Supervisor : Budi Suswanto, ST., MT., Ph.D
OUTLINE COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS 1. INTRODUCTION 2. METHODOLOGY 3. RESULTS 4. CONCLUSION 1
INTRODUCTION COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS BACKGROUND Failure in the After years of research, conventional beam- it produced new types Northridge (1994) & column connection of connection, one of Kobe (1995) showed that steel them is RBS (Reduced Earthquake moment frames wasn’t Beam Section) as ductile as believed connection I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 2
INTRODUCTION COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS RBS ? • Reduced the section of the beam flange near of the connection area. What • The concept is to weakening the beam, which effectively make the connection area stronger than the beam. Why • Plastic hinges are expected to be formed in the RBS area. Purpose I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 3
INTRODUCTION COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS FEMA 350 [1] / 351 [12] EC 8. Part 3 [13] a = 0.50 – 0.75 b f a = 0.60 b f b = 0.65 -0.85 d b b = 0.75 d b c ≤ 0.25 b f g ≤ 0.25 b f s = a + b/2 s = a + b/2 r = (4c 2 + b 2 ) / 8c r = (4g 2 + b 2 ) / 8g I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 4
INTRODUCTION COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS PLASTIC HINGE LOAD Conventional Portal I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 5
INTRODUCTION COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS PLASTIC HINGE RBS LOAD Portal with RBS I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 6
INTRODUCTION COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS • 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) I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 7
INTRODUCTION COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS RIGID CONNECTIONS 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. REFERENCE : SIMPLE TYPES OF T-CONNECTION CONNECTION RIGID (D.T. Pachoumis, CONNECTIONS 2009) IN THIS RESEARCH EXTENDED END WELDED RIGID PLATE CONNECTION CONNECTION I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 8
INTRODUCTION COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS PURPOSE 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. REFERENCE : SIMPLE TYPES OF T-CONNECTION CONNECTION RIGID (D.T. Pachoumis, CONNECTIONS 2009) IN THIS RESEARCH EXTENDED END WELDED RIGID PLATE CONNECTION CONNECTION I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 9
METHODOLOGY COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 10
METHODOLOGY COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS Dimension Depth Width Thickness r (mm) A (cm 2 ) W (kg/m) tw h (mm) b (mm) tf (mm) Dimension of beam (mm) Balok 1 and column 190 200 6.5 10 18 53.8 42.3 (HE200A) Balok 2 210 220 7 11 18 64.3 50.5 (HE220A) Balok 3 230 240 7.5 12 21 76.8 60.3 (HE240A) Kolom 300 300 11 19 27 149.1 117 (HE300B) Z x (mm 3 ) Z RBS (mm 3 ) Dimension Depth Width Thickness r (mm) b f RBS t w d b (mm) t f (mm) (mm) (mm) Design of RBS Balok I (50% cut) 190 100 6.5 10 18 406962.5 226962.5 (HE200A) Balok 2 210 110 7 11 18 543432 302642 (HE220A) Balok 3 230 120 7.5 12 21 707407.5 393487.5 (HE240A) I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 11
METHODOLOGY COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS • Plastic Section Modulus of RBS : 2 1 1 1 1 = ⋅ ⋅ − ⋅ + ⋅ ⋅ ⋅ − ⋅ Z 2 ( t d t t b h t RBS w b f f f f 2 2 2 2 898.5 1000 200 Applied Load • Plastic moment in RBS area : Pelat Stiffener a b badan dbx 12 bfx12 460x268x12 Balok 1797 Pelat menerus Applied Load 262x130x12 1200 • Shear at the inflection point : 898.5 Kolom • Plastic moment of beam : • Total moment at the column face : I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 12
