| A | Accidental loads |
| A1 | loaded area |
| A2 | assumed distribution area |
| Ac | concrete area of a longitudinal section of
the beam web |
| Ac | cross-sectional area of uncracked concrete |
| Acf | effective cross section area of the flange,
hf beff |
| As | cross section area of properly anchored reinforcement
on the tension side (mm2) |
| As | the reinforcement area that is sufficiently
anchored on both sides of the joint and that is not utilized for
other purposes |
| ASV | Amount of shear reinforcement |
| Asx | amount of reinforcement in x-direction |
| Asy | amount of reinforcement in y-direction |
| Ast | the area of transverse reinforcement not utilized
for other tensile forces and having a spacing not greater than 12 times
the diameter of the anchored reinforcement. If the reinforcement
is partly utilized, the area shall be proportionally reduced |
| a | distance from the face of the support |
| av | vertical acceleration |
| beff | the part of the slab width which according
to Sec.6 A400 is assumed as effective
when resisting tensile forces |
| bx | length of the side of the critical section
(Sec.6 F510) |
| by | length of the side perpendicular to bx |
| bw | width of beam (web) (mm) |
| C | concrete grade (normal weight concrete) |
| Cl | factor on Wøhler curves concrete
(Sec.6 M200) |
| C2 | factor on Wøhler curves concrete (Sec.
6 M200) |
| C3 | factor on Wøhler curve reinforcement
(Sec.6 M200) |
| C4 | factor on Wøhler curve reinforcement
(Sec.6 M200) |
| c | the least of the dimensions c1, c2 and
(s1 - f)/2
given in Fig.13 |
| c1 | minimum concrete cover, see Sec.6 Table Q1 |
| c2 | actual nominal concrete cover |
| D | deformation load |
| Dk | diameter of the concrete core inside the centroid
of the spiral reinforcement, Ass |
| d | distance from the centroid of the tensile reinforcement
to outer edge of the compression zone |
| d1 | 1 000 mm |
| e | eccentricity of loading |
| E | environmental load |
| Ecd | design value of Young's Modulus of
concrete used in the stress-strain curve |
| Ecn | normalized value of Young's Modulus
used in the stress-strain curve |
| Esd | design value of Young's Modulus of
reinforcement |
| Esk | characteristic value of Young's Modulus
of reinforcement (200 000 MPa) |
| fbc | concrete related portion of the design
bond strength in accordance with Sec.6
K116 |
| fbd | design bond strength, calculated in accordance
with Sec. 6 K116 |
| fcc | concrete cylinder strength |
| fcck | characteristic concrete compressive strength |
| fcck2 | 94 MPa (Sec.6 C102) |
| fcckj | characteristic strength of the taken specimens
converted into cylinder strength for cylinders with height/diameter ratio
2:1 |
| fcckt | characteristic compressive cylinder strength
at 28 days based on in-situ tests |
| fcd | design compressive strength of concrete |
| fc2d | truss analogy: design compressive strength
(Sec.6 F308) in the compression
field = 0.6 fcdgeneral: reduced design compressive strength (Sec.6 H107) = fcd /(0.8 + 100 e1) < fcd |
| fcn | normalized compressive strength of concrete |
| frd | reference stress for the type of failure in
question (Sec.6 M200) |
| ftd | design strength of concrete in uni-axial tension |
| ftk | characteristic tensile strength of concrete |
| ftk | ftk + 0.5
pw for structures exposed
to pressure from liquid or gas in the formulae for calculating the
required amount of minimum reinforcement (Sec.6
Q503) |
| ftn | normalized tensile strength of concrete |
| fsd | design strength of reinforcement |
| fssd | design strength of the spiral reinforcement,
Ass |
| fsk | characteristic strength of reinforcement |
| Fcd | compressive capacity |
| Fd | design load |
| Ff | force in accordance with Fig.15 |
| Fk | characteristic load |
| SFvn/gs | sum of forces Fvn corresponding
to shear failure at cross wire welds within the development length |
| FSV | additional tensile force in longitudinal reinforcement
due to shear |
| Fx | Nx + | Nxy | cot q |
| Fy | Ny + | Nxy | tan q |
| G | permanent load |
| g, go | acceleration due to gravity |
| h | cross-section height |
| h' | distance between the centroid of the reinforcement
on the "tensile" and "compression" side
of the member |
| h1 | 1.0 m (Sec.6 D107) |
| hf | thickness of the flange (the slab) |
| Ic | moment of inertia of Ac |
| k | number of stress-blocks (Sec.6
M107) |
| k1 | a factor depending of the type of reinforcement,
given in Sec.6 Table K2 |
| k1 | constant used in calculations of crackwidth (Sec.6 Table O3) |
| k2 | has the value 1.6 if the spacing s between
the anchored bars exceeds 9f or (6c + f)
whichever is the larger, k2 has the
value 1.0 if s is less than the larger of 5f and (3c + f).
For intermediate values interpolate linearly (Sec.6
K116) |
| k3 | a factor dependent on the transverse reinforcement
and its position as given in Fig.14.
