FINITE ELEMENT ANALYSIS OF INNOVATIVE SOLUTIONS OF PRECAST CONCRETE BEAM-COLUMN DUCTILE CONNECTIONS

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Especially to precast concrete structure connections are one of the most essential parts. Connections transfer forces between precast members, so the interaction between precast units is obtained. They are generally the
weakest link in the structure. An acceptable performance of precast concrete structure depends especially on the
appropriate kind of connections choice, adequate detailing of components and design of the connections is fundamental. It is interesting to study the behavior of connecting elements and to compare different solutions of ductile connections for precast concrete structures in case of horizontal applied force and vertical imposed displacement, as well as those produced by hazards situation, like that earthquake and explosion, whereby topics of structure robustness are carried out. The case of study is an innovative dissipative system of connection between precast concrete elements, usable for buildings and bridges, the investigation of these topics is carried out by F.E.A. by program DIANA with comparison with results obtained independently with ASTER.

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FINITE ELEMENT ANALYSIS OF INNOVATIVE SOLUTIONS OF PRECAST CONCRETE BEAM-COLUMN DUCTILE CONNECTIONS

  1. 1. “FINITE ELEMENT ANALYSIS OF INNOVATIVE SOLUTIONS OF PRECAST CONCRETE BEAM-COLUMN DUCTILE CONNECTIONS” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Pierluigi Olmati pierluigi.olmati@uniroma1.it Franco Bontempi franco.bontempi@uniroma1.it Angela Saviotti angela.s15@libero.it 1/21
  2. 2. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering “Finite element analysis of innovative solutions of precast concrete beam-column ductile connections” 2/21
  3. 3. Treated models Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering 2D MODEL: ‐Model “A” with mortar stratum for beam‐column connection; ‐Model “B” without mortar stratum for beam‐column connection. •3D MODEL: ‐Model “A” with mortar stratum for beam‐column connection; ‐Model “B” without mortar stratum for beam‐column connection. 3D “A” 3D “B” “Finite element analysis of innovative solutions of precast concrete beam-column ductile connections” 2D “A” 2D “B” 3/21
  4. 4. “Finite element analysis of innovative solutions of precast concrete beam-column ductile connections” •FEM analytical program: DIANA V. 9.3 •Geometry and Mesh of the structure, to assign boundary conditions and loads: Midas FX+ for DIANA •Non-linear mechanisms : -Cracking of the concrete -Yielding of the steel. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering CONCRETE – Total Strain Crack Model Tensile Behavior Compressive Behavior STEEL – Von Mises 4/21
  5. 5. Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Beam L=3770 mm Column H=4700 mm STRUCTURE Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering 5/21
  6. 6. BOUNDARY CONDITIONS AND LOADS LOAD CONDITION SEISMIC SITUATION Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections 6/21
  7. 7. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections MODEL “A” MODEL “B” 7/21
  8. 8. MODEL 2D MESH Four‐node quadrilateral plane stress elements (Q8MEM) Three‐node triangle plane stress elements (T6MEM) Concrete, Mortar, Rubber and Steel Plates Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Beam and Column: Concrete C40/50 Rubber pad Connection Stratum: Mortar Steel Plates MODEL “A” MODEL “B” Zoom of Beam-Column joint Reinforcing Steel Two‐node straight truss elements (L2 TRU) 8/21
  9. 9. Linear Elasticity Ideal Plasticity Linear Elasticity Ideal Linear Elasticity Tension Softening curve based on fracture energy A1 X X X B1 X X X A2.1 X X X B2.1 X X X A3.1 X X X B3.1 X X X A4.4 X X X B4.4 X X X STEEL CONCRETE Compressive Behavior Tensile Behavior NON LINEAR ANALYSIS Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering LOAD CONDITION : Applied Horizontal Force at the top of the column 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections 9/21
