Concrete Code Check Enu

7/31/2019 Concrete Code Check Enu

1/313

ManualConcrete Code Check


2/313


3/313


4/313

iii

Table of ContentsAdjusting the parameters for design ..........................................................................................................................3Setup dialogue ..............................................................................................................................................................3Parameters to a particular code ..................................................................................................................................4Automatic member reinforcement design .................................................................................................................4EC ENV ..........................................................................................................................................................................6

Design defaults ........................................................................................................................................................6Calculation parameters ............................................................................................................................................7PNL/PGNL parameters ..........................................................................................................................................10Interaction diagram ................................................................................................................................................11Ultimate limit state ..................................................................................................................................................13Ultimate limit state - Shear .....................................................................................................................................14Ultimate limit state - Punching shear ......................................................................................................................16Ultimate limit state - Foundation block ...................................................................................................................18Detailing provisions ................................................................................................................................................20Serviceability limit state ..........................................................................................................................................22Serviceability limit state - Crack proof ....................................................................................................................22Design and drawing ...............................................................................................................................................24Hooks .....................................................................................................................................................................24Warning and errors ................................................................................................................................................25

EC EN 1992-1-1 ...........................................................................................................................................................25Design defaults ......................................................................................................................................................25General...................................................................................................................................................................27Calculation parameters ..........................................................................................................................................27Ultimate limit state ..................................................................................................................................................31Interaction diagram ................................................................................................................................................31Ultimate limit state - Shear .....................................................................................................................................33Ultimate Limit State - Fire resistance .....................................................................................................................35Ultimate limit state - Punching shear ......................................................................................................................37Serviceability limit state ..........................................................................................................................................39Serviceability limit state - Creep .............................................................................................................................39Serviceability limit state - Crack proof ....................................................................................................................39PNL parameters .....................................................................................................................................................40Detailing provisions ................................................................................................................................................41Detailing provisions - Fire resistance .....................................................................................................................41Design and drawing ...............................................................................................................................................44Hooks .....................................................................................................................................................................46Warning and errors ................................................................................................................................................46

CSN 73 1201 ................................................................................................................................................................46Design defaults ......................................................................................................................................................46Calculation parameters ..........................................................................................................................................47

PNL/PGNL parameters ..........................................................................................................................................50Interaction diagram ................................................................................................................................................51Ultimate limit state ..................................................................................................................................................51Gamma b................................................................................................................................................................52Gamma s ................................................................................................................................................................53Ultimate limit state - Punching shear ......................................................................................................................53Serviceability limit state ..........................................................................................................................................54Serviceability limit state - Crack proof ....................................................................................................................54Design and drawing ...............................................................................................................................................55Hooks .....................................................................................................................................................................55Detailing provisions ................................................................................................................................................55

DIN 1045, 1045-1 .........................................................................................................................................................56

Design defaults ......................................................................................................................................................56Calculation parameters ..........................................................................................................................................58


5/313

Concrete Code Check

iv

PNL/PGNL parameters ..........................................................................................................................................62Interaction diagram ................................................................................................................................................62Ultimate limit state ..................................................................................................................................................64Ultimate limit state - Shear .....................................................................................................................................65Ultimate limit state - Punching shear ......................................................................................................................66Detailing provisions ................................................................................................................................................67Serviceability limit state ..........................................................................................................................................70Serviceability limit state - Crack proof ....................................................................................................................70Design and drawing ...............................................................................................................................................71Hooks .....................................................................................................................................................................71Warning and errors ................................................................................................................................................71

NEN 6720 .....................................................................................................................................................................71Design defaults ......................................................................................................................................................71Calculation parameters ..........................................................................................................................................73PNL / PGNL calculation .........................................................................................................................................77Interaction diagram ................................................................................................................................................77Ultimate limit state ..................................................................................................................................................79Ultimate limit state - Punching shear ......................................................................................................................79Serviceability limit state ..........................................................................................................................................80Serviceability limit state - Crack proof ....................................................................................................................80Design and drawing ...............................................................................................................................................81Hooks .....................................................................................................................................................................81Detailing provisions ................................................................................................................................................81

