Supervisor : Budi Suswanto, ST., MT., Ph.D

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1 Supervisor : Budi Suswnto, ST., MT., Ph.D

2 OUTLINE 1. INTRODUCTION 2. METHODOLOGY 3. RESULTS 4. CONCLUSION 1

3 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

4 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.

5 INTRODUCTION FEMA 350 [1] / 351 [12] EC 8. Prt 3 [13] = b f b = 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

6 INTRODUCTION PLASTIC HINGE LOAD Conventionl Portl 5

7 INTRODUCTION PLASTIC HINGE RBS LOAD Portl with RBS 6

8 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

9 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

10 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

11 METHODOLOGY 10

12 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) 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)

13 METHODOLOGY Plstic Section Modulus of RBS : Z RBS = 2( t w db t f + t f b f h t f Pelt bdn 460x268x12 b Stiffener dbx 1 2bfx12 Blok Applied Lod Plstic moment in RBS re : Pelt menerus 262x130x12 Kolom 1200 Applied Lod Sher t the inflection point : Plstic moment of bem : Totl moment t the column fce : 12

14 METHODOLOGY Cpcity Anlysis of RBS Dimension Mp bem (kgcm) Mp ct (kgcm) Mf (kgcm) Vpd (kg) Blok I (HE200A) Blok 2 (HE220A) Blok 3 (HE240A)

METHODOLOGY Design Anlysis of Bolt Connections

Compressive strength of bolts Sher strength of

Ab Td = øf. Tu = øf. 0,75. fub. Ab Rd = øf.

15 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

16 METHODOLOGY Design Anlysis of Weld Connections Groove Weld (Axil forces) Groove Weld (Sher forces) Fillet weld 15

17 METHODOLOGY Design of T-Connection Tensile Strength of T-Profile 4 - Ø Ø Ø 25 RBS Profil L 70 x 70 x Ø Ø Ø Ø 29 RBS Profil L 75 x 75 x Ø Ø 22 Blok HE200A 4 - Ø 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 Potongn - Kolom HE300B Potongn - Bem 1 (HE200A) 4 - Ø Ø 25 Profil L 90 x 90 x Ø Ø Bem 2 (HE220A) 4 - Ø Ø 32 Blok HE240A Profil T 156 x 150 x 13 x 20 Kolom HE300B Potongn - Bem 3 (HE240A) 16

18 METHODOLOGY Design of Extended End Plte Tensile Strength of End Plte T u M d u mx = 2 d t plt = 12 mm RBS t plt = 13 mm RBS Ø Ø Blok HE200A 29 Blok HE220A Kolom HE300B Potongn - Kolom HE300B Potongn - Bem 1 (HE200A) t plt = 14 mm RBS Bem 2 (HE220A) 8 - Ø Blok HE240A Kolom HE300B Potongn - Bem 3 (HE240A) 17

19 METHODOLOGY Design of Welded Rigid Connection Coupling force t bem flnge RBS RBS Profil L 80 x 80 x Ø Profil L 90 x 90 x Ø Blok HE200A Blok HE220A Kolom HE300B Potongn - Kolom HE300B Potongn - Bem 1 (HE200A) RBS Profil L 90 x 90 x 16 Bem 2 (HE220A) 1 - Ø Blok HE240A Kolom HE300B Potongn - Bem 3 (HE240A) 18

20 METHODOLOGY Specimen Test Loding Protocol Pelt bdn 460x268x12 Pelt menerus 262x130x12 Kolom b Stiffener dbx 1 2bfx Blok Applied Lod Applied Lod Lod (ton) Step 19

21 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

22 RESULTS 5 cm from column fce 75 cm from column fce Center of RBS II. METHODOLOGI 21

23 RESULTS Behvior of The Connections in Profile Bem 1 (HE200A) II. METHODOLOGI 22

24 RESULTS Behvior of The Connections in Profile Bem 2 (HE220A) II. METHODOLOGI 23

25 RESULTS Behvior of The Connections in Profile Bem 3 (HE240A) II. METHODOLOGI 24

26 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 Extended End Plte Connection EP Welded Rigid Connection WR D.T. Pchoumis (2009) DT 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 Extended End Plte Connection EP Welded Rigid Connection WR D.T. Pchoumis (2009) DT II. METHODOLOGI 25

27 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 Blok 3 Extended End Plte Connection EP (HE240A) Welded Rigid Connection WR D.T. Pchoumis (2009) DT II. METHODOLOGI 26

28 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 % 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

29 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), , Dvis, G., "Steel Moment-frme Buildings: The Sg Continues", Prt II, Structurl Engineer, June Deprtemen Pekerjn Umum, 2002, Tt Cr Perhitungn Struktur Bj Untuk Bngunn Gedung (SNI ), Yysn LPMB, Bndung Deprtemen Pekerjn Umum, 2002, Tt Cr Perencnn Kethnn Gemp Untuk Bngunn Gedung (SNI ), 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", Engelhrdt MD, Sbol TA. Seismic-resistnt steel moment connections: developments since the 1994 Northridge erthquke. J Prog Struct Eng Mter ;1(1):68_77, EC 8, Prt 3: Design of structures for erthquke resistnce. Assessment nd retrofitting of buildings. EN : June 2005E. FEMA 350. Recommended seismic design criteri for new steel moment-frme buildings. Wshington (DC), Iwnkiw, N., Ultimte strength considertion for seismic design of the reduced bem section (internl plstic hinge). Engrg. J. 34(1), 3-16, II. METHODOLOGI 28

30 QUESTION? Thnk You! Merci BCP. II. METHODOLOGI 29

11 263/ Radial Piston Pump Model R4 /Series 2X Fixed Displacement. Ordering Code 1 PF 1 R4 2X R Replaces:

11 263/ Radial Piston Pump Model R4 /Series 2X Fixed Displacement. Ordering Code 1 PF 1 R4 2X R Replaces: ize.60 to 0.00 Rdil iston ump Model R4 /eries X Fixed Displcement 0,0 I (00 br).9 in /rev (9.4 cm /rev) RA 6/0.9 RA 6/0.9 Replces: 06.89 K 6/ Rdil piston pump with 0 pistons nd prllel shft Chrcteristics: