1. Euro Code 2 Examples
2. Eurocode 3 Pdf
3. Eurocode 2 Pdf

Not all cracks in concrete are serious enough to require repair. The hairline cracks in this floor were air brushed with brown dye to achieve a beautiful crackle pattern.

For the serviceability limit state, the maximum (limiting) crack width is between 0.05 mm and 0.2 mm, depending on the ratio of the hydrostatic pressure to. The first model is a modification of the conventional crack spacing model presented in Eurocode 2 and is valid for the case when cracking is caused by an external load. The second model, which is based on a bond-slip relationship and a compatibility requirement, is valid for cracking caused by restraint stresses.

At what width does a crack in concrete become a problem? That question often arises, but unfortunately there is no definite answer. It can vary from one project to the next. The answer may also change with the person’s perspective: What is acceptable to the contractor, engineer, or architect may not be acceptable to the owner, who must live with the crack day after day. Even the American Concrete Institute has no standards or recommendations that give a 'yes' or 'no' answer as to what cracks need repair based on width and other factors.

In general, cracks wider than a credit card and running through the depth of the concrete are structural in nature and could be a sign of more serious problems (see Concrete Crack Repair Evaluation). These cracks -- no matter what the width -- are rarely acceptable. Consult an engineer or concrete repair professional to determine the cause of the crack and to recommend the best repair solution.

For hairline or non-structural cracks in concrete, the answer as to what’s acceptable is less clear. The width at which they became a problem requiring repair often depends on the following factors:

• Is the crack static or is it gradually becoming wider? If you notice movement of the crack, it may continue to widen if the crack isn’t repaired and could indicate a structural problem.
• If the crack is in a horizontal surface, such as a floor or slab, is it wide enough to present a tripping hazard?
• In foundation walls or slabs, is the crack wide enough to allow moisture seepage? (See Foundation and Basement Crack Repair.)
• Does the crack trap dirt and present a maintenance or sanitation issue?
• Is the crack an eye sore and located in a high-visibility area?

Be aware that if you decide to repair the crack, the repair itself is likely to be visible unless you cover it with an overlay. However, it’s often possible to disguise or accentuate a crack through sawcutting, staining and other techniques. (See Incorporating Cracks in Concrete Floor Design.)

Eurocode 2 part 1-1: Design of concrete structures

Applications help to calculate the most required parameters of the Eurocodes.

The applications for this Eurocode are listed below. They are classified by topic.

Materials

• 3.1.2 (5) Concrete compressive strength at an age of t days, f_ck(t)
• 3.1.2 (6) Mean value of concrete compressive strength at an age of t days, f_cm(t)
• 3.1.2 (9) Mean value of axial tensile strength of concrete at an age of t days, f_ctm(t)
• 3.1.3 (2) Secant modulus of elasticity of concrete at 28 days according to the type of aggregates used, E_cm
• 3.1.3 (3) Secant modulus of elasticity of concrete at an age of t days, E_cm(t)
• 3.1.4 (2) Creep coefficient defining creep between times t and t₀, φ(t,t₀)
• 3.1.4 (6) Total shrinkage strain at an age t, ε_cs
• 3.1.7 (3) Rectangular stress distribution for the design of concrete cross-sections: the factors λ, η
• 3.2.7 (2) Stress in reinforcing steel depending on its strain, σ_s
• 3.3.2 (7) Relaxation loss of prestressing steel, Δσ_pr
• (6.76) Design fatigue strength of concrete f_cd,fat

Cover, structural class

• 4.4.1 Nominal cover c_nom
• 4.4.1.2 (5) Structural class following the EN Eurocode recommendation

Prestressed members

• 5.10.6 (2) Time dependent losses of prestress due to creep, shrinkage and relaxation, ΔP_c+s+r
• 10.3.2.1 (2) Equivalent time to cater for the effects of the heat treatment on the prestress loss, t_eq
• 10.5.2 (1) Thermal loss of prestress during the heat curing of precast concrete elements, ΔP_θ

Structural analysis

Euro Code 2 Examples

• 5.2 (5) Geometric imperfections: the inclination θ_i
• 5.8.3.1 (1) Simplified criterion for second order effects of isolated members: the slenderness λ_lim following the EN Eurocode recommendation
• 5.8.7.2 (1) Analysis of second order effects with axial load: the nominal stiffness EI
• 5.8.8.2 (3) Method of analysis for second order effects, based on nominal curvature: the nominal second order moment M₂
• 5.8.8.3 Method of analysis for second order effects, based on nominal curvature: the curvature 1/r

Shear resistance

• 6.2.2 (1) Design value for the shear resistance for members not requiring design shear reinforcement, V_Rd,c
• 6.2.3 (3) Design value for the shear resistance of members with vertical shear reinforcement, V_Rd
• 6.2.3 (4) Design value for the shear resistance of members with inclined shear reinforcement, V_Rd
• 6.2.4 (3) Shear between web and flanges: the transverse reinforcement per unit length A_sf/s_f and crushing of the compressive structs in the flanges

Torsion and shear

• 6.3.2 (3) Longitudinal reinforcement for pure torsional moment, ΣA_sl
• 6.3.2 (4) Resistance of members subjected to torsion and shear
• 6.3.2 (5) Resistance of rectangular solid sections subjected to torsion and shear: the condition for minimum reinforcement

Punching shear

• 6.4.4 (1) Punching shear resistance of a slab without shear reinforcement, v_Rd,c
• 6.4.4 (2) Punching shear resistance of a column base without shear reinforcement, v_Rd
• 6.4.5 (1) Punching shear resistance of slabs and column bases with shear reinforcement, v_Rd,cs

Crack and deflection

• 7.3.2 (2) Crack control: the minimum reinforcement area A_s,min
• 7.3.4 Calculation of crack widths w_k
• 7.4.2 (2) Deflection control: the limit span/depth l/d for omitting calculations
• 7.4.3 (3) Deformation of non-fully cracked members which are subjected mainly to flexure, α
• 7.4.3 (6) Calculation of deflections: the shrinkage curvature 1/r_cs

Eurocode 3 Pdf

Detailing of reinforcement

• 8.4.2 (2) Anchorage of longitudinal reinforcement: the ultimate bond stress f_bd
• 8.4.3 (2) Anchorage of longitudinal reinforcement: the basic anchorage length l_b,rqd
• 8.4.4 (1) Anchorage of longitudinal reinforcement: the design anchorage length l_bd
• 8.6 (2) Anchorage capacity of one welded transverse bar following the EN Eurocode recommendation, F_btd
• 8.7.3 (1) Design lap length l₀
• 9.2.1.1 (1) Beams: the minimum area of longitudinal reinforcement following the EN Eurocode recommendation, A_s,min
• 9.2.2 (5) Beams: the ratio of shear reinforcement ρ_w
• 9.5.2 (2) Columns: the minimum area of longitudinal reinforcement following the EN Eurocode recommendation, A_s,min

Lightweight concrete

Eurocode 2 Pdf

• 11.6.1 (1) Lightweight concrete members not requiring design shear reinforcement: the design shear resistance V_lRd,c
• 11.6.4.1 (1) Punching shear resistance of a lightweight concrete slab without shear reinforcement, v_lRd,c
• 11.6.4.1 (2) Punching shear resistance of a lightweight concrete column base without shear reinforcement, v_lRd
• 11.6.4.2 (1) Punching shear resistance of lightweight concrete slabs and column bases with shear reinforcement, v_lRd,cs