  10. 10. Linear Elasticity Ideal Plasticity Linear Elasticity Ideal Linear Elasticity Tension Softening curve based on fracture energy A1 X X X B1 X X X A2.1 X X X B2.1 X X X A3.1 X X X B3.1 X X X A4.4 X X X B4.4 X X X STEEL CONCRETE Compressive Behavior Tensile Behavior LOAD CONDITION : Applied Horizontal Force at the top of the column NON LINEAR ANALYSIS Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections 10/21
  11. 11. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections 11/21
  12. 12. MODEL 3D MESH Four‐node, three‐side iso‐ parametric solid pyramid elements (TE12L) Concrete, Mortar, Rubber and Steel Plates Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering 158634 solid elements 9106 bar elements 31639 nodes Total of around 142941 degree of freedom Two‐node straight truss elements (L2 TRU) Two‐node, two‐ dimensional class‐II beam element (L7BEN) Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Longitudinal reinforcement steel Stirrups 12/21
  13. 13. MODEL “A” Displacements MODEL “B” mm mm LINEAR ANALYSIS Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering LOAD CONDITION: Applied Horizontal Force of 600 kN at the top of the column 3D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections 13/21
  14. 14. MODEL “A” Stress on reinforcing steel MODEL “B” LINEAR ANALYSIS Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections LOAD CONDITION: Applied Horizontal Force of 600 kN at the top of the column 14/21
  15. 15. NON LINEAR ANALYSIS Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering LOAD CONDITION : Applied Horizontal Force at the top of the column 3D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections 15/21
  16. 16. LOAD CONDITION : Applied Horizontal Force at the top of the column NON LINEAR ANALYSIS MODEL “A” MODEL “B” Deformed configuration developed by the structure at STEP 20 – Fmax= 390.2 kN, δmax=88.6 mm. Deformed configuration developed by the structure at STEP 15 - Fmax= 269.83 kN, δmax=87.27 mm mm mm Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering 3D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections 16/21
  17. 17. NON LINEAR ANALYSIS: Stress on Reinforcing Steel MODEL “A” MODEL “B” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering STEP 10 Fmax= 207 kN, δmax=12.75 mm – σmax= 206.66 N/mmq STEP 5 Fmax= 128 kN, δmax=5.17 mm σmax=108.21 N/mmq STEP 20 Fmax= 390 kN, δmax=88.56 mm σmax=450.0 N/mmq STEP 15 Fmax=270 kN, δmax=87.27 mm σmax=450.0 N/mmq STEP 10 Fmax= 205 kN, δmax=16.9 mm σmax=365.0 N/mmq LOAD CONDITION : Applied Horizontal Force at the top of the column STEP 5 Fmax= 128.7 kN, δmax=6.97 mm σmax=233.0 N/mmq Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections 3D 17/21
  18. 18. NON LINEAR ANALYSIS: Stress on Reinforcing Steel MODEL “A” MODEL “B” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering STEP 10 Fmax= 207 kN, δmax=12.75 mm – σmax= 206.66 N/mmq STEP 5 Fmax= 128 kN, δmax=5.17 mm σmax=108.21 N/mmq STEP 20 Fmax= 390 kN, δmax=88.56 mm σmax=450.0 N/mmq STEP 15 Fmax=270 kN, δmax=87.27 mm σmax=450.0 N/mmq STEP 10 Fmax= 205 kN, δmax=16.9 mm σmax=365.0 N/mmq LOAD CONDITION : Applied Horizontal Force at the top of the column STEP 5 Fmax= 128.7 kN, δmax=6.97 mm σmax=233.0 N/mmq 3D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections 18/21
  19. 19. LOAD CONDITION: Applied Horizontal Force at the top of the column NON LINEAR ANALYSIS: Cracking Status MODEL “A” MODEL “B” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering STEP 5 Fmax= 128 kN, δmax=5.17 mm STEP 10 Fmax= 207 kN, δmax=12.75 mm STEP 20 Fmax= 390 kN, δmax=88.56 mm STEP 5 Fmax= 128.7 kN, δmax=6.97 mm STEP 10 Fmax= 205 kN, δmax=16.9 mm STEP 15 Fmax=270 kN, δmax=87.27 mm 3D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections 19/21
