Post on 30-Dec-2018
1
P d Pó G d ã E h i Ci il
Ligações Tubulares Ligações Tubulares –– EC3EC3
Programa de Pós-Graduação em Engenharia Civil
PGECIV - Mestrado Acadêmico
Faculdade de Engenharia – FEN/UERJ
Disciplina: Tópicos Especiais em Estruturas (Chapa Dobrada)
Professor: Luciano Rodrigues Ornelas de Lima
1. 1. GeneralitiesGeneralities Perfis Perfis tubularestubulares são largamente utilizados na são largamente utilizados na Europa, Sudeste Europa, Sudeste
Asiático, EUA e na AustráliaAsiático, EUA e na AustráliaPaíses como Canadá Inglaterra Alemanha e Holanda fa em Países como Canadá Inglaterra Alemanha e Holanda fa em Países como Canadá, Inglaterra, Alemanha e Holanda fazem Países como Canadá, Inglaterra, Alemanha e Holanda fazem uso intensivouso intensivo de estruturas tubulares e contam com uma de estruturas tubulares e contam com uma produção corrente, industrializada e contínuaprodução corrente, industrializada e contínua com alto grau de com alto grau de desenvolvimento desenvolvimento tecnológicotecnológico
AA situaçãosituação dodo mercadomercado brasileirobrasileiro,, nono entanto,entanto, começacomeça aa sesealteraralterar emem razãorazão dada ofertaoferta dede perfisperfis tubularestubulares estruturaisestruturais(Vallourec(Vallourec && Mannesmann)Mannesmann)
FrenteFrente aa estaesta novanova tecnologiatecnologia,, impõeimpõe--sese aa necessidadenecessidade dededivulgaçãodivulgação ee implementaçãoimplementação dodo usouso dessedesse tipotipo dede perfilperfil ememprojetosprojetos dede arquiteturaarquitetura ee engenhariaengenharia,, ee incrementarincrementar oo númeronúmero dedetrabalhostrabalhos dede pesquisapesquisa nestanesta áreaárea
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1. 1. GeneralitiesGeneralities
1. 1. GeneralitiesGeneralities LigaçãoLigação soldadasoldada dede perfisperfis tubularestubulares →→ cargacarga dede ruínaruína dada faceface dodo
perfilperfil →→ flexão,flexão, cisalhamento,cisalhamento, punçãopunção ee efeitoefeito dede membranamembrana
AsAs normasnormas dede projetoprojeto dede ligaçõesligações dede perfisperfis tubularestubulares emem açoaço sãosãonormalmentenormalmente baseadasbaseadas emem:: análiseanálise plásticaplástica (formação(formação dede linhaslinhas dede rupturaruptura –– charneirascharneiras plásticas)plásticas)→→ bb elevadoelevado (P(P →→ irreal)irreal)
critérioscritérios dede deformaçõesdeformações limiteslimites →→ ((11,,22*t)*t) ouou 00,,33*b*b00 →→ acréscimoacréscimo dedeçç (( ,, )) ,, 00
resistênciaresistência →→ efeitoefeito dede membranamembrana
MelhoresMelhores resultadosresultados →→ métodosmétodos analíticosanalíticos →→ análiseanálise plásticaplástica ++punçãopunção ++ fenômenosfenômenos dede instabilidadeinstabilidade
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1. 1. GeneralitiesGeneralities
1. 1. GeneralitiesGeneralities
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1. 1. GeneralitiesGeneralities
1. 1. GeneralitiesGeneralities
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1. 1. GeneralitiesGeneralities
1. 1. GeneralitiesGeneralities
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1. 1. GeneralitiesGeneralities
1. 1. GeneralitiesGeneralities
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2. Design 2. Design AccordingAccording to EC3to EC3 For hot finished hollow sections and cold formed hollow sections: the nominal yield strength < 460 N/mm2
the nominal yield strength > 355 N/mm2→ design resistances →reduced by a factor 0,9
The nominal wall thickness ≥ 2,5 mm
The nominal wall thickness < 25 mm
Campo de Aplicação: Th i l t f th b h ld ti f th The compression elements of the members should satisfy the
requirements for Class 1 or Class 2
The angles θi between the chords and the brace members ≥ 30º
2. Design 2. Design AccordingAccording to EC3to EC3 Campo de Aplicação: In gap type joints, in order to ensure that the clearance is adequate for
f i ti f t ld th b t th b b h ld forming satisfactory welds, the gap between the brace members should not be less than ( t1 + t2 )
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2. Design 2. Design AccordingAccording to EC3to EC3 Campo de Aplicação: In overlap type joints, the overlap should be large enough to ensure that
th i t ti f th b b i ffi i t f d t the interconnection of the brace members is sufficient for adequate shear transfer from one brace to the other. In any case the overlap should be at least 25%.
