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Feasibility study on triangular perfobond rib shear connectors in composite slab
Materials Today: Proceedings xxx (xxxx) xxx
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Feasibility study on triangular perfobond rib shear connectors in composite slab Vetturayasudharsanan Ramasamy ⇑, Balaji Govindan Department of Civil Engineering, M. Kumarasamy College of Engineering, Karur, Tamil Nadu, India
a r t i c l e
i n f o
Article history: Received 2 May 2019 Received in revised form 31 May 2019 Accepted 3 June 2019 Available online xxxx Keywords: Perfobond Perfoplate Connector Push-out TR1 TR2
a b s t r a c t This paper attempts to emphasize the experimental study on feasibility of Triangular perfobond rib shear connector in composite slab with cold formed steel beam. This rib shear connector is a feasible alternate to the existing type of connectors like shear studs etc., this perfoplate has triangular hole of size (30 50 mm) in the CFS plate of (500 40 mm) with two different positioning of triangular hole, one facing the flange (TR1) and the other facing opposite to flange (TR2). Vertical compressive force applied in Universal Testing Machine to find the shear capacity of the new connector in a composite slab. There is an increase in composite interaction which results in both the triangular perfobond have approximately equal load carrying capacity, but the slip behaviour is comparatively higher in the triangle head facing opposite to the flange (TR2). According to the failure phenomenon in ultimate loading state, the failure mechanism of perfobond rib shear connectors was analysed and the results indicates that brittle failure always occurs in perfobond rib connectors. The influence of the perfoplate connector configuration on the load bearing capacity and structural improvement was discussed. Ó 2019 Elsevier Ltd. All rights reserved. Peer-review under responsibility of the scientific committee of the International Conference on Recent Trends in Nanomaterials for Energy, Environmental and Engineering Applications.
1. Introduction A composite construction of the two different materials which gives the stiffer, stronger sections by efficient use of the steel and concrete. A main parameter consider in the shear connector is shear resistance it is obtained only by shear transfer at the CFS steel beam and concrete slab interface [1]. During the last several decades, various types of shear connectors have been developed to ensure this transfer of shear; the most common connector currently used is the headed stud [4]. Utilizing the triangular perfobond shear connector of two different head positioning gives better result over the other standard connectors available today. In the strength wise the Cold-Formed Steel (CFS) have comparatively equal characteristics with hot form sections so it is used in high structural performance in steel structures now a day [3]. Also, in an industrial buildings CFS are used aside rails and purlins as a building envelopes [4]. Cold-formed steel with newly proposed perfobond shear connector can be considered as a unique ⇑ Corresponding author. E-mail addresses: [email protected] (V. Ramasamy), balaji.anbu465@ gmail.com (B. Govindan).
composite entity it is welded to the outer sides of a lipped I-shaped (back to back weld of two lipped C channels) steel component and then concrete is cast to form a two-identical prism on each side to make as a composite slab at the loading stage, vertical compressive force is applied on the top of the lipped I-shaped CFS section to estimate the resistance of the triangular shear connector [2]. Finally, using the push-out test results can be efficiently assess to correlate the load transfer mechanism between CFS beam and concrete slab through the Triangular perfobond rib shear connector was performed [8].
2. Triangular perfobond rib shear connector Ai Rong Chen and S.Y.K. Al-Darzi [1]. The perfobond shear connector was developed in Germany at 1987, a small steel plate used as a connector between beam and slab with holes at regular interval is called perfoplate’s positioned at centre of I section attached by welding to CFS steel flange for better interaction between steel beam and concrete. Slab reinforcements are connected through the rib holes on plates as shown in Fig. 1. Then concrete is poured around and through plates. This new type of triangular holes shape
https://doi.org/10.1016/j.matpr.2019.06.080 2214-7853/Ó 2019 Elsevier Ltd. All rights reserved. Peer-review under responsibility of the scientific committee of the International Conference on Recent Trends in Nanomaterials for Energy, Environmental and Engineering Applications.
Please cite this article as: V. Ramasamy and B. Govindan, Feasibility study on triangular perfobond rib shear connectors in composite slab, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.06.080
2
V. Ramasamy, B. Govindan / Materials Today: Proceedings xxx (xxxx) xxx
Fig. 1. (a) Triangular perfobond rib shear connector; (b) Perfobond Connections.
