Note Curs Tehnici Experimentale
Transcript of Note Curs Tehnici Experimentale
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Universitatea Politehnica TimisoaraDepartamentul de Constructii Metalice si
Mecanica Structurilor
TEHNICI TEHNICI
EXPERIMENTALEEXPERIMENTALE
ParteaPartea I I -- CaptoriCaptori
Conf. dr. Conf. dr. inging. Raul ZAHARIA. Raul ZAHARIA
Note CursNote Curs
Cap. 7 Cap. 7 –– ProgramePrograme experimentaleexperimentale
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PROGRAME EXPERIMENTALE
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FERME METALICE DIN PROFILE CU PERETI SUBTIRI IMBINATE CU SURUBURI
Cost manopera = 60-80% Cost structura
Cost îmbinări = 50% Cost manopera
⇒⇒⇒⇒ Cost îmbinări = 30-40% Cost structura
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0
500
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4500
0 1 2 3 4 5 6
Deplasare [mm]
Inca
rcar
e [d
aN]
RIGIDITATEA AXIALA A IMBINARILOR CU SURUBURI ALE PROFILELOR CU PEREŢI SUBŢIRI
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MODURI DE CEDARE DUCTILE
Plastificarea tablei
Înclinarea / smulgerea şurubului
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FERME
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OBIECTIVE
•demonstrarea caracterului semirigid al nodurilor de ferma
•stabilirea de formule de calcul pentru determinarea rigiditatii axiale si la rotire a îmbinărilor cu şuruburi
•validarea formulărilor teoretice prin testarea la scara 1:1 a unui tronson de ferma
•determinarea influentei comportării reale a îmbinărilor in analiza fermelor
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Conţinutul programului experimental
• Încercări pe noduri T
• Încercări pe îmbinări cu un şurub, solicitate la forfecare
• Încercare pe un tronson de ferma la scara 1:1
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INCERCARI EXPERIMENTALE PENTRU DETERMINAREA RIGIDITATII LA ROTIRE A
NODURILOR DE FERMA
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2 inclinometre
1 captor deplasare
1 captor forţa
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CONCLUZII
• Comportarea nodurilor de ferma este de tip semirigid
•Se evidentiaza lunecări importante in curba moment - rotire
• Principala componenta a deformabilitatii nodului este deformarea locala a găurilor şuruburilor
•Parametrii pentru stabilirea formulei rigiditatii la rotire:
- grosimea profilelor
- diametrul şuruburilor si toleranta găurilor
- numărul si dispunerea şuruburilor
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INCERCARI EXPERIMENTALE PENTRU DETERMINAREA RIGIDITATII AXIALE ALE
IMBINARILOR CU UN SURUB
3 grosimi tabla, 5 diametre şuruburi
toleranta găurii = 1mm
tija filetata
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−+=
1t5
t5
d6.8K
21
[kNm] γγγγR* = 1.25
Formula rigiditatii axiale ale imbinarilor cu un şurub, solicitate la forfecare
Domenii de valabilitate:
•grosimi tabla 2 - 4mm
• şuruburi M8 - M16
• toleranta găurii = 1mm
• tija filetata
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MODEL DE CALCUL PENTRU DETERMINAREA RIGIDITATII LA ROTIRE A NODURILOR DE FERMA
M = F a
F = K d
Mtot = 2 K d a
tg θθθθ = θθθθ = d / 0.5 a
Knod = Mtot / θθθθ = K a2
−+=
1t5
t5
d6.8aK
21
2
nod
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Coeficient de corelaţie ρρρρ = 0.982
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STUDIU EXPERIMENTAL AL INFLUENTEI SEMIRIGIDITATII IMBINARILOR ASUPRA
COMPORTARII STRUCTURII
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4 captori deplasare inductivi
4 captori deplasare potentiometrici
2 inclinometre
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i 2i3
i 1i4
4P
P1
P3
P2
R 1 R 2
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0
1000
2000
3000
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6000
7000
8000
0 0.5 1 1.5 2 2.5 3
Deplasare [mm]
Fort
a pi
ston
[daN
]
Captor I3
Captor I4
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0
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5000
6000
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8000
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0 0.01 0.02 0.03 0.04 0.05 0.06
Rotire [rad]
Fort
a pi
ston
[daN
]
Inclinometru R1
Inclinometru R2
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MODEL NUMERIC CU SEMIRIGIDITATE AXIALA SI DE ROTIRE
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0
1000
2000
3000
4000
5000
6000
7000
8000
9000
0 5 10 15 20 25 30
Deplasare piston [mm]
Fort
a pi
ston
[da
N]
Experiment
Knod cu Kaxial
Knod,sec cu Kaxial
Knod fara Kaxial
Knod,sec fara Kaxial
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CONCLUZII
• Forma triangulata a structurilor de tip ferma, împreuna cu forţa axiala prezenta in diagonale anuleaza lunecările iniţiale la rotire
• Lunecările iniţiale pe direcţia axiala a diagonalelor prezintă importanta semnificativa doar la nivelul deplasărilor
• Rigiditatile la rotire ale îmbinărilor au efect important doar la nivelul forţei de cedare, nu si asupra rigiditatii de ansamblu a structurii
• Rigiditatile axiale ale îmbinărilor prezintă o importanta semnificativa pentru verificarea la starea limita a exploatării normale, influentand intr-o măsura mai mica starea de eforturi
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LUNGIMEA DE FLAMBAJ A DIAGONALELOR FERMEI
µµµµ = 0.5 + 0.14 (ηηηη1 + ηηηη2) + 0.055 (ηηηη1 + ηηηη2)2
ηηηη =
Kdiag =
noddiag
diag
kK
K
+
l
EImin
4
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ÎÎncercarea pe model Scara 1:20ncercarea pe model Scara 1:20a acoperia acoperişşului Sălii Polivalente din Craiovaului Sălii Polivalente din Craiova
Scopul încercării a fost de a simula in laborator, pe un model la scara redusa, comportarea structurii reale sub acţiunea sarcinilor verticale uniform distribuite şi din aglomerare cu zăpadă.
S-a urmărit si compararea rezultatelor obţinute (săgeţi şi eforturi) din încercarea experimentală cu rezultatele obţinute dintr-o analiza cu metoda elementelor finite, modelul realizat pe calculator fiind identic cu modelulfizic la scara redusa.
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model Scara 1:20
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Lsup=4275.6mm
Binf=2550mm
Bs up=2573.5mm
Linf=4164.5mm
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Incărcarea a fost aplicată pe structură în mai multe trepte, cu ajutorul unor dale de beton, ce realizează straturile (treptele de încărcare) de grosimi diferite.
Pe structură s-au aplicat 4 tipuri distincte de încărcare, cu o dispunere uniform distribuită a încărcării sau din aglomerare.
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Achizitia/ prelucrarea datelor s-a realizat cu ajutorul unei staţii de achiziţie HP, care a citit şi înregistrat pentru fiecare treaptă de încărcare / tip de încărcare alungirile specifice prin intermediul a 40 timbre tensometrice şi deplasările în puncte reprezentative ale structurii prin intermediul a 13 captori de deplasare potenţiometrici.
Structura s-a încărcat static, iar determinările s-au efectuat în domeniul elastic.
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Captorii de deplasare potenţiometrici utilizaţi au fost de tip NOVOTECHNIC TRS 100, cu domeniul nominal de măsurare de 100mm.
Barele pe care au fost amplasate timbrele tensometrice au fost curăţate până la luciul metalic, iar apoi suprafeţele au fost pregătite cu substanţe specifice de curăţare, fixare şi protecţie.
