Deflection behavior of a prestressed concrete beam reinforced with carbon fibers at elevated temperatures

doi:10.1007/s11709-018-0468-4

Frontiers of Structural and Civil Engineering

2019, Vol. 13

Issue (1): 81-91 https://doi.org/10.1007/s11709-018-0468-4

本期目录

Deflection behavior of a prestressed concrete beam reinforced with carbon fibers at elevated temperatures

Mohammed FARUQI(

), Mohammed Sheroz KHAN

Department of Civil and Architectural Engineering, Texas A&M University—Kingsville, Texas, USA

全文: PDF(946 KB) HTML

Abstract：

Fiber reinforced polymer(FRP) have unique advantages like high strength to weight ratio, excellent corrosion resistance, improving deformability and cost effectiveness. These advantages have gained wide acceptance in civil engineering applications. FRP tendons for prestressing applications are emerging as one of the most promising technologies in the civil engineering industry. However, the behavior of such members under the influence of elevated temperatures is still unknown. The knowledge and application of this could lead to a cost effective and practical considerations in fire safety design. Therefore, this study examines the deflection behavior of the carbon fiber reinforced polymer(CFRP) prestressed concrete beam at elevated temperatures. In this article, an analytical model is developed which integrates the temperature dependent changes of effective modulus of FRP in predicting the deflection behavior of CFRP prestressed concrete beams within the range of practical temperatures. This model is compared with a finite element mode (FEM) of a simply supported concrete beam prestressed with CFRP subjected to practical elevated temperatures. In addition, comparison is also made with an indirect reference to the real behavior of the material. The results of the model correlated reasonably with the finite element model and the real behavior. Finally, a practical application is provided.

Key words： FRP CFRP concrete elevated temperatures deflections prestress

收稿日期: 2017-07-22 出版日期: 2019-01-04

Corresponding Author(s): Mohammed FARUQI

引用本文:

. [J]. Frontiers of Structural and Civil Engineering, 2019, 13(1): 81-91.
Mohammed FARUQI, Mohammed Sheroz KHAN. Deflection behavior of a prestressed concrete beam reinforced with carbon fibers at elevated temperatures. Front. Struct. Civ. Eng., 2019, 13(1): 81-91.

链接本文:

https://academic.hep.com.cn/fsce/CN/10.1007/s11709-018-0468-4
https://academic.hep.com.cn/fsce/CN/Y2019/V13/I1/81

