a	shear span, distance between left of loading plate and left of support
av	clear shear span, distance between face of loading plate and face of support
bw	web width
c	height of compression zone
d	effective depth
da	maximum aggregate size
df	fiber diameter
dv	shear depth
e	factor to take effect of shear span to depth ratio into account
fc’	specified concrete compressive strength
fc,cube	average measured concrete cube compressive strength
fc,cyl	average measured concrete cylinder compressive strength
$f_{cfIk,L2}^f$	characteristic value of post-cracking flexural strength for a deflection of 3.5 mm
fck	characteristic concrete cylinder compressive strength
fctk	characteristic tensile strength of concrete
$f_{ctR,u}^f$	uniaxial tensile strength of SFRC
fcuf	cube compressive strength of fiber reinforced concrete
fFtuk	characteristic value of post-cracking strength for ultimate crack opening
fRk,4	characteristic residual flexural strength for the ultimate limit state at a CMOD of 3.5 mm
fspfc	splitting tensile strength of fiber reinforced concrete
ft’	specified tensile strength of concrete mix
ftenf	tensile strength of the fibers
fy	yield strength of the reinforcement steel
h	height of cross-section
hf	height of flange
k	size effect factor
kf	factor that considers the contribution of flanges in T-sections (= 1 for rectangular sections)
$k_F^f$	factor that considers the orientation of the fibers
$k_G^f$	size factor, which accounts for the fact that fibers are better distributed in larger elements
lf	fiber length
lspan	span length
ltot	total specimen length
n	parameter for effect of geometry of flanged sections
rf	fiber radius
sx	crack spacing
sxe	equivalent crack spacing factor
vmax	shear stress at maximum sectional shear Vmax
wlim	limiting crack width
wmax	maximum crack width permitted by the code
wu	ultimate crack width, i.e., the value attained at the ULS for resistance to combined stresses on the outer fiber under the moment exerted in this section
vb	shear strength attributed to fibers
z	internal lever arm
$A_{ct}^f$	effective area bw × d, with d limited to 1.5 m
Af	cross-sectional area of the fiber
As	area of longitudinal tension reinforcement
Avf	shear area over which fibers contribute
B	failure of bond between concrete and longitudinal reinforcement
CRd,c	calibration factor for the design shear capacity
DT	diagonal tension failure
Ef	modulus of elasticity of the fibers
Es	modulus of elasticity of reinforcement steel
F	fiber factor
Gm	matrix shear modulus
K	orientation coefficient
M	sectional moment
NA	the failure mode of the individual experiment is not given, but the text mentions that all experiments resulted in a shear failure
Pmax	maximum load in experiment
Rg	geometry factor from Yakoub [64]: 0.83 for crimped fibers, 1.00 for hooked fibers, and 0.91 for round fibers
S	fiber spacing
S	shear failure
SC	shear-compression failure
S-FL	shear-flexure failure
ST	shear-tension failure
V	sectional shear force
Vc	concrete contribution to shear capacity
Vcd	design value of concrete contribution to shear capacity
Vf	fiber volume fraction
Vfd	design value of fiber contribution to shear capacity
Vmax	maximum sectional shear in experiment caused by applied load only (without self-weight)
Vmin	lower bound to the shear capacity
Vpred	predicted shear capacity
VRd	design shear capacity
VRd,c	design shear capacity of the concrete contribution
$V_{Rd,c}^f$	design shear capacity of fiber reinforced concrete
VRd,cf	design shear capacity of the fiber contribution, notation used in German guideline
VRd,c,min	lower bound to the design shear capacity of the concrete contribution
VRd,f	design shear capacity of the steel fiber contribution
Vu	ultimate shear capacity
Vutot	experimental shear capacity, including contribution from self-weight
Y	failure mode includes yielding of longitudinal reinforcement
${\alpha }_c^f$	factor that accounts for the long term effects
β	fiber and matrix property factor developed by Cox [56]
γc	concrete material factor
γcf	concrete material factor, notation used in French guideline
${\gamma }_{ct}^f$	partial factor for tensile strength of fiber reinforced concrete
γE	additional safety factor
εel	elastic strain
εlim	limiting strain
εmax	maximum strain
εu	ultimate strain at the ULS for bending combined with axial forces on the outer fiber under the moment exerted in the section
εx	strain at mid-depth of the cross-section
ηo	fiber orientation factor = 0.41 for fibers with a 3D random orientation, as derived by Romualdi and Mandel [151], but can be larger for members with thin webs
ηl	a length factor used to account for the variability in the fiber embedment length across the cracking plane
θ	angle of compression strut
ξ	size effect factor from Bažant and Kim [62]
ρ	reinforcement ratio
ρf	fiber bond factor: 0.5 for straight fibers, 0.75 for crimped fibers, 1 for hooked fibers
σRd,f	residual tensile strength of fiber reinforced cross-section
σf(ε)	experimentally determined relation between stress in fiber concrete and strain
σf(w)	experimentally determined relation between post-cracking stress and crack width w
σtu	average stress at the ultimate limit state in the equivalent tensile stress block used for bending moment analysis of SFRC
τ	bond strength between fibers and matrix
τfd	design value of bond strength between fibers and matrix
ψ	size effect factor from Imam et al. [63]
ω	reinforcement ratio that includes the effect of fibers