The Input menu option makes it possible to state all necessary input data to describe the current calculation problem. The user finds the options Title, Material, Reinforcement, Geometry, Ground properties, Loads, Serviceability state and Settlement. These are described in the following chapters.

Title

The Title option shows a dialog box where information on the calculation can be defined.

Material

In the material dialog box all material strength input is assembled.

General

Under the header General, conditions that affect the calculation are stated. Exposure class and life time class are defined and affect code checks where relevant. The options Quality control and reduced deviation and Reduced or measured geometrical data can be checked. The to latter options together with the option Low strength variation, see below, changes the partial factors for materials according to EN 1992-1-1 Annex A A2.1 and A2.2.

Concrete

Concrete strength class can be defined by selecting from the list. Current design values are shown. If the option Low strength variation is checked together with one or both of the two options described above the partial factor for concrete will be changed according to EN 1992-1-1 Annex A A2.1 and A2.2.

Reinforcement

In the Reinforcement dialog boxes type of reinforcement for bottom- and top bars can be defined.

Reinforcement

In the reinforcement dialogue box the top- and bottom diameter, the cover and the smallest allowed cc distance “Min cc” between bars are defined. 

If the min and max diameter differ the program starts with the min diameter and if the cc distance is less than the value “Min cc” a larger diameter is chosen if possible. If the largest allowed diameter is used and the cc distance is lower than “Min cc” then this limit will be ignored.

It is possible to inactivate the code rules concerning allowed covers by the option “Code dependent”.

It is possible to inactivate the use of minimum reinforcement by the option “Use minimum reinforcement”.

In case the shear capacity is insufficient it is possible to let the program increase the reinforcement in order to reach a sufficient capacity. It should however be noted that it is often a very uneconomical way especially if the difference between current- and sufficient capacity is large.

Geometry

Column

If the option Column is chosen then the dimensions of the slab and the column in x- and y-direction are defined as well as if the slab is made as cast-in-situ or prefabricated. The latter option affects the sliding capacity.

Wall

If the option Wall is chosen then the width of the slab and the wall are defined as well as if the slab is made as cast-in-situ or prefabricated. The latter option affects the sliding capacity.

Ground properties

If EuroCode Standard is chosen then the required Design Approach according to EN 1997-1-1 2.4.7.3.4 is to be defined. If a country annex is chosen then the Design Approach is predefined according to this annex and the partial factors with regard to ground pressure and sliding are set as default according to this approach.

 Danish annex 

Denmark has chosen Design Approach 3.

 Finnish annex

Finland has chosen Design Approach 2.

 Swedish annex

Sweden has chosen Design Approach 3.

The user defines foundation depth, the distance from lower edge of slab to ground water level, if slanted neighboring ground surface is present (only Swedish annex) and the soil weight density above and beneath ground water level. The ground water level can also be situated above the lower edge of slab. The distance is then defined with a negative value. Here is also the soil type defined.

Cohesionless soil

By clicking the button More the following can be defined:

For the case cohesionless soil the characteristic friction slope ϕ_k and belonging security factor γ_m are defined.

 Swedish annex

A number of suggestions for different soil types can be achieved according to [4] 1.42.

Cohesive soil

By clicking the button More the following can be defined:

Normally consolidated clay

For the case normally consolidated clay the characteristic undrained shear capacity C_uk and belonging security factor γ_m are defined.

Over-consolidated clay

For the case over-consolidated clay an analysis with regard to both undrained and drained conditions is performed. The user defines characteristic values for un-drained shear capacity C_uk, for drained shear capacity C_k’, characteristic friction slope ϕ_k and belonging security factors γ_m.

Medium soil

By clicking the button More the following can be defined:

For medium soil an analysis with regard to both un-drained and drained conditions is performed and the most dangerous case will be decisive. The user defines characteristic values for undrained shear capacity C_uk, for drained shear capacity Ck’, characteristic friction slope ϕ_k and belonging security factors γ_m.

Rock

By clicking the button More the following can be defined:

For the case rock the user defines allowed ground pressure and if it is plane grinded rock or not. The latter defines the design sliding capacity R_d.

• Plane grinded rock, R_d = 0.45 V_d
• Otherwise, R_d = 0.75 V_d

 Swedish Annex

• Plane grinded rock, R_d = 0.4 V_d
• Otherwise, R_d = 0.75 V_d

V_d is the dead load multiplied by the load factor γ_g added with the defined vertical load.

Loads

Slab supporting a column

For a slab with a column vertical force, moment around x- and y-direction as well as horizontal force in x- and y-direction can be defined. As the calculation level is at the bottom of the slab a horizontal load will also increase or decrease the total moment in that direction.

The dead load from the slab and possible soil above is calculated by the program and displayed in the load windows upper left part. The user can chose how large part of the dead load that should be considered in each load case with the partial coefficient γ_g by defining a value between 0 and 1,5. Each load case should also be defined as ultimate- or serviceability limit state. For SLS load cases only crack widths and settlements are calculated.

Slab supporting a wall

For a slab with a wall can vertical force, moment around y-direction as well as horizontal force in x- direction be defined. The dead load from the slab and possible soil above it is calculated by the program and displayed in the load windows upper left part. The user can chose how large part of the dead load that should be considered in each load case with the partial coefficient γ_f by defining a value between 0 and 1. Each load case should also be defined as ultimate- or serviceability limit state. For SLS load cases only crack widths and settlements are calculated.

Serviceability Limit State

This option is only active if at least one SLS load case has been defined. The user chooses if crack width design should be performed and if so, an allowed crack width is defined and the program will then increase the reinforcement if required to accomplish this. If not, only current crack widths will be shown as result.

Crack stress

The user can chose between two or three different crack criteria’s in the Seviceability Limit State.

According to EC2 7.1 (2) the value of the concrete tensile strength f_ct,eff may be taken as f_ctm or f_ctm,fl.

The latter may be used for pure flexural stress. If tensile stresses, also those caused by shrinkage or thermal effects is present f_ctm should be used.

 Swedish annex

According to the Swedish national annex (7.3.2.4) a third crack criterion can be used.

f_ct,eff = f_ctk/ζ

Where ζ is a safety factor for cracking which depends on environment and age of structure (EN1992-1-1 7.3.2 (4), table 7.2 (S)).

Settlement

The settlement is calculated both for SLS- and ULS load cases. Here the acceptable settlement, the security factor γ_Rd with regard to uncertainties in the analysis model and the thickness for each layer that should be a part of the calculation are defined.

Cohesionless soil

By clicking the button More the following can be defined:

Settlement calculation using E-modulus

Characteristic E-modulus and belonging security factors γ_m are defined for each layer.

Characteristic peak resistance value q_ck and belonging security factors γ_m are defined for each layer.

Cohesive soil

By clicking the button More the following can be defined:

For this soil type the calculation is based on results from ödometer trials (See [4] 2.67). Characteristic values for the compression modulus M, the pre consolidation pressure σ and belonging security factors γ_m are defined for each layer.

Medium soil

By clicking the button More the following can be defined: 

For this soil type the calculation is based on results from dilatometer trials (Se [4] 2.66). Characteristic values for the compression modulus M and belonging security factors γ_m are defined for each layer.