Eduardo Humberto Achá Navarro Prof. Khosrow Ghavami · • SIKADUR 32 GEL • CPV-ARI-PLUS (2.75 MPa)-Surface Treatment • Research * SLABS BENDING TEST • SIKADUR 32 GEL • CPV-ARI-PLUS

Eduardo Humberto Achá NavarroProf. Khosrow Ghavami

* RESEARCH LINE

* PUSH-OUT TEST• Review

• Research

- Steel connectors

• Introduction

- Bamboo connectors

* SLABS BENDING TEST

• Review

• Research

- Overview

- Calculation methods

- Bamboo permanent shutter

- Connectors map

- Treatment on slabs

- Setting and test of slabs

- Behaviours

• Introduction* RESEARCH LINE

* PUSH-OUT TEST• Review

- Steel shear connectors

EUROCODE 4 model push-out test Connectors type

* PUSH-OUT TEST• Research - Bamboo shear connectors

- Surface Treatment

* PUSH-OUT TEST

- Instrumentation and test

P

* PUSH-OUT TEST

0,5P 0,5P

* PUSH-OUT TEST

- Behaviours

• Review

- Overview

Some Steel – Concrete slabs


Steel Deck Slab Some Steel – Concrete slabs

mín. 50

hF 75

mín. 50bF

75

mín. 50

hF 75

mín. 50

hF

75

mín. 50

hF

mín. 50bF

mín. 50bF

mín. 50bF

mín. 50bF

mín. 40 mín. 40

mín. 40

Brazilian code to Steel –Concrete slabs

NBR 8800 (1986)

- Calculation methods* Simplified analysis for bamboo shutter concrete slabs (Elastic regime)

cbt fx

xdmf ⋅−= )(

)(22 xdAmbx bt −⋅⋅⋅=

)3

(2

1)

3(

xdfxb

xdfAM cbtbtr −⋅⋅⋅=−⋅⋅=

* Last Limit load analysis (Plastic regime)

• Review* SLABS BENDING TEST

- Neutral Plastic line over the steel

x

- Neutral Plastic line crossing the steel

−=2,

xdNM pcfRdp

ap

ypppacf

fANN

γ==

=

c

ck

cf

fb

Nx

γ85,0

prcfRdp MzNM +=,

c

ckccf

fbhN

γ85,0

=

( ) ;2

ap

ypp

cfpp

c

fA

Neee

hhz

γ

−+−−=

;125,1 pa

ap

ypp

cfpapr M

fA

NMM ≤

−=

γ

- Bamboo permanent shutter preparation


- Bamboo permanent shutter preparation


TFDG-MD

54.0

53.052.0

50.050.0

58.5

52.0

51.0 59.050.051.5

53.050.0 53.0

50.052.0

50.051.5

52.0

52.0

49.058.0 60.0 57.0

54.051.0 50.5

52.550.0

52.052.5 52.0

53.0 53.0

2018 21 20

20

18 20 1922

20 21212120 22

2222 23 24 24 25 26 27

23 24 26 26 27 2823 23 24 25 26 28

26 28 52303128

28 28 28

- Position and distance betweennodes (connectors)


TFGA-MD

46.050.0

45.041.5

30.039.0 52.5

56.051.0

43.053.0

52.0

52.0 52.055.0 56.053.0 52.0

43.0 44.053.0 53.0

53.0 52.0

52.0 52.055.554.0

52.5 51.044.0 45.0 45.0

52.0 52.053.052.0

55.054.5

43.551.0

51.052.0

183120 19 2120

30 282730 28 26 25

2722 23 23 24 25 26 28

27 2623 23 23 23 21 22

2324232428 28 28

2320222121 21 20 19 20

- Surface Treatment • Research


SLAB Slump (cm)

fc (MPa)

fcm (MPa)

f t (MPa)

f tm (MPa)

Ec(GPa)

TFDG-MD 8,5 29,34 26,41 3,37 2,86 34,76

TFGA-MD 8,0 30,30 27,27 3,70 3,15 36,12

TFDG-DC 8,5 28,71 25,84 3,41 2,90 34,40

Characteristics of concrete

• SIKADUR 32 GEL • CPV-ARI-PLUS(2.75 MPa)

- Surface Treatment • Research


• SIKADUR 32 GEL • CPV-ARI-PLUS

Species of bamboo Nodes σt (MPa) E (GPa)

Dentrocalamus giant Without nodes 245,56 20,76

With nodes 135,11 20,76

Guadua Angustifolia Without nodes 90,78 18,09

With nodes 73,17 11,09

Characteristics of Bamboo

- Instrumentation of slabs* SLABS BENDING TEST

- Test of slabs

Vertical displacement

10

1 2 3 4 5

P/2 P/2

20

30

40

50

60

70

80

Car

ga

(KN

)C

arga

(K

N/m

2)

