本研究探討無水泥膠結材砂漿與卜特蘭水泥(OPC)砂漿在兩種相似抗壓強度下，討論工程性質(抗壓強度、劈裂強度、卜松比、彈性係數)、完整應力應變曲線、與採用RILEM建議三點抗彎缺口梁由Size Effect Law (SEL)計算之破壞能。無水泥膠結材是由水淬高爐石粉(Slag)、F級飛灰(Fly ash)、CFBC飛灰(CFBC fly ash)組成，本研究取各材料英文名稱第一個字母為此膠結材名稱SFC。
研究結果顯示: (1) SFC砂漿與OPC砂漿於相似28天抗壓強度下，SFC砂漿早期強度皆低於OPC砂漿，但晚期強度卻可與OPC砂漿相似，指出SFC砂漿之強度增加量高，尤其低水膠比強度增加量越高；(2) OPC砂漿與SFC砂漿於相似抗壓強度下，SFC砂漿彈性模數皆高於OPC砂漿，低強度組約高15%，高強度組約高23%；(3)尖峰強度部分，SFC砂漿尖峰強度與水膠比成反比，水膠比0.25與0.35相比，增加85%；(4)尖峰應變方面，SFC砂漿之尖峰應變與抗壓強度成反比，範圍介於0.00279~0.0042，SFC砂漿與OPC砂漿尖峰應變相比，低強度組高27%，於高強度組低32%；(5)SFC砂漿與OPC砂漿於相似抗壓強度下之應力應變曲線，可觀察出不論低或高強度，OPC砂漿峰後行為顯示較有韌性，而SFC砂漿過尖峰強度後發展皆較陡，屬較為脆性表現；(6)應力應變完整曲線之ClassⅡ破壞應力回彈現象，於本研究中試體尖峰強度大於60 MPa以上才會發生；(7) 於相似抗壓強度，SFC砂漿與OPC砂漿擁有類似劈裂強度，低強度差異約3%；高強度10%；(8) OPC砂漿三點抗彎缺口梁初始裂縫缺口寬度分別為2 mm與4 mm時，造成三點抗彎荷重差異值介於4%~12%，破壞能相差23%； (9)破壞能方面，SFC砂漿破壞能與抗壓強度成正比，抗壓強度增加量為80%與98%，破壞能增加76%與225%；OPC砂漿破壞能與SFC砂漿趨勢相反，破壞能與抗壓強度成反比，抗壓強度增加29%與75%，破壞能降低15%與33%。

This study aims to investigate engineering properties, stress-strain relationship, and the fracture energy of mortar made with no-cement binder. The fracture energy was measured by three point bending (TPB) tests which were carried out on various notched beams, as recommended by RILEM based on Size Effect Law (SEL), and the test result were compared with those of mortar specimens of ordinary Portland cement (OPC) having similar compressive strengths. No-cement binder was denoted as SFC binder, which was made by three kinds of blended industrial solid wastes of ground granulated blast furnace slag (GGBFS/slag), Type F fly ash (FFA), and circulating fluidized bed combustion (CFBC) fly ash.
Experimental results showed that: (1) For specimens with similar 28-day compressive strength, the early strength of SFC mortar specimen was lower than that of OPC mortar, but their later strengths were similar; (2) The elastic moduli of SFC mortar were higher than those of the OPC mortar at the similar compressive strength by 15% and 23%, for the low-strength group and high-strength group, respectively. (3) The peak strength of SFC mortar with water-to-binder (W/B) ratio of 0.25 was increased by 85% as compared with that of 0.35. (4) The peak strains of SFC mortar were in the range of 0.00279 to 0.0042, where peak strains were higher by 27% for low-strain group and lower by 32% for high-strength group as compared with those of OPC mortar. (5) The post peak behavior of stress strain relationship of SFC mortar showed more brittle behavior than that of OPC mortar with similar compressive strength. (6) ClassⅡsnap-back failure mode only happened when the compressive strength of SFC mortar higher than 60 MPa in this research; (7) The splitting strengths of SFC and OPC mortar had similar results at similar compressive strength, in which the difference of 3% and 10% occurred to the low-strength group and high-strength group, respectively. (8) For the TPB specimens with the initial crack widths of 2 mm and 4 mm, respectively, the resulting differences were between 4% and 12% for peak load and about 23% for fracture energy; (9) For SFC mortar, the increment of compressive strength by 80% and 98% induced the fracture energy increase by 76% and 225%, respectively. On the other hand, compressive strength increase by 29% and 75% as fracture energy decrease by 15% and 33%.

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