Supervisor : Budi Suswanto, ST., MT., Ph.D OUTLINE COMPARATIVE - - PowerPoint PPT Presentation

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

OUTLINE

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

1

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

INTRODUCTION

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

2

Northridge (1994) & Kobe (1995) Earthquake Failure in the conventional beam- column connection showed that steel moment frames wasn’t as ductile as believed After years of research, it produced new types

• f connection, one of

them is RBS (Reduced Beam Section) connection

BACKGROUND

INTRODUCTION

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

3

RBS ?

What

• Reduced the section of the beam flange near of the

connection area.

Why

• The concept is to weakening the beam, which effectively

make the connection area stronger than the beam.

Purpose

• Plastic hinges are expected to be formed in the RBS area.

INTRODUCTION

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

4

FEMA 350 [1] / 351 [12] EC 8. Part 3 [13] a = 0.50 – 0.75 bf a = 0.60 bf b = 0.65 -0.85 db b = 0.75 db c ≤ 0.25 bf g ≤ 0.25 bf s = a + b/2 s = a + b/2 r = (4c2 + b2) / 8c r = (4g2 + b2) / 8g

INTRODUCTION

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

5 LOAD PLASTIC HINGE

Conventional Portal

INTRODUCTION

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

6 LOAD PLASTIC HINGE

Portal with RBS

RBS

INTRODUCTION

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

7

• Plastic Hinge will be formed in the RBS area.
• RBS could increasing the inelastic drift by 9% corresponding to a

flange reduction of 50% (FEMA350, 2011)

• With radius-cut RBS, which is using angular cut, cracks would tend to

develop when the beams are subjected to large forces (Engelhardt, 1995)

INTRODUCTION

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

8 Rigid Connections are kind of connections which have enough rigidity to keep the angle between the elements joint. Then, rigid connections could transfer significant moment to the columns and are assumed that there is no deformations.

RIGID CONNECTIONS

TYPES OF RIGID CONNECTIONS IN THIS RESEARCH

WELDED RIGID CONNECTION REFERENCE : SIMPLE CONNECTION (D.T. Pachoumis, 2009) EXTENDED END PLATE CONNECTION T-CONNECTION

INTRODUCTION

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

9 This research aim to compare the behaviour (deformation, displacement, stress, and strain)

• f 4-types rigid connections, which all using RBS (Reduced Beam Section) at column face.

PURPOSE

TYPES OF RIGID CONNECTIONS IN THIS RESEARCH

WELDED RIGID CONNECTION REFERENCE : SIMPLE CONNECTION (D.T. Pachoumis, 2009) EXTENDED END PLATE CONNECTION T-CONNECTION

METHODOLOGY

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

10

METHODOLOGY

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

11

Dimension Depth Width Thickness r (mm) A (cm2) W (kg/m) h (mm) b (mm) tw (mm) tf (mm) Balok 1 (HE200A) 190 200 6.5 10 18 53.8 42.3 Balok 2 (HE220A) 210 220 7 11 18 64.3 50.5 Balok 3 (HE240A) 230 240 7.5 12 21 76.8 60.3 Kolom (HE300B) 300 300 11 19 27 149.1 117 Dimension Depth Width Thickness r (mm) Zx (mm3) Z RBS (mm3) db (mm) bf RBS (mm) tw (mm) tf (mm) Balok I (HE200A) 190 100 6.5 10 18 406962.5 226962.5 Balok 2 (HE220A) 210 110 7 11 18 543432 302642 Balok 3 (HE240A) 230 120 7.5 12 21 707407.5 393487.5

Dimension of beam and column Design of RBS (50% cut)

• Plastic Section Modulus of RBS :
• Plastic moment in RBS area :
• Shear at the inflection point :
• Plastic moment of beam :
• Total moment at the column face :

METHODOLOGY

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

12

      ⋅ − ⋅ ⋅ ⋅ + ⋅       − ⋅ ⋅ =

f f f f b w RBS

t h b t t d t Z 2 1 2 1 2 1 2 1 ( 2

2

Pelat badan 460x268x12 Pelat menerus 262x130x12 Stiffener dbx12bfx12

1000 200 1200 1797

Balok Kolom Applied Load Applied Load

b a 898.5 898.5

METHODOLOGY

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

13

Dimension Mp beam (kgcm) Mp act (kgcm) Mf (kgcm) Vpd (kg) Balok I (HE200A) 1501895 837605.1 1054918 10549.18 Balok 2 (HE220A) 2005536 1116900 1444890 14448.9 Balok 3 (HE240A) 2610687 1452166 1931071 19310.71