2. Design 2. Design AccordingAccording to EC3to EC3 Exemplos de Ligações Tubulares
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2. Design 2. Design AccordingAccording to EC3to EC3 Exemplos de Ligações Tubulares
2. Design 2. Design AccordingAccording to EC3to EC3 Modos de Ruína Chord face failure (plastic failure of the chord face) or chord
l tifi ti ( l ti f il f th h d ti )plastification (plastic failure of the chord cross-section);
axial loadingaxial loading bending momentbending moment
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2. Design 2. Design AccordingAccording to EC3to EC3 Modos de Ruína Chord side wall failure (or chord web failure) by yielding, crushing or
i t bilit ( i li b kli f th h d id ll h d b) instability (crippling or buckling of the chord side wall or chord web) under the compression brace member;
axial loadingaxial loading bending momentbending moment
2. Design 2. Design AccordingAccording to EC3to EC3 Modos de Ruína Chord shear failure
axial loadingaxial loading bending momentbending moment
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2. Design 2. Design AccordingAccording to EC3to EC3 Modos de Ruína Punching shear failure of a hollow section chord wall (crack initiation
l di t t f th b b f th h d b )leading to rupture of the brace members from the chord member);
axial loadingaxial loading bending momentbending moment
2. Design 2. Design AccordingAccording to EC3to EC3 Modos de Ruína Brace failure with reduced effective width (cracking in the welds or in
th b b )the brace members);
axial loadingaxial loading bending momentbending moment
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2. Design 2. Design AccordingAccording to EC3to EC3 Modos de Ruína Local buckling failure of a brace member or of a hollow section chord
b t th j i t l timember at the joint location.
axial loadingaxial loading bending momentbending moment
2. Design 2. Design AccordingAccording to EC3to EC3 Welded joints between CHS members
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2. Design 2. Design AccordingAccording to EC3to EC3 Welded joints between CHS members – Axial Loading
2. Design 2. Design AccordingAccording to EC3to EC3 Welded joints between CHS members – Axial Loading
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2. Design 2. Design AccordingAccording to EC3to EC3 Welded joints between CHS members – Axial Loading
2. Design 2. Design AccordingAccording to EC3to EC3 Welded joints between CHS members – Axial Loading
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2. Design 2. Design AccordingAccording to EC3to EC3 Welded joints between CHS members – Bending Moment
2. Design 2. Design AccordingAccording to EC3to EC3 Welded joints between CHS members – Bending Moment
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2. Design 2. Design AccordingAccording to EC3to EC3 Welded joints between CHS members – Bending Moment
2. Design 2. Design AccordingAccording to EC3to EC3 Welded joints between CHS members – Special Types
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2. Design 2. Design AccordingAccording to EC3to EC3 Welded joints between CHS members – Reduction Factors
2. Design 2. Design AccordingAccording to EC3to EC3 Welded joints between CHS members – Reduction Factors
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Welded joints between CHS members – Reduction Factors
2. Design 2. Design AccordingAccording to EC3to EC3
Welded joints → CHS or RHS members and RHS chord members2. Design 2. Design AccordingAccording to EC3to EC3
19
Welded joints → CHS or RHS members and RHS chord members2. Design 2. Design AccordingAccording to EC3to EC3
0
1
b
b
1
11 t
b
0
00 t
b
0
0
2t
b
Welded joints → CHS or RHS members and RHS chord members2. Design 2. Design AccordingAccording to EC3to EC3
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Welded joints → CHS or RHS members and RHS chord members