The factor k3 is taken
as zero for strands |
| kA | 100 MPa |
| kE | factor used for prediction of Young's
modulus. |
| kc | 0.004 [permil]/ MPa. (Sec.6 C301) |
| kn | a factor dependent on the number of bars
in the bundle and is taken as:| — | 0.8 for bundle of 2 bars | | — | 0.7 for bundle of 3 bars | | — | 0.6 for bundle of 4 bars. |
|
| kv | for slabs and beams without shear reinforcement
the factor kV is set equal
to 1.5 - d/d1,
but not greater than 1.4 nor less than 1.0 |
| kw | coefficient dependent on cross-sectional height
h=1.5 - h/h1 > 1.0,
where h1 = 1.0
m (Sec.6 O700) |
| Li | distance between zero moment points |
| lb | development length bond - bars or
bundle of bars |
| l'b | development length for welded wire fabric |
| lbp | development length for the prestressing force |
| le | effective length, theoretical buckling length |
| lsk | the influence length of the crack, some slippage
in the bond between reinforcement and concrete may occur (Sec.6 O700) |
| M | moment |
| Mf | total moment in the section acting in combination
with the shear force Vf |
| Mo | -Nf Wc/Ac |
| | MOA | | numerical smallest member end moment calculated
from 1. order theory at end A |
| | MOB | | numerical largest member end moment calculated
from 1. order theory at end B |
| m | eco / ecn |
| n | number |
| ni | number of cycles in stress-block I (Sec.6 M107) |
| nf | Nf /fcdAc |
| N | design life of concrete subjected to cyclic
stresses |
| Nf | design axial force (positive as tension) |
| Ni | number of cycles with constant amplitude which
causes fatigue failure (Sec.6 M107) |
| Nx | axial force in x-direction |
| Ny | axial force in y-direction |
| Nxy | shear force in the x-y plane |
| P | load |
| p | pressure |
| pd | design pressure |
| Q | variable functional load |
| R | radius |
| rc | radius of curvature |
| Rd | design resistance |
| Rk | characteristic resistance |
| s | centre to centre distance between the spiral
reinforcement, measured in the longitudinal direction of the column
(Sec.6 D106) |
| s1 | spacing of the transverse reinforcement |
| Sc | area moment about the centroid axis of the
cross-section for one part of the concrete section |
| Sd | design load effect |
| Sk | characteristic load effect |
| t | specified longitudinal tolerance for the position
of the bar end |
| Vcd | design shear capacity of a concrete cross-section |
| Vccd | design shear capacity of a concrete cross-section
(compression mode of failure) |
| Vmax | maximum shear force within fatigue stress block |
| Vmin | minimum shear force within fatigue stress block |
| Vsd | design shear capacity of a concrete cross-section
(shear tension mode of failure) |
| Vf | design shear force for the cross section under
consideration |
| Wc | section modulus of the concrete cross section
with respect to the extreme tension fibre or the fibre with least compression |
| wck | crackwidth calculated in accordance with Sec.6 O700 |
| wk | nominal characteristic crackwidths |
| z | 0.9 d for sections with a compression zone |
| z1 | the greater of 0.7 d and Ic/ Sc |
| a | angle between transverse shear reinforcement
and the longitudinal axis |
| a | the angle between the reinforcement and the
contact surface, where only reinforcement with an angle between
90° and 45° (to the direction of the force) shall be taken into account |
| a | a factor given in Sec.6
Table K1 |
| a | 1.3 - 0.3 b > 1.0
(Sec.6 M302) |
| b | ratio between the numerically smallest and
largest stresses acting simultaneously in the local compressive
concrete zone. The distance between the points used when calculating b shall
not exceed 300 mm (0 < b < 1.0) (Sec.6
M302) |
| b | a factor given in Sec.6 Table K1 |
| b | opening angle of the bend (Sec.6 L111) |
| d | deflection |
| Ds | stress variation of the reinforcement (MPa)
(Sec.6 M202) |
| e | strain |
| e1 | - 1.9 [permil] (Sec.6
C301) |
| e1 | average principal tensile strain (Sect.6 H107) |
| eco | e1 -
kefcn (Sec.6 C301), - 2 [permil] (Sec.6 C302) |
| ecu | max strain, NW concrete (2.5 m - 1.5)ecn (Sec.6 C301) |
| ecu | max strain, LWA concrete (Sec.6 C303) |
| ecn | - fcn / Ecn |
| ecm | mean stress dependent tensile strain in the
concrete at the same layer and over the same length as esm (Sec.6
O700) |
| ecs | free shrinkage strain of the concrete (negative
value) (Sec.6 O700) |
| es1 | tensile strain in reinforcement slightly sensitive
to corrosion on the side with highest strain (Sec.6
O206) |
| es2 | tensile strain at the level of the reinforcement
sensitive to corrosion (Sec.6 O206) |
| esm | mean principal tensile strain in the reinforcement
in the crack's influence length at the outer layer of the
reinforcement (Sec.6 O700) |
| h | ratio of fatigue utilization |
| gc | material coefficient concrete |
| gf | load factor |
| gm | material factor (material coefficient) |
| gs | material coefficient reinforcement |
| l | geometric slenderness ratio = 80 (1+4 wt)0.5 |
| l | le / i, i = (Ic/Ac) 0.5 |
| lN | force dependent slenderness = l (
- nf / (1+4 wt))0.5 |
| q | angle between the inclined concrete compression
struts and the longitudinal axis in the truss model method |
| f | diameter of the reinforcement bar |
| fe | equivalent diameter in term of reinforcement
cross section |
| µ | friction coefficient |
| r | density |
| r1 | 2 400 (Sec.5 D306),
2 200 (Sec.6 C102) |
| rx | reinforcement ratio in x - direction = Asx /(b·d) |
| ry | reinforcement ratio in y - direction = Asy /(b·d) |
| j | creep coefficient |
| sc | concrete stress due to long-term loading |
| sd | design stress |
| sM | edge stress due to bending alone (tension positive)(Sec.6 O700) |
| smax | numerically largest compressive stress, calculated
as the average value within each stress-block |
| smin | numerically least compressive stress, calculated
as the average value within each stress-block |
| sN | stress due to axial force (tension positive)
(Sec.6 O700) |
| sp | the steel stress due to prestressing |
| tcd | bond strength in accordance with Sec.6 Table J1 |
| tbmax | maximum bond stress within fatigue stress block |
| tbmin | minimum bond stress within fatigue stress block |
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