  20. 20. 20/21 • Structural continuity is an important problem, especially with regard to the strength of the connection system between precast elements. •DIANA software, modeling the nonlinear behavior of concrete and mortar using total strain crack model. The reinforcing steel is modeled by a bilinear plasticity model. • The full load capacity of the bars is developed without the failure of the concrete and the mortar. • The progress of the cracking of the concrete is well reproduced. • The similarity between the results obtained with two different finite element programs, the previously mentioned DIANA and ASTER. • The role of the mortar stratum is weighted , it contributes both to an increase of initial stiffness and of the final strength. • The introduction of the connectors inside the mass of concrete. • Structural continuity is an important problem, especially with regard to the strength of the connection system between precast elements. •DIANA software, modeling the nonlinear behavior of concrete and mortar using total strain crack model. The reinforcing steel is modeled by a bilinear plasticity model. • The full load capacity of the bars is developed without the failure of the concrete and the mortar. • The progress of the cracking of the concrete is well reproduced. • The similarity between the results obtained with two different finite element programs, the previously mentioned DIANA and ASTER. • The role of the mortar stratum is weighted , it contributes both to an increase of initial stiffness and of the final strength. • The introduction of the connectors inside the mass of concrete. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections
  21. 21. 21/21Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering 3D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Angela Saviotti, Pierluigi Olmati, Franco Bontempi
  22. 22. “FINITE ELEMENT ANALYSIS OF INNOVATIVE SOLUTIONS OF PRECAST CONCRETE BEAM-COLUMN DUCTILE CONNECTIONS” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Pierluigi Olmati pierluigi.olmati@uniroma1.it Franco Bontempi franco.bontempi@uniroma1.it Angela Saviotti angela.s15@libero.it 22/21
  23. 23. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections MODEL “A” MODEL “B” 23/24
  24. 24. NON LINEAR ANALYSIS – CYCLIC ANALYSIS MODEL “A” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering SECOND LOAD CONDITION : Imposed vertical displacement at the top of the column Deformed configuration developed by the structure at STEP n. 25 imposed maximum displacement δ=80 mm. 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections 24/24
  25. 25. MODEL “A” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Step 25, imposed displacement δ=80 mm Step 50, imposed displacement δ=0 mm Step 80, imposed displacement δ= - 80 mm Step 110, imposed displacement δ=0 mm Step 25 Step 50Step 80 Step 110 Step 25 σmax=450 .0 N/mmq Step 50 σmin = - 450 .0 N/mmq Step 80 σmin= - 450 .0 N/mmq Step 110 σmin= - 203.25 N/mmq STRESS on reinforcing steel CRACKING STATUS Step 25 Step 50 Step 80 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections SECOND LOAD CONDITION : Imposed vertical displacement at the top of the column NON LINEAR ANALYSIS – CYCLIC ANALYSIS Step 1 25/24
  26. 26. 26/24Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering 2D 3D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections
  27. 27. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  28. 28. MODEL “A” Displacements MODEL “B” mm mm LINEAR ANALYSIS Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering FIRST LOAD CONDITION: Applied Horizontal Force of 600 kN at the top of the column 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  29. 29. MODEL “A” Stresses MODEL “B” LINEAR ANALYSIS Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering FIRST LOAD CONDITION: Applied Horizontal Force of 600 kN at the top of the column 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  30. 30. FIRST LOAD CONDITION : Applied Horizontal Force at the top of the column NON LINEAR ANALYSIS MODEL “A” MODEL “B” Deformed configuration developed by the structure at STEP 40 – Fmax= 280.9 kN, δmax=102.4 mm. Deformed configuration developed by the structure at STEP 18 - Fmax= 173.06 kN, δmax=112.7 mm mmmm Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  31. 