Axial loadingAxial loading
2. Design 2. Design AccordingAccording to EC3to EC3
Welded joints → CHS or RHS members and RHS chord members
Axial loadingAxial loading
2. Design 2. Design AccordingAccording to EC3to EC3
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Welded joints → CHS or RHS members and RHS chord members2. Design 2. Design AccordingAccording to EC3to EC3
Axia
l loa
ding
Axia
l loa
ding
Welded joints → CHS or RHS members and RHS chord members
Axial loading Axial loading →→ T, X and Y joints between RHS or CHS braces and RHS chordsT, X and Y joints between RHS or CHS braces and RHS chords
2. Design 2. Design AccordingAccording to EC3to EC3
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Welded joints → CHS or RHS members and RHS chord members
Axial loading Axial loading →→ T, X and Y joints between RHS or CHS braces and RHS chordsT, X and Y joints between RHS or CHS braces and RHS chords
2. Design 2. Design AccordingAccording to EC3to EC3
Welded joints → CHS or RHS members and RHS chord members
Axial loading Axial loading →→ T, X and Y joints between RHS or CHS braces and RHS chordsT, X and Y joints between RHS or CHS braces and RHS chords
2. Design 2. Design AccordingAccording to EC3to EC3
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Welded joints → CHS or RHS members and RHS chord members
n n 2. Design 2. Design AccordingAccording to EC3to EC3
ed K
and
N jo
ints
bet
wee
ned
K a
nd N
join
ts b
etw
een
nd R
HS
chor
dsnd
RH
S ch
ords
Axia
l loa
ding
Ax
ial l
oadi
ng →→
wel
dew
elde
RH
S or
CH
S br
aces
aR
HS
or C
HS
brac
es a
Welded joints → CHS or RHS members and RHS chord members
Axial loading Axial loading →→ T, X and Y joints between RHS or CHS braces and RHS chordsT, X and Y joints between RHS or CHS braces and RHS chords
2. Design 2. Design AccordingAccording to EC3to EC3
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Welded joints → CHS or RHS members and RHS chord members
Axial loading Axial loading →→ T, X and Y joints between RHS or CHS braces and RHS chordsT, X and Y joints between RHS or CHS braces and RHS chords
2. Design 2. Design AccordingAccording to EC3to EC3
Welded joints → RHS members and RHS chord members
Bending momentBending moment
2. Design 2. Design AccordingAccording to EC3to EC3
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Welded joints → RHS members and RHS chord members
Bending momentBending moment
2. Design 2. Design AccordingAccording to EC3to EC3
Welded joints → RHS members and RHS chord members
Bending momentBending moment
2. Design 2. Design AccordingAccording to EC3to EC3
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3. Examples3. Examples RHS members and RHS chord members
(EC3) 8508750bb
0
1 ,,
300b0
260b1 RHS260x260x8
3. Examples3. Examples RHS members and RHS chord members
Verificações da Norma"T" Joint
beta = b1 / b0 = 260 = 0.867 > 0.85 não OK300
b0 / t0 = 300 = 37.500 > 10 OK8
b1 / t1 = 260 = 32.500 < 35 OK8
h1 / t1 = 260 = 32.500 < 35 OK8
h0 / b0 = 300 = 1.000 > 0.5 OK300
h1 / b1 = 260 = 1.000 > 0.5 OK
chord: perfil
brace: perfil
b1 h1 t1 fy1260 260 8 275
h1 / b1 260 1.000 0.5 OK260
c0 / t0 = 284 = 35.500 > 30,36 OK8
c1 / t1 = 244 = 30.500 > 30,36 OK8
teta 1 = 90 º
b0 h0 t0 fy0300 300 8 275
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3. Examples3. Examples RHS members and RHS chord members
5M
200yn
Rd1 142
1
tfkN
/, 5M
11Rd1 sensen 1
,
kn (tração) = 1.00 ; n = 1.00 kn (comp) = 0.838
N1,Rd (t) = 1.00 * 275 * ( 8 )^2 *
( 1 - 0.867 ) * sen 90
2 * 0.867 + 4 * RAIZ ( 1 - 0.867 )sen 90
N1,Rd (t) = 421.60 kN
N1,Rd (c) = 0.84 * 275 * ( 8 )^2 *
( 1 - 0.867 ) * sen 90
2 * 0.867 + 4 * RAIZ ( 1 - 0.867 )sen 90
N1,Rd (c) = 353.49 kNVale ressaltar que NVale ressaltar que N1,Rd1,Rd representa a carga a ser aplicada representa a carga a ser aplicada no braço que provoca a plastificação da face da corda.no braço que provoca a plastificação da face da corda.