Capacity Analysis of RBS

METHODOLOGY

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

14

• Vd = n. øf. Vn = n. Øf. r1. fub. Ab

Shear strength of bolts

• Td = øf. Tu = øf. 0,75. fub. Ab

Tensile strength of bolts

• Rd = øf. Rn = 2,4. øf. db. tp. fu

Compressive strength of bolts

• Vd = ø. Vn = 1,13. ø. μ. m. Tb

Shear strength of friction bolts

Design Analysis of Bolt Connections

METHODOLOGY

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

15

• Groove Weld

(Axial forces)

• Groove Weld

(Shear forces)

• Fillet weld

Design Analysis of Weld Connections

METHODOLOGY

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

16 Design of T-Connection

Balok HE200A Kolom HE300B 300 200 a a Potongan a - a RBS Profil T 130 x 131 x 11 x 15 4 - Ø 25 4 - Ø 25 Profil L 70 x 70 x 7 1 - Ø 22 4 - Ø 22 2 - Ø 22 4 - Ø 22 332 Balok HE220A Kolom HE300B 300 220 a a Potongan a - a RBS 354 Profil T 143 x 132 x 12 x 19 4 - Ø 29 4 - Ø 29 Profil L 75 x 75 x 7 1 - Ø 25 4 - Ø 22 2 - Ø 25 4 - Ø 22 Balok HE240A Kolom HE300B 300 240 a a Potongan a - a Profil T 156 x 150 x 13 x 20 4 - Ø 32 4 - Ø 32 Profil L 90 x 90 x 9 1 - Ø 29 4 - Ø 25 4 - Ø 25 2 - Ø 29 393

Tensile Strength

• f T-Profile

Beam 1 (HE200A) Beam 3 (HE240A) Beam 2 (HE220A)

METHODOLOGY

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

17 Design of Extended End Plate

Balok HE200A Kolom HE300B 300 200 a a Potongan a - a RBS 8 - Ø 19 t plat = 12 mm 29 67 113 29 67 304 Balok HE220A Kolom HE300B 300 220 a a Potongan a - a RBS 8 - Ø 22 t plat = 13 mm 33 77 122 33 77 342 Balok HE240A Kolom HE300B a a RBS 300 240 Potongan a - a 8 - Ø 22 33 78 140 362 33 78 t plat = 14 mm

Tensile Strength

• f End Plate

Beam 1 (HE200A) Beam 3 (HE240A) Beam 2 (HE220A)

∑

⋅ =

2 max

d d M T

u u

METHODOLOGY

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

18 Design of Welded Rigid Connection

Balok HE200A Kolom HE300B 300 200 a a Potongan a - a RBS 190 Profil L 80 x 80 x 14 1 - Ø 22 Balok HE220A Kolom HE300B 300 220 a a Potongan a - a RBS 210 1 - Ø 25 Profil L 90 x 90 x 16

Balok HE240A Kolom HE300B 300 240 a a Potongan a - a RBS 230 Profil L 90 x 90 x 16 1 - Ø 29

Coupling force at beam flange Beam 1 (HE200A) Beam 3 (HE240A) Beam 2 (HE220A)

METHODOLOGY

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGY
• IV. CONCLUSION
• III. RESULTS

19 Specimen Test

Pelat badan 460x268x12 Pelat menerus 262x130x12 Stiffener dbx12bfx12

1000 200 1200 1797

Balok Kolom Applied Load Applied Load

b a 898.5 898.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 1 2 3 4 5 6 7 8 9 10 11 12 Load (ton) Step

Loading Protocol

RESULTS

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGI
• IV. CONCLUSION
• III. RESULTS

20

Finite element analysis using ABAQUS v.6.7 Behavior of the connection (deformation, displacement, stress-strain) Compare the behavior of all types connections

RESULTS

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGI
• IV. CONCLUSION
• III. RESULTS

21 5 cm from column face Center

• f RBS

75 cm from column face

RESULTS

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGI
• IV. CONCLUSION
• III. RESULTS

22 Behavior of The Connections in Profile Beam 1 (HE200A)

RESULTS

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGI
• IV. CONCLUSION
• III. RESULTS

23 Behavior of The Connections in Profile Beam 2 (HE220A)

RESULTS

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGI
• IV. CONCLUSION
• III. RESULTS

