardened binder specimen at 28 days by about 7.03, 12.79, 22.41, and 28.77% with the added amount of calcined dolomite of 10, 20, 30, and 40 wt%, as comparing with those of pure slag binder. The heat transference of fire through slag-dolomite binder specimens was investigated by measuring the reverse-side temperature, which was visualized by the temperature contour of thermal images. The test exhibited that after a 25 mm thick of slag-dolomite binder specimens exposed to 1000 ± 100°C flame for 30 min, the measured reverse-side temperature reached approximately in the range of 93 to 101°C. The resistance of slag-dolomite mortar specimens under elevated temperatures was investigated by evaluating the residual compressive strength. The obtained results showed that heating slag-dolomite mortar specimens to 300ºC resulted in a noticeable increase in the compressive strength of all slag-dolomite mortar mixtures comparing with the original strength. The loss of compressive strength was observed after being exposed to an elevated temperature of 600ºC, due to the calcium hydroxide crystal decomposed back to calcium oxide and water, which was proved by XRD investigation. However, the slag-dolomite mortar still can maintain the original compressive strength by 64.2, 61.4, 59.0, and 61.3% for the amount of calcined dolomite from 10, 20, 30, and 40 wt%.

摘要 i
Abstract ii
Personal Acknowledgements iv
Table of Contents v
List of Symbol and Abbreviations viii
List of Tables x
List of Figures xi
Chapter 1 Introduction 1
1.1. Problem statement 1
1.2. Aim of the research 3
1.3. Scope of the experimental work 4
1.4. Dissertation outline 5
Chapter 2 Literature Review 9
2.1. Cement manufacture and environmental impact 9
2.2. Utilization GGBFS as an alternative cementitious material 10
2.2.1. GGBFS formation 10
2.2.2. GGBFS as partial replacement of OPC 10
2.2.3. GGBFS hydration 11
2.2.4. Alkali-activated slag as clinkerless cementitious material 12
2.3. Dolomite and its application in construction material 15
2.3.1. Dolomite mineral and its formation 15
2.3.2. Utilization dolomite in the construction fields 16
2.3.3. Thermal decomposition of dolomite 17
2.3.4. The utilization of calcined dolomite as cementitious material 18
2.4. The development of calcined dolomite-GGBFS based cementitious materials 19
Chapter 3 Experimental Program 23
3.1. Materials properties, mix proportions, and curing conditions 23
3.1.1. Physico-chemical properties of materials 23
3.1.2. Fine and coarse aggregate 27
3.1.3. Mixture proportions 28
3.1.4. Mixing procedure and curing conditions 29
3.2. Testing methods 30
3.2.1. Methods of fresh properties testing 30
3.2.2. Methods of hardened properties testing 32
3.2.3. Microstructural analyses 39
Chapter 4 Performance of slag-dolomite binder 58
4.1. Energy requirement for dolomite calcination 58
4.2. Testing of fresh binder specimens 59
4.2.1. Hydration reaction of slag-dolomite binder 59
4.2.2. Workability of fresh binder 59
4.2.3. Isothermal calorimetry test on slag-dolomite binder 60
4.2.4. Setting time of pure slag and slag dolomite binder 61
4.3. Testing of hardened binder specimens 62
4.3.1. Bulk density, volume of permeable voids, water absorption 62
4.3.2. Compressive strength of slag-dolomite binder 63
4.2.3. The dynamic Young’s modulus, shear modulus, and Poisson’s ratio 66
4.2.4. Thermal conductivity 68
4.2.5. Drying shrinkage 68
4.2.6. Heat transference test 70
4.3. Microstructural evaluation of binder specimens 72
4.3.1. X-ray Diffraction (XRD) testing 72
4.3.2. SEM/EDS testing on pure slag and slag-dolomite binder specimens 73
4.3.3. Mapping on slag-dolomite binder specimens 74
Chapter 5 Performance of slag-dolomite mortar 95
5.1. Workability of fresh slag-dolomite mortar 95
5.2. Compressive strength of slag-dolomite mortar 95
5.3. The dynamic elastic moduli of slag-dolomite mortar 97
5.4. Effects of elevated temperature on the properties of slag-dolomite mortar 97
Chapter 6 Performance of slag-dolomite concrete 106
6.1. Workability of fresh slag-dolomite and OPC concrete 106
6.2. Compressive strength of slag-dolomite and OPC concrete 106
6.3. Splitting tensile strength 107
6.4. The dynamic elastic moduli of slag-dolomite concrete 108
6.5. Water absorption and volume of permeable voids 109
6.6. The stress-softening behavior of slag-dolomite concrete 110
6.7. The static elastic moduli of slag-dolomite concrete 111
Chapter 7 Conclusions and Recommendations 122
7.1. Conclusions 122
7.1.1. Conclusions on slag-dolomite binder performances 122
7.1.2. Conclusions on slag-dolomite mortar performances 123
7.1.3. Conclusions on slag-dolomite concrete performances 124
7.2. Recommendations for research extensions 125

Acknowledgement 126
References 126

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