Supervisor : Budi Suswnto, ST., MT., Ph.D
OUTLINE 1. INTRODUCTION 2. METHODOLOGY 3. RESULTS 4. CONCLUSION 1
INTRODUCTION BACKGROUND Northridge (1994) & Kobe (1995) Erthquke Filure in the conventionl bemcolumn connection showed tht steel moment frmes wsn t s ductile s believed After yers of reserch, it produced new types of connection, one of them is RBS (Reduced Bem Section) connection 2
INTRODUCTION RBS? Wht Reduced the section of the bem flnge ner of the connection re. Why The concept is to wekening the bem, which effectively mke the connection re stronger thn the bem. Purpose Plstic hinges re expected to be formed in the RBS re. 3
INTRODUCTION FEMA 350 [1] / 351 [12] EC 8. Prt 3 [13] = 0.50 0.75 b f b = 0.65-0.85 d b = 0.60 b f b = 0.75 d b c 0.25 b f g 0.25 b f s = + b/2 s = + b/2 r = (4c 2 + b 2 ) / 8c r = (4g 2 + b 2 ) / 8g 4
INTRODUCTION PLASTIC HINGE LOAD Conventionl Portl 5
INTRODUCTION PLASTIC HINGE RBS LOAD Portl with RBS 6
INTRODUCTION Plstic Hinge will be formed in the RBS re. RBS could incresing the inelstic drift by 9% corresponding to flnge reduction of 50% (FEMA350, 2011) With rdius-cut RBS, which is using ngulr cut, crcks would tend to develop when the bems re subjected to lrge forces (Engelhrdt, 1995) 7
INTRODUCTION RIGID CONNECTIONS Rigid Connections re kind of connections which hve enough rigidity to keep the ngle between the elements joint. Then, rigid connections could trnsfer significnt moment to the columns nd re ssumed tht there is no deformtions. T-CONNECTION TYPES OF RIGID CONNECTIONS IN THIS RESEARCH REFERENCE : SIMPLE CONNECTION (D.T. Pchoumis, 2009) EXTENDED END PLATE CONNECTION WELDED RIGID CONNECTION 8
INTRODUCTION PURPOSE This reserch im to compre the behviour (deformtion, displcement, stress, nd strin) of 4-types rigid connections, which ll using RBS (Reduced Bem Section) t column fce. T-CONNECTION TYPES OF RIGID CONNECTIONS IN THIS RESEARCH REFERENCE : SIMPLE CONNECTION (D.T. Pchoumis, 2009) EXTENDED END PLATE CONNECTION WELDED RIGID CONNECTION 9
METHODOLOGY 10
METHODOLOGY Dimension Depth Width Thickness r (mm) A (cm 2 ) W (kg/m) Dimension of bem nd column Blok 1 (HE200A) Blok 2 (HE220A) Blok 3 (HE240A) Kolom (HE300B) h (mm) b (mm) tw (mm) tf (mm) 190 200 6.5 10 18 53.8 42.3 210 220 7 11 18 64.3 50.5 230 240 7.5 12 21 76.8 60.3 300 300 11 19 27 149.1 117 Dimension Depth Width Thickness r (mm) Z x (mm 3 ) Z RBS (mm 3 ) Design of RBS (50% cut) Blok I (HE200A) Blok 2 (HE220A) Blok 3 (HE240A) d b (mm) b f RBS (mm) t w (mm) t f (mm) 190 100 6.5 10 18 406962.5 226962.5 210 110 7 11 18 543432 302642 230 120 7.5 12 21 707407.5 393487.5 11
METHODOLOGY 898.5 1000 200 Plstic Section Modulus of RBS : Z RBS 2 1 1 1 1 = 2( t w db t f + t f b f h t f 2 2 2 2 1797 Pelt bdn 460x268x12 b Stiffener dbx 1 2bfx12 Blok Applied Lod Plstic moment in RBS re : 898.5 Pelt menerus 262x130x12 Kolom 1200 Applied Lod Sher t the inflection point : Plstic moment of bem : Totl moment t the column fce : 12