NORM B4700 ............................................................................................................................................................83Design defaults ......................................................................................................................................................83Calculation parameters ..........................................................................................................................................84PNL/PGNL parameters ..........................................................................................................................................87Interaction diagram ................................................................................................................................................87Ultimate limit state ..................................................................................................................................................89Ultimate limit state - Shear .....................................................................................................................................90Ultimate limit state - Punching shear ......................................................................................................................91Detailing provisions ................................................................................................................................................92Serviceability limit state ..........................................................................................................................................95Serviceability limit state - Crack proof ....................................................................................................................95Design and drawing ...............................................................................................................................................96Hooks .....................................................................................................................................................................97Warning and errors ................................................................................................................................................98

SIA 263 .........................................................................................................................................................................98Design defaults ......................................................................................................................................................98Calculation parameters ........................................................................................................................................100PNL/PGNL parameters ........................................................................................................................................103Interaction diagram ..............................................................................................................................................103Ultimate limit state ................................................................................................................................................105

Ultimate limit state - Punching ..............................................................................................................................106Ultimate limit state - Shear ...................................................................................................................................108Detailing provisions ..............................................................................................................................................109Serviceability limit state ........................................................................................................................................111Serviceability limit state - Crack proof ..................................................................................................................112REDES .................................................................................................................................................................112Hooks ...................................................................................................................................................................112Warning and errors ..............................................................................................................................................112

BAEL ..........................................................................................................................................................................113Design defaults ....................................................................................................................................................113Calculation parameters ........................................................................................................................................114Interaction diagram ..............................................................................................................................................118Ultimate limit state ................................................................................................................................................120Ultimate limit state - Punching ..............................................................................................................................120


6/313

Table of Contents

v

Serviceability limit state ........................................................................................................................................120Serviceability limit state - Crack proof ..................................................................................................................120Detailing provisions ..............................................................................................................................................121REDES .................................................................................................................................................................123Hooks ...................................................................................................................................................................123Warning and errors ..............................................................................................................................................123

BS 8110 ......................................................................................................................................................................123Design defaults ....................................................................................................................................................123Calculation parameters ........................................................................................................................................126Ultimate limit state ................................................................................................................................................129Ultimate limit state - Shear ...................................................................................................................................129Ultimate limit state - Punching shear ....................................................................................................................130Serviceability limit state ........................................................................................................................................131Percentages for beams and columns ...................................................................................................................131Percentages for 2D structures .............................................................................................................................132Detailing provisions ..............................................................................................................................................133Design and drawing .............................................................................................................................................134Hooks ...................................................................................................................................................................134Warning and errors ..............................................................................................................................................134ACI 318 ......................................................................................................................................................................135Code setup for ACI 318 ........................................................................................................................................135General.................................................................................................................................................................135Design defaults ....................................................................................................................................................135Calculation ...........................................................................................................................................................138Interaction diagram ..............................................................................................................................................141Design strength ....................................................................................................................................................143Shear ....................................................................................................................................................................144Detailing provisions ..............................................................................................................................................145Warning and errors ..............................................................................................................................................145

Introduction ...............................................................................................................................................................147Adjusting the member data .....................................................................................................................................147Copying the member related data ...........................................................................................................................1481D elements ..............................................................................................................................................................148

Basic mode for member data adjustment on 1D elements .................................................................................. 148Advanced mode for member data adjustment on 1D elements ........................................................................... 150

2D elements ..............................................................................................................................................................152Basic mode for member data adjustment on 2D elements .................................................................................. 152

Advanced mode for member data adjustment on 2D elements ........................................................................... 154Calculated internal forces ........................................................................................................................................159Displaying the calculated internal forces ...............................................................................................................160Displaying the slenderness parameters .................................................................................................................160Calculation of required reinforcement ...................................................................................................................161

Introduction to design of reinforcement ................................................................................................................1611D elements .........................................................................................................................................................1612D elements .........................................................................................................................................................170

REDES - input of practical reinforcement ..............................................................................................................176Input of practical reinforcement ............................................................................................................................176Reinforcement template .......................................................................................................................................176Input and modification of reinforcement ...............................................................................................................192

Anchorage detailing .............................................................................................................................................225Automatic design of reinforcement .......................................................................................................................227

Bill of material ...........................................................................................................................................................230Displaying the bill of material ...............................................................................................................................230

1D elements ..............................................................................................................................................................231Checking to interaction diagram ...........................................................................................................................231Checking to interaction diagram - single check ....................................................................................................233


7/313

Concrete Code Check

vi

Performing the checking to interaction diagram ...................................................................................................237Checking of limit strain .........................................................................................................................................238Checking of limit strain - single check ..................................................................................................................238Performing the checking to limit deformations .....................................................................................................243Checking the cracks .............................................................................................................................................244Performing the checking of crack .........................................................................................................................244

