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研究生： 裴黎英俊
Bui - Le Anh Tuan
論文名稱： 越南稻殼灰燃燒方式及其對稻穀灰混凝土影響之研究
STUDY ON THE EFFECT OF COMBUSTION TEMPERATURE ON VIETNAM RICE HUSK AND CONCRETE MADE WITH VIETNAM RICE HUSK ASH
指導教授： 黃兆龍
Chao-Lung Hwang
口試委員: 陳君弢
Chun-Tao Chen
林利國
Lee-Kuo Lin
鄭大偉
Ta-Wui Cheng
學位類別： 碩士
Master
系所名稱： 工程學院 - 營建工程系
Department of Civil and Construction Engineering
論文出版年： 2010
畢業學年度： 98
語文別： 英文
論文頁數： 171
中文關鍵詞： 越南稻穀灰 、稻穀灰混凝土 、ACI配比計算 、黃氏富勒緻密配比計算
外文關鍵詞： Vietnam Rice husk ash, rice husk ash concrete, ACI, Hwang Fuller's Densified Mixture Design Algorith
相關次數： 點閱：396  下載：3 
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  •  上一筆

    • 本研究為利用於越南發電所產生的稻殼灰和不同燃燒溫度（從300~1000℃）來進行混凝土比較。並對這些稻殼灰做基本測定。 以ACI配比設計與黃氏富勒緻密配比設計法兩種方法來分別設計普通混凝土與高性能混凝土。將稻殼灰研磨成相同粒徑並添加硫酸鉀做為化學激發劑來研究其對高性能混凝土之影響。高性能混凝土分別使用三種不同漿體厚度，5、15、25μm和三個不同的水膠比分別為0.23、0.35和0.47。對於普通混凝土(ACI設計法)，稻殼灰分別取代10％、20％和30％的水泥用量，水膠比分別為0.23、0.35和0.47。對於此兩種方式所設計的混凝土性能進行研究。
    試驗結果顯示，稻殼灰燃燒溫度為500℃時所產生的活性指數最佳。在800℃時稻殼灰會產生矽結晶。在抗壓強度方面，隨著添加量越高強度將隨之下降。增加稻殼灰的細度可提高混凝土的強度和耐久性。乾燥收縮的影響隨著稻殼灰細度越高也有更高的收縮值。當稻殼灰取代20%水泥用量時，將有效增加混凝土的強度與耐久性。使用化學激發劑並無有效改善混凝土的性能。比較緻密配比法與傳統ACI配比設計法，在相同強度下，可節省水泥量，能有效降低二氧化碳排放量。

    In this study, rice husk ash (RHA) prepared from the waste RHA from an electric furnace in Vietnam and RHA produced at different combustion temperatures (from 300 to 1000℃) from Vietnam rice husk were made and compared. The properties of these ashes were determined. ACI mix design and Hwang Fuller’s Densified Mixture Design Algorithm (HFDMDA) were used to calculate the mix proportions for normal and high performance concrete, respectively. The effect of RHA average particle size and the influence of chemical activators K2SO4 were studied on high performance concrete. Three different coating paste thickness, 5µm, 15 µm, 25 µm and three different water-to-binder material ratios (0.23, 0,35 and 0.47), were used. The possibility of rice husk ash utilization in concrete was emphasized on normal concrete. For the normal concrete, three different replacement percentages of cement by RHA, 10%, 20% and 30%, and three different water-to- binder material ratios (0.23, 0,35 and 0.47), were used. The properties of concrete were investigated at fresh and harden stages.
    Test results showed that to produce useful rice husk ash, the rice husk should be burnt beyond 500℃. RHA will change from amorphous forms to crystalline form of silica at 800℃. Incorporation of RHA in concrete resulted in increased water demand. Addition of unground ashes was related to a decrease in compressive strength. Increasing RHA fineness would enhance the strength and durability of blended concrete. The drying shrinkage was significantly affected by RHA fineness; ground recorded the higher shrinkage value. Test results showed that up to 20% replacement of cement with ground RHA improves the compressive strength and durability properties of concrete. Using chemical activator did not receive good improvement on the properties of concrete. HFDMDA method used less cement and water than ACI method. At the same strength, HFDMDA proportioning method for concrete can saves the consumption of cement and a significant reduction of energy, CO2 emission.