400
500
3. Examples3. Examples RHS members and RHS chord members
0
100
200
300
0 20 40 60 80 100
deslocamento (mm)
carg
a (k
N)
= 0,875= 0,875
400
500
400
500
0
100
200
300
400
0 20 40 60 80 100
deslocamento (mm)
carg
a (k
N)
= 0,833= 0,8330
100
200
300
400
0 20 40 60 80 100
deslocamento (mm)
carg
a (k
N)
= 0,733= 0,733
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3. Examples3. Examples RHS members and RHS chord members
350
400
150
200
250
300
350
Ca
rga
(k
N)
300 x 260 x 8 300 x 250 x 8
300 x 220 x 8 300 x 200 x 8
300 x 180 x 8 300 x 160 x 8
0
50
100
0 10 20 30 40 50 60 70 80 90 100
Deslocamento (mm)
300 x 150 x 8 300 x 140 x 8
300 x 130 x 8 300 x 120 x 8
300 x 110 x 8
3. Examples3. Examples RHS members and RHS chord members
0 000 000,000,00
8,808,80
17,717,7
26,526,5
35,435,4
44,344,3
x
y
z
44,344,3
53,253,2
62,062,0
70,970,9
79,779,7Ligação RHS 300x300x8 com RHS200x200x8
Deslocamentos UY (em mm)
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3. Examples3. Examples RHS members and RHS chord members
x
y
z
--274,8274,8
--212,6212,6
--150,5150,5
--88,488,4
--26,226,2
35 935 9
Ligação RHS 300x300x8 com RHS200x200x8
Tensões na direção X (em MPa)
35,935,9
98,098,0
160,15160,15
222,3222,3
284,4284,4
3. Examples3. Examples RHS members and RHS chord members
--236,4236,4
x
y
z
,,
--176,0176,0
--115,7115,7
--55,355,3
5,05,0
65,365,3
Ligação RHS 300x300x8 com RHS200x200x8
Tensões na direção Y (em MPa)
125,7125,7
186,0186,0
246,3246,3
306,7306,7
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3. Examples3. Examples RHS members and RHS chord members
86 386 3
x
y
z
--86,386,3
--42,242,2
1,91,9
46,046,0
90,190,1
134,2134,2
Ligação RHS 300x300x8 com RHS200x200x8
Tensões na direção Z (em MPa)
178,3178,3
222,3222,3
266,4266,4
310,5310,5
3. Examples3. Examples RHS members and RHS chord members
x
y
z
19,219,2
47,647,6
76,076,0
104,4104,4
132,9132,9
161 3161 3
Ligação RHS 300x300x8 com RHS200x200x8
Tensões de Von Mises (em MPa)
161,3161,3
189,7189,7
218,2218,2
246,6246,6
275,0275,0
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3. Examples3. Examples RHS members and RHS chord members
500
200
300
400
Car
ga
(kN
)
EC3
limite - modo de ruína (a)
0
100
0.0 0.2 0.4 0.6 0.8 1.0
3. Examples3. Examples “KT” Joint - RHS members and RHS chord members
For the “KT” joint, the Eurocode 3 j ,provisions consider these types of joints as a “K” joint, of a gap or overlap type, depending on the joint geometry. Since , and the overlap ratio, is 19 %, the current joint is again slightly out of
5370 ,
ov
XY
Z
cu e t jo t s aga s g t y out othe Eurocode rules range of validity that assume and .350 %25ov
70
364
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3. Examples3. Examples “KT” Joint - RHS members and RHS chord members
41,464,2191,8
LOAD CASE = 1
Loadcase 1
RESULTS FILE = 0
TOP STRESS
CONTOURS OF SE
0 325801
0,30253
0,279258
0,255987
0,232715
0,209444
0,186172
0,162901
0,139629
0,116358
0,093086
0,0698145
0,046543
0,0232715
0
64,2191,8
566,7314,7
X
Y
Z
0,349073
0,325801
Max 0.3736 at Node 44
Min 0.1281E-02 at Node 5107
XY
Z
deformed meshdeformed mesh
Von Mises (Von Mises (in GPa)in GPa)
3. Examples3. Examples “KT” Joint - RHS members and RHS chord members
300
100
150
200
250
nto
mai
s de
sfav
oráv
el (
MP
a
No K S275
umvo
nM
ises
stre
ss
0
50
0 0,5 1 1,5 2 2,5 3
Factor multiplicativo da carga não majorada
Ten
são
po
Max
imu
Total load factor
33
3. Examples3. Examples “KT” Joint - RHS members and RHS chord members
-0,0279914
-0,0139957
0
0,0279914
0,041987
0,0139957
0,0699784
0,0839741
0,111965
0,0979697
0,0559827
0,139957
0,153952
0 181944
0,167948
TOP STRESS
RESULTS FILE = 0
LOAD CASE = 1
Loadcase 1
CONTOURS OF SX
0,125961
LOAD CASE = 1
Loadcase 1
RESULTS FILE = 0
TOP STRESS
CONTOURS OF SZ
0,217272
0,19752
0,177768
0,158016
0,138264
0,118512
0,0987602
0,0790082
0,0592561
0,0395041
0,019752
