Transcription

1 * *

2 FEMA355D FEMA350 FEMA351

3 ANSYS Column Cover Plate Beam Top- Flange Plate Beam Bottom-Flange Plate Reinforced Cover Plate

4 ANSYS ST-37 Beam section Column section Center line of column - sections Column cover plate Reinforced cover plate *Beam bottom-flange plate Shear tab Doubler plate Continuity plate PE70 PE40 0 PL0*10 PL80*60*0 PL300*00*15 PL150*100*10 PL70*10*15 PL0*60*15 L b H=300 cm 40 cm L 150 cm 0 * Loading Roller Support Lateral Support

5 SOLD45 CONTA173 TARGET CONTACT TARGE170 ST-37.10E+06 Kg / cm 6500 Kg / cm 0.3 Part Beam/Column flange Beam/Column web- web stiffener Beam top flange platereinforced column cover plate Beam bottom flange platedoubler plate-continuity plate Shear tab-column cover plate Yield Stress ) Kg / cm ) SOLD45 Z Y X

6 δ(cm) Mp 0.8Mp FEMA350 SAC Y 5386 Z X 673 a) Von Mises stress contour Cycles Y Z X Kg / cm b) Von Mises plastic strain contour

7 D C B A C A M s Φs Φs M s k s Φs A B pz a b ab ( ) 1 1 b a C D C A Ms Φs k s L K L (KN.m) (rad) (KN.m) (m^4) (m) s / E E E E B D K s L/ E t t 1 h b (( A B) ( C D)) c ( h b t 1 t )

8 E7018 E6013

9 Moment at Column Face(KN.m) 0.8Mp Mp Experimental Model Finite Element Model nterstory drift Angle(rad) M s 0E / L PE70 0E / L M s 0E / L Φs M s s K s L/ E E / L K s KN.m

10 Moment at Column Face(KN.m) ST E/L Kg / cm Kg / cm E Ms Connection Rotation(rad) * Beam section Column section Center line of column - sections Column cover plate Reinforced cover plate **Beam bottom-flange plate Shear tab Doubler plate Continuity plate PE00 PE PL180*8 PL0*60*18 PL0*150*18 PL10*80*8 PL00*150*10 PL160*45*18 * Beam section Column section Center line of column - sections Column cover plate Reinforced cover plate **Beam bottom-flange plate Shear tab PE400 PE PL330*15 PL40*80*5 PL560*300*30 PL50*150*15 PE00 (PE400) Doubler plate PL400*330*5 PE00 Continuity plate PL340*85*30 PE400 L 0 L b H mm * L 0 L b H ** a b

11 a) a) Von Mises stress contour a) Von Mises stress contour b).733e Kg / cm Z Y X b) Von Mises plastic strain contour

12 Moment at Column face(kn.m) Moment at Column Face(KN.m) K s L/ E a b Model Name Ms (KN.m) Φs (rad) k s (KN.m) 3.48E E+ 05 (m^4) 1.34E E E E- 04 L (m) K s L/ E Mp -0.8Mp nterstory Drift Angle(rad) a) nterstory Drift Angle(rad) b) E Mp

13 E / L 0E / L 0.8Mp

14 0.8Mp K s L/ E 1. Federal Emergency Management Agency. (000). FEMA-355D: State of the Art Report on Connection Reinforcement. Sac Joint Venture, Sacramento, California.. Engelhardt, M.D., Sabol T.A., Aboutaha R.S. and Frank K.H. (1995). Testing Connections: An Overview of Northridge Moment Connection Test Program., Modern Steel Construction, Vol. 35, No. 5, PP Kurobane, Y., Ogawa, K. and Ueda, C. (1996). Kobe Earthquake Damage to High-Rise Ashiyahama Apartment Buildings: Brittle Tensile Failure of Box Section Columns. Proc., Conf., Balkema, Rotterdam, PP th 7 Tubular Structures 4. Federal Emergency Management Agency. (000). FEMA-350: Recommended Seismic Design Criteria for New Welded Steel Moment Frame Buildings. Sac Joint Venture, Sacramento, California. 5. Federal Emergency Management Agency. (000). FEMA-351: Recommended Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment Frame Buildings. Sac Joint Venture, Sacramento, California. 6. Mazrooe, A., Simonian, W. and Nikkhah eshghi, M. (009). Experimental Evaluation of Rigid Welded Connections Used in RAN. BHRC Publication No.R-305, Tehran. (n Persian) 7. ranian National Building Code. (005). Part 10: Steel Structures. Ministry of Housing and Urban

15 Development,Tehran. (n Persian) 8. Deylami, A. and Shiravand, M.R. (005). Moment Connection of Steel Built-up Column Using Side Plates. Proc. Fourth nternational Conf. on Advances in Steel Structures, Shanghai, PP , American nstitute of Steel Construction. (005). Seismic Provisions for Structural Steel Buildings. Chicago. 10., American nstitute of Steel Construction. (005). Specification for Structural Steel Buildings. Chicago. 11. Clark, P. (1997). Protocol for Fabrication, nspection, Testing, and Documentation of Beam-Column Connection Test and other Experimental Specimen. SAC Joint Venture, Sacramento, California. 1. Mazzolani, F.M. (000), Moment Resistant Connections of Steel Frames in Seismic Areas, E & FN SPON, London. 13. Deylami, A. (010). Report of -Beam to Double- Built-up Column Moment Connection Experiments. BHRC Publication (under revision), Tehran. (n Persian)