Download - Tesi angela saviotti
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a. a. 2011-2012
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”PRECAST CONCRETE BEAM-COLUMN DUCTILE CONNECTIONS”
Advisor:
Prof. Ing. Franco Bontempi
Co-advisor:
Ing. Pierluigi Olmati
Candidate:
Angela Saviotti
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Treated models
2D MODEL:
-Model “A” with mortar stratum for beam-column connection;
-Model “B” without mortar stratum for beam-column connection.
“Finite element analysis of innovative solutions of precast concrete beam-column
ductile connections”
2D “A” 2D “B”
Faculty of Civil and Industrial EngineeringDepartment of Structural and Geotechnical Engineering 2/25
•3D MODEL:
-Model “A” with mortar stratum for beam-column connection;
-Model “B” without mortar stratum for beam-column connection.
3D “A” 3D “B”
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“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
3/25
-Yielding of the steel.
Faculty of Civil and Industrial EngineeringDepartment of Structural and Geotechnical Engineering
CONCRETE – Total Strain Crack Model
Tensile Behavior Compressive Behavior
STEEL – Von Mises
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Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
Beam
L=3770 mm
Column
H=4700 mm
STRUCTURE
4/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
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BOUNDARY CONDITIONS AND LOADS
FIRST LOAD CONDITION
SEISMIC SITUATION
2D
Beam-Column
joint failure after
earthquake -
http://strutturisti.
wordpress.com/
Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
5/25
SECOND LOAD CONDITION
ACCIDENTAL SITUATION
Faculty of Civil and Industrial EngineeringDepartment of Structural and Geotechnical Engineering
The Bombing of the Federal
Building in Oklahoma City -
http://911research.wtc7.net/ind
ex.html
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Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
MODEL “A” MODEL “B”
6/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
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MODEL 2DMESH
Four-node quadrilateral plane
Concrete, Mortar, Rubber and Steel Plates
Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
Beam and Column:
Concrete C40/50
Rubber padConnection
Stratum:
Mortar
Steel Plates
MODEL “A”
MODEL “B”
7/25
Four-node quadrilateral plane
stress elements (Q8MEM)
Three-node triangle plane stress
elements (T6MEM)
Faculty of Civil and Industrial EngineeringDepartment of Structural and Geotechnical Engineering
MODEL “B”
Zoom of Beam-Column jointReinforcing Steel
Two-node straight truss
elements (L2 TRU)
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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
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
8/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
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Linear Elasticity Ideal Plasticity Linear Elasticity Ideal Linear Elasticity
Tension Softening
curve based on
fracture energy
STEEL CONCRETE
Compressive Behavior Tensile Behavior
FIRST LOAD CONDITION : Applied Horizontal Force at the top of the column
NON LINEAR ANALYSIS
2D
Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
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
9/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
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NON LINEAR ANALYSIS – CYCLIC ANALYSIS
MODEL “A”
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
10/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
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MODEL “A”
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
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
11/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
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 steelCRACKING STATUS
Step 25
Step 50 Step 80
Step 1
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Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
12/25Faculty of Civil and Industrial EngineeringDepartment of Structural and Geotechnical Engineering
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MODEL 3DMESH
Four-node, three-side iso-
parametric solid pyramid
elements (TE12L)
Concrete, Mortar, Rubber and Steel Plates
158634 solid elements
9106 bar elements
31639 nodes Two-node straight truss
Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
13/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
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)
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MODEL “A”
Displacements
MODEL “B”
mm mm
LINEAR ANALYSIS
FIRST 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
14/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
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MODEL “A”
Stress on reinforcing steel
MODEL “B”
LINEAR ANALYSIS
FIRST LOAD CONDITION: Applied Horizontal Force at the top of the column
Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
c
15/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
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NON LINEAR ANALYSIS
FIRST 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
16/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
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FIRST LOAD CONDITION : Applied Horizontal Force at the top of the column
NON LINEAR ANALYSIS
MODEL “A”MODEL “B”
mmmm
3D
Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
17/25
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
Faculty of Civil and Industrial EngineeringDepartment of Structural and Geotechnical Engineering
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NON LINEAR ANALYSIS: Stress on Reinforcing Steel
MODEL “A” MODEL “B”
STEP 5 Fmax= 128 kN,
δmax=5.17 mm
σmax=108.21 N/mmq
FIRST 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
18/25Faculty 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 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
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NON LINEAR ANALYSIS: Stress on Reinforcing Steel
MODEL “A” MODEL “B”
STEP 5 Fmax= 128 kN,
δmax=5.17 mm
σmax=108.21 N/mmq
FIRST 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
19/25Faculty 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 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
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FIRST LOAD CONDITION: Applied Horizontal Force at the top of the column
NON LINEAR ANALYSIS: Cracking Status
MODEL “A” MODEL “B”
STEP 5 Fmax= 128 kN,
δmax=5.17 mm
STEP 5 Fmax= 128.7 kN,
δmax=6.97 mm
3D
Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
20/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
STEP 10 Fmax= 207 kN,
δmax=12.75 mm
STEP 20 Fmax= 390 kN,
δmax=88.56 mm
STEP 10 Fmax= 205 kN,
δmax=16.9 mm
STEP 15 Fmax=270 kN,
δmax=87.27 mm
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NON LINEAR ANALYSISMODEL “A” MODEL “B”
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
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
21/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
Force-Displacement graph: Model “A” Vs. Model “B” Stress–Strain graph of beam-column ductile connection Model “A” Vs
Model “B”
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NON LINEAR ANALYSIS: Stress on Reinforcing Steel
MODEL “A” MODEL “B”
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 5 Fmax= 139.4 kN,
δmax=50 mm
σmax=348.3N/mmq
3D
Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
22/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
STEP 12 Fmax= 223.13
kN, δmax= 120 mm
σmax=450.0 N/mmq
σmax=348.3N/mmq
STEP 12 Fmax= 139.95
kN, δmax=120 mm
σmin=-450.0 N/mmq
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NON LINEAR ANALYSIS: Crack Strain
MODEL “A” MODEL “B”
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 1 Fmax= 123.6 kN,
δmax=10 mm
εknn=0.00703 %
3D
Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
23/25Faculty of Civil and Industrial Engineering
Department of Structural and Geotechnical Engineering
STEP 5 Fmax= 232.5kN,
δmax=50 mm
εknn=0.0359 %
STEP 12 Fmax= 223.13
kN, δmax= 120 mm
εknn=0.224%
STEP 5 Fmax= 139.4 kN,
δmax=50 mm
εknn=0.0548 %
STEP 12 Fmax= 139.95
kN, δmax=120 mm
εknn=0.132 %
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• Structural continuity is an important problem.
•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
Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
24/25
• 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
• The introduction of the connectors inside the mass of concrete.
Faculty of Civil and Industrial EngineeringDepartment of Structural and Geotechnical Engineering
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2D
Angela Saviotti - Finite element analysis of innovative solutions of precast concrete beam-column ductile connections
25/25Faculty of Civil and Industrial EngineeringDepartment of Structural and Geotechnical Engineering
3D