Fig. 2. (a) Triangular head facing flange; (b) Triangular head facing opposite side to flange.
perfobond introduced as a composite to improve the connection behaviour [5]. The main parameter which affects the resisting capacity is position of triangle hole’s head in steel beam. In shear studs connectors, the main problem is studs to be installed in large numbers even for a small load carrying member. Installation of shear studs in a congested place and maintenance of shear studs is difficult one. So, overcoming these difficulties introduced Perfobond as a new type of shear connector for composite construction. 2.1. Fabrication of specimens To make the specimen, first the cold formed steel beam is welded back to back with perfobond rib connector’s fixed outside of a lipped Channel steel component. The wooden box is prepared for pouring of concrete slab of identical prism the reinforcements are inserted through the rib holes on a plate poured to assess the shear resistance of the connectors by Push-out test these specimens were cured for 28 days and dried for 24 h, these specifications are taken from Eurocode-4. 3. Experimental setup Table 1 shows the two specimens of CFS C-channel of size (600 100 50 mm with lip of 25 mm) contact back-to-back with 4 mm thick sections forming an I-shaped cross section having two perforated plates of size 500X40mm were welded the sides of steel flange to make the test specimen is mentioned in Table 2. These two specimens each having 600 mm long and leaving 50 mm at top for testing purpose so the total slab with CFS beam interface is 550 mm as shown in Fig. 3. Prior to casting; the rectangular woo-
Table 1 Dimensions of the C Section back to back Weld. Section
Tk. of Section (mm)
Ht. (mm)
Width (mm)
Web length (mm)
Ht. of lip (mm)
Channel section
Tk = 4
H = 600
B = 50
l = 100
h = 25
Table 2 Dimensions of the perfobond plate. Section
Ht. of triangle Width of triangle head head (mm) (mm)
Width of plate (mm)
Length of plate (mm)
Perfobond plate
b = 50
B = 40
L = 500
H = 30
Fig. 3. (a) Composite slab construction modeling; (b) Composite slab reinforcement detailing.
den box of opening with size of 200 mm length, 500 mm width, and 700 mm depth was fabricated in order to support the concrete during casting. The cover 50 mm cover gap should be maintained in all the 4 sides. The specimens were placed in a position from top and filled with concrete, to find the slip characteristics during testing leave 50 mm gap at the top of the CFS specimen to allow the beam to move.
3.1. Experimental program CFS specimens with two identical reinforced concrete slabs on both side with CFS perfobond plates as shown in Fig. 2. The scope of this study is to analyze the bond strength, structural improvement by perfoplate’s in CFS beams and slabs. The Lubricating oil was greased on the lipped C flanges to avoid the union action and friction action between steel beam and concrete slab during push out test [7,9]. The specimens were cast using the concrete grade of (fcu = 30 MPa) [10]. Using Universal Testing Machine of capacity 1000 kN, the shear load is applied along the interface between the CFS steel beam and identical concrete slab on both sides. In top we provide a steel plate that will ensure that the load applied uniformly to the I section. The push-out specimen with a concrete compressive strength. Fcu = 567 KN for TR1,571.68 for TR2 were found out and measuring the corresponding relative displacement for TR1 & TR2 were analyzed based on the bond between perfobond rib shear connector and concrete slab. To determine the behaviour of shear connector, for each specimen load slip curves were drawn. Comparatively TR2 gives the better result in resisting capacity with a large slip behaviour criticize the ductile behaviour of composite slab.
