Computational limit state analysis of reinforced concrete ...€¦ · Computational limit state...
Transcript of Computational limit state analysis of reinforced concrete ...€¦ · Computational limit state...
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Computational limit state analysisof reinforced concrete structures
Nunziante [email protected]
Università di Napoli Parthenope
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Outline
1 IntroductionMotivation
2 BackgroundRC structures computation
3 ApplicationsZeroOneTwoThree
4 Closure
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Motivation I
Nonlinear static analysis is becoming increasingly popular in practicalapplications for assessing the performance of Reinforced Concrete (RC)structures under seismic load action.
In Civil Engineering literature it is also known as Pushover Analysis,alternative to nonlinear transient dynamic analysis for large-scaleengineering structures.
For a moderately wide class of structural systems the method can predictthe seismic force and deformation demands at an affordablecomputational cost.
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Motivation II
Less accurate compared to a fully nonlinear dynamic analysis.
Pushover analysis can provide valuable information on the structuralresponse provided that the inelastic behavior of all the structuralelements is consistently described.
In this context the correct description of material behaviour is ofparamount importance in order to capture the structural mechanisms.
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Motivation IV
How much refined should consti-tutive laws be to effectively carryout limit state analyses compu-tations for real large-scale struc-tures?
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Answer 1
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Figure: The multifiber concept
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Answer 2
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F0.13F
203 397 397 203
82
224
61 61
Figure: Four-point shear test. Model problem
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Figure: 4-point test. FE mesh and damage distribution (Jirasek, 2001)
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(a) (b)
(c) (d)
Figure: Discrete approaches to crack propagation: (a) remeshing; (b) no remeshing;(c) global enrichment; (d) local enrichment.
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EUROPEAN STANDARD
NORME EUROPÉENNE
EUROPÄISCHE NORM
EN 1992-1-1
December 2004
ICS 91.010.30; 91.080.40 Supersedes ENV 1992-1-1:1991, ENV 1992-1-3:1994,ENV 1992-1-4:1994, ENV 1992-1-5:1994, ENV 1992-1-
6:1994, ENV 1992-3:1998
English version
Eurocode 2: Design of concrete structures - Part 1-1: Generalrules and rules for buildings
Eurocode 2: Calcul des structures en béton - Partie 1-1 :Règles générales et règles pour les bâtiments
Eurocode 2: Bemessung und konstruktion von Stahlbeton-und Spannbetontragwerken - Teil 1-1: AllgemeineBemessungsregeln und Regeln für den Hochbau
This European Standard was approved by CEN on 16 April 2004.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this EuropeanStandard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such nationalstandards may be obtained on application to the Central Secretariat or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translationunder the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the officialversions.
CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France,Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Slovakia,Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATIONC O M I T É E U R O P É E N D E N O R M A LI S A T I O NEUR OP ÄIS C HES KOM ITEE FÜR NOR M UNG
Management Centre: rue de Stassart, 36 B-1050 Brussels
© 2004 CEN All rights of exploitation in any form and by any means reservedworldwide for CEN national Members.
Ref. No. EN 1992-1-1:2004: E
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fcd
c2
c
! cu2 c0
fck
For section analysis
“Parabola-rectangle”
c3
cu30
fcd
!c
c
fck
“Bi-linear”
fcm
0,4 fcm
c1
c
cu1 c
tan = Ecm
For structural analysis
“Schematic”
c1 (!"!!) #$0,7 fcm
0,31
cu1 (!"!!
) =
2,8 + 27[(98-fcm)/100]4 fcm)/100]4
for fck 50 MPa otherwise 3.5
c2 (!"!!) = 2,0 + 0,085(fck-50)0,53
for fck 50 MPa otherwise 2,0
cu2 (!"!!) = 2,6 + 35 [(90-fck)/100]4
for fck 50 MPa otherwise 3,5
n = 1,4 + 23,4 [(90- fck)/100]4
for fck 50 MPa otherwise 2,0
f
n
cc cd c c2
c2
1 1 for 0
% &' () *# + + , -. /) *0 12 3
f forc cd c2 c cu2 # , ,
c3 (!"!!) = 1,75 + 0,55 [(fck-50)/40]
for fck 50 MPa otherwise 1,75
cu3 (!"!!
) =2,6+35[(90-fck)/100]4
for fck 50 MPa otherwise 3,5
Figure: Concrete stress-strain relations (3.1.5 and 3.1.7)
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ud
!
fyd/"Es
fyk
kfyk
fyd = fyk/ s
kfyk/ s
Idealised
Design
uk
ud= 0.9 uk
k = (ft/fy)k
Figure: Idealized and design stress strain relations for reinforcing steel
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Ch. 5.7 Nonlinear analysis:Nonlinear analysis may be usedfor both ULS and SLS, providedthat equilibrium and compatibil-ity are satisfied and an adequatenon-linear behaviour for materi-als is assumed. The analysismay be first or second order.
