• Proceedings of the Korean Nuclear Society Conference
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• 1999.10a
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• pp.373.1-373
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• 1999

• Land and Housing Review
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• v.7 no.4
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• pp.281-289
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• 2016

Structural experiment result showed that PHC(d=600mm) Pile used as a common compression member could resist 83.6 ~ 91.6 tonf of ultimate tension force, if the adhesion of P.C. bar of PHC pile to the concrete foundation is strengthened. Considering a proper safety factor to ultimate tension strength, PHC pile can substitute the anti-floating anchor, or reduce the number of anchors. For this purpose, pullout resistance behavior of a Bored pile embedded in real ground as well as structural tension strength of PHC pile must be evaluated. This study performed the static pullout tests to evaluate the pullout behavior of bored pile, and compared the test results with design value of side resistance. To evaluate the pullout resistance easily, static pullout test results were compared with dynamic loading test results using PDA. As a result, cement paste of the bored pile was hardened which is after 15 days, LH side resistance design value corresponded well to the Static pullout test results, also to the side resistance evaluated by dynamic loading test.

• Journal of Korean Society of Steel Construction
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• v.30 no.2
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• pp.105-114
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• 2018

The use of post installed anchors with bond type has lately been increasing when it is necessary to repair, reinforce, or remodel structures. This method provides flexibility and simplicity for construction of structural members that require adhering or fixing. Meanwhile, strength evaluation of anchors with expansion type among post-installed anchors systems has nearly reached setting up stage like design code through continual experimental studies for the last ten years, but analyses or experimental studies on anchor system with bond type are not yet sufficient. Accordingly, the designers and builders of korea depend on foreign design codes since there are no exact domestic design code they could credit. In this study, the objectives are investigating the effects on pull-out strength of resin anchors embedded into plain concrete by pull-out experiment of resin anchors with variables such as anchor diameter, anchor interval, embedment depth and edge distance.

• Proceedings of the Korea Concrete Institute Conference
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• 2009.05a
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• pp.87-88
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• 2009

In this research project, 24 tests are performed to find out a behavior and shear breakout capacity of large anchor system exceeding 2 inch(50mm) in anchor bolt diameter($d_0$) and 25 inch(635mm) in effective embedment($h_{ef}$) not addressed by ACI 349-01 Appendix B (ACI 349 2001). On this report, analysis results are presented that this variables influence on behavior and shear breakout strength through those of test results.

• Journal of Korean Society of Steel Construction
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• v.26 no.1
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• pp.11-20
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• 2014

The Concrete Capacity Design(CCD) method has been used in the design of anchor since 2001 and Korean design code specify that concrete breakout capacity of CIP anchor under seismic load shall be taken as 75% of static capacity. In this study, an experimental study was performed to evaluate the concrete breakout capacity of unreinforced CIP anchors under dynamic shear force. For the purpose, three static and dynamic shear-loading tests were conducted using 20mm diameter anchors, respectively. The edge distance of 120mm was considered in the tests. In the dynamic tests, 15 cycles pulsating load with 1Hz speed was applied and the magnitude of loading step was increased until concrete breakout failure occurs. From the tests, the concrete breakout capacity under dynamic shear loading showed nearly same capacity by static loading.

• Journal of Korean Society of Steel Construction
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• v.17 no.3 s.76
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• pp.271-283
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• 2005

