Eduardo Humerto Achá Navarro Prof. Khosrow Ghavami
* RESEARCH LINE Introduction * PUSH-OUT TEST Review - Steel connectors Research - Bamoo connectors * SLABS BENDING TEST Review Research - Overview - Calculation methods - Bamoo permanent shutter - Connectors map - Treatment on slas - Setting and test of slas - Behaviours
* RESEARCH LINE Introduction
* PUSH-OUT TEST Review - Steel shear connectors EUROCODE 4 model push-out test Connectors type
* PUSH-OUT TEST Research - Bamoo shear connectors
* PUSH-OUT TEST - Surface Treatment
* PUSH-OUT TEST - Instrumentation and test P 0,5P 0,5P
* PUSH-OUT TEST - Behaviours
* SLABS BENDING TEST Review - Overview Steel Deck Sla Some Steel Concrete slas Brazilian code to Steel Concrete slas F mín. 50 mín. 50 hf 75 F mín. 50 mín. 40 mín. 50 mín. 40 mín. 50 hf 75 hf 75 F mín. 50 NBR 8800 (1986) mín. 40 mín. 50 hf 75 F mín. 50 F mín. 50
* SLABS BENDING TEST Review - Calculation methods * Simplified analysis for amoo shutter concrete slas (Elastic regime) f m( d x) = x t f c 2 x = 2 m At ( d x) M r = A t f t x ( d ) = 3 1 x 2 f c x ( d ) 3 * Last Limit load analysis (Plastic regime) - Neutral Plastic line over the steel M N p, Rd cf = N = N pa cf x d p 2 = A p γ f ap yp N cf x = f ck 0,85 γ c - Neutral Plastic line crossing the steel M = N z + M N p, Rd cf = h c cf 0,85 γ c f ck pr hc z = h 2 e p + cf ( e e) ; p A N p f γ yp ap M pr N cf = 1,25M pa 1 M pa ; f yp A p γ ap
* SLABS BENDING TEST - Bamoo permanent shutter preparation
* SLABS BENDING TEST - Bamoo permanent shutter preparation
* SLABS BENDING TEST 52.0 52.0 58.5 50.0 50.0 - Position and distance etween nodes (connectors) 51.5 50.0 53.0 51.0 50.5 50.0 50.0 53.0 53.0 54.0 52.5 52.0 51.0 59.0 58.0 60.0 57.0 52.0 51.5 54.0 52.5 52.0 49.0 50.0 50.0 52.0 52.0 53.0 53.0 TFDG-MD 20 20 20 21 22 23 24 24 25 26 27 26 28 52 18 21 20 22 21 22 23 24 26 26 27 28 28 31 30 18 20 19 20 21 22 23 23 24 25 26 28 28 28 28 31 30 28 27 27 26 24 23 24 23 21 22 20 23 30 27 28 26 25 23 23 23 23 21 22 21 21 20 19 20 39.0 52.5 30.0 56.0 41.5 51.0 45.0 43.0 50.0 53.0 46.0 52.0 TFGA-MD 52.0 52.0 55.0 56.0 53.0 52.0 43.0 44.0 53.0 53.0 53.0 52.0 52.0 52.0 54.0 55.5 52.5 51.0 44.0 45.0 45.0 52.0 52.0 52.0 53.0 55.0 54.5 51.0 43.5 51.0 52.0
* SLABS BENDING TEST Research - Surface Treatment SLAB SIKADUR 32 GEL CPV-ARI-PLUS (2.75 MPa) Characteristics of concrete Slump (cm) f c (MPa) f cm (MPa) f t (MPa) f tm (MPa) E c (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
* SLABS BENDING TEST Research - Surface Treatment SIKADUR 32 GEL CPV-ARI-PLUS Characteristics of Bamoo Species of amoo Nodes σ t (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