    Abstract i Acknowledgments iii Contents iv List of Tables viii List of Figures xi List of abbreviation and Symbols xix Chapter I - Introduction 1.1 Motivation of the research 1 1.2 Objective of the research 2 1.3 Scopes of the research 2 1.4 Schematic Diagram of the research 3 Chapter II - Literature Review 2.1 Overview of high performance concrete 5 2.2 The role of pozzolanic mineral admixture in concrete 6 2.3 Properties of rice husks 7 2.4 Chemical composition of rice husk ash 8 2.5 Structure of silica in rice husk ash 9 2.6 Microstructure of rice husk ash 12 2.7 Rice husk combustion methods 14 2.8 Application of rice husk ash 15 2.8.1 General Uses 15 2.8.2 Rice husk ash for cement and construction industries 20 2.8.3 Application of rice husk in Vietnam 21 2.9 Mix design method 23 2.9.1 ACI method of mix design 24 2.9.2 Hwang – Fuller’s Densified Mixture Design Algorithm (HFDMDA) 28 2.8 Concluding remarks 40 Chapter III – Experimental Method 3.1 Experimental planning 41 3.2 Burning process 43 3.2.1 Burning process at Vietnam 43 3.2.2 Burning process at Taiwan 44 3.2.3 Process for treating rice husk 45 3.3 Methods of ash analysis 45 3.4 Properties of Materials used 45 3.4.1 Cement 45 3.4.2 Superplasticizer 45 3.4.3 Aggregates 45 3.5 Experimental Methods and Equipments 48 3.5.1 Mixing Machine and Procedures 48 3.5.2 Heat of Hydration 48 3.5.3 Strength Activity Index 50 3.5.3.1 Significance and Use 50 3.5.3.2 Apparatus 50 3.5.3.3 Procedure 51 3.5.4 Plastic Index Test 52 3.5.4.1 Significance and Use 52 3.5.4.2 Apparatus 52 3.5.4.3 Procedure 53 3.5.5 Compressive Strength 54 3.5.5.1 Significance and Use 54 3.5.5.2 Apparatus 55 3.5.5.3 Procedure 55 3.5.6 Splitting Tensile Strength of Cylindrical Concrete Specimens 55 3.5.6.1 Significance and Use 55 3.5.6.2 Apparatus 56 3.5.6.3 Procedure 56 3.5.7 Drying Shrinkage 57 3.5.7.1 Significance and Use 57 3.5.7.2 Apparatus 57 3.5.7.3 Procedure 58 3.5.8 Electrical Resistivity 59 3.5.8.1 Significance and Use 59 3.5.8.2 Apparatus 60 3.5.8.3 Procedure 60 3.5.9 Chloride Ion Penetration 61 3.5.9.1 Significance and Use 61 3.5.9.2 Apparatus 62 3.5.9.3 Procedure 63 3.5.10 Ultrasonic Pulse Velocity 65 3.5.10.1 Significance and Use 65 3.5.10.2 Apparatus 66 3.5.10.3 Procedure 66 3.5.11 Sulfate attack 68 3.5.11.1 Significance and Use 68 3.5.11.2 Apparatus 68 3.5.11.3 Procedure 68 Chapter IV – Results and Discussions 4.1 Physical and chemical analysis of materials 72 4.1.1 Rice husk properties 72 4.1.2 Rice husk ash properties 72 4.1.2.1 Color of rice husk ash 72 4.1.2.2 Scanning Electron Microscopy (SEM) 73 4.1.2.3 Energy Dispersive X-ray Spectroscopy (EDS) 74 4.1.2.4 X-ray Diffraction (XRD) 74 4.1.2.5 X-ray Fluorescence (XRF) 75 4.2 Plastic index and heat of hydration of Paste 75 4.2.1 Plastic Index 75 4.2.2 Heat of hydration 75 4.3 Compressive strength of mortar acivated 1% K2SO4 76 4.4 Strength Activity Index (ASTM C311-00) 76 4.5 Slump and Slump Flow of Concrete specimens 77 4.5.1 HFDMDA Concrete 77 4.5.2 ACI Concrete 78 4.6 Compressive strength of concrete 79 4.6.1 HFDMDA Concrete 79 4.6.2 ACI Concrete 81 4.7 Splitting tensile strength of concrete 82 4.8 Drying Shrinkage tets for concrete 82 4.9 Durability 83 4.9.1 Electrical Resistivity 83 4.9.1.1 HFDMDA Concrete 83 4.9.1.2 ACI Concrete 84 4.9.2 Resist Chloride Ion Penetration 84 4.9.3 Ultrasonic Pulse Velocity (UPV) 85 4.9.3.1 HFDMDA Concrete 85 4.9.3.2 ACI Concrete 86 4.10 Sulfate attack 87 4.11 Strength efficiency of cement 88 4.12 SEM observation 89 4.13 Comparison between the ACI method and HFDMDA method for the compressive strength range from 44 to 80 MPa 89 4.13.1 Cement consumption and CO2 emission per m3 of concrete 90 4.13.2 Strength efficiency of cement 90 4.13.2 Concrete cost per m3 90 Chapter V – Conclusion and Suggestions 5.1 Conclutions 160 5.2 Suggestions 161 References 163

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