Deflections according to codes ..............................................................................................................................245Prerequisites for calculation of deflections according to a standard .................................................................... 245Load case combination for calculation of deflections according to a standard .................................................... 245Performing the calculation of deflections according to a standard ....................................................................... 246Deflections according to a standard .....................................................................................................................246Performing the check of deflections according to a standard .............................................................................. 249Stiffness in calculation of code dependent deformations .....................................................................................249

Prestressed concrete ...............................................................................................................................................251Checks of prestressed concrete ...........................................................................................................................251Crack control ........................................................................................................................................................251Performing crack control ......................................................................................................................................253Checking of limit strain .........................................................................................................................................253Detailed checking of limit strain ............................................................................................................................256Performing the checking of limit strain .................................................................................................................261Checking to interaction diagram ...........................................................................................................................262Detailed checking to interaction diagram .............................................................................................................262Performing the checking to interaction diagram ...................................................................................................263

Allowable stress in concrete .................................................................................................................................263Detailed check of allowable stress in concrete ....................................................................................................264Performing the check of allowable stress in concrete ..........................................................................................264Check of prestressing reinforcement ...................................................................................................................264Performing the check of prestressing reinforcement ............................................................................................265

Allowable principal stresses .................................................................................................................................265Performing the check of allowable principal stresses ..........................................................................................265Detailed check of allowable principal stresses .....................................................................................................266Introduction ...............................................................................................................................................................269

Punching shear data ................................................................................................................................................269Punching shear data for CSN/STN ..........................................................................................................................272Assigning the punching shear data to the node ................................................................................................... 275Performing the punching shear check ...................................................................................................................275Detailed punching shear check ...............................................................................................................................276Comparison of PNL and PGNL calculation ............................................................................................................ 281Material properties for physically non-linear calculation .....................................................................................282Beam related parameters for physically non-linear calculations ........................................................................ 283Reinforcement in the physically non-linear calculation .......................................................................................285The procedure for the Physically non-linear calculation ......................................................................................285Types of load case combinations ...........................................................................................................................286Assessment of results .............................................................................................................................................286Separate check of a section/beam ..........................................................................................................................289Literature ...................................................................................................................................................................291Types of fire resistance calculation ........................................................................................................................293Setup dialogue for fire resistance calculations .....................................................................................................294Fire resistance related member data ......................................................................................................................295Material properties of concrete with reference to fire resistance ........................................................................ 296Material properties of reinforcement with reference to fire resistance ............................................................... 297Material properties of prestressing reinforcement with reference to fire resistance ........................................297Results for the check of detailing provisions ........................................................................................................298Load case combinations for fire resistance calculations .....................................................................................299Results for advanced method .................................................................................................................................300


8/313

Table of Contents

vii

Results for simplified method .................................................................................................................................301Quantities, parameters and warnings related to fire resistance .......................................................................... 302


9/313


10/313

1

WelcomeThank you for choosing Scia Engineer.

Version 2009.0

Nemetschek Scia Nemetschek Scia

Concrete Code CheckNemetschek Scia Nemetschek Scia

Module Design of concrete members has been designed to facilitate the often-demanding task of design of concretestructures.

You can find more about the company and its products on www.scia-online.com. You may get connected toNemetschek Scia website through program function Help > Nemetschek Scia On-line.

Version info

Documentation title Concrete Code Check

Version 2009.0

Produced March 2009

Translated N/A

Software covered Scia Engineer

Version 2009.0

Latest Build covered 9.0.108


11/313


12/313

3

General parameters

Adjusting the parameters for designThe user must review and adequately adjust a set of design and calculation parameters prior to performing a successful

and accurate design and checking of a concrete memberAll the parameters that may be adjusted are integrated into one multi-tab modal dialogue. This ensures that any of theparameters can be easily viewed, checked, modified, and/or compared with other settings.

The procedure for modifying parameters

1. Call tree menu function Concrete > Setup.

2. The Setup dialogue opens on the screen.

3. Use the left-hand side tree to select required parameter set.

4. Input desired values in the right hand side part of the dialogue.

5. Confirm the settings with [OK].

Setup dialogueDespite any possible differences in individual items due to specific regulations of different national standards, the Setupdialogue has got the same layout for all implemented national standards.

Left hand side navigationtree

The tree on the left hand side of the setup dialogue can be used to select appropriate "group" ofparameters.