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Goal: develop a true engineering approach suitable for real-scalecomputations of RC structures.
A smart quadrature technique is being used to avoid inaccurate andtime-consuming computations.
Essential is a robustness requirement: a viable approach can beconfidently used to analyze full-scale structures based on a minimal setof material parameters.
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Outline
1 IntroductionMotivation
2 BackgroundRC structures computation
3 ApplicationsZeroOneTwoThree
4 Closure
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beam modelshell model
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Mx
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Mx
beam modelshell model
beam modelshell model
Figure: RC walls subject to concentrated forces and stress couples.
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concrete layers
steel layer
t
b
t
Figure: Layered slab with through-the-thickness strain and stress distribution.
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Constitutive laws
Steel
σs(ε) =
Hc(ε− εyc) + σyc if ε < εyc
E ε if εyc ≤ ε ≤ εytHt(ε− εyt) + σyt if εyt < ε
σ
E
Ht
σyt
σyc
Hc
εεyt
εyc
Concrete
σc(ε) =
0 if 0 < ε
σco
εco
(2 ε− ε2
εco
)if εco ≤ ε ≤ 0
σco if ε < εco
σco
εcoε
σ
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Frame sections: Fiber-free approach
Rebars
Ns =
nb∑j=1
σs [ε(sj)]Aj ; M⊥s = (−Msy ,Msx)t =
nb∑j=1
σs [ε(sj)]sjAj
Concrete
Nc =
∫Ω
σc [ε(r)]dΩ; M⊥c = (−Mcy ,Mcx)t =
∫Ω
σc [ε(r)]rdΩr1
y
x
r2
r6
r3
r4
r5
s1,A1
s2,A2
s3,A3
s4,A4s5,A5
s6,A6
s7,A7
Nc =
n∑i=1
li (g · ni ) Φ0i [σ(1)
c (ε)] if |g| > tolg
4∑k=0
σ(−k)
k!Ik · g⊗k if |g| < tolg
Φ0i [σ(1)
c (ε)] =
σ
(2)c (εi+1)− σ(2)
c (εi )
εi+1 − εiif |εi+1 − εi | > tolε
σ(1)c (εi ) +
σ(−1)c (εi )
24(εi+1 − εi )2 if |εi+1 − εi | < tolε
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RC shells computations II
Gauss points
Gauss pointxt
xb
xs
lb
ls
lt
RC section
Figure: A typical finite element and its partition into quadrature subcells.
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ǫ = εz(x0) = εb(x
0) for b ∈ 1, 2 (1)
χx =∂εz
∂y
∣∣∣∣x0
=
−∂εb
∂xs
∣∣∣∣x0
= for b = 1, s = 2
+∂εb
∂xs
∣∣∣∣x0
= for b = 2, s = 1
(2)
− χy =∂εz
∂x
∣∣∣∣x0
=∂εb
∂x3
∣∣∣∣x0
= κb(x0) for b ∈ 1, 2 (3)
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RC shells computations II
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Nb =1ls
∫
ls
Nb dxs =Nly
(4)
Mbs =1ls
∫
lsNbxs dxs =
−1ly
∫
Ω
σzy dΩ = −Mx
lyfor b = 1, s = 2
1ly
∫
Ω
σzy dΩ =Mx
lyfor b = 2, s = 1
(5)
Mb =1ls
∫
lsMb dxs = −
My
ly(6)
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RC shells computations III
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Outline
1 IntroductionMotivation
2 BackgroundRC structures computation
3 ApplicationsZeroOneTwoThree
4 Closure
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Planar wall-frame structure I
5.50 3.00 5.50
3.00
3.00
0.30
0.50
Beams !"#!$%
x
y
Columns !"#!$%
0.50
0.30
Wall !"#$%&
0.30
3.00
p
A
B
p p
p
Figure: Wall-frame reinforced concrete structure.
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Planar wall-frame structure II
Limit states
ULS (bars)
ELS (bars)
ELS (conc)
ULS (conc)
(a)
(b)
Figure: Deformed shape and limit states. Beam VS shell
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Planar wall-frame structure III
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5
−0.1
−0.05
0
0.05
0.1
0.15
x [m]
χ [m
−1 ]
Beam A
Shell modelBeam model
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5
−0.1
−0.05
0
0.05
0.1
0.15
x [m]
χ [m
−1 ]
Beam B
Shell modelBeam model
Figure: Curvatures distribution along beams A and B. Beam VS shell
.
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Outline
1 IntroductionMotivation
2 BackgroundRC structures computation
3 ApplicationsZeroOneTwoThree
4 Closure
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Cervenka-Gerstle panel I
Figure: Cervenka-Gerstle benchmark (1971).