Timbrele au fost legate la staţia de achiziţie / prelucrare date printr-un montaj în sfert de punte, cu trei fire de legătura, pentru eliminarea efectului temperaturii asupra rezistenţei cablurilor de legătură.
Nu a fost necesară efectuarea corecţiei de temperatură cu timbre de compensare, în montaj în jumătate de punte, având în vedere că timbrele utilizate au fost de tip autocompensat la efectul temperaturii. Pe perioada încercărilor, temperatura medie în laborator a fost de cca. 19C.
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CONCLUZII
• Încercările pe modelul fizic scara 1:20 a structurii reale confirma capacitatea portanta a acestuia pentru încărcările de calcul adoptate.
• Valorile deplasărilor verticale obţinute experimental sunt comparabile cu cele obţinute pe cale numerică. In toate cazurile deplasările obţinute pe cale experimentală sunt mai mici decât cele obţinute pe cale numerică.
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• Eforturile în tălpile transversale inferioare şi superioare sunt apropiate ca valoare şi, în majoritatea cazurilor rezultatele obţinute experimental sunt mai mici decât cele obţinute numeric.
• Eforturile în diagonalele de reazem şi cele din câmp sunt diferite în unele ipoteze de încărcare, ceea ce arata că, local, modelul fizic a suferit anumite probleme, care pot fi puse în seama prinderii diagonalelor pe sfere.
• Prinderea diagonalelor de sfere s-a făcut cu o sudură neuniformă şi datorită temperaturii de sudare materialul s-a încălzit local, ducând la modificarea proprietăţilor acestuia.
• De asemenea, s-au observat şi excentricităţi, in cadrulmachetei, la poziţionarea diagonalelor pe sfere.
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ÎÎncercarea pe ncercarea pe nodnod Scara 1:Scara 1:11
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PRESA 2
PRESA 1
PRESA 3
PRESA 4
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COPERNICUS “RECOS”
Program exprimental pe 12 imbinari rigla-stalp, pentrudeterminarea influentei tipologiei imbinarilor si a modului de incarcare asupra raspunsului dinamic
Components
(bolts, endplate)Connection
Panel
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F
F F
F
a. CONNECTION
ELEMENTS b. LOAD-INTRODUCTIONc. SHEAR
CONNECTION SHEARED PANNEL
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Sj,ini
M
Mmax
Mcap
el u
θ
M p,grindă
M
B A
D E
C
Îmbinări total rezistente
Îmbinări parţial rezistente
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Interior Joint
Exterior Joint
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Load
L L
Beam Beam
Column
HHL
Load
Column
Column
H2
L
H1
L
Load
Column
Beam
Interior incarcat simetric –exclusiv forte gravitationale
Nod exterior
Interior incarcat antisimetric– incarcare seism
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Stalp HEB 300
11001100
Imbinare
Simetrica
Grinda IPE 360
Solicitare
1100
suport suplimentar
1100
Imbinare
Grinda IPE 360
Anti-simetricaSolicitare
Stalp HEB 300
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Seria EP (end-plate) – 4 noduri2 îmbinări cu placă de capăt şi şuruburi 10.9 de înaltă rezistenţă (specimenele XS–EP1 şi XS-EP2) încarcate simetric.2 îmbinări cu placă de capăt şi şuruburi 10.9 de înaltă rezistenţă (specimenele XU-EP1 şi XU–EP2) încărcate anti-simetric.
.
.
10M20 gr 10.9
column
beam
.
A
A-A
A
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Seria W (welded) – 4 noduri2 îmbinări cu grinzile sudate direct pe talpa stâlpului (specimenele XS–W1 şi XS–W2) încărcate simetric.2 îmbinări cu grinzile sudate direct pe talpa stâlpului (specimenele XU–W1 şi XU–W2) încărcate anti-simetric.
10M20 gr 10.9
.
.
beam
column
.