31. NON LINEAR ANALYSIS: Stress on Reinforcing Steel MODEL “A” MODEL “B” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering STEP 1 Fmax= 18 kN, δmax=0.70 mm – σmax=3.88 N/mmq STEP 7 Fmax= 105 kN, δmax=5.32 mm σmax=106.9 N/mmq STEP 40 Fmax= 280.9 kN, δmax=102.4 mm σmax=450.0 N/mmq STEP 18 Fmax= 173.06 kN, δmax=112.7 mm σmax=450.0 N/mmq STEP 7 Fmax= 107.6 kN, δmax=8.75 mm σmax=436.8 N/mmq STEP 1 Fmax= 17.7 kN, δmax=1.12 mm σmax=58.47 N/mmq FIRST LOAD CONDITION : Applied Horizontal Force at the top of the column 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  32. 32. FIRST LOAD CONDITION: Applied Horizontal Force at the top of the columnNON LINEAR ANALYSIS: Cracking Status MODEL “A” MODEL “B” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering STEP 40 Fmax= 280.9 kN, δmax=102.4 mm STEP 7 Fmax= 105 kN, δmax=5.32 mm STEP 1 Fmax= 18 kN, δmax=0.70 mm STEP 7 Fmax= 17.7 kN, δmax=1.12 mm STEP 7 Fmax= 107.6 kN, δmax=8.75 mm STEP 18 Fmax= 174.0 kN, δmax=112.7 mm 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  33. 33. NON LINEAR ANALYSIS MODEL “A” MODEL “B” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering mm mm Deformed configuration developed by the structure at LAST STEP imposed displacement δ=201 mm. Deformed configuration developed by the structure at LAST STEP imposed displacement δmax=205 mm Force-Displacement graph: Model “A” Vs. Model “B” Stress–Strain graph of beam-column ductile connection Model “A” Vs Model “B” SECOND LOAD CONDITION : Imposed vertical displacement at the top of the column 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  34. 34. NON LINEAR ANALYSIS: Stress on Reinforcing Steel MODEL “A” MODEL “B” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering SECOND LOAD CONDITION : Imposed vertical displacement at the top of the column STEP 1 Fmax= 52 kN, δmax=4 mm σmax=345.16 N/mmq STEP 5 Fmax= 83 kN, δmax=20 mm σmax=450.0 N/mmq STEP 1 Fmax= 153.85 kN, δmax=4 mm σmax=51.09 N/mmq STEP 5 Fmax= 320 kN, δmax=20 mm σmax=450.0 N/mmq STEP 13 Fmax= 371.6kN, δmax=52mm σmax=450.0 N/mmq STEP 13 Fmax= 89.74 kN, δmax=52 mm σmax=450.0 N/mmq 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  35. 35. NON LINEAR ANALYSIS: Cracking Status MODEL “A” MODEL “B” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering STEP 1 Fmax= 153.85 kN, δmax=4 mm STEP 5 Fmax= 320 kN, δmax=20 mm STEP 13 Fmax= 371.6kN, δmax=52mm SECOND LOAD CONDITION : Imposed vertical displacement at the top of the column STEP 1 Fmax= 52 kN, δmax=4 mm STEP 5 Fmax= 83 kN, δmax=20 mm STEP 13 Fmax= 89.74 kN, δmax=52 mm 2D Stand‐by
  36. 36. FIRST LOAD CONDITION: Applied Horizontal Force at the top of the column MODEL “A” MODEL “B” NON LINEAR ANALYSIS Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering 2D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  37. 37. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  38. 38. 38/25 NON LINEAR ANALYSIS MODEL “A” MODEL “B” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Deformed configuration developed by the structure at LAST STEP imposed displacement δ=120 mm. Deformed configuration developed by the structure at LAST STEP imposed displacement δmax=150 mm Force-Displacement graph: Model “A” Vs. Model “B” Stress–Strain graph of beam-column ductile connection Model “A” Vs Model “B” SECOND LOAD CONDITION : Imposed vertical displacement at the top of the column 3D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections
  39. 39. 39/25 NON LINEAR ANALYSIS: Stress on Reinforcing Steel MODEL “A” MODEL “B” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering SECOND LOAD CONDITION : Imposed vertical displacement at the top of the column STEP 1 Fmax= 123.6 kN, δmax=10 mm σmax=268.1 N/mmq STEP 1 Fmax= 143.9 kN, δmax=10 mm σmax=196.41 N/mmq STEP 5 Fmax= 232.5kN, δmax=50 mm σmax=450.0 N/mmq STEP 12 Fmax= 223.13 kN, δmax= 120 mm σmax=450.0 N/mmq STEP 5 Fmax= 139.4 kN, δmax=50 mm σmax=348.3N/mmq STEP 12 Fmax= 139.95 kN, δmax=120 mm σmin=-450.0 N/mmq 3D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections
