JKCI - Journal of the Korea Concrete Institute

1

ACI Committee 318 , 2019, Building Code Requirements for Structural Concrete ACI 318-19 and Commentary, Farmington Hills MI American Concrete Institute ACI

2

ACI Committee 349 , 2013, Code Requirements for Nuclear Safety-Related Concrete Structures (ACI 349-13) and Commentary, Farmington Hills, MI; American Concrete Institute (ACI). 196.

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ACI Committee 408 , 2003, Bond and Development of Straight Reinforcing Bars in Tension (ACI 408R-03), Farmington Hills, MI; American Concrete Institute (ACI). 49.

4

ASTM A1064/A1064M , 2018, Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete, West Conshohocken. PA; ASTM International.

5

Chen M. J., 2020, Concrete Tensile Breakout at Fully Developed Deformed Bar/Wire Anchors, ACI Structural Journal, Vol. 117, No. 6, pp. 45-57

6

Chicchi R., Vrma A. H., Seo J., Bradt T., McCarty E., 2020, Experimental Testing of Tension-Loaded Deformed Anchors in Concrete, ACI Structural Journal, Vol. 117, No. 5, pp. 133-147

7

Chun S. C., Choi O. C., Jin J. M., 2013, Experimental Evaluation on Bond Strengths of Reinforcing Bar in Coils with Improved Machinability during Straightening Process, Journal of the Korea Concrete Institute, Vol. 25, No. 1, pp. 53-61

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Clark A. P., 1946, Comparative Bond Efficiency of Deformed Concrete Reinforcing Bars, ACI Journal, Vol. 43, No. 4, pp. 381-400

9

Darwin D., Graham E. K., 1993, Effect of Deformation Height and Spacing on Bond Strength of Reinforcing bars, ACI Structural Journal, Vol. 90, No. 6, pp. 646-657

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Darwin D., Tholen M. L., Idun E. K., Zuo J., 1996a, Splice Strength of High Relative Rib Area Reinforcing Bars, ACI Structural Journal, Vol. 93, No. 1, pp. 95-107

11

Darwin D., Zuo J., Tholen M. L., K.ldun E., 1996b, Development Length Criteria for Conventional and High Relative Rib Area Reinforcing Bars, ACI Structural Journal, Vol. 93, No. 3, pp. 347-358

12

Feldman L. R., Bartlett F. M., 2005, Bond Strength Variability in Pullout Specimens with Plain Reinforcement, ACI Structural Journal, Vol. 102, No. 6, pp. 860-867

13

Hong G. H., Choi O. C., 2012, Modified Development Design Equation Proposal on the Rib-Shape of Reinforcement, Journal of the Architectural Institute of Korea Structure & Construction, Vol. 28, No. 6, pp. 43-50

14

Hong G. H., Kim J. A., Choi O. C., 2011, Bond Strength Evaluation of RC Beams on the Rib Shape of Reinforcing Bars, Journal of the Korea Concrete Institute, Vol. 23, No. 3, pp. 393-400

15

KATS , 2014, Low Carbon Steel Wires (KS D 3552), Seoul, Korea: Korea Agency for Technology and Standards (KATS), Korea Standard Association (KSA), pp. 1-24

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KATS , 2019, Steel Bars for Concrete Reinforcement (KS D 3504), Seoul, Korea: Korea Agency for Technology and Standards (KATS), Korea Standard Association (KSA), pp. 1-31

17

KCI , 2017, KCI Model Code 2017, Seoul, Korea; Kimoondang Publishing Company. Korea Concrete Institute (KCI). 637. (In Korean)

18

Natrella M. G., 1966, Experimental Statistics, National Bureau of Standards Handbook, Vol. 91, pp. 1-14

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Orangun C. O., Jirsa J. O., Breen J. E., 1977, Reevaluation of Test Data on Development Length and Splices, ACI Journal, Vol. 74, No. 3, pp. 114-122

20

Zuo J., Darwin D., 1998, Bond Strength of High Relative Rib Area Reinforcing Bars, SM Report No 46 University of Kansas Center for Research Lawrence Kans, Vol. 350

21

Zuo J., Darwin D., 2000, Splice Strength of Conventional and High Relative Rib Area Bars in Normal and High-Strength Concrete, ACI Structural Journal, Vol. 97, No. 4, pp. 630-641

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JKCIJournal ofthe Korea Concrete Institute