Right hand side input part The input part of the dialogue is located at the right hand side and contains all the input boxes


13/313

Concrete Code Check

4

that are available for the selected "group" of parameters.

Multiple tabs in the righthand side input part

If a particular "group" of parameters contains too many parameters to fit into a single dialogue"page", the input boxes are sorted into "sub-groups" and presented on separate tabs (cards).

Control buttons The control buttons enable the user to either confirm or abandon the input settings.

See chapter Adjusting the parameters for design for "how to open" the dialogue.

Note: Individual items in the Setup dialogue are printed in either black or blue colour. Items in black are validfor the whole project. Items in blue colour are default values for individual beams. These values, however, canbe separately modified on individual beams. The modification of "blue values" can be done via functionConcrete > Member data 1D.Note: The items displayed in the dialogue may vary according to (i) the project settings and (ii) the place fromwhich the dialogue has been invoked. The dialogue takes account of the "caller" and may hide some items thatare not relevant to the current operation.

Parameters to a particular codeThe dialogue for the adjustment of design and calculation parameters may look different for various national technical

standards. The description of individual code-related dialogue tabs is therefore made separately for individual standards.

Setup for EC2 (Eurocode)

Setup forSN 73 1201 (Czech standard)

Setup for STN 73 1201 (Slovak standard)

see the Czech standard

Setup for DIN 1045, 1045-1 (German standard)

Setup for NEN 6720 (Dutch standard)

Setup for NORM B4700 (Austrian standard)

Setup for SIA 263 (Swiss standard)

Setup for BAEL (French standard)

Setup for BS 8110 (British standard)

Note 1: Settings whose description text is in blue can be defined per member. The value input in the Setup forconcrete dialogueis the default value used for every new member.Note 2: The particular national standard can be selected in the Project Setup dialogueor via the "flag" button

at the right end of programs Status bar(e.g. ).

Automatic member reinforcement designThis part of Setup dialogue is code-independent. It means that it looks the same for each national standard.


14/313

General parameters

5

General

Maximal exploitation of cross-section Specifies the maximal utilisation of the cross-section in theautomatically reinforced beam.

The value may be between 1 and 100%.

Longitudinal reinforcement

Minimal length of bars Defines the minimal length of bars automatically inserted into thereinforced beam. The algorithm tries to shorten the reinforcementbars if possible so that they do not extent along the whole lengthof the beam. The shortened bar cannot be shorter than the valueof this parameter.

Check min. number of longitudinalbars above supports

If ON, the number of reinforcement bars above supports ischecked and compared to the values specified below.

Minimum number of longitudinal barsabove supports

Defines the minimal required amount of reinforcement bars abovesupports.

Try to reduce length of bars If OFF, the program uses only bars that extent along the wholelength of the beam.

If ON, some bars may be shortened if the unity check is satisfiedwithout them.

Minimal number of bars inreinforcement layer

Imagine a simply supported beam. There must be 6 bars in themiddle of the span. Only 5 bars are required in a section that iscloser to the support. And only 4 bars are necessary in anothersection that is still closer to the support. And so on.

So in general, you could shorten the bars one by one. This may besometimes impractical as it would lead to a large number ofdifferent bars.

The value in this parameter defines the minimal number of barsthat may be shortened at the same time. The default value is 2. Itmeans that, in our example, you would have 6 bars in the middle,there still will be 6 bars in the section where 5 is sufficient, andonly farther towards the support the number will be reduced to 4bars. And so on.

Maximal number of bigger diametersthan the default

Defines how many different (bigger) diameters of thereinforcement can be used for the optimisation. Let us assumethat the default diameter specified in the Design default tab is

10mm.If this parameter is set to 2, the program can use diameters 10, 12(i.e. +1 item in the manufacturing programme) and 14 (i.e. +2 itemin the manufacturing programme) for the design.

Do not use "Neighbouring" bars Some standards recommend that "neighbouring" profiles from themanufacturing programme should not be used in one beam (inorder to avoid unintentional interchange of the profiles).

Let us assume that the default diameter specified in the Designdefault tab is 10mm. Further assume that Maximal number ofbigger diameters than the default is set to 2.

If this option is ON, the following bars can be inserted into thebeam: (i) either 10mm, (ii) or 12mm, (iii) or 14mm, (iv) or 10mmand 14mm can be combined together. 10mm and 12mm are not


15/313

Concrete Code Check

6

permitted to be combined in one beam.