This paper concerns the prediction of shear capacity, as governed by steel failure and concrete breakout failure, of set anchors installed in plain concrete. For this purpose, the methods to evaluate the shear capacity of the set anchors in concrete are summarized and the experimental data are compared with capacities by the two present methods : the method of ACI349-90 and the Concrete Capacity Design (CCD) method. (1) The constant-0.684 in the steel strength equation of set anchor was determined from shear test data at the 5 percent fractile probability. Consequently, it was concluded that the constant-0.6 and 0.5 in the steel strength equation for steel failure of ACI318-02 and EOTA were safe. The nominal shear strength of set anchor was proposed as following. $V_s=0.684 A_{se}f_{ut}$. (2) The CCD method was considered reasonable in estimating the concrete breakout strength of set anchors. In terms of the CCD method, the nominal concrete breakout strength of set anchor in shear was provided as follows; $V_b=0.609(\frac{\iota}{d_o})^{0.2}\sqrt{d_0}\sqrt{f_c}(c_1)^{1.5}$(N). (3) The CCD method was considered reasonable in estimating the concrete breakout strength for spacing of set anchors. The proposed equation was considered safe in estimating the concrete breakout strength for spacing of set anchors.

• Proceedings of the Korea Concrete Institute Conference
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• 2008.11a
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• pp.485-488
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• 2008

Fire intensity in tunnel fire is very severe, which might cause the spalling on the surface of shotcrete and concrete lining exposed to the heat as well as rapidly-reducing stress due to heat transfer by steel material such as anchor embedded in tunnel which plays the critical role in securing the stability of the tunnel. In this study, a fire test to identity the heat intensity(Modifired Hydrocarbon Curve) and the fire resistance of steel materials embedded as parameters, was carried out. And the evaluation to identify the thermal damage, which was based on critical temperature range for thermal damage of steel materials determined according to the road tunnel fire resistance standard established by ITA(International Tunneling Association).

• Journal of the Korean GEO-environmental Society
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• v.9 no.1
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• pp.5-10
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• 2008

In this study, laboratory model test was performed to estimate pullout behavior of pipe type anchor with surface roughness, embedment and diameter. The design of buried pipe anchors in areas of vertical ground movement is governed, in part, by magnitude of the forces imposed on the pipe and displacements at which they are developed. In this paper, uplift resistance and displacement characteristics of pipe anchors caused by ground condition and embedment ratio, surface roughness, pipe diameter through the analysis of pipe anchor model test were compared and analyzed. The test results of the buried pipe showed that as the relative density increases, ultimate uplift resistance increase in 20%. When pipe anchor is failed with the relative density of the ground, the change of surface roughness, it was shown that the deformation increases as the ratio of penetration increases from 2 to 8 in five times approximately. And most anchor-based theories overestimate the breakout factor.

• Journal of the Computational Structural Engineering Institute of Korea
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• v.18 no.3
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• pp.303-309
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• 2005

Numerical analysis is carried out to identify the appropriateness of the design codes that is available for the tensile design of fastening system at Nuclear Power Plant (NPP) in this study. This study is intended for the cast-in-place anchor that is widely used for the fastening of equipment in Korean NPPs. The microplane model and the elastic-perfectly plastic model are employed for the quasi-brittle material like concrete and for the ductile material like anchor bolt as constitutive model for numerical analysis and smeared crack model is employed to simulate the clack and damage phenomena. The developed numerical model is verified on a basis of the various test data of cast-in-place anchor. The appropriateness of both ACI 349 Code and CEB-FIP Code is evaluated for the tensile design of cast-in-place anchor and it is proved that both design codes give a conservative results for real tensile capacity of cast-in-place anchor.

• Journal of Korean Society of Steel Construction
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• v.27 no.3
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• pp.333-345
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• 2015

This study evaluated the static and dynamic shear strength of cast-in-place anchors reinforced with hairpin bars in uncracked and cracked concrete. The anchors 30mm in diameter reinforced with D10 hairpin bar were designed with an edge distance of 150mm and an embedment depth of 240mm. The cracked specimens consisted of the orthogonal and parallel cracks to the direction of shear loads, respectively. The dynamic strength was evaluated using seismic qualification tests based on the ACI 355.2 standard. The shear strength of the hairpin reinforced anchor was hardly correlated to the concrete cracks and the dynamic strength was similar to its static shear strength. Finally, a consideration on the design strength of hairpin reinforced anchors was presented.