Please cite this article as: V. Ramasamy and B. Govindan, Feasibility study on triangular perfobond rib shear connectors in composite slab, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.06.080
V. Ramasamy, B. Govindan / Materials Today: Proceedings xxx (xxxx) xxx
3
4. Results and discussion 4.1. Load–displacement curves Load–slip curves of all the specimens obtained in the push-out tests are shown in Fig. 4 it can be seen from the load–slip curves of the specimens, at the initial stage the relative slip curve is increased slowly and the bearing capacity of the shear connector could reach to the peak point rapidly. After the peak point, the load decreased quickly, which indicated that the concrete mainly contributes the effect of connection in the initial loading stage and the reinforcement could increase the ductility in the later loading stage. Therefore, the new connector in the composite slab maintains the serviceability state. In Fig. 5 results shows that Load–slip curve for the specimen with Triangle head positioned near to flange obtained from the push-out test states that the curve is linear up to ultimate load. After ultimate load, has been reached, there is a sudden decrease in load and the specimen continues to yield till the concrete fails. It is noticed that when the load carrying capacity of shear connector is reached then the Load–slip curves for the specimen with Triangle head positioned opposite to flange is obtained in the pushout test, the curve obtains the parabolic shape right from initial point up to the load value 571.80 kN. Then there is a decrease in load carrying capacity of the specimen up to the displacement point of 17.90 mm. Again, simultaneously the curve undergoes a decrease and increase of load carrying capacity. Beyond this point the curve shows a non-uniform profile but the load carrying capacity of the specimen goes on increasing. In Fig. 6 the stress-strain curve for the specimen TR1 Triangle head facing near to flange starts at 0.038 N/mm2 and from there on the curve obtains a linear shape up to the ultimate load point the Maximum stress value for TR1 is 356.92 N/mm2 and the corresponding strain is 1.325. In Fig. 7 the stress strain curve for specimen triangle head facing opposite to flange follows a linearly parabolic profile right from initial point to the ultimate stress value. Then the stress values decrease up to the point 2.9 again there is a sudden decrease and increase in the stress value from there on the stress value starts increasing up to the maximum stress value of 356.92 N/mm2, the corresponding strain is 1.868. Load carrying capacity and the corresponding slip and the maximum slip occurs in the perfobond rib shear connector the corresponding applied force are tabulated below (see Tables 3 and 4).
Fig. 4. Load–displacement for connector element (TR1).
Fig. 5. Load–displacement for connector element (TR2).
Fig. 6. Stress-Strain for connector element (TR1).
Fig. 7. Stress-Strain relationship for connector (TR2).
Please cite this article as: V. Ramasamy and B. Govindan, Feasibility study on triangular perfobond rib shear connectors in composite slab, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.06.080
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V. Ramasamy, B. Govindan / Materials Today: Proceedings xxx (xxxx) xxx
Table 3 Maximum force applied on each Shear Connector. Section
Max. Force (kN)
Corresponding Slip (mm)
TR1 TR2
562.10 571.80
7.95 11.40
Table 4 Maximum Slip on each Shear Connector.
ber, the strain capacity is 1.868 so in case of larger member is possibly higher and leads to indicate the superior ductility property. Using this triangular head opposite to flange type of connector produces better resisting capacity with more slip which will increase the ductile property of the concrete, which is suggested to the earthquake prone areas so the triangular perfobond rib shear connector can be effectively used in composite slab. Acknowledgement
Section
Max. Slip (mm)
Corresponding Applied Force (kN)
TR1 TR2
21.14 24.57
260.10 593.15
Not Applicable. Funding Information
