MSc thesis presentation - Aerospace Structures - July 2015
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Transcript of MSc thesis presentation - Aerospace Structures - July 2015
Static and free-vibration analysis of damagedmetallic and composite aerospace structures
through advanced beam models
Alessandro Rosati
POLITECNICO DI TORINOI Facoltà di Ingegneria
Tesi di laurea magistrale in Ingegneria Aerospaziale
Prof. Erasmo CarreraDott. Marco PetroloDott. Alfonso Pagani
Relatori:
22 luglio 2015
1D Beam models
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Introduction
Low computational cost
Reliable results for slender, compact and homogeneous structures in bending
⊗ Strong assumptions/simplifications needed
⊗ Difficulties in handling with complex problems(composites, short and thin-walled structures)
Real wing 1D beam model
Carrera Unified Formulation (CUF)
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Carrera Unified Formulation
i, j: shape function indexes (depending on the FE discretization)τ, s: expansion function indexes (depending on the model order)
Fundamental Nucleus:
Modelli CUF 1D Taylor e Lagrange
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Carrera Unified Formulation
TE models:
LE models:
Timoshenko classical model, obtained as a particular case of N = 1
L9 isoparametric polynomial:
Component–Wise (CW)
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Carrera Unified Formulation
Each component of the structure is modelled via beams only!
Present work outlines
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Present work outlines
• development of a tool able to simulate, via TE and LE CUF models, the behavior of aeronautical multi-component structures subjected to increasing loads
Purpose: to understand the evolution of the stresses concerning to the main parts of the studied structures and to calculate the values of final loads
• evaluate the variation of natural frequencies of some structures, treated in previous works, as a result of the introduction of damages
Purpose: to understand the free-vibration behavior of structures in response to the introduction of damages and test CUFcapabilities to deal with non-destructive testing of structures
Damage Modelling
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Damage Modelling
• modelled as percentage reductions or modifications of the elastic/shear modules of constitutive materials
• a proper factor has been introduced: it is defined as d* = 1 − d, in which d is the entity of damage (the damage percentage is given by 100 × d)
Ed*, m = d* × Em
Gd*, mn = d* × Gmn
Deteriorations in the mechanical characteristics of the structural components
(m, n are the involved directions in the adopted reference frame, m ≠ n)
Progressive Failure Analysis
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Failure Analysis
Objectives: to evaluate the ultimate load of multi-component structures
the structure is subjected only to bending by means of a increasing transverse point load Fz
the evolution of stresses on eachcomponent of the structure has to bestudied
failure criteria have to be defined
The ultimate load is intended as the maximum external load at which the structurecollapse and it is no more able to perform its duties
Failure Criteria
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Failure Analysis
The total failure of the multi-component structure is modelled as the loss of all constrained stringers.
Single failures on stringers:
• a ultimate stress value has to be chosen, as function of the material employed
• when a general stringer reaches its ultimate stress level, it is considered lost and a null elastic modulus has to be assigned to it (d* = 0)
Traction:Yield stress σ02
Compression:Euler buckling stress
Procedure and Assumptions
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Failure Analysis
• there is a linear correspondence between external load Fz and internal tensions σ
• there is a linear correspondence between stresses σ and strains ε (elastic behaviour)
• isotropic materials are adopted
Assessment Phase:Comparison between results obtained by means of
EBBT CUF model and iterative analysis based on ideal-monocoque method
Isotropic material definition
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Failure Analysis
An isotropic aluminium alloy material has been adopted for every componentof the studied structures:
E is the elastic modulus of the material, ν the Poisson ratio, ρ the density,Yield stress
E = 75 GPaν = 0.33
ρ = 2700 kg/m3
σ02 = 0.3 GPa
A rib has been located at the free-tip of every structure, where the external load is applied, and modelled with a elastic modulus ten times higher than the one adopted for other components
Ultimate load evaluation: 4-stringers wing-box
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Failure Analysis: 4-stringers wing-box
b = 1 mh = 0.5 mt = 2 × 10−3 mL = 3 m As = 1.6 × 10−3 m2
• 10 B4 element mesh along the y−axis
• Clamped in y = 0
• Fz applied at [b/2, L, h/2]
• Resistant panels
Ultimate load evaluation: 6-stringers wing-box