B-B
BB
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Seria CWP (cover and web plate) – 4 noduri2 îmbinări cu secţiuni ramforsate, prin plăci sudate pe tălpile şi inima grinzilor (specimenele XS–CWP1 şi XS–CWP2) -încărcate simetric.2 îmbinări cu secţiuni ramforsate, prin plăci sudate pe tălpile şi inima grinzilor (specimenele XU–CWP1 şi XU–CWP2) -încărcate anti-simetric.
3M20 gr6.6
.
.
beam
column
.
C-C
CC
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IPE360
L/2=1100 L/2=1100
S235
S2
3545
04
50
75
150
300
450 1 2
43
5
6
Displacement transducer
displacement transducersActuator force and
InclinometerStrain gauge
Lb=950 Lb=950
HEB300
300
1
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Expresia momentului la fata stalpului:
M=PLb/2
Rotirea nodului:
3
1 21
2 6 2
b bG
b b b wb
PL PL
L EI Gh t
δ δφ
+= − −
Deformarea panoului de inima:
)(2
65
fb
Pth−
∆+∆=φ
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L/2=1100
Lb=950
Lc2
=9
20
Lc1
=9
75
IPE360
450
Lb=950
L/2=1100
S2 3
5
S235
InclinometerStrain gauge
Displacement transducer
HE
B3 0
0
displacement transducersActuator force and
75
300
150
1
2
3
4 6
5
7
9
10
2
1
hc=300
hb=
360
11
55
110
0
H=
22
55
P
1
8
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Expresia momentului la fata stalpului:
Deformarea panoului de inima:
bLPL
HM ⋅⋅=
γ
γ
1
γ2
a
b
2 2
1 2( )a b
a b
δ δγ
+ ⋅ −=
⋅
(a = hc – tfc; b = hb – tfb)
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Rotirea din elementele de imbinare si talpa stalpului:
Rotirea totala in nod:
φ
φcleft
cright
φj,trightφleft
j,t
b
left
c
43 δδφ
−=
b
right
c
56 δδφ
−=
ctj φγφ +=,
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Energia plastică a fost disipată prin plastificarea tălpilor stâlpului sau a tălpilor grinzii (prin voalare) până în preajma cedării finale. Cedarea specimenului s-a efectuat prin fisurarea şi ruperea sudurii dintre placa de capăt şi talpa grinzii. În general se poate spune că acest tip de îmbinare are o capacitate de rotire adecvata şi prezintă o capacitate bună de disipare a energiei.
![Page 71: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/71.jpg)
Cedarea a fost de tip fragil, prin ruperea sudurilor dintre grindă şi stâlp, apoi fisura s-a propagat in panoul de inima a grinzii.
![Page 72: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/72.jpg)
Îmbinările cu plăci de ramforsare pe inima şi talpa grinzii au demonstrat valori mărite ale rigidităţii iniţiale şi ale rezistenţei. Cedarea plastică s-a produs în grinda metalică, la extremitatea porţiunii mărite.
![Page 73: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/73.jpg)
Modul de încărcare (simetric / anti-simetric) afectează într-un mod semnificativ parametrii de răspuns ai îmbinărilor grindă-stâlp. Componenta majoră care introduce această diferenţă este panoul stâlpului la forfecare. Consecinteleincarcarii asimetrice: scade momentul capabil si rigiditatea la rotire.
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INCERCARI EXPERIMENTALE IN REGIM PSEUDO-DINAMICSTRUCTURA DIN BETON ARMAT CU PLANSEU DALA
Elevation views
3,950,275
3,20
3,20
0,50
0,40
8,50 5,20
0,30
7,00 1,50
0,3010,00
1,25
0,30
3,60
Cut B - BCut A - A
0,40
0,50
0,40
0,50
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2.80
3.425
0.15
0.15
P3
P1
P4
P2
C
1.75
φ 10 @ 0.25 L=2.50
φ 18 @ 0.125 L=3.00
φ 18 @ 0.125 L=3.00
φ 12 L= 0.50+1.05+0.50
φ 12 L=0.50+1.05+0.50
3.425 1.50
1.00
0.25
0.25
C
0.15
0.75
![Page 83: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/83.jpg)
φ 18 (top & bottom)
1.00
φ 18 φ 18
φ 12 @ 0.125 φ 12 @ 0.125
φ 12 @ 0.125 φ 12 @ 0.125 / 0.25
0.25 0.25
0.16
0.085
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South frame North frame
![Page 94: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/94.jpg)
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For the first test, a 475 years return period (475yrp) was
considered, with a peak ground acceleration (PGA) of
0.16g.