* SLABS BENDING TEST - Instrumentation of slas - Test of slas
* SLABS BENDING TEST - Behaviours Vertical displacement 10 20 30 40 50 60 70 80 90 100 110 (mm) (KN) (KN/m2) 1 2 3 4 5 10 6.5 20 13.0 30 19.5 40 26.0 50 32.5 60 39.0 70 45.5 74 48.1 Início de fissuração de ruptura 68.4 44.5 Laje LVDT TFDG-MD 1 2 3 4 5 =60cm 10 20 30 40 50 60 70 80 90 100 110 (m m ) 1 2 (KN) (KN/m2) 3 10 5.5 20 11.0 30 16.5 40 22.0 50 27.5 53.9 29.7 4 5 Início de fissuração de ruptura Laje LV D T =71cm TFG A-M D 1 2 3 4 5 10 20 30 40 50 60 70 80 90 100 110 (m m ) (KN) (KN/m2) 1 2 3 4 10 6.1 20 12.2 30 18.3 40 24.4 50 30.5 60 36.6 70 42.7 80 48.8 90 54.9 100 61 5 Laje TFD G -DC de início de fissuração:115.90k N-70.70KN /m 2 de ruptura:119.34k N-72.80KN /m 2 1 LVDT 2 3 4 5 =64cm
* SLABS BENDING TEST - Behaviours Concrete Longitudinal Strain 250 500 750 1000 1250 1500 1750 1 2 (KN) (KN/m2) 3 4 10 6.5 60 39.0 Início de fissuração 2000 de ruptura 2250 2500 2750 3000 3250 3500 µ strain 20 13.0 30 19.5 40 26.0 50 32.5 68.4 44.5 74 48.1 5 concreto Laje TFD G-M D 1 2 3 4 5 =60cm 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000 3250 3500 µ strain (KN) (KN/m2) 1 2 3 4 5 10 5.5 20 11.0 30 16.5 40 22.0 Início de fissuração 50 27.5 de ruptura Os.- Gage danificado, no ponto 4 para carga de ruptura 53.9 concreto 29.7 Laje TFGA-MD 1 2 3 4 5 =71cm 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000 3250 3500 3750 4000 4250 µ strain (KN) (KN/m2) 20 12.2 30 18.3 40 24.4 50 30.5 60 36.6 70 42.7 80 48.8 90 54.9 100 61 115.9 70.7 119.3 72.8 1 2 3 4 5 Início de fissuração de ruptura concreto Laje =64cm TFDG-DC 1 2 3 4 5
* SLABS BENDING TEST - Behaviours Bamoo Longitudinal Strain 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000 3250 3500 µ strain (KN) (KN/m2) 13.0 30 19.5 40 26.0 50 32.5 60 39.0 P /2 1 2 3 4 5 10 6.5 20 68.4 44.5 74 48.1 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 6500 7000 Laje T F D G -M D Início de fissuração de ruptura am u P /2 P /2 1 4 2 3 5 =60cm (KN) (KN/m2) 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 µ strain 1 2 3 4 5 20 30 18.3 40 24.4 50 60 70 80 48.8 90 100 12.2 30.5 36.6 42.7 54.9 61 110 70.7 (KN) (KN/m2) 10 5.5 20 11.0 30 16.5 40 22.0 1 2 3 4 5 de início de fissuração:115.90kn-70.70kn/m2 de ruptura:119.34kn-72.80kn/m2 Os.- Gages danificados, nos pontos 2 e 4, para carga de ruptura Laje TFDG-DC amu =64cm 50 27.5 53.9 29.7 Laje TFGA-MD Início de fissuração de ruptura amu 1 2 3 4 5 =71cm µ strain 1 2 3 4 5