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Cervenka-Gerstle panel II
Figure: Cervenka-Gerstle panel. Crack and damage patterns
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Cervenka-Gerstle panel III
0 0.002 0.004 0.006 0.008 0.010
0.02
0.04
0.06
0.08
0.1
0.12RC−Shell [Cervenka and Gerstle, 1971]
Load
[MN
]
Displacement [m]
Experiment by Cervenka and GerstleFE−Analysis (Parabola−rectangle)FE−Analysis (Bilinear with softening)
Figure: Global load-deflection responses
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Outline
1 IntroductionMotivation
2 BackgroundRC structures computation
3 ApplicationsZeroOneTwoThree
4 Closure
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TW2 wall I
1.2192
3x0.0508
0.019050.019050.0635
0.019050.019050.0635
3x0.1016
0.1016
1.2192
φ6.4 / 0.1905
φ6.4 / 0.1397
0.0508 φ6.4
φ4.75 / 0.1016
φ4.75 / 0.0381
φ4.75 / 0.03175
8φ9.5
3x0.0508 0.01905
0.0635
φ9.5 0.01905φ4.75 / 0.0762
DETAIL A
DETAIL B
DETAIL C
DETAIL A
DETAIL B
DETAIL C
Typ.
Figure: Thomsen-Wallace shear walls (1994). NEES database.
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TW2 wall II
0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.10
20
40
60
80
100
120
140
160
180
200
Late
ral l
oad
[kN
]
Top displacement [m]
Experimental curveComputed curve
Figure: Load-deflection curve for TW2 wall.
N. Valoroso (Università Napoli Parthenope) RC structures
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TW2 wall III
Limit states
ULS (bars)
ELS (bars)
ELS (conc)
ULS (conc)
Figure: Moment-curvature and limit states for TW2 wall
N. Valoroso (Università Napoli Parthenope) RC structures
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Outline
1 IntroductionMotivation
2 BackgroundRC structures computation
3 ApplicationsZeroOneTwoThree
4 Closure
N. Valoroso (Università Napoli Parthenope) RC structures
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RC building I
540 200 340 340 340 200 54039
045
040
0
1250
750
F
320
320
320
60
30
220
30 !"#!$ !$#%& !"#!$
30
3065
Top view
Front view
Shear walls
60
Columns
Beams
520
x
y
540 200 340 340 340 200 540x
z
!"#!$%
&#!$%
A
B
C
F
F
F
F
Figure: Shear walled building: structural plans.
N. Valoroso (Università Napoli Parthenope) RC structures
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RC building II
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.750
2000
4000
6000
8000
10000
12000
14000
16000
Bas
e sh
ear
[kN
]
Top displacement [m]
T=2.00
T=2.09
T=2.30
T=2.20
Figure: Shear walled building. Base shear VS top displacement.
N. Valoroso (Università Napoli Parthenope) RC structures
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RC building IIIShell model Beam model
Limit states
ULS (bars)
ELS (bars)
ELS (conc)
ULS (conc)
(a) Alignment at y = 0.00 m
(b) Alignment at y = 13.60 m
Figure: Shear walled building. Limit states at 0.20 m top displacement.
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RC building IVShell model Beam model
Limit states
ULS (bars)
ELS (bars)
ELS (conc)
ULS (conc)
(a) Alignment at y = 0.00 m
(b) Alignment at y = 13.60 m
Figure: Shear walled building. Limit states at 0.75 m top displacement.
N. Valoroso (Università Napoli Parthenope) RC structures
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RC building V
14.5 15 15.5 16 16.5 17 17.5−1
−0.5
0
0.5
1x 10
−3
x [m]
ε z
Section A
Shell modelBeam model
14.5 15 15.5 16 16.5 17 17.5−1
−0.5
0
0.5
1x 10
−3
x [m]
ε z
Section B
Shell modelBeam model
14.5 15 15.5 16 16.5 17 17.5−0.1
0
0.1
0.2
0.3
x [m]
ε z
Section C
Shell modelBeam model
Figure: Distribution of vertical strain along sections A,B,C. Beam VS shell.
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Closure I
A reinforced shell element is presented for the nonlinear static analysis ofconcrete structures containing shear walls.
Stress state is integrated in closed-form (fiber-free).
The model has been validated against experimental results.
Effects of localized actions on shear walls due to interaction with nearbyframed structures are well captured.
Numerical results show the ability of the approach to analyze full-scalestructures at a reduced computational cost.
Many extensions possible...
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0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.750
2000
4000
6000
8000
10000
12000
14000
16000Shear walled building
Bas
e sh
ear
[kN
]
Top displacement [m]
Gauss points
Gauss pointxt
xb
xs
lb
ls
lt
RC section
Thanks for attention
Reference: N. Valoroso et al., Limit state analysis of reinforced shear walls, Engineering Structures, 2014
N. Valoroso (Università Napoli Parthenope) RC structures