24 Behavior of The Connections in Profile Beam 3 (HE240A)

RESULTS

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGI
• IV. CONCLUSION
• III. RESULTS

25

Profil Balok Jenis Sambungan Kode Kondisi di 5 cm di depan kolom (sambungan) saat RBS leleh σ (N/mm2) Pengurangan tegangan (%) U12 (mm) Pengurangan displacement (%) Balok 1 (HE200A) T-Connection TC-200 63.414 31.52 0.186 14.68 Extended End Plate 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. Pachoumis (2009) DT-200 92.606 0.00 0.218 0.00 Profil Balok Jenis Sambungan Kode Kondisi di 5 cm di depan kolom (sambungan) saat RBS leleh σ (N/mm2) Pengurangan tegangan (%) U12 (mm) Pengurangan displacement (%) Balok 2 (HE220A) T-Connection TC-220 60.301 40.67 0.242 9.70 Extended End Plate 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. Pachoumis (2009) DT-220 101.643 0.00 0.268 0.00

Results of the connections in Beam 1 (HE200A) Results of the connections in Beam 2 (HE220A)

RESULTS

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGI
• IV. CONCLUSION
• III. RESULTS

26 Results of the connections in Beam 3 (HE240A)

Profil Balok Jenis Sambungan Kode Kondisi di 5 cm di depan kolom (sambungan) saat RBS leleh σ (N/mm2) Pengurangan tegangan (%) U12 (mm) Pengurangan displacement (%) Balok 3 (HE240A) T-Connection TC-240 96.297 18.16 0.286 9.49 Extended End Plate Connection EP-240 116.541 0.96 0.313 0.95 Welded Rigid Connection WR-240 111.057 5.62 0.301 4.75 D.T. Pachoumis (2009) DT-240 117.669 0.00 0.316 0.00

CONCLUSION

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGI
• IV. CONCLUSION
• III. RESULTS

27

From the results of this study, it conclude that :

• 1. Extended End Plate Connection and Simple Connection (D.T. Pachoumis, 2009)

have a similar behavior, it can be seen from the results of stress-strain behavior and the displacement occurred in 5 cm from column face (connection area).

• 2. Welded Rigid Connection is more rigid than the two connections before, it could

reduce the stress by 2-18 % and also the displacement occurred by 4-8 % in 5 cm from column face (connection area).

• 3. T-Connection is the most rigid connection than the others connection, it could

reduce the stress by 18-40 % and also the displacement occurred by 9-14 % in 5 cm from column face (connection area).

• 4. From those results, the behavior of rigid connections are still same for all kind of

beam profile. So, smaller or bigger profile, the behavior of connections are same.

BIBLIOGRAPHY

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGI
• IV. CONCLUSION
• III. RESULTS

28 Chen, S. J., Yeh, C. H., and Chu, J. M.,“Ductile steel beam-to-column connections for seismic resistance.” J. Struct. Engrg., ASCE, 122(11), 1292-1299, 1996. Davis, G., "Steel Moment-frame Buildings: The Saga Continues", Part II, Structural Engineer, June 2001. Departemen Pekerjaan Umum, 2002, Tata Cara Perhitungan Struktur Baja Untuk Bangunan Gedung (SNI 03-1729-2002), Yayasan LPMB, Bandung Departemen Pekerjaan Umum, 2002, Tata Cara Perencanaan Ketahanan Gempa Untuk Bangunan Gedung (SNI 03-1726-2002), Yayasan LPMB, Bandung

• D. T. Pachoumis, E. G. Galoussis, C. N. Kalfas, A. D. Christitsas, "Reduced Beam Section

Moment Connections Subjected to Cyclic Loading: Experimental Analysis and FEM Simulation", 2009. Engelhardt MD, Sabol TA. Seismic-resistant steel moment connections: developments since the 1994 Northridge earthquake. J Prog Struct Eng Mater ;1(1):68_77, 1997. EC 8, Part 3: Design of structures for earthquake resistance. Assessment and retrofitting of

• buildings. EN 1998-3: June 2005E.

FEMA 350. Recommended seismic design criteria for new steel moment-frame buildings. Washington (DC), 2000. Iwankiw, N., “Ultimate strength consideration for seismic design of the reduced beam section (internal plastic hinge).” Engrg. J. 34(1), 3-16, 1997.

QUESTION ?

COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS

• I. INTRODUCTION
• II. METHODOLOGI
• IV. CONCLUSION
• III. RESULTS

29

Thank You !

Merci BCP.