Supervisor : Budi Suswanto, ST., MT., Ph filemoment frames wasn’t as ductile as believed . After years of research, it produced new types of connection, one of them is RBS (Reduced

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 of connection, one of them is RBS (Reduced

Beam Section) connection

BACKGROUND



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.



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



III. RESULTS 5

LOAD

PLASTIC HINGE

Conventional Portal



III. RESULTS 6

LOAD

PLASTIC HINGE

Portal with RBS

RBS



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)



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



III. RESULTS 9

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


III. RESULTS 10



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 :



III. RESULTS 12

⋅−⋅⋅⋅+⋅

−⋅⋅= ffffbwRBS thbttdtZ

21

21

21

21(2

2

Pelatbadan460x268x12

Pelatmenerus262x130x12

Stiffenerdbx1

2bfx12

1000 200

1200

1797Balok

Kolom

Applied Load

Applied Loadba

898.5

898.5



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



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



III. RESULTS 15

• Groove Weld

(Axial forces)

• Groove Weld

(Shear forces)

• Fillet weld

Design Analysis of Weld Connections



III. RESULTS 16

Design of T-Connection

Balok HE200A

Kolom HE300B 300200

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 300220

a

a

Potongan a - a

RBS

354

Profil T 143 x 132 x 12 x 19

4 - Ø 29

4 - Ø 29


1 - Ø 25

4 - Ø 22

2 - Ø 25

4 - Ø 22

Balok HE240A

Kolom HE300B

300240

a

a Potongan a - a

Profil T 156 x 150 x 13 x 20

4 - Ø 32

4 - Ø 32


1 - Ø 29

4 - Ø 25

4 - Ø 25

2 - Ø 29 393

Tensile Strength of T-Profile

Beam 1 (HE200A)

Beam 3 (HE240A)

Beam 2 (HE220A)



III. RESULTS 17

Design of Extended End Plate

Balok HE200A

Kolom HE300B 300200

a

a

Potongan a - a

RBS

8 - Ø 19

t plat = 12 mm29

67

113

29

67

304

Balok HE220A

Kolom HE300B 300220

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

300240

Potongan a - a

8 - Ø 22

33

78

140 362

33

78

t plat = 14 mm

Tensile Strength of End Plate

Beam 1 (HE200A)

Beam 3 (HE240A)

Beam 2 (HE220A)

∑⋅

= 2max

ddM

T uu



III. RESULTS 18

Design of Welded Rigid Connection

Balok HE200A

Kolom HE300B 300200

a

a

Potongan a - a

RBS

190


1 - Ø 22

Balok HE220A

Kolom HE300B 300220

a

a

Potongan a - a

RBS

2101 - Ø 25


Balok HE240A

Kolom HE300B 300240

a

a

Potongan a - a

RBS

230


1 - Ø 29

Coupling force at beam flange

Beam 1 (HE200A)

Beam 3 (HE240A)

Beam 2 (HE220A)



III. RESULTS 19

Specimen Test

Pelatbadan460x268x12

Pelatmenerus262x130x12

Stiffenerdbx1

2bfx12

1000 200

1200

1797Balok

Kolom

Applied Load

Applied Loadba

898.5

898.5

0 1 2 3 4 5 6 7 8 9

10 11 12 13 14 15 16 17 18 19 20 21 22 23

0 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



III. RESULTS 21

5 cm from column face

Center of RBS

75 cm from column face



III. RESULTS 22

Behavior of The Connections in Profile

Beam 1 (HE200A)



III. RESULTS 23


Beam 2 (HE220A)



III. RESULTS 24


Beam 3 (HE240A)



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





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)




III. RESULTS 26


Profil Balok





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


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


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


III. RESULTS 29

Thank You !

Merci BCP.

Documents

Supervisor : Budi Suswanto, ST., MT., Ph filemoment frames wasn’t as ductile as believed . After years of research, it produced new types of connection, one of them is RBS (Reduced