Performance of GFRP-Reinforced Concrete Corbels under Monotonic Loading

Data Availability Statement

Acknowledgments

Notation

A₁

loaded area;

A₂

area of the lower base of the largest frustum of a pyramid, cone, or tapered wedge contained wholly within the support and having its upper base equal to the loaded area;

A_cs

effective cross-sectional area of the strut;

A_FT

area of tie reinforcement;

A_f

area of FRP reinforcement;

A_si

area of steel distributed reinforcement;

A_st

area of steel reinforcement;

a

shear span;

b

corbel or strut width;

c_c

clear concrete cover to main tie reinforcement;

d

effective depth of corbel section;

d_b

GFRP bar diameter;

d_angle

depth of the corbel for the strut angle;

E_c

modulus of elasticity of concrete;

E_f

modulus of elasticity of FRP reinforcement;

F_nm

nominal compressive strength of a nodal zone;

F_ns

strength of strut;

F_nt

nominal tensile strength of a tie;

$f_c^{\mathrm{\prime }}$

concrete compressive strength;

f_cd

design value of concrete compressive strength;

f_ce

effective compressive strength of concrete in a strut;

f_ck

characteristic compressive cylinder strength of concrete at 28 days;

f_cu

limiting compressive strength;

f_FU

ultimate strength of the FRP bar;

f_y

yield strength of steel reinforcement;

h

overall depth of corbel section;

h_c

height of the corbel;

h_node

height of node back face near ties;

I_tr

moment of inertia of the transformed RC section;

N₁

node capacity;

P_ACI

predicted load capacity calculated based on ACI-318-19;

P_CSA(1)

predicted load capacity calculated based on CSA S806 following Approach 1;

P_CSA(2)

predicted load capacity calculated based on CSA S806 following Approach 2;

P_cr

first flexural-cracking load;

P_EC2

predicted load capacity calculated based on Eurocode2;

P_exp

experimental load capacity of the tested specimen;

P_pre

predicted load capacity calculated based on code models;

P_u

ultimate load on one corbel;

r

radius of the GFRP bar bend;

s_i

distributed reinforcement spacing;

T

failure load of the tie;

V_u

ultimate shear force;

w_bearing

width of the bearing plate;

α₁

minimum angle between unidirectional distributed reinforcement and a strut;

α_cc

coefficient taking account of long-term effects on the compressive strength;

β_c

strut confinement factor;

β_n

nodal zone coefficient;

β_s

strut coefficient;

δ_max

midspan deflection at failure;

δ_sl

deflection at service load;

ɛ₁

transverse tensile strain;

ɛ_f

tensile strain in the FRP tie;

ɛ_pre

predicted tensile strain in the FRP tie;

θ

angle between the concrete strut and the longitudinal axis of the corbel;

θ_s

smallest angle between the strut and the adjoining ties;

λ

modification factor to reflect the reduced mechanical properties of lightweight concrete relative to normal-weight concrete of the same compressive strength;

λ_s

factor used to modify shear strength based on the effects of member depth, commonly referred to as the size effect factor;

ν

reduction factor for concrete strength;

γ_c

partial safety factor for concrete;

ρ

reinforcement ratio;

σ_Rd

allowable compressive stress of struts;

φ

strength factor for shear;

φ_c

resistance factor for concrete; and

φ_F

resistance factor for FRP.

References