碱激发矿粉海水海砂混凝土与CFRP筋粘结性能研究
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摘要
该文通过试验分析研究了碱激发矿粉海水海砂混凝土与碳纤维筋(Carbon Fiber Reinforced Polymer)筋的粘结性能。分别考虑了碱激发矿粉淡水河砂混凝土(FRASC)、碱激发矿粉淡水海砂混凝土(FSASC)、碱激发矿粉海水河砂混凝土(SRASC)和碱激发矿粉海水海砂混凝土(SSASC)四种碱激发矿粉混凝土(ASC),并与钢筋的粘结性能进行了对比。试验中分别采用直径为8 mm的CFRP筋和HRB400带肋钢筋,粘长分别为2.5 d、5 d、7.5 d、10 d和15 d(d为筋的直径)。结果表明:粘长为15 d的试件,CFRP筋的试件全部劈裂破坏,钢筋粘长为10 d、15 d的试件全部为钢筋拉断破坏;粘长为2.5 d的CFRP筋试件将筋表面的脱模带拉断而出现第二个峰值;粘结滑移曲线可分为微滑移阶段、滑移阶段、剥离阶段、软化阶段和残余阶段。
To study the bond performance between CFRP bars and alkali-activated slag seawater and sea sand concrete, pull-out tests were carried out for 200 specimens with different types of bars(CFRP bars and steel bars),different bond lengths(2.5 d, 5 d, 7.5 d, 10 d and 15 d) and four types of concrete including fresh water and river sand alkali-activated slag concrete(FRASC), fresh water and sea sand alkali-activated slag concrete(FSASC),seawater and river sand alkali-activated slag concrete(SRASC) and seawater and sea sand alkali-activated slag concrete(SSASC). In the test, all specimens with CFRP bars and bonding lengths of 15 d exhibited splitting failure of the concrete, whereas those with steel bars and bond lengths of 10 d and 15 d exhibited tensile fracture of the steel bars. The loading stage for the specimens with CFRP bars and bond lengths of 2.5 d has a second peak because the external bundle band of the CFRP bars was snapped. The bond-slip curve can be divided into five stages, that is, the micro slip stage, slide stage, stripping stage, softening stage and residual stage.
To study the bond performance between CFRP bars and alkali-activated slag seawater and sea sand concrete, pull-out tests were carried out for 200 specimens with different types of bars(CFRP bars and steel bars),different bond lengths(2.5 d, 5 d, 7.5 d, 10 d and 15 d) and four types of concrete including fresh water and river sand alkali-activated slag concrete(FRASC), fresh water and sea sand alkali-activated slag concrete(FSASC),seawater and river sand alkali-activated slag concrete(SRASC) and seawater and sea sand alkali-activated slag concrete(SSASC). In the test, all specimens with CFRP bars and bonding lengths of 15 d exhibited splitting failure of the concrete, whereas those with steel bars and bond lengths of 10 d and 15 d exhibited tensile fracture of the steel bars. The loading stage for the specimens with CFRP bars and bond lengths of 2.5 d has a second peak because the external bundle band of the CFRP bars was snapped. The bond-slip curve can be divided into five stages, that is, the micro slip stage, slide stage, stripping stage, softening stage and residual stage.
引文
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[2]Wang S D,Scrivener K L.Hydration products of alkali activated slag cement[J].Cement and Concrete Research,1995,25(3):561―571.
[3]Yang C H,Wu F,Chen K.Research on set retarder of high and super high strength alkali-activated slag cement and concrete[J].Key Engineering Materials,2011,477:164―169.
[4]Bilek V,Hurta J,Done P,et al.Development of alkali-activated concrete for structures-Mechanical properties and durability[J].Perspectives in Science,2016,7:190―194.
[5]Zhang J,Shi C J,Zhang Z H,et al.Durability of alkali-activated materials in aggressive environments:Areview on recent studies[J].Construction and Building Materials,2017,152:598―613.
[6]姜正平,明维.碱激发矿渣蒸压混凝土中钢筋早期锈蚀状况[J].建筑材料学报,2016,21(2):222―227.Jiang Zhengping,Ming Wei.Early corrosion behavior of steel bars embedded in the autoclave cured alkaliactivated slag concrete[J].Journal of Building Materials,2016,21(2):222―227.(in Chinese)
[7]施锦杰,邓晨皓,张亚梅.钢筋在碱激发矿渣砂浆中的早起腐蚀行为[J].建筑材料学报,2016,19(6):969―975.Shi Jinjie,Deng Chenhao,Zhang Yamei.Early corrosion behavior of rebars enbedded in the alkali-activated slag mortar[J].Journal of Building Materials,2016,19(6):969―975.(in Chinese)
[8]Li Y L,Zhao X L,Raman Singh R K,et al.Thermal and mechanical properties of alkali-activated slag paste,mortar and concrete utilising seawater and sea sand[J].Construction and Building Materials,2018,159:704―724.
[9]Ravikumar D,Neithalath N.Electrically induced chloride ion transport in alkali activated slag concretes and the influence of microstructure[J].Cement and Concrete Research,2013,47(5):31―42.
[10]Li Y L,Zhao X L,Raman Singh R K,et al.Experimental study on seawater and sea sand concrete filled GFRP and stainless steel tubular stub columns[J].Thin-Walled Structures,2016,106:390―406.
[11]Li Y L,Zhao X L,Raman Singh R K,et al.Tests on seawater and sea sand concrete-filled CFRP,BFRP and stainless steel tubular stub columns[J].Thin-Walled Structures,2016,108:163―184.
[12]Wang Z,Zhao X L,Xian G,et al,Durability study on interlaminar shear behaviour of basalt-,glass-and carbon-fibre reinforced polymer(B/G/CFRP)bars in sea water sea sand concrete environment[J].Construction and Building Materials,2017,156:985―1004.
[13]Wang Z,Zhao X L,Xian G,et al.Long-term durability of basalt-and glass-fibre reinforced polymer(BFRP/GFRP)bars in seawater and sea sand concrete environment[J].Construction and Building Materials,2017,139:467―487.
[14]Castel A,Foster S J.Bond strength between blended slag and Class F fly ash geopolymer concrete with steel reinforcement[J].Cement and Concrete Research,2015,72:48―53.
[15]Bilek V,BonczkováS,Hurta J,et al.Bond strength between reinforcing steel and different types of concrete[J].Procedia Engineering,2017,190:243―247.
[16]Laskar S M,Talukdar S.Preparation and tests for workability,compressive and bond strength of ultra-fine slag based geopolymer as concrete repairing agent[J].Construction and Building Materials,2017,154:176―190.
[17]Tekle B H,Khennane A,Kayali O.Bond behaviour of GFRP reinforcement in alkali activated cement concrete[J].Construction and Building Materials,2017,154:972―982.
[18]Tekle B H,Khennane A,Kayali O.Bond of spliced GFRP reinforcement bars in alkali activated cement concrete[J].Engineering Structures,2017,147:740―751.