5. Comparative study Load–displacement curves for TR1 and TR2 shows that results of triangular hole shape, the resisting capacity for TR1 & TR2 are comparatively equal and displacement value for TR2 is (11.4 mm) greater than TR1 (7.95 mm) which shows during earthquake the time taken to sudden failure is minimised. The main parameters which affects the resisting capacity and slip is the positions of triangle hole’s head inverting the position of triangle hole head as in TR1will increase the resisting capacity, but minimise the relative displacement to 7.95 mm it can be seen that using TR2 gives an acceptable resisting capacity with larger slip which tends to minimise the sudden collapse of composite slab. 6. Conclusion In this paper, push out test was conducted on the composite slab. The load-carrying capacity, structural improvement of CFS section in composite structure, and behavioural characteristics along with the perfoplate’s were analyzed and the resisting capacity for TR1&TR2 are comparatively equal and slip value for TR2 is greater than TR1. Thus TR2 has superior ductile behaviour Using triangular head facing opposite side to flange TR2 gives the better resisting capacity and slip. It is due to improved bonding between the reinforcements and triangular head. Maximum stress value for both TR1 and TR2 are equal (356.92 N/mm2) and the corresponding strain is 1.325 for TR1 and 1.868 for TR2. For a 600 mm mem-
Not Applicable. References [1] Ai Rong Chen, S.Y.K. Al-derzi, New perfobond rib connector shapes, Asian J. Appl. Sci., 2, 385–393. [2] G.S. Veríssimo, J.L.R. Paes, Design and experimental analysis of a new shear connector for steel and concrete composite structures – Federal University of Viçosa, Viçosa, Minas Gerais, Brazil – Guidelines for Bridge maintenance, July 2006. [3] Alenezi et al., Behaviour of shear connectors in composite column of coldformed steel with lipped C-channel assembled with Ferro-cement jacket, Constr. Build. Mater. 84 (2015) 39–45. [4] Ali Shariati et al., Various types of shear connectors in composite structures: a review, Int. J. Phys. Sci. 7 (22) (2012) 2876–2890. [5] Isabel Valente et al., Experimental analysis of Perfobond shear connection between steel and lightweight concrete, J. Constr. Steel Res. 60 (2004) 465–479. [7] I.M. Viest, C.P. Seiess, J.H. Appleton, N.M. Newmark, Full Scale Tests on Channel Shear Connectors in Composite T-beams, University of Illinois Bulletin, No.405, Urbana, IL., 1952. [8] A. Pashan, Behaviour of Channel Shear Connectors: Push Out Tests M.Sc thesis, University of Saskatchewan, Canada, 2006. [9] S. Maleki, S. Bagheri, Behaviour of channel shear connectors, Part 1: ‘‘Experimental study”, J. Constr. Steel Res. 64 (2008) 1333–1340. [10] IS10262:2009-Indian Standard Concrete Mix proportioning – Guidelines, New Delhi, July 2009.
Further reading [6] R.P. Johnson, Composite Structures of Steel and Concrete, Blackwell publishing, 2004, ISBN1-4051-0035-4.
Please cite this article as: V. Ramasamy and B. Govindan, Feasibility study on triangular perfobond rib shear connectors in composite slab, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.06.080
Contents lists available at ScienceDirect
Materials Today: Proceedings journal homepage: www.elsevier.com/locate/matpr
Feasibility study on triangular perfobond rib shear connectors in composite slab Vetturayasudharsanan Ramasamy ⇑, Balaji Govindan Department of Civil Engineering, M. Kumarasamy College of Engineering, Karur, Tamil Nadu, India
a r t i c l e
i n f o
Article history: Received 2 May 2019 Received in revised form 31 May 2019 Accepted 3 June 2019 Available online xxxx Keywords: Perfobond Perfoplate Connector Push-out TR1 TR2
a b s t r a c t This paper attempts to emphasize the experimental study on feasibility of Triangular perfobond rib shear connector in composite slab with cold formed steel beam. This rib shear connector is a feasible alternate to the existing type of connectors like shear studs etc., this perfoplate has triangular hole of size (30 50 mm) in the CFS plate of (500 40 mm) with two different positioning of triangular hole, one facing the flange (TR1) and the other facing opposite to flange (TR2). Vertical compressive force applied in Universal Testing Machine to find the shear capacity of the new connector in a composite slab. There is an increase in composite interaction which results in both the triangular perfobond have approximately equal load carrying capacity, but the slip behaviour is comparatively higher in the triangle head facing opposite to the flange (TR2). According to the failure phenomenon in ultimate loading state, the failure mechanism of perfobond rib shear connectors was analysed and the results indicates that brittle failure always occurs in perfobond rib connectors. The influence of the perfoplate connector configuration on the load bearing capacity and structural improvement was discussed. Ó 2019 Elsevier Ltd. All rights reserved. Peer-review under responsibility of the scientific committee of the International Conference on Recent Trends in Nanomaterials for Energy, Environmental and Engineering Applications.
1. Introduction A composite construction of the two different materials which gives the stiffer, stronger sections by efficient use of the steel and concrete. A main parameter consider in the shear connector is shear resistance it is obtained only by shear transfer at the CFS steel beam and concrete slab interface [1]. During the last several decades, various types of shear connectors have been developed to ensure this transfer of shear; the most common connector currently used is the headed stud [4]. Utilizing the triangular perfobond shear connector of two different head positioning gives better result over the other standard connectors available today. In the strength wise the Cold-Formed Steel (CFS) have comparatively equal characteristics with hot form sections so it is used in high structural performance in steel structures now a day [3]. Also, in an industrial buildings CFS are used aside rails and purlins as a building envelopes [4]. Cold-formed steel with newly proposed perfobond shear connector can be considered as a unique ⇑ Corresponding author. E-mail addresses: [email protected] (V. Ramasamy), balaji.anbu465@ gmail.com (B. Govindan).
composite entity it is welded to the outer sides of a lipped I-shaped (back to back weld of two lipped C channels) steel component and then concrete is cast to form a two-identical prism on each side to make as a composite slab at the loading stage, vertical compressive force is applied on the top of the lipped I-shaped CFS section to estimate the resistance of the triangular shear connector [2]. Finally, using the push-out test results can be efficiently assess to correlate the load transfer mechanism between CFS beam and concrete slab through the Triangular perfobond rib shear connector was performed [8].
2. Triangular perfobond rib shear connector Ai Rong Chen and S.Y.K. Al-Darzi [1]. The perfobond shear connector was developed in Germany at 1987, a small steel plate used as a connector between beam and slab with holes at regular interval is called perfoplate’s positioned at centre of I section attached by welding to CFS steel flange for better interaction between steel beam and concrete. Slab reinforcements are connected through the rib holes on plates as shown in Fig. 1. Then concrete is poured around and through plates. This new type of triangular holes shape
https://doi.org/10.1016/j.matpr.2019.06.080 2214-7853/Ó 2019 Elsevier Ltd. All rights reserved. Peer-review under responsibility of the scientific committee of the International Conference on Recent Trends in Nanomaterials for Energy, Environmental and Engineering Applications.
Please cite this article as: V. Ramasamy and B. Govindan, Feasibility study on triangular perfobond rib shear connectors in composite slab, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.06.080
2
V. Ramasamy, B. Govindan / Materials Today: Proceedings xxx (xxxx) xxx
Fig. 1. (a) Triangular perfobond rib shear connector; (b) Perfobond Connections.
Fig. 2. (a) Triangular head facing flange; (b) Triangular head facing opposite side to flange.
perfobond introduced as a composite to improve the connection behaviour [5]. The main parameter which affects the resisting capacity is position of triangle hole’s head in steel beam. In shear studs connectors, the main problem is studs to be installed in large numbers even for a small load carrying member. Installation of shear studs in a congested place and maintenance of shear studs is difficult one. So, overcoming these difficulties introduced Perfobond as a new type of shear connector for composite construction. 2.1. Fabrication of specimens To make the specimen, first the cold formed steel beam is welded back to back with perfobond rib connector’s fixed outside of a lipped Channel steel component. The wooden box is prepared for pouring of concrete slab of identical prism the reinforcements are inserted through the rib holes on a plate poured to assess the shear resistance of the connectors by Push-out test these specimens were cured for 28 days and dried for 24 h, these specifications are taken from Eurocode-4. 3. Experimental setup Table 1 shows the two specimens of CFS C-channel of size (600 100 50 mm with lip of 25 mm) contact back-to-back with 4 mm thick sections forming an I-shaped cross section having two perforated plates of size 500X40mm were welded the sides of steel flange to make the test specimen is mentioned in Table 2. These two specimens each having 600 mm long and leaving 50 mm at top for testing purpose so the total slab with CFS beam interface is 550 mm as shown in Fig. 3. Prior to casting; the rectangular woo-
Table 1 Dimensions of the C Section back to back Weld. Section
Tk. of Section (mm)
Ht. (mm)
Width (mm)
Web length (mm)
Ht. of lip (mm)
Channel section
Tk = 4
H = 600
B = 50
l = 100
h = 25
Table 2 Dimensions of the perfobond plate. Section
Ht. of triangle Width of triangle head head (mm) (mm)
Width of plate (mm)
Length of plate (mm)
Perfobond plate
b = 50
B = 40
L = 500
H = 30
Fig. 3. (a) Composite slab construction modeling; (b) Composite slab reinforcement detailing.
den box of opening with size of 200 mm length, 500 mm width, and 700 mm depth was fabricated in order to support the concrete during casting. The cover 50 mm cover gap should be maintained in all the 4 sides. The specimens were placed in a position from top and filled with concrete, to find the slip characteristics during testing leave 50 mm gap at the top of the CFS specimen to allow the beam to move.
