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Nonlinear Material Properties
o
Gf
r
o

mg
mhi
mful
r

d
Strain at effective end of softening curve for distributed fracture (e.g.
0.0035, or 0.0 if Gf 0)
Fracture energy per unit area (e.g. 0.1 N/mm or 0.0 if 00)
Biaxial to uniaxial peak principal stress ratio (e.g. 1.15 Range = 1.0 to
1.25)
Initial relative position of yield surface (e.g. 0.6. Range = 0.1 to 1.0 )
Dilatancy factor giving plastic potential slope relative to that of yield
surface (e.g. -0.1 Range -0.25 to 1.0 )
Constant in interlock state function (e.g. 0.425 Range 0.3 to 0.6)
Contact multiplier on 0 for 1st opening stage (e.g. 0.5 Range 0.25 to 2.0)
Final contact multiplier on 0 (e.g. 5.0 Range 1.0 to 20)
Shear intercept to tensile strength ratio for local damage surface (e.g. 1.25
Range 0.5 to 2.5)
Slope of friction asymptote for local damage surface (e.g. 1.0 Range 0.5
to 1.5 Note  < r)
Angular limit between crack planes (e.g. 1.0 (radians))
Notes
1. The model can be used with 2D and 3D continuum elements, 2D and 3D explicit
dynamics elements, solid composite elements and semiloof or thick shell elements.
1. All stresses and strains should be entered as positive values.
2. If no data for the strain at peak compressive stress, c, is available it can be
( f cu  15)
. f c . Any value
where f cu  125
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for c should lie in the range 0.002   c  0.003 . As a guide, a reasonable value
estimated from  c  0.002  0.001
for most concretes is 0.0022.
3. It is important that the initial Young‟s modulus, E, is consistent with the strain at
peak compressive stress, c. A reasonable check is to ensure that
E  12
. ( fc /  c ) .
4. For concrete that contains reinforcement, distributed fracture will be the dominant
fracture state. In this case a value for the strain at the end of the tensile softening
curve, 0, should be entered and Gf set to zero. If no data is available then a value
of  0  0.0035 is reasonable to use for most concretes.
5. For unreinforced concrete the strains will tend to localise in crack zones, leading to
localised fracture. The value for 0 must be set to 0.0 and the fracture energy per
unit area, Gf, given a positive value. Gf varies with aggregate size but not so much
with concrete strength. Typical values for various maximum coarse aggregate sizes
are:
16 mm aggregate: Gf = 0.1N/mm
20 mm aggregate: Gf = 0.13N/mm
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