  40. 40. 40/25 NON LINEAR ANALYSIS: Crack Strain MODEL “A” MODEL “B” Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering SECOND LOAD CONDITION : Imposed vertical displacement at the top of the column STEP 1 Fmax= 143.9 kN, δmax=10 mm εknn=0.00242 % STEP 5 Fmax= 232.5kN, δmax=50 mm εknn=0.0359 % STEP 12 Fmax= 223.13 kN, δmax= 120 mm εknn=0.224% STEP 1 Fmax= 123.6 kN, δmax=10 mm εknn=0.00703 % STEP 5 Fmax= 139.4 kN, δmax=50 mm εknn=0.0548 % STEP 12 Fmax= 139.95 kN, δmax=120 mm εknn=0.132 % 3D Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections
  41. 41. MATERIALS The behavior of the concrete was modeled with the total strain based constitutive model which describe the tensile and compressive behavior of a material with one stress‐strain relationship. The constitutive model based on total strain is developed along the lines of the Modified Compression Field Theory, originally proposed by Vecchio & Collins. The three‐dimensional extension to this theory is proposed by Selby & Vecchio. Total strain model describes the stress as a function of the strain. This concept is known as hypo‐elasticity when the loading and unloading behavior is along the same stress‐strain path. The non‐linear behavior of concrete was considered in both tension and compression including the influence of lateral cracking on the compressive strength. The input for the Total Strain crack models comprises two parts: (1) the basic properties like the Young's modulus, Poisson's ratio, etcetera, and (2) the definition of the behavior in tension, shear, and compression. For a Total Strain crack model you can choose a predefined tension softening and compression functions by specification of the curve name and appropriate parameters. In this study it was chosen a “LINEAR” curve for tension softening functions based on fracture energy and a “CONSTA” curve for compression functions CONCRETE Tensile Behavior Compressive Behavior Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections In cracked concrete, large tensile strains perpendicular to the principal compressive direction reduce the concrete compressive strength. The relationship for reduction due to lateral cracking is the model according to Vecchio & Collins The fracture energy in the present analysis was estimated from the CEB‐FIP Model Code 1990 (CEB‐FIP 1991) formula: where, = Coefficient, which depends on the maximum aggregate size and = Mean cylinder strength in MPa. Compressive Behavior E 35220 N/mm 2 E 35220 N/mm 2 ν 0.2 ν 0.2 fc 40 N/mm 2 fc 40 N/mm 2 GC 120 J/m 2 REDCRV VC1993 Tensile Behavior Tension Softening Curve - based on FRACTURE ENERGY E 35220 N/mm 2 E 35220 N/mm 2 ν 0.2 ν 0.2 ft 2.457 N/mm 2 ft 2.457 N/mm 2 GF1 89.95 J/m 2 GF1 89.95 J/m 2 Linear Expone CONCRETE 40/50 TOTALSTRAINCRACK Lateral Influence Ideal and Brittle - Consta Parabolic Stand‐by
  42. 42. MATERIALS For the reinforcement, an elastic‐plastic model was used both in tension and compression, with Von Mises yield criterion. The criterion is based on the determination of the distortion energy in a given material that is of the energy associated with changes in the shape in that material. STEEL For Steel a predefined class according to the NEN 6770 code was used, and the materials model implemented are shown in the next pictures fYk 450 N/mm 2 ftk 540 N/mm 2 Ey 206000 N/mm 2 ν 0.3 STEEL B450C Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  43. 43. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by Element Steel Name CROSS-SECTIONAL AREA [ mm 2 ] Long. Reinf. 1924.23 Cross Reinf. 100.53 Long. Reinf. 760.27 Cross Reinf. 100.53 φ35 1924.23 φ65 6636.61 φ70 7696.90 φ105 17318.03 DUCTILE CONNECTION BEAM COLUMN 2D 3D Element Steel Name CROSS-SECTIONAL AREA [ mm 2 ] φ [ mm ] Long. Reinf. 962.11 Cross Reinf. 8 Long. Reinf. 380.13 Cross Reinf. 8 φ35 962.11 φ65 3318.31 φ70 3848.45 φ105 8659.01 DUCTILE CONNECTION BEAM COLUMN
  44. 44. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  45. 45. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  46. 46. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by
  47. 47. Faculty of Civil and Industrial Engineering Department of Structural and Geotechnical Engineering Angela Saviotti ‐ Finite element analysis of innovative solutions of precast concrete beam‐column ductile connections Stand‐by

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