本研究係以氫氧化鈉及矽酸鈉溶液為鹼性激發劑，使用爐石及飛灰製成鹼激發爐石砂漿及鹼激發爐灰砂漿，並使用兩種鹼激發量(N3%、N6%)澆置150×150×150 mm3之立方砂漿試體，針對不同鋼筋直徑(D10 mm、D13 mm、D16 mm、D19 mm)及不同鋼筋握裹深度(75 mm、150 mm)進行鋼筋握裹力試驗，研究鹼激發爐灰砂漿的鋼筋握裹結構行為。
研究結果顯示：(1)滑動破壞模式中，試體抗壓強度越高，鋼筋握裹性能越好。6 %鹼激發爐石砂漿抗壓強度最高(60.18 MPa)，其鋼筋握裹應力(17.87 MPa)高於同齡期之其他配比組。而添加飛灰之鹼激發爐灰砂漿，握裹力會較低於鹼激發爐石砂漿，握裹應力約降低38.59 %。劈裂破壞模式中，56天齡期，6 %鹼激發爐灰砂漿(11.28 MPa)握裹應力較6 %鹼激發爐石砂漿(10.52 MPa)高，顯示添加飛灰有利於晚期握裹應力發展。(2)鋼筋埋入深度為75 mm，試體破壞模式皆為滑動破壞，而當鋼筋埋入深度為150 mm時，試體破壞模式取決於鋼筋直徑，當鋼筋直徑較大，所產生的握裹應力越大，試體無足夠的圍束力時，試體產生劈裂破壞。(3)鋼筋直徑增加握裹力隨之增加，因竹節高度及接觸面積增加，於位移控制速率下，需承受較高外力。(4)試體破壞模式相同時，鋼筋直徑於同一材料時應力變異較小，鋼筋直徑越小，相同試體尺寸圍束力相對較高，握裹應力會略高。(5)D10 mm(#3)鋼筋於7天齡期，3 %鹼激發爐石砂漿，埋設深度75 mm，握裹應力可達鋼筋降伏強度。D13 mm(#4)鋼筋於7天齡期，6 %鹼激發爐石砂漿，埋設深度150 mm，握裹應力可達鋼筋降伏強度。D16 mm(#5)鋼筋於28天齡期，3 %及6 %鹼激發爐石砂漿，埋設深度150 mm，握裹應力可達鋼筋降伏強度。(6)水泥砂漿與水泥飛灰砂漿握裹能力較鹼激發材料砂漿優異，破壞模式為劈裂模式之D19 mm(#6)試體，同齡期下鹼激發爐石砂漿平均滑移量(0.86 mm)低於水泥砂漿(1.20 mm)許多，且28天齡期，水泥(13.67 MPa)及水泥飛灰砂漿握裹應力(12.38 MPa)皆高於鹼激發材料砂漿(11.05 MPa)。由同放大倍率下之試體微觀結構，鹼激發爐石砂漿之結構較為鬆散顆粒，而水泥砂漿為緻密漿體結構，故推測此為水泥材料砂漿握裹能力高於鹼激發材料砂漿之原因。

In this study, the sodium hydroxide and sodium silicate were used as the alkali activator. The slag and fly ash were used to produce alkali activated slag mortars and alkali activated slag-fly ash mortars. Two different dosages of alkali activator (N3% and N6 %) were used to cast 150150150 mm3 cubic mortar specimen. The experimental parameters include two different concentrations of sodium hydroxide (3 %, 6 %), four different diameters of reinforcement ( = 10 mm, 13 mm, 16 mm and 19 mm), two different embedment lengths (75 mm, 150 mm). The pullout test was used to investigate the bonding behavior of reinforcement in the alkali activated slag-fly ash mortars.
The research results show that:(1) For the failure modes of bond slip, the bonding properties of reinforcement have a close relationship with the compressive strength of mortar, the higher the compressive strength of mortar is, the better bond performance of reinforcement will get. The alkali activated slag mortar with 6 % activator not only has the highest compress strength (60.18 MPa) but also the higher bonding stress (17.87 MPa) than those of other mixtures at the same ages. Mortar specimens with fly ash had lower bond stress by about 38.59 % lower than that of alkali activated slag mortars. In splitting failure mode, the bond stress of alkali activated slag-fly ash mortars with 6 % activator is higher than that of alkali activated slag mortars. It shows that adding fly ash has good performance in later ages. (2) When the embedded length of reinforcement is 75 mm, all the specimens fail in pullout type, but when the embedded length becomes 150 mm, the mode of failure is decided by diameter of reinforcement. The larger the size of reinforcing bar is, the higher bonding stress it will obtain. If the specimen doesn’t have enough confining force to carry the bonding stress, the specimens would fail in splitting mode. (3) The increase of the diameter of reinforcing bar also increases the bonding strength due to the increase of the height of rib and contact area. (4) For the same failure mode, the different of bond strengths among reinforcements with various bar diameters is not obvious. The bar of smaller diameter would get a little bit higher bonding stress for mortar specimens with same size. (5) The reinforcing bar with D10 mm yielded in alkali activated slag mortars with 3 % activator, embedded length of 75 mm at 7 days. The reinforcing bar of D13 mm yielded in alkali activated slag mortars with 6 % activator, embedded length of 150 mm at 7 days. The reinforcing bar of D16 mm yielded in alkali activated slag mortars with 3 % and 6 % activators, embedded length of 150 mm at 28 days. (6) The specimens of cement mortars and cement-fly ash mortars have better bonding performance than those of alkali activated slag mortars. At the same failure mode, the specimens of cement mortar with D19 mm reinforcing bar and embedded length of 150 mm have an average slip value of 1.2 mm, which is higher than 0.86 mm for the specimens of alkali activated slag mortar at same ages. The bonding stress of cement mortar is also higher than that of alkali activated slag mortar. The reason is that the microstructures of cement mortar show more dense hydrate than that of alkali activated slag mortar at the same magnification.

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