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Failure Analysis: 6-stringers wing-box
• 10 B4 element mesh along the y−axis
• Clamped in y = 0
• Fz applied at [b/2, L, h/2]
• Resistant panels
b = 1 mh = 0.5 mt = 2 × 10−3 mL = 3 m As = 1.6 × 10−3 m2
Initial damages: 6-stringers wing-box
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Failure Analysis: 6-stringers wing-box
Ultimate Load × 10-5 N
Shear-instabilities: 6-stringers wing-box
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Failure Analysis: 6-stringers wing-box
• onset of instability phenomena on panels
• the instability condition modelled as a damage
Critical shear tension:
Multi wing-boxes
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Failure Analysis: multi wing-boxes
• 30 B4 element mesh along the y−axis
• Clamped in y = 0
• Fz applied at [b/2, L, h/2]
• Resistant panels
b = 1 mh = 0.5 mt = 2 × 10−3 mL = 9 m ℓ = 3 mAs = 1.6 × 10−3 m2
Free-vibration analysis
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Free-vibration analysis
• Isotropic, orthotropic and compositematerials have been investigated
• The Modal Assurance Criterion (MAC) has been adopted in order to yield a degree of consistency between mode shapes of undamaged and damagedstructure
Objectives: to understand the dynamic behaviour of structures
in response to the introduction of damages
Sandwich beam
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Free-vibration analysis
• clamped-clamped
• face sheets (f) bonded to a core (c)
• 10 B4 element mesh along the y−axis
• isotropic material
L = 1 mhc = 0.16 mhf = 0.02 m
Ef = 68.9 GPaEc = 179.1 MPa
ρ f = 2687.3 kg/m3
ρ c = 119.69 kg/m3
ν f = ν c = 0.3
Sandwich beam
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Free-vibration analysis
Component-Wise model is able to detect mode shapes involving the external layers only, because of the remarkable difference in the elastic modulus values
between the materials of faces and core respectively
Mode 5 - 796.021 Hz Mode 6 - 1070.623 Hz Mode 7 - 1081.442 Hz
Damages : bottom face-sheet
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Free-vibration analysis
d* = 0.5
MAC evaluation
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Free-vibration analysis
Undamaged - d* = 0.1Undamaged - d* = 0.5Undamaged - d* = 0.9
CW solutions, comparisons in mode shapesof undamaged and damaged structure
MAC evaluation
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Free-vibration analysis
CW solutions, comparisons in mode shapes considring diferrent damage locations:the entire layer and a 20% of the total length zone at the free-tip and middle-span
Undamaged - d* = 0.1 Undamaged - d* = 0.1 Undamaged - d* = 0.1
Composite-type Longeron
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Free-vibration analysis
• clamped-free
• 16 B4 along the y−axis
• total length: 1 m
UD and -45/45 layers:ORTHOTROPICEL = 40 GPaET = 4 GPaGLT = GTT = 1 GPaν LT = ν TT = 0.25
Foam:ISOTROPICE = 50 MPaν = 0.25
Damages: bottom UD layer
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Free-vibration analysis
d* = 0.5
MAC evaluation, UD layer
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Free-vibration analysis
Undamaged - d* = 0.1Undamaged - d* = 0.5Undamaged - d* = 0.9
CW solutions, comparisons in mode shapesof undamaged and damaged structure
MAC evaluation, UD layer
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Free-vibration analysis
CW solutions, comparisons in mode shapes considring diferrent damage locations, on the bottom UD layer for 20% of the total length
Undamaged - d* = 0.5 Undamaged - d* = 0.5 Undamaged - d* = 0.5
Free-tip Middle-span Clamped-end
Damages: internal -45/45 thin layer
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Free-vibration analysis
d* = 0.5
MAC evaluation, thin layer
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Free-vibration analysis
Undamaged - d* = 0.1Undamaged - d* = 0.5Undamaged - d* = 0.9
CW solutions, comparisons in mode shapesof undamaged and damaged structure
Conclusions
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Conclusions
• reliable ultimate loads in bending have been evaluated and significant structural behaviours have been pointed out at a low computational cost
• mode shapes and frequencies of undamaged and damaged structures calculated through solid FEM analyses have been almost duplicated by LE and high-order TE models
• MAC number evaluation has been in many cases a useful tool in order to point out discrepancies in the mode shapes of undamaged and damaged structures
Conclusions
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Conclusions
Overcome the limitations imposed by the fundamental assumptions of classical beam theories
Some limitations in the approximation of some geometries can be found
TE models:
Is able to furnish reliable solutions and is not affected by limitations due to geometry/complexity of the structure to be analyzed.
Is able to correctly predict local shapes typical of sandwich or laminated structures
CW approach:
THANKS FOR YOUR ATTENTION!
Alessandro Rosati 22 luglio 2015
Any suggestions or questions are welcome