Investigation of Strut-and-Tie Model Performance Using Symmetrically Loaded GFRP–RC Double Corbels

Data Availability Statement

Acknowledgments

Notation

A₁

loaded area but not greater than the bearing plate or bearing cross-sectional 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

cross-sectional area at one end of a strut in a strut-and-tie model, taken perpendicular to the axis of the strut (ACI 318-19) or effective cross-sectional area of strut (CSA S806-12);

A_FT

area of longitudinal FRP reinforcement in the tension tie;

A_nz

area of a face of a nodal zone or a section through a nodal zone;

A_st

total area of nonprestressed longitudinal reinforcement;

a

clear shear span;

d

effective depth of corbel section at column interface;

F_nn

nominal strength at the face of a nodal zone;

F_ns

nominal strength of a strut;

F_nt

nominal strength of a tie;

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

specified compressive strength of concrete;

f_ce

effective compressive strength of the concrete in a strut or a nodal zone;

f_cu

limiting compressive stress in concrete strut;

f_Fu

ultimate strength of FRP reinforcement;

f_y

specified yield strength for nonprestressed reinforcement;

h

height of corbel section at column interface;

P_exp

experimental capacity of corbel;

P_predicted

predicted capacity of corbel;

V_u

ultimate capacity of corbel;

w_cr-flex

experimental flexural crack width at ultimate load;

w_cr-strut

experimental diagonal strut crack width at ultimate load;

β_c

confinement modification factor for struts and nodes in a strut-and-tie model;

β_n

factor used to account for the effect of the anchorage of ties on the effective compressive strength of a nodal zone;

β_s

factor used to account for the effect of cracking and confining reinforcement on the effective compressive strength of the concrete in a strut;

Δ_u

experimental deflection at ultimate load;

${\epsilon }_1$

tensile strain in the tie bar used to calculate the limiting compressive stress in concrete strut;

${\epsilon }_F$

tensile strain in the tie bar located closest to the tension face of the beam and inclined at θ_s to the strut;

${\epsilon }_h$

experimental tensile strain in the secondary reinforcement at ultimate load;

${\epsilon }_t$

experimental tensile strain in the main tie reinforcement at ultimate load;

θ_s

angle between axis of strut and the tension chord of the members (ACI 318-19) or the smallest angle between the strut and the adjoining ties (CSA S806-12);

ρ_s

secondary reinforcement ratio;

ρ_t

main tie reinforcement ratio;

ϕ_c

strength reduction factor for concrete (ACI 318-19)/resistance factor for concrete (CSA S806-12); and

ϕ_F

resistance factor for FRP reinforcement.

References