10

20

30

40

50

60

32.5

39.0

26.0

19.5

13.0

6.5

Início de fissuração

Carga de ruptura

P/2

60

80

70

40

50

30

20

10

1


Carga de ruptura

Ca

rga

(K

N)

Ca

rga

(K

N/m

2)

50

53.9

2

40

30

20

310

27.5

29.7

16.5

22.0

5.5

11.0

4 5

P/2

- Behaviours


80

90

100

110

(mm)

74 48.145.570

44.568.4 LVDT

P/2 P/2

21 4 53

b

Laje TFDG-MD

b=60cm

110

100

(mm )

90

2

P/2

Laje TFG A-M D

1

b=71cm

P/2

LVDT

b

3 4 5

(mm)

70

80

90

100

110

60

10

20

30

50

40

Ca

rga

(K

N/m

2)

Ca

rga

(K

N)

21 3 4

P/2 P/2

5

1

Laje TFDG-DC

P/2

2 43

LVDT

bP/2

b=64cm

5

Carga de início de fissuração:115.90KN-70.70KN/m 2

Carga de ruptura:119.34KN-72.80KN/m 2

61100

90 54.9

80 48.8

70 42.7

60 36.6

50 30.5

40 24.4

30 18.3

10 6.1

20 12.2

2000Carga de ruptura


Ca

rga

(K

N/m

2)

1000

1 2

P/2

Ca

rga

(K

N)

3 4

P/2

5

250500750

125015001750

22502500

concreto

10 6.5

13.020

19.530

40 26.0

50 32.5

60 39.0

68.4 44.522502500

1250

17502000

1500

7501000

500250

Car

ga

(KN

/m2)

P/2

Car

ga

(KN

) P/2


Carga de ruptura27.550

16.5

22.040

30

11.020

10 5.5

Obs.- Gage danificado, no ponto 4 para carga de ruptura

1 2 3 4 5

Concrete Longitudinal Strain

- Behaviours


3000

b

3 541 2

P/2 P/2

b=60cmLaje TFDG-M D

25002750

32503500

concreto

µ strain

68.4 44.5

74 48.1

32503500

27503000

2500

µstrain

29.753.9 concreto

1 2

P/2

3

b

4

P/2

5

Laje TFGA-MD

b=71cm

2250

3000

35003250

27502500

150017502000

10001250

750

250500

P/2

Carga de ruptura


Car

ga

(KN

/m2

)

Car

ga

(KN

) P/2

µstrain

100 61

80

90

70

48.8

54.9

42.7

30 18.3

60

5040

36.6

30.524.4

20 12.2

115.9 70.7

119.3 72.8

concreto

1 2

P/2

3

P/2

4 5

Laje TFDG-DC

b=64cm

b

1 2 3 4 5

375040004250

2250

1250

17502000

1500

7501000

500250

Car

ga

(KN

/m2

)

P /2

Car

ga

(KN

) P /2


Carga de ruptura39.060

30 19.5

32.5

26.0

50

40

13.0

6.5

20

101 2 3 4 5

225

150175200

100125

75

2550

P/2

Carga de ruptura


Ca

rga

(KN

/m2

)

Ca

rga

(KN

) P/2

22.0

16.5

40

30

11.0

5.510

20

1 2 3 4 5

Bamboo Longitudinal Strain

- Behaviours


2250

32503500

27503000

2500

µ strain

48.174

44.568.4

bam buLaje T FD G -M D

P/2b

b=60cm

P/2

1 42 3 5

225

300

350325

275250

µstrain

53.9 29.7

27.550

375400

532 41

bambu

P/2P/2b

Laje TFGA-MD

b=71cm

P/2

7000

25002000

400035003000

50005500

65006000

4500

10001500

500

P/2

Car

ga

(KN

)C

arga

(K

N/m

2)

µ strain

Carga de início de fissuração:115.90KN-70.70KN/m2

Carga de ruptura:119.34KN-72.80KN/m2

Obs.- Gages danificados, nos pontos 2 e 4, para carga de ruptura

80 48.8

110 70.7

100

90

61

54.9

24.440

70

6050

36.6

42.7

30.5

20

30 18.3

12.2

1 2 3 4 5

bambu

P/2 P/2

Laje TFDG-DC

b=64cm

b

1 2 3 4 5

40

12 50

C

7 4 6 8.4 6 0 5 0Ca rga (K N )

C

35 00

G A G E 5

(+ )µ strain 3 00 032 50 2 75 0 25 00 1 75 02 25 0 2 00 0 15 00

H =1 1cm

-32 50

b =60 cm

30 2 0 1 0

P /2

5

P /24

b

-1 00 075 01 00 0 5 00 2 50 -5 00-2 50 -7 50

C arg a d e ru ptura

L aje T FD G -M D H

Início d e fissuração

-1 50 0-12 50 -17 50 -20 00 -275 0-25 00-2 25 0 -30 00 (-)µ strain( -)µ strain-3 50 0

G A G E 4

5 ,6 cm

2010 30 504 0 60 7468 .4

C arg a (K N )

L .N .