3.1. Experimental program CFS specimens with two identical reinforced concrete slabs on both side with CFS perfobond plates as shown in Fig. 2. The scope of this study is to analyze the bond strength, structural improvement by perfoplate’s in CFS beams and slabs. The Lubricating oil was greased on the lipped C flanges to avoid the union action and friction action between steel beam and concrete slab during push out test [7,9]. The specimens were cast using the concrete grade of (fcu = 30 MPa) [10]. Using Universal Testing Machine of capacity 1000 kN, the shear load is applied along the interface between the CFS steel beam and identical concrete slab on both sides. In top we provide a steel plate that will ensure that the load applied uniformly to the I section. The push-out specimen with a concrete compressive strength. Fcu = 567 KN for TR1,571.68 for TR2 were found out and measuring the corresponding relative displacement for TR1 & TR2 were analyzed based on the bond between perfobond rib shear connector and concrete slab. To determine the behaviour of shear connector, for each specimen load slip curves were drawn. Comparatively TR2 gives the better result in resisting capacity with a large slip behaviour criticize the ductile behaviour of composite slab.
Please cite this article as: V. Ramasamy and B. Govindan, Feasibility study on triangular perfobond rib shear connectors in composite slab, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.06.080
V. Ramasamy, B. Govindan / Materials Today: Proceedings xxx (xxxx) xxx
3
4. Results and discussion 4.1. Load–displacement curves Load–slip curves of all the specimens obtained in the push-out tests are shown in Fig. 4 it can be seen from the load–slip curves of the specimens, at the initial stage the relative slip curve is increased slowly and the bearing capacity of the shear connector could reach to the peak point rapidly. After the peak point, the load decreased quickly, which indicated that the concrete mainly contributes the effect of connection in the initial loading stage and the reinforcement could increase the ductility in the later loading stage. Therefore, the new connector in the composite slab maintains the serviceability state. In Fig. 5 results shows that Load–slip curve for the specimen with Triangle head positioned near to flange obtained from the push-out test states that the curve is linear up to ultimate load. After ultimate load, has been reached, there is a sudden decrease in load and the specimen continues to yield till the concrete fails. It is noticed that when the load carrying capacity of shear connector is reached then the Load–slip curves for the specimen with Triangle head positioned opposite to flange is obtained in the pushout test, the curve obtains the parabolic shape right from initial point up to the load value 571.80 kN. Then there is a decrease in load carrying capacity of the specimen up to the displacement point of 17.90 mm. Again, simultaneously the curve undergoes a decrease and increase of load carrying capacity. Beyond this point the curve shows a non-uniform profile but the load carrying capacity of the specimen goes on increasing. In Fig. 6 the stress-strain curve for the specimen TR1 Triangle head facing near to flange starts at 0.038 N/mm2 and from there on the curve obtains a linear shape up to the ultimate load point the Maximum stress value for TR1 is 356.92 N/mm2 and the corresponding strain is 1.325. In Fig. 7 the stress strain curve for specimen triangle head facing opposite to flange follows a linearly parabolic profile right from initial point to the ultimate stress value. Then the stress values decrease up to the point 2.9 again there is a sudden decrease and increase in the stress value from there on the stress value starts increasing up to the maximum stress value of 356.92 N/mm2, the corresponding strain is 1.868. Load carrying capacity and the corresponding slip and the maximum slip occurs in the perfobond rib shear connector the corresponding applied force are tabulated below (see Tables 3 and 4).
Fig. 4. Load–displacement for connector element (TR1).
Fig. 5. Load–displacement for connector element (TR2).
Fig. 6. Stress-Strain for connector element (TR1).
Fig. 7. Stress-Strain relationship for connector (TR2).
