YWXZ º º t rzyywxzhzwz ¹ xd ƒ Ž ƒ Study on Stability for Variation of Stifness transition Zone of The test-bed on Honam line ã äø Ñ ã ä ã ä Õ ã äõ ã Hee Taek Yoon *, Young Kon Park *, ee Ha Lee *, Ki Young Eum *, Jung Hwan Kim * Abstract Test-beds for increasing in speeds by more than 430km/h railways have been constructing in the areas connecting between Jeongeup-iksan on Honam line. The each length of the up and down line is 28km and total length is 56km. Infrastructures for Honam line basically have been built based on the design criteria for 350km/h railways, so if rails increase in speeds, the more specific studies and investigation on a track, roadbed, and bridge must be carried on. In particular, variation of stiffness transition zone known for typical weak sites such as bridge-earthwork, tunnel-earthwork, and box structure-earthwork need to be examined in stability aspects. In this study, we, the authors firstly selected parts that are filled with poor subsoil in the test-bed sections located in Honam line by considering some factors like mounding heights to study the behavior characteristics for respective running speeds. Also, we conducted dynamic analysis as reflected ground conditions with the program called for MIDAS-TS developed at MIDAS IT Co. which is used for general finite element analysis for soil-structure, and studied displa-elastic figures of earhwork that is adjacent to structures. Keywords : Honam Line, Test-Bed, Stifness Transition Zone, Increase in Speed, Stability Aspect ï¹ ¹ 28km/h, 56km/h 430km/h xd. ¹ 350km/h ƒ ƒ, v, k rv r, ½ Ž k k-, -, v - d ƒ Ž ƒ. y ƒ ¹ xd ƒ ƒ d l Ž r ƒ, Ÿ x ƒ. MIDAS IT ƒ v v- t x ƒ m k MIDAS-TSp v l ƒ, t z «ƒx ƒ. ¹ xd ƒ Ž ƒ ää ï ˆ m Ÿkˆ p v º ˆ l Ÿ k Ž t v xº ƒm t z Ò å Ó ãõ Ó Ñ ã Óúüãêëëêêêæêëëêäëéäêëã ã Ó ãõ Ó äñ ã Óúü
x ½xº Ÿ Ÿk Ž ƒv Ÿ ˆ«ekƒy ƒ Ÿ ¹ t z ääúï äää ÓÛ øù y ƒ Ÿ ˆ ƒm t z ƒÿ zd vƒ ±Ž ¹ xd ˆ - t z Ÿ p 600km/h ˆ e z ƒ m ±Ž. Ÿ ep ƒ zƒ ƒ ƒ Ž y ƒ Ÿ ep z ±Ž um ˆ ep Ÿ l ƒ Ÿ t z «ƒx ƒ äää ÐøÐ áô äääää ôøö ƒs k- Ž - t- - t zm tƒ t v ƒ np r z ±Ž v ¹ m vv t tƒ Table 1. äääää Young s modulus (Pa) Table 1 Properties of matter Unit weight (kn/m 3) Poisson s ratio (v) Adhesion (kn/m 2 ) Internal friction angle (Degree) Abutment 30.0 25.0 0.2 - - TCL 34.0 23.0 0.2 - - HSB 12.9 23.0 0.2 - - Reinforced roadbed 0.18 20.0 0.2-31 Approach slab 30.0 25.0 0.2 - - Sub slab 0.32 21.0 0.3 29.0 31 ravel with 0.32 21.0 0.3 29.0 31 ravel 0.05 20.0 0.3-33 round 0.06 20.0 0.3 15.0 25 Ÿ m z x p m Ÿo p l Ÿ epˆ - pƒƒ Ÿ
Table 2 Applied speed Table 3 Standards of design for Connection Speed Applied speed Note Classification Standards for design Review of a condition 360km/h 360km/h KTX-Sancheon 350~430km/h 430km/h KTX-HEMU 430~500km/h 500km/h - 500~600km/h 600km/h Bridgeearthwork Boxearthwork Approach slab Over 10m 10m ravel stratum length ravel with Roadbed with ravel stratum width ravel with 4H or 20m 25m 1:1 slope 1:1 10m 3m 10m 3m 1:1 slope 1:1 äääääó ö ü ò ÑÕ t z p ¹ ƒ v³ e Table 3 Ÿ x ƒ ˆˆ äääääð áô r ¹ xd ƒƒ pƒ k- z ƒ rƒ ¹ z qƒ p ƒ ƒ» ƒ l xd m ƒ r xd#1 m 28km xdj2 m 28km. 4-1 zone 3-4 zone Mounding height : 8.5m Mounding height : 9.4m Fig. 1 Bridge-earthwork Fig. 2 Box-earthwork 2-4 zone Mounding height : 8.6m Fig. 3 Structure-earthwork-Structure
äääó ö ü ÑÑ äääääòí- Ñ xd#1 4-1 A2 ˆ l ƒ ƒ k p r ek m k{ kÿ v ºz ƒ kÿ 600km/h ƒ340km/h Ž0.5mm vƒ m «Fig. 4 Analysis Modeling of Bridge-earthwork Fig. 5 Subsidence aspect of Bridge-earthwork äääää Ðä Ñ xd#1 B 2 Ž - z ˆ l ƒ, ƒ k p - z Ž p m {m ƒ ½ vƒ r v ƒ «ƒ m «. Fig. 6 Analysis Modeling of Box-earthwork Fig. 7 Subsidence aspect of Box-earthwork
äääääó öä ÑäÓ ö t m º xd#2 B 1 p t ˆ l ƒ Ž Ž ƒ ½ m{m ƒm 1.5mm k vƒ r ƒ kÿ vv m «ääñï k xd ƒ ƒ k p r v ºz ƒ ež vƒ Ž xd Ž z ƒ k k p Ž p m{m ƒ Ž t t xd p ƒ Ž Ž ƒ x ƒ «Fig. 8 Analysis Modeling of Box-earthwork Fig. 9 Subsidence aspect of Box-earthwork Õ t z ƒ kˆx v º m Ñö [1] 400km/h k ˆx v, 3Ÿ y ƒ, [2] 400km/h k ˆx v,test-bed ˆ ºy ƒ,