40 53.9 50 40 30 2010 * SLABS BENDING TEST - Behaviours Neutral Line G A G E 4 10 20 30 4 0 50 60 68.4 74 (KN) 5,6 cm L.N. 35 00 (+ )µ strain 3 00 0 32 50 2 75 0 25 00 1 75 0 2 25 0 2 00 0 15 00 12 50 75 0 1 00 0 5 00 2 50-5 00-2 50-7 50-1 00 0-1250 -1 50 0-1750 -2000-2 25 0-25 00-2750 -30 00-32 50-3 50 0 (-)µ strain Início de fissuração de ruptura L aje T FD G -M D H = 60 cm H = 1 1cm P /2 4 P /2 G A G E 5 (KN) 7 4 6 8.4 6 0 5 0 30 2 0 1 0 5 C C G A G E 4 10 2 0 3 0 4 0 5 0 53.9 (KN) 10 cm 35 00 32 50 2 75 0 2 25 0 (+ )µ strain 2 00 0 3 00 0 25 00 15 00 1 75 0 12 50 1 00 0 75 0 5 00 2 50-2 50-5 00-7 50-1 00 0-12 50-1500 -1750-20 00-2 25 0-25 00-275 0-30 00-32 50-3500 (-)µ strain Início de fissuração de ruptura L.N. L aje T F G A -M D H P /2 4 P /2 = 7 1cm H = 1 1cm GAGE 5 (KN) 5 C G A G E 4 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 0 0 1 1 5.9 1 1 9.3 C a rg a (K N ) 6,4 c m L.N. (+ )µ s tra in -3 2 5 0 (-)µ strain 3 5 0 0 3 0 0 0 2 7 5 0 3 2 5 0 2 2 5 0 1 7 5 0 1 2 5 0 1 0 0 0 2 5 0 0 2 0 0 0 5 0 0 1 5 0 0 7 5 0 2 5 0-2 5 0-5 0 0-1 0 0 0-1 2 5 0-1 7 5 0-7 5 0-1 5 0 0-2 5 0 0-3 0 0 0-2000 -2250-2750 -3500 In íc io d e fis su ra ç ão C a rg a d e ru p tu ra L a je T F D G -D C H = 6 4 c m H = 1 3 c m G A G E 5 C a rg a (K N ) 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 P /2 4 P /2 C 5
* SLABS BENDING TEST - Behaviours Connectors Shear Loads 11cm C ε 5,6cm 0,53cm L.N. L.N. 4,4cm 2,35 2,35 C TFDG-MD 2,89 2,89 Aa 0,53 S L.N. 0,53 σa L.N. tmd F DG MD = S t md 2 σ a ; 13cm C L.N. 1,6cm ε 0,79 L.N. 0,79 F DG DC = A σ ; 6,6cm 11cm C TFDG-DC 3,29 C ε 2,08 6cm 0,34 L.N. 1cm 10cm 2,89 0,34 L.N. 3,29 σd σc Perimetro tmd F GA = A MD a σ c σ d. 2 + C TFGA-MD TFDG-MD (60.6KN), TFDG-DC (45.2KN) and TFGA-MD (48,29 KN)
* SLABS BENDING TEST Research - Behaviours
* FLEXÃO DAS LAJES Pesquisa - Apresentação e analise dos resultados - Analise em regime elástico Momento KNm/m 120 100 80 60 40 TFGA-MDcal TFDG-MDcal TFDG-DCcal TFDG-DCexp TFDG-MDexp TFGA-MDexp 20 0 0 1 2 3 Deformação ( ) Comparação das curvas Momento Deformação no concreto dos resultados experimentais e 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
* FLEXÃO DAS LAJES Pesquisa - Apresentação e analise dos resultados - Analise em regime plástico N cf = N N pa cf = = A p γ N f ap yp = A t f x = N x = cf f c N cf f 0,85 γ c ck M p, Rd = N cf d p x 2 Momentos no estado limite último: 52, 57,22 KNm/m TFDG-MD e TFDG-DC respectivamente Relação 1,38, 1,9
* FLEXÃO DAS LAJES Pesquisa - Apresentação e analise dos resultados -Correlação entre os resultados calculados para o momento de ruptura e os resultados experimentais, referentes aos métodos elástico e plástico 110 100 90 M calculado (KNm/m) 80 70 60 50 40 30 GA-MDelastico DG-DCplastico DG-MDplastico DG-DCelastico DG-MDelastico 20 10 10 20 30 40 50 60 70 80 90 100 110 M experimental (KNm/m)