Please cite this article as: V. Ramasamy and B. Govindan, Feasibility study on triangular perfobond rib shear connectors in composite slab, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.06.080
4
V. Ramasamy, B. Govindan / Materials Today: Proceedings xxx (xxxx) xxx
Table 3 Maximum force applied on each Shear Connector. Section
Max. Force (kN)
Corresponding Slip (mm)
TR1 TR2
562.10 571.80
7.95 11.40
Table 4 Maximum Slip on each Shear Connector.
ber, the strain capacity is 1.868 so in case of larger member is possibly higher and leads to indicate the superior ductility property. Using this triangular head opposite to flange type of connector produces better resisting capacity with more slip which will increase the ductile property of the concrete, which is suggested to the earthquake prone areas so the triangular perfobond rib shear connector can be effectively used in composite slab. Acknowledgement
Section
Max. Slip (mm)
Corresponding Applied Force (kN)
TR1 TR2
21.14 24.57
260.10 593.15
Not Applicable. Funding Information
5. Comparative study Load–displacement curves for TR1 and TR2 shows that results of triangular hole shape, the resisting capacity for TR1 & TR2 are comparatively equal and displacement value for TR2 is (11.4 mm) greater than TR1 (7.95 mm) which shows during earthquake the time taken to sudden failure is minimised. The main parameters which affects the resisting capacity and slip is the positions of triangle hole’s head inverting the position of triangle hole head as in TR1will increase the resisting capacity, but minimise the relative displacement to 7.95 mm it can be seen that using TR2 gives an acceptable resisting capacity with larger slip which tends to minimise the sudden collapse of composite slab. 6. Conclusion In this paper, push out test was conducted on the composite slab. The load-carrying capacity, structural improvement of CFS section in composite structure, and behavioural characteristics along with the perfoplate’s were analyzed and the resisting capacity for TR1&TR2 are comparatively equal and slip value for TR2 is greater than TR1. Thus TR2 has superior ductile behaviour Using triangular head facing opposite side to flange TR2 gives the better resisting capacity and slip. It is due to improved bonding between the reinforcements and triangular head. Maximum stress value for both TR1 and TR2 are equal (356.92 N/mm2) and the corresponding strain is 1.325 for TR1 and 1.868 for TR2. For a 600 mm mem-
Not Applicable. References [1] Ai Rong Chen, S.Y.K. Al-derzi, New perfobond rib connector shapes, Asian J. Appl. Sci., 2, 385–393. [2] G.S. Veríssimo, J.L.R. Paes, Design and experimental analysis of a new shear connector for steel and concrete composite structures – Federal University of Viçosa, Viçosa, Minas Gerais, Brazil – Guidelines for Bridge maintenance, July 2006. [3] Alenezi et al., Behaviour of shear connectors in composite column of coldformed steel with lipped C-channel assembled with Ferro-cement jacket, Constr. Build. Mater. 84 (2015) 39–45. [4] Ali Shariati et al., Various types of shear connectors in composite structures: a review, Int. J. Phys. Sci. 7 (22) (2012) 2876–2890. [5] Isabel Valente et al., Experimental analysis of Perfobond shear connection between steel and lightweight concrete, J. Constr. Steel Res. 60 (2004) 465–479. [7] I.M. Viest, C.P. Seiess, J.H. Appleton, N.M. Newmark, Full Scale Tests on Channel Shear Connectors in Composite T-beams, University of Illinois Bulletin, No.405, Urbana, IL., 1952. [8] A. Pashan, Behaviour of Channel Shear Connectors: Push Out Tests M.Sc thesis, University of Saskatchewan, Canada, 2006. [9] S. Maleki, S. Bagheri, Behaviour of channel shear connectors, Part 1: ‘‘Experimental study”, J. Constr. Steel Res. 64 (2008) 1333–1340. [10] IS10262:2009-Indian Standard Concrete Mix proportioning – Guidelines, New Delhi, July 2009.
Further reading [6] R.P. Johnson, Composite Structures of Steel and Concrete, Blackwell publishing, 2004, ISBN1-4051-0035-4.
Please cite this article as: V. Ramasamy and B. Govindan, Feasibility study on triangular perfobond rib shear connectors in composite slab, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.06.080