For the second test, a 2000yrp input motion with a PGA of
0.277g was considered, obtained by scaling the 475yrp
accelerogram by a factor of 1.73.
![Page 102: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/102.jpg)
Numerical results for the 475 years return period earthquake
0
1
2
3
-0.5 0 0.5 1 1.5 2 2.5
Drift [%]
Numerical
EC8 limit
![Page 103: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/103.jpg)
Numerical results for the 2000 years return period earthquake
![Page 104: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/104.jpg)
Numerical results for the 2000 years return period earthquake
0
1
2
3
0 0.5 1 1.5 2 2.5 3 3.5
Drift [%]
![Page 105: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/105.jpg)
First Test – PsD 475yrp earthquake test
Cracking pattern bellow floors
![Page 106: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/106.jpg)
First Test – PsD 475yrp earthquake test
Cracking pattern bellow floors
![Page 107: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/107.jpg)
First Test – PsD 475yrp earthquake test
Cracking pattern above floors
![Page 108: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/108.jpg)
First Test – PsD 475yrp earthquake test
Cracking pattern above floors
![Page 109: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/109.jpg)
First Test – PsD 475yrp earthquake test
Cracking pattern at column base
![Page 110: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/110.jpg)
First Test – PsD 475yrp earthquake test
0
1
2
3
0 0.5 1 1.5 2 2.5
Drift [%]
NumericalEC8 limitExperimental
0
1
2
3
-100 0 100 200 300 400 500
Shear [kN]
Experimental
Numerical
![Page 111: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/111.jpg)
Second Test – PsD 2000yrp earthquake test
Cracking pattern above the floors
![Page 112: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/112.jpg)
Second Test – PsD 2000yrp earthquake test
Cracking pattern above the floors
![Page 113: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/113.jpg)
Second Test – PsD 2000yrp earthquake test
Cracking bellow the floors
![Page 114: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/114.jpg)
Second Test – PsD 2000yrp earthquake test
![Page 115: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/115.jpg)
Second Test – PsD 2000yrp earthquake test
![Page 116: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/116.jpg)
Second Test – PsD 2000yrp earthquake test
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Second Test – PsD 2000yrp earthquake test
![Page 118: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/118.jpg)
Effective slab width
a1=b1=L1/4 a2=b2=L2/4
L2/2
L1/2
L1
L2
Internal
frame
External
frame
a2
b2
b2
a2
a1
b1
![Page 119: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/119.jpg)
Effective width – test results
-1.2
-1.0
-0.8
-0.6
-0.4
-0.2
0.00 500 1000 1500 2000 2500 3000 3500 4000 4500
Distance [mm]
Def
orm
atio
n [%
]
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0 500 1000 1500 2000 2500 3000 3500 4000 4500
Distance [mm]
Def
orm
atio
n [%
]
![Page 120: Note Curs Tehnici Experimentale](https://reader033.fdocuments.net/reader033/viewer/2022061517/5852adc51a28abfa398de7ec/html5/thumbnails/120.jpg)
First Test – PsD 475yrp earthquake test
0
1
2
3
0 0.5 1 1.5 2 2.5
Drift [%]
NumericalEC8 limitExperimental
Without effective width Considering effective width
0
1
2
3
-0.5 0 0.5 1 1.5 2 2.5
Drift [%]
Numerical
Experimental