Stirrups

Minimal centre-to-centre distance forstirrups

Specifies the minimal distance between stirrups measured fromthe centre of a bar to the centre of an adjacent bar.

Minimum reduction length Defines the minimum reduction length. It may be defined bymeans of length or number of stirrups in the part. See the next twoparameters.

Minimal length of one stirrup part Defines the length of one part of the beam where stirrups aredistributed uniformly. This parameter ensures than a situation thedistance between two adjacent stirrups is different for every twoadjacent stirrups.

Minimal number of stirrups in onestirrup part

Analogous to the parameter above.

Step for reduction Defines the step for the reduction of the distance between twoadjacent stirrups. This insures that the distance between stirrupsis always a "rounded" number e.g. 200mm, then 250mm, then300mm, etc. (and not e.g. 200, 246mm, 298mm, etc.).

Symmetrical part of stirrups This parameter may enforce that the stirrup part are symmetricalalong the length of the beam.

EC ENV

Design defaultsThese parameters are used for the design of minimum required reinforcement if no member data have yet been definedon particular members.

General

Concrete cover

Use min concrete cover The minimal values of cover based on detailing rules specified inthe code are used.

User defined concrete cover The user may input the thickness of cover layer.

Concrete cover advanced settings

Environmental class Specifies the environmental class.

Tolerance increase

delta tb

The required cover may be affected by specific exposure andother conditions. One of the following options may be selected:

prefabricated elements

constructions made of cast concrete

concrete foundation

foundation ground

temperature > 75

floating blocks of ice


16/313

General parameters

7

Beams

Default reinforcement

Upper cover Defines thickness of concrete cover at the upper surface.

Upper Specifies diameter and type of reinforcement at the upper surface.

Stirrup Specifies diameter and type of reinforcement for stirrups (links).

Lower Specifies diameter and type of reinforcement at the lower surface.

Lower cover Defines thickness of concrete cover at the lower surface.

Note: Items Upper coverand Lower coverare accessible only ifUser-defined concrete coverhas beenselected.

Columns


Concrete cover Defines the thickness of concrete cover.

Main Specifies diameter and type of main reinforcement.


Note: Item Concrete coveris accessible only ifUser-defined concrete coverhas been selected.

2D structures and slabs



Reinforcement Specifies the type of reinforcement.

Upper Specifies diameter of reinforcement for the upper surface.

Lower Specifies diameter of reinforcement for the lower surface.



Calculation parametersCalculation parameters are divided into several groups:

general parameters (see below),

parameters for columns (see below),

parameters for beams (see below),

parameters for PNL/PGNL calculation (see separate chapter),

parameters for interaction diagram (see separate chapter).

General parameters

Number of iteration steps Defines the maximum numbers of steps, used to find the state ofequilibrium in a section.

Precision of iteration Defines the numerical precision in percentages.


17/313

Concrete Code Check

8

Limit value for checks This value is used in all checks for final assessment whether themember satisfies or does not satisfies the prescribed conditions.

Normally, this value will be one (1), but it can be even lower orgreater than 1.

For stiffness and crack-proofcalculation use reinforcement

As,tot or 0 (As, tot for As,req > 0 and 0 for As,req = 0)

The total area of reinforcement is used for the calculation oncondition that the design function has been already run and thatthe program has already calculated the required area ofreinforcement. Otherwise, zero value is used (even if the user hasmanually inserted some reinforcement bars).

The total area of reinforcement is the sum of the user-definedreinforcement (through basic reinforcement, through reinforcementzones/regions or through free bars) and calculated additionalrequired reinforcement. The additional required reinforcement maybe zero, if the user has already inputted enough user-definedreinforcement.

IMPORTANT: Keep in mind, that the function calculating therequired areas of reinforcement MUST HAVE BEEN run before.Otherwise, the user-defined reinforcement is ignored and ZEROvalue is used.

As, user

The user-defined reinforcement is used for the calculation. Theterm user-defined reinforcement covers the basic reinforcementspecified in member data, reinforcement bars inputted throughreinforcement templates in reinforcement zones (1D members) orregions (2D members), and free bars of reinforcement.

In order: [ As, user ]; [ As,tot or 0]

If there is any user-defined reinforcement, it is used, otherwise,the total reinforcement is used (which in fact means the calculatedrequired area of reinforcement). Remember, that for the second

option, the design function must have been already run.

In order: [ As,tot or 0]; [ As, user]

If the design of reinforcement has been already performed and therequired area of reinforcement has been already calculated, it isused. Otherwise, