EN 1992-1-1:2004· Europe

C55/67

55 MPa cylinder, 67 MPa cube characteristic strength at 28 days; Ecm 38 GPa.

High-strength concrete: the strain limits εcu fall with strength, so the section is less ductile; Eurocode 2 adds rules above C50/60.

Characteristic cylinder strength fck: 55 MPa3characteristic · 28 days
Characteristic cube strength fck,cube: 67 MPa3characteristic · 28 days
Mean axial tensile strength fctm: 4.2 MPa2nominal · 28 days
Secant modulus of elasticity Ecm: 38 000 MPa2nominal · 28 days
Unit weight γ: 25 kN/m³1nominal · reinforced, normal percentage of reinforcement

How we know these values · 19 values from 3 sources

Confirmed: 3
Corroborated: 11
Single source: 5

Click any value under “All values” to see the sources that state it, with dates.
How we rate evidence

All values

Mechanical 15
Design values 2
Physical 1
Thermal 1
Moisture and transport not yet
Fire not yet
Chemical and durability not yet

Mechanical

Elastic

Secant modulus of elasticity Ecm

Mean value at 28 days, quartzite aggregates.

Condition	Value	Evidence
	38 000MPa	Corroborated

Poisson's ratio ν

In the elastic range.

Condition	Value	Evidence
	0.2	Single source

Strength

Characteristic cylinder strength fck

28-day characteristic compressive strength, 150×300 mm cylinder.

Condition	Value	Evidence
	55MPacharacteristic	Confirmed

Characteristic cube strength fck,cube

28-day characteristic compressive strength, 150 mm cube.

Condition	Value	Evidence
	67MPacharacteristic	Confirmed

Mean compressive strength fcm

fcm = fck + 8 MPa.

Condition	Value	Evidence
	63MPa	Confirmed

Mean axial tensile strength fctm

fctm = 0.30·fck^(2/3) up to C50/60.

Condition	Value	Evidence
	4.2MPa	Corroborated

Characteristic tensile strength (5 % fractile) fctk,0.05

Lower characteristic axial tensile strength: for anchorage, shear and design tensile strength.

Condition	Value	Evidence
	3MPacharacteristic	Corroborated

Characteristic tensile strength (95 % fractile) fctk,0.95

Upper characteristic tensile strength: where high tensile strength is unfavourable (minimum reinforcement, cracking).

Condition	Value	Evidence
	5.5MPacharacteristic	Corroborated

Ductility

Strain at peak stress εc1

Nonlinear stress–strain curve for structural analysis (Fig. 3.2).

Condition	Value	Evidence
	2.5‰	Corroborated

Ultimate strain (analysis curve) εcu1

End of the nonlinear analysis curve.

Condition	Value	Evidence
	3.2‰	Corroborated

Strain at maximum stress (parabola-rectangle) εc2

Section design, Fig. 3.3.

Condition	Value	Evidence
	2.2‰	Corroborated

Ultimate strain (parabola-rectangle) εcu2

Crushing strain used in section design.

Condition	Value	Evidence
	3.1‰	Corroborated

Exponent of the parabola n

Shape of the parabola-rectangle diagram (Expression 3.17).

Condition	Value	Evidence
	1.75	Corroborated

Strain at maximum stress (bilinear) εc3

Bilinear stress–strain relation, Fig. 3.4.

Condition	Value	Evidence
	1.8‰	Corroborated

Ultimate strain (bilinear) εcu3

Crushing strain of the bilinear relation.

Condition	Value	Evidence
	3.1‰	Corroborated

Design values

Long-term coefficient on compressive strength αcc

Accounts for long-term effects and the way load is applied: fcd = αcc·fck/γc.

Condition	Value	Evidence
	1	Single source

Partial factor for the material γc

Recommended value; each country may set its own in the National Annex (a Nationally Determined Parameter).

Condition	Value	Evidence
	1.5	Single source

Physical

Unit weight γ

Weight per unit volume, for self-weight loads.

Condition	Value	Evidence
	25kN/m³	Single source

Thermal

Coefficient of thermal expansion α

Linear, near room temperature.

Condition	Value	Evidence
	10×10⁻⁶ /K	Single source

Compare side by side

With any other grade

Sources here are public pages that reproduce EN 1992-1-1:2004. For design and acceptance, the standard edition named in your specification and the conformity evaluation of the delivered concrete (EN 206) take precedence. Design factors are recommended values; your National Annex may set others.