METHODOLOGY COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS Capacity Analysis of RBS Dimension Mp beam Mp act (kgcm) Mf Vpd (kg) (kgcm) (kgcm) 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 I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 13
METHODOLOGY COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS Design Analysis of Bolt Connections Shear strength of • Vd = n. ø f . Vn = n. Ø f . r 1 . fub. Ab bolts Tensile strength of • Td = ø f . Tu = ø f . 0,75. fub. Ab bolts Compressive • Rd = ø f . Rn = 2,4. ø f . d b . t p . fu strength of bolts Shear strength of • Vd = ø. Vn = 1,13. ø. μ . m. Tb friction bolts I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 14
METHODOLOGY COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS Design Analysis of Weld Connections Groove Weld • (Axial forces) Groove Weld • (Shear forces) • Fillet weld I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 15
METHODOLOGY COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS Tensile Strength Design of T-Connection of T-Profile a a 4 - Ø 29 4 - Ø 25 RBS RBS 4 - Ø 22 4 - Ø 22 Profil L 75 x 75 x 7 Profil L 70 x 70 x 7 2 - Ø 25 1 - Ø 25 354 2 - Ø 22 1 - Ø 22 332 4 - Ø 22 4 - Ø 22 Balok HE220A Balok HE200A 4 - Ø 29 4 - Ø 25 Profil T 143 x 132 x 12 x 19 Profil T 130 x 131 x 11 x 15 220 200 a 300 a Kolom HE300B 300 Kolom HE300B Potongan a - a Potongan a - a a 4 - Ø 32 Beam 1 Beam 2 4 - Ø 25 (HE200A) (HE220A) Profil L 90 x 90 x 9 2 - Ø 29 1 - Ø 29 393 4 - Ø 25 Balok HE240A 4 - Ø 32 Profil T 156 x 150 x 13 x 20 240 300 a Potongan a - a Kolom HE300B Beam 3 (HE240A) I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 16
METHODOLOGY COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS ⋅ Tensile Strength M d Design of Extended End Plate = u max T ∑ u of End Plate 2 d a a t plat = 12 mm t plat = 13 mm RBS 29 RBS 33 67 77 8 - Ø 19 113 304 8 - Ø 22 122 342 67 29 77 Balok HE200A Balok HE220A 33 200 a 300 Kolom HE300B 220 a 300 Potongan a - a Kolom HE300B Potongan a - a Beam 1 a Beam 2 t plat = 14 mm RBS 33 (HE200A) (HE220A) 78 8 - Ø 22 140 362 78 Balok HE240A 33 240 300 Potongan a - a a Kolom HE300B Beam 3 (HE240A) I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 17
METHODOLOGY COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS Coupling force Design of Welded Rigid Connection at beam flange a a RBS RBS Profil L 80 x 80 x 14 Profil L 90 x 90 x 16 1 - Ø 22 190 1 - Ø 25 210 Balok HE200A Balok HE220A 200 220 a 300 a 300 Kolom HE300B Kolom HE300B Potongan a - a Potongan a - a Beam 1 Beam 2 a (HE200A) RBS (HE220A) Profil L 90 x 90 x 16 1 - Ø 29 230 Balok HE240A 240 a 300 Kolom HE300B Potongan a - a Beam 3 (HE240A) I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 18
METHODOLOGY COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS Specimen Test Loading Protocol 23 22 21 20 19 898.5 1000 200 18 17 16 Applied Load 15 Pelat Stiffener a b badan 14 dbx 12 bfx12 460x268x12 Load (ton) 13 Balok 12 1797 11 10 9 8 Pelat menerus Applied Load 7 262x130x12 6 1200 5 4 898.5 Kolom 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 Step I. INTRODUCTION III. RESULTS II. METHODOLOGY IV. CONCLUSION 19
RESULTS COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS Finite element analysis using ABAQUS v.6.7 Behavior of the connection (deformation, displacement, stress-strain) Compare the behavior of all types connections I. INTRODUCTION III. RESULTS II. METHODOLOGI IV. CONCLUSION 20
RESULTS COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS 5 cm from 75 cm from column column face face Center of RBS I. INTRODUCTION III. RESULTS II. METHODOLOGI IV. CONCLUSION 21
RESULTS COMPARATIVE STUDY OF THE BEHAVIOR OF REDUCED BEAM SECTION RIGID CONNECTIONS Behavior of The Connections in Profile Beam 1 (HE200A) I. INTRODUCTION III. RESULTS II. METHODOLOGI IV. CONCLUSION 22
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