0
-0,019752
-0,0395041
-0,0592561
-0,0790082
Stresses in direction X Stresses in direction X (chord axis)(chord axis)
Stresses in direction Z Stresses in direction Z (middle brace axis)(middle brace axis)
Min -0.3709E-01 at Node 4070
Max 0.1868 at Node 79
0,181944
X
Y
Z
Max 0.2181 at Node 79
Min -0.9796E-01 at Node 2966
X
Y
Z
3. Examples3. Examples “KT” Joint - RHS members and RHS chord members
3,5
1
1,5
2
2,5
3
otal
load
fac
tor
Displac. Res. node 2008
41,4
64,2
64,2
191,8
191,8
0
0,5
1
0 1 2 3 4 5 6
Brace axial displacement
To
566,7314,7
34
1200
3. Examples3. Examples “KT” Joint - RHS members and RHS chord members
41,4
64,2
64,2
191,8
191,8
400
600
800
1000
otal
load
(kN
)
Displac. Res. node 2008E rocode 3
,
566,7314,7brace failure mechanism
0
200
0 1 2 3 4 5 6 7 8
Brace axial displacement
To Eurocode 3
Eurocode 3 overlap=25%
3. Examples3. Examples “KT” Joint - RHS members and RHS chord members
The EC 3 failure load → brace failure mechanism, ,represented by the full horizontal line This force is the resultant axial force in the most loaded
brace member (770kN). The application of EC3 is out of its validity rangethe overlap ratio is 19% < the minimum of 25%the overlap ratio, is 19% < the minimum of 25%
The same exercise - minimum EC3 value of →maximum load of 910kN, represented by the horizontal dotted line maximum load obtained is 841kN
ov
%25ov
35
4. Important References4. Important References
Cao, J.J., Packer, J.A., Young, G.J., 1998. Yield Cao, J.J., Packer, J.A., Young, G.J., 1998. Yield li l i f RHS ti ith i l l d li l i f RHS ti ith i l l d J J line analysis of RHS connections with axial loads, line analysis of RHS connections with axial loads, J. J. Constructional Steel Research, Constructional Steel Research, vol. 48, nº 1, pp 1vol. 48, nº 1, pp 1--25.25.
Eurocode 3, prEN 1993Eurocode 3, prEN 1993--1.8, 2003. 1.8, 2003. Design of steel Design of steel structures structures –– Part 1.8: Design of jointsPart 1.8: Design of joints (“final draft”), (“final draft”), structures structures Part 1.8: Design of jointsPart 1.8: Design of joints ( final draft ), ( final draft ), CEN, European Committee for Standardisation, CEN, European Committee for Standardisation, Brussels.Brussels.
4. Important References4. Important References
Kosteski, N., Packer, J.A., Puthli, R.S., 2003. A Kosteski, N., Packer, J.A., Puthli, R.S., 2003. A fi it l t th d b d i ld l d fi it l t th d b d i ld l d finite element method based yield load finite element method based yield load determination procedure for hollow structural determination procedure for hollow structural section connections, section connections, J. Constructional Steel J. Constructional Steel Research, vol. 59, nº 4Research, vol. 59, nº 4, pp. 427, pp. 427--559.559.
Vallourec & Mannesmann do Brasil, 2004. Catálogo Vallourec & Mannesmann do Brasil, 2004. Catálogo Vallourec & Mannesmann do Brasil, 2004. Catálogo Vallourec & Mannesmann do Brasil, 2004. Catálogo de Produtos: Tubos Estruturais de Seções de Produtos: Tubos Estruturais de Seções Circulares, Quadradas e Retangulares, 8 pp.Circulares, Quadradas e Retangulares, 8 pp.
36
4. Important References4. Important References
Neves,Neves, LL..FF.. CC..,, Lima,Lima, LL.. RR.. OO.. de,de, Jordão,Jordão, SS.. andandSilSil JJ GG SS dd 20052005 St t lSt t l A l iA l i ff “T”“T”Silva,Silva, JJ.. GG.. SS.. da,da, 20052005.. StructuralStructural AnalysisAnalysis ofof “T”“T”andand “KT”“KT” JointsJoints ofof aa SteelSteel TrussTruss StructureStructure UsingUsing thetheFiniteFinite ElementElement MethodMethod.. ProceedingsProceedings ofof thethe TenthTenthInternationalInternational ConferenceConference onon Civil,Civil, StructuralStructural andandEnvironmentalEnvironmental EngineeringEngineering Computing,Computing, CivilCivil--CompCompPress,Press, Stirling,Stirling, Scotland,Scotland, pppp.. 11--1515..