METHODOLOGY Cpcity Anlysis of RBS Dimension Mp bem (kgcm) Mp ct (kgcm) Mf (kgcm) Vpd (kg) Blok I (HE200A) 1501895 837605.1 1054918 10549.18 Blok 2 (HE220A) 2005536 1116900 1444890 14448.9 Blok 3 (HE240A) 2610687 1452166 1931071 19310.71 13
METHODOLOGY Design Anlysis of Bolt Connections Sher strength of bolts Tensile strength of bolts Compressive strength of bolts Sher strength of friction bolts Vd = n. øf. Vn = n. Øf. r1. fub. Ab Td = øf. Tu = øf. 0,75. fub. Ab Rd = øf. Rn = 2,4. øf. db. tp. fu Vd = ø. Vn = 1,13. ø. μ. m. Tb 14
METHODOLOGY Design Anlysis of Weld Connections Groove Weld (Axil forces) Groove Weld (Sher forces) Fillet weld 15
METHODOLOGY Design of T-Connection Tensile Strength of T-Profile 4 - Ø 22 2 - Ø 22 4 - Ø 25 RBS Profil L 70 x 70 x 7 1 - Ø 22 332 4 - Ø 22 2 - Ø 25 4 - Ø 29 RBS Profil L 75 x 75 x 7 1 - Ø 25 354 4 - Ø 22 Blok HE200A 4 - Ø 25 4 - Ø 22 Blok HE220A 4 - Ø 29 Profil T 130 x 131 x 11 x 15 Profil T 143 x 132 x 12 x 19 Kolom HE300B 200 300 Potongn - Kolom HE300B 220 300 Potongn - Bem 1 (HE200A) 4 - Ø 32 4 - Ø 25 Profil L 90 x 90 x 9 2 - Ø 29 1 - Ø 29 393 Bem 2 (HE220A) 4 - Ø 25 4 - Ø 32 Blok HE240A Profil T 156 x 150 x 13 x 20 Kolom HE300B 240 300 Potongn - Bem 3 (HE240A) 16
METHODOLOGY Design of Extended End Plte Tensile Strength of End Plte T u M d u mx = 2 d t plt = 12 mm RBS 29 67 t plt = 13 mm RBS 33 77 8 - Ø 19 113 304 67 8 - Ø 22 122 342 Blok HE200A 29 Blok HE220A 77 33 Kolom HE300B 200 300 Potongn - Kolom HE300B 220 300 Potongn - Bem 1 (HE200A) t plt = 14 mm RBS 33 78 Bem 2 (HE220A) 8 - Ø 22 140 362 Blok HE240A 78 33 240 300 Kolom HE300B Potongn - Bem 3 (HE240A) 17
METHODOLOGY Design of Welded Rigid Connection Coupling force t bem flnge RBS RBS Profil L 80 x 80 x 14 1 - Ø 22 190 Profil L 90 x 90 x 16 1 - Ø 25 210 Blok HE200A Blok HE220A Kolom HE300B 200 300 Potongn - Kolom HE300B 220 300 Potongn - Bem 1 (HE200A) RBS Profil L 90 x 90 x 16 Bem 2 (HE220A) 1 - Ø 29 230 Blok HE240A Kolom HE300B 240 300 Potongn - Bem 3 (HE240A) 18
METHODOLOGY Specimen Test Loding Protocol 1797 898.5 898.5 Pelt bdn 460x268x12 Pelt menerus 262x130x12 Kolom b 1000 200 Stiffener dbx 1 2bfx12 1200 Blok Applied Lod Applied Lod Lod (ton) 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 Step 19
RESULTS Finite element nlysis using ABAQUS v.6.7 Behvior of the connection (deformtion, displcement, stress-strin) Compre the behvior of ll types connections II. METHODOLOGI 20
RESULTS 5 cm from column fce 75 cm from column fce Center of RBS II. METHODOLOGI 21
RESULTS Behvior of The Connections in Profile Bem 1 (HE200A) II. METHODOLOGI 22
RESULTS Behvior of The Connections in Profile Bem 2 (HE220A) II. METHODOLOGI 23
RESULTS Behvior of The Connections in Profile Bem 3 (HE240A) II. METHODOLOGI 24