Fig.1

Fig.2

Fig.3

Fig.4

Tab.1

Fig.5

Fig.6

Fig.7

Fig.8

Fig.9

Tab.2

Fig.10

Fig.11

A p, f r p

= Area of prestressed tension reinforcement

A c

= Area of concrete

b= Width of the beam

c 1

= Distance of centroid from top surface

c 2

= Distance of centroid from bottom surface

d= Depth of beam

d e

= Effective depth

dl= Change in length

dT= Change in temperature

e= Eccentricity

E= Modulus of elasticity

E c

= Young’s modulus of concrete

E f

= Young’s modulus of fiber

E m

= Young’s modulus of matrix

E f r p

= Young’s modulus of FRP

E p, f r p

= Effective modulus of prestressed FRP system

E p, f r p @ T ° C

= Young’s modulus of prestressed FRP composite at elevated temperatures

f 1

= Concrete stresses at top surface

f 2

= Concrete stresses at bottom surface

f c ′

= Compressive strength of concrete

f p s

= Stress in the prestressed system

f r

= Modulus of rupture

I= Moment of inertia

I c r

= Cracking moment of inertia

I e

= Effective moment of inertia

I g

= Gross moment of inertia

K s

= Support conditions of the system

L= Span of the beam

l= Original length

M= Moment

M o

= Mid-span moment due to dead load

M a

= Applied moment

M c r

= Cracking moment

M L

= Mid-span moment due to live load

P= Prestress force

P e

= Effective prestress force

P i

= Initial prestress force

r= Strength reduction factor due to elevated temperature

r 2

= Radius of gyration

R A

= Reaction at support

R B

= Reaction at support

S 1

= Section modulus at top fiber

S 2

= Section modulus at bottom fiber

T f r p

= Temperature at which the deflecton is calculated

V f

= Volume fraction of fiber

V m

= Volume fraction of matrix

w= Uniformly distributed superimposed load

w L

= Live load acting on the beam

w o

= Dead load acting on the beam

W= Self weight of the beam

x= Distance of NA from top surface

y t

= Distance from center of gravity of beam to extreme fibers

α c

= CFRP expansion per degree temperature of variation

α f

= Coefficient of thermal expansion of fiber

α m

= Coefficient of thermal expansion of matrix

α L

= Coefficient of thermal expansion of frp composite in longitudinal direction

Δ a

= Deflection from ANSY

Δ T

= Deflection due to elevated temperature

η

= Modular ratio

σ

= Stress

?