Neutral Line

- Behaviours


1 00 0

C

G A G E 5 Ca rga (K N )

32 5035 00(+ )µ strain 2 00 02 25 02 75 03 00 0 25 00 15 001 75 0 12 50

53 .9 50 40 30 2010

H

Laje TFG A -M D H =1 1cm

b

5

P /24

P /2

-12 50-2 5075 0 2 505 00

10 cm

-7 50 -1 00 0-5 00

C arg a d e ru ptura

b=7 1cm

-25 00

Iníc io d e fissuração

-2 25 0-20 00-1 50 0 -17 50 -3 50 0-30 00-275 0 -32 50 (-)µ strain( -)µ strain

CG A G E 4

C arg a (K N )

10 2 0 3 0 4 0 5 0 53 .9

L .N .

(+ )µ s tra in

C a rg a (K N )

C

G A G E 5 1 1 9 .3 1 1 5 .9 0 1 0 0 9 0 8 0 7 0 6 0 5 0 4 0 3 0 2 0

1 7 5 02 7 5 03 5 0 0 3 0 0 03 2 5 0 2 2 5 02 5 0 0 2 0 0 0 5 0 01 0 0 01 2 5 01 5 0 0 7 5 0 2 5 0 -2 5 0 -5 0 0

H = 1 3 c mb = 6 4 c mL a je

T F D G -D C

P /2P /2

5

4

H

b

-3 0 0 0

In íc io d e f is su ra ç ão

C a rg a d e ru p tu ra

-1 7 5 0-1 2 5 0-1 0 0 0-7 5 0 -1 5 0 0 -2 5 0 0-2 0 0 0 -2 2 5 0 -2 7 5 0 -3 5 0 0-3 2 5 0 ( - )µ st ra in( - )µ st ra in

4 0G A G E 4

C

6 ,4 c m

3 02 0 6 05 0 8 07 0 1 0 09 0 1 1 5 .9

C a rg a (K N )

1 1 9 .3

L .N .

L.N.

C

Cε

2,89‰

2,35‰

5,6cm0,53cm

4,4cm

11cm L.N.

2,89‰

2,35‰

L.N.

L.N.

S

0,53

0,53tmbD

σa

TFDG-MDC

ε

Aa

;2

ambDMDDG

tSF

σ⋅⋅=−

Connectors Shear Loads

- Behaviours


L.N.

C

C

C

L.N.

C

13cm

3,29‰

0,79‰

ε

6,6cm

1,6cm

L.N. 0,79‰

3,29‰

TFDG-DC

11cm 10cm

ε

6cm

1cmL.N.0,34‰

2,89‰2,08‰

0,34‰

Perimetro tmbD

σc

σd

TFGA-MD

;bbDCDG AF σ⋅=−

.2

+⋅=−d

caMDGA AFσσ

TFDG-MD (60.6KN), TFDG-DC (45.2KN) and TFGA-MD (48,29 KN)

- Behaviours • Research* SLABS BENDING TEST

- Apresentação e analise dos resultados

* FLEXÃO DAS LAJES• Pesquisa

- Analise em regime elástico

60

80

100

120

Mom

ento

KN

m/m

TFDG-DCexp

TFDG-MDexp

TFGA-MDexp

TFDG-MDcal

TFDG-DCcal

0

20

40

60

0 1 2 3

Mom

ento

KN

m/m

Deformação (‰)

TFGA-MDexpTFGA-MDcal

Comparação das curvas Momento –Deformação no concreto dos resultados experimentaise da analise em regime elástico para as lajes TFDG-MD, TFDG-DC e TFGA-MD

· Momentos no estado limite último: 29,5, 16,81, 38,7 KNm/m TFDG-MD, TFGA-MD e TFDG-DC respectivamente

· Relação 2,4, 2,63 e 2,81



- Analise em regime plástico

N

ap

ypppacf

fANN

γ==

=

c

ck

cf

fb

Nx

γ85,0

bbtbcf fANN ⋅==c

cf

fb

Nx

⋅=

−=2,

xdNM pcfRdp

· Momentos no estado limite último: 52, 57,22 KNm/m TFDG-MD e TFDG-DC respectivamente

· Relação 1,38, 1,9



-Correlação entre os resultados calculados para o momento de ruptura

e os resultados experimentais, referentes aos métodos

elástico e plástico

100

110

10

20

30

40

50

60

70

80

90

100

10 20 30 40 50 60 70 80 90 100 110

M c

alcu

lado

(K

Nm

/m)

M experimental (KNm/m)

DG-MDelastico

DG-MDplastico

DG-DCelastico

DG-DCplastico

GA-MDelastico

Documents

Eduardo Humberto Achá Navarro Prof. Khosrow Ghavami · • SIKADUR 32 GEL • CPV-ARI-PLUS (2.75 MPa)-Surface Treatment • Research * SLABS BENDING TEST • SIKADUR 32 GEL • CPV-ARI-PLUS