RESULTS Results of the connections in Bem 1 (HE200A) Profil Blok Blok 1 (HE200A) Jenis Smbungn Kode Kondisi di 5 cm di depn kolom (smbungn) st RBS leleh σ (N/mm 2 ) Pengurngn tegngn (%) U 12 (mm) Pengurngn displcement (%) T-Connection TC-200 63.414 31.52 0.186 14.68 Extended End Plte Connection EP-200 92.185 0.45 0.218 0.00 Welded Rigid Connection WR-200 89.937 2.88 0.199 8.72 D.T. Pchoumis (2009) DT-200 92.606 0.00 0.218 0.00 Results of the connections in Bem 2 (HE220A) Profil Blok Blok 2 (HE220A) Jenis Smbungn Kode Kondisi di 5 cm di depn kolom (smbungn) st RBS leleh σ (N/mm 2 ) Pengurngn tegngn (%) U 12 (mm) Pengurngn displcement (%) T-Connection TC-220 60.301 40.67 0.242 9.70 Extended End Plte Connection EP-220 101.574 0.07 0.266 0.75 Welded Rigid Connection WR-220 82.621 18.71 0.257 4.10 D.T. Pchoumis (2009) DT-220 101.643 0.00 0.268 0.00 II. METHODOLOGI 25
RESULTS Results of the connections in Bem 3 (HE240A) Profil Blok Jenis Smbungn Kode Kondisi di 5 cm di depn kolom (smbungn) st RBS leleh σ (N/mm 2 ) Pengurngn tegngn (%) U 12 (mm) Pengurngn displcement (%) T-Connection TC-240 96.297 18.16 0.286 9.49 Blok 3 Extended End Plte Connection EP-240 116.541 0.96 0.313 0.95 (HE240A) Welded Rigid Connection WR-240 111.057 5.62 0.301 4.75 D.T. Pchoumis (2009) DT-240 117.669 0.00 0.316 0.00 II. METHODOLOGI 26
CONCLUSION From the results of this study, it conclude tht : 1. Extended End Plte Connection nd Simple Connection (D.T. Pchoumis, 2009) hve similr behvior, it cn be seen from the results of stress-strin behvior nd the displcement occurred in 5 cm from column fce (connection re). 2. Welded Rigid Connection is more rigid thn the two connections before, it could reduce the stress by 2-18 % nd lso the displcement occurred by 4-8 % in 5 cm from column fce (connection re). 3. T-Connection is the most rigid connection thn the others connection, it could reduce the stress by 18-40 % nd lso the displcement occurred by 9-14 % in 5 cm from column fce (connection re). 4. From those results, the behvior of rigid connections re still sme for ll kind of bem profile. So, smller or bigger profile, the behvior of connections re sme. II. METHODOLOGI 27
BIBLIOGRAPHY Chen, S. J., Yeh, C. H., nd Chu, J. M., Ductile steel bem-to-column connections for seismic resistnce. J. Struct. Engrg., ASCE, 122(11), 1292-1299, 1996. Dvis, G., "Steel Moment-frme Buildings: The Sg Continues", Prt II, Structurl Engineer, June 2001. Deprtemen Pekerjn Umum, 2002, Tt Cr Perhitungn Struktur Bj Untuk Bngunn Gedung (SNI 03-1729-2002), Yysn LPMB, Bndung Deprtemen Pekerjn Umum, 2002, Tt Cr Perencnn Kethnn Gemp Untuk Bngunn Gedung (SNI 03-1726-2002), Yysn LPMB, Bndung D. T. Pchoumis, E. G. Gloussis, C. N. Klfs, A. D. Christitss, "Reduced Bem Section Moment Connections Subjected to Cyclic Loding: Experimentl Anlysis nd FEM Simultion", 2009. Engelhrdt MD, Sbol TA. Seismic-resistnt steel moment connections: developments since the 1994 Northridge erthquke. J Prog Struct Eng Mter ;1(1):68_77, 1997. EC 8, Prt 3: Design of structures for erthquke resistnce. Assessment nd retrofitting of buildings. EN 1998-3: June 2005E. FEMA 350. Recommended seismic design criteri for new steel moment-frme buildings. Wshington (DC), 2000. Iwnkiw, N., Ultimte strength considertion for seismic design of the reduced bem section (internl plstic hinge). Engrg. J. 34(1), 3-16, 1997. II. METHODOLOGI 28
QUESTION? Thnk You! Merci BCP. II. METHODOLOGI 29