= Strain

? h

= Strain in concrete due to shrinkage

φ e t

= Shrinkage curvature due to elevated temperatures

ϕ

= Deflection constant

v

= Poisson’s ratio

1	M AFaruqi, S Roy, A ASalem. Elevated temperature deflection behavior of concrete members reinforced with frp bars. Journal of Fire Protection Engineering, 2012, 22(3): 183–196 https://doi.org/10.1177/1042391512447045
2	WDerkowski. Opportunities and risks arising from the properties of FRP materials used for structural strengthening. Procedia Engineering, 2015, 108: 371–379 https://doi.org/10.1016/j.proeng.2015.06.160
3	K HTan. Fiber-reinforced polymer reinforcement for concrete Structures. In: Proceedings of the Sixth International Symposium on FRP Reinforcement for Concrete Structures (FRPRCS-6), Singapore 8-10 July, 2003
4	M RGarcez, L C Meneghetti, L C Pinto. Applying post-tensioning technique to improve the performance of frp post-strengthening. Fiber Reinforced Polymers- The Technology Applied for Concrete Repair, Dr. Martin Masuelli (Ed.), January, 2013
5	M RGarcez, Filho Silva, CPGL, UMeier. Post-strengthening of reinforced concrete beams with prestressed CFRP strips. Part 1: analysis under static loading, Revista IBRACON de Estruturas Materiais, 2012, 5(3): 343–361
6	PSelvachandran, S Anandakumar, KMuthuramu. Deflection Behavior of Prestressed Concrete Beam using Fiber Reinforced Polymer (FRP) Tendon, The Open Civil. Engineering Journal (New York), 2016, 10: 40–60
7	MAtutis, J Valivonis, E.AtutisExperimental Study of Concrete Beams Prestressed with Basalt Fiber Reinforced Polymers. Part I: Flexural Behavior and Serviceability. Composites Structures, 2017
8	TLou, S Lopes, A ALopes. Comparative study of continuous beams prestressed with bonded frp and steel tendons. Composite Structures, 2015, 124: 100–110 https://doi.org/10.1016/j.compstruct.2015.01.009
9	ZKamaitis. Damage to concrete bridges due to reinforcement corrosion: Part II- Design considerations. Transport, 2002, 17(5): 163–170
10	NBenichou, V K Kodur, MF Green, L ABisby. Fire performance of fiber-reinforced polymer systems used for the repair of concrete buildings. Construction Technology Update No. 74, August, 2010
11	I ABukhari, R L Vollum, S Ahmad, JSagaseta. Shear strengthening of reinforced concrete beams with CFRP. Magazine of Concrete Research, 2010, 62(1): 65–77 https://doi.org/10.1680/macr.2008.62.1.65
12	PZou. Theoretical study on short-term and long-term deflections of fiber reinforced polymer prestressed concrete beams. Journal of Composites for Construction, 2003, 7(4): 285–291 https://doi.org/10.1061/(ASCE)1090-0268(2003)7:4(285)
13	ABraimah. Long-term and fatigue behavior of carbon fiber reinforced polymer prestressed concrete beams. Doctoral dissertation, Queen's University, Kingston, September, 2000
14	T H KKang, M IAry. Shear strengthening of reinforced & prestressed concrete beams using FRP: Part II- Experimental investigation. International Journal of Concrete Structures and Materials, 2012, 6(1): 49–57 https://doi.org/10.1007/s40069-012-0005-0
15	B DAgarwal, L J Broutman, H K Chandrashek. Analysis and Performance of Fiber Composites, 3rd ed. Wiley, 2006, p. 576.
16	ACI Committee 435. Control of deflection in concrete structures, ACI 435R-95. Farmington Hills, Michigan: American Concrete Institute, 2003
17	V AKodur. Properties of concrete at elevated temperatures. International Scholarly Research Notices in Civil Engineering, 2014, article ID 468510, 1–15.
18	European Standard EN 1992-1-2: 2004. Design of concrete structures. Part 1-2: general rules structural fire design, Eurocode 2, European Committee for Standardization, Brussels, Belgium, 2004
19	L TPhan. Fire performance of high-strength concrete: a report of the state-of-the-art. Technical report., National Institute of Standards and Technology, Gaithersburg, Md, USA, 1996
20	ESamaniego, X Oliver, AHuespe. Contributions to the continuum modelling of strong discontinuities on two-dimensional solids. Monograph CIMNE No.72, International Center for Numerical Methods in Engineering, Barcelona, Spain, 2003
21	TBelytschko, T Black. Elastic crack growth in finite elements with minimal remeshing. International Journal for Numerical Methods in Engineering, 1999, 45(5): 601–620 https://doi.org/10.1002/(SICI)1097-0207(19990620)45:5<601::AID-NME598>3.0.CO;2-S
22	TBelytschko, N Moes, SUsui, CParimi. Arbitrary discontinuities in finite elements. International Journal for Numerical Methods in Engineering, 2001, 50(4): 993–1013 https://doi.org/10.1002/1097-0207(20010210)50:4<993::AID-NME164>3.0.CO;2-M
23	G NWells, L J Sluys. A new method for modelling cohesive cracks using finite elements. International Journal for Numerical Methods in Engineering, 2001, 50(12): 2667–2682 https://doi.org/10.1002/nme.143
24	X PXu, A Needleman. Numerical simulations of dynamic crack growth along an interface. International Journal of Fracture, 1996, 74(4): 289–324 https://doi.org/10.1007/BF00035845
25	TBelytschko, Y Y Lu, L Gu. Element-free Galerkin methods. International Journal for Numerical Methods in Engineering, 1994, 37(2): 229–256 https://doi.org/10.1002/nme.1620370205
26	TBelytschko, Y Y Lu, L Gu, MTabbara. Element-free Galerkin methods for static and dynamic fracture. International Journal of Solids and Structures, 1995, 32(17-18): 2547–2570 https://doi.org/10.1016/0020-7683(94)00282-2
27	TRabczuk, T Belytschko. Application of particle methods to static fracture of reinforced concrete structures. International Journal of Fracture, 2006, 137(1-4): 19–49 https://doi.org/10.1007/s10704-005-3075-z
28	TRabczuk, G Zi, SBordas, HNguyen-Xuan. A geometrically non-linear three-dimensional cohesive crack method for reinforced concrete structures. Engineering Fracture Mechanics, 2008, 75(16): 4740–4758 https://doi.org/10.1016/j.engfracmech.2008.06.019
29	TRabczuk, J Akkermann, JEibl. A numerical model for reinforced concrete structures. International Journal of Solids and Structures, 2005, 42(5-6): 1327–1354 https://doi.org/10.1016/j.ijsolstr.2004.07.019
30	ASCE, ASCE 7-05. Minimum design loads for buildings and other structures, Including Supplement No. 1. American Society of Civil Engineers, Reston, VA, 2006
31	Y CWang, P H Wong, V Kodur. Mechanical properties of fibre reinforced polymer reinforcing bars at elevated temperatures. Structures for Fire, 2010, 1–10
32	ACI Committee 318. Building code requirements for structural concrete (ACI 318-05) and commentary (ACI 318R-05) Farmington Hills, Mich: American Concrete Institute, 2005
33	KSchmit, B. RougeFiberglass reinforced plastic (FRP) piping systems: designing process/facilities piping systems with FRP: A comparison to traditional metallic materials. EDO Specialty Plastics, EKGS-ES-042-001, 1998
34	VKodur, A Ahmed, M.DawaikatModeling the fire performance of FRP strengthened reinforced concrete beams. Composites and Polycon, American Composites Manufacturers Association, Tampa, Florida, 2009, 15–17

Viewed

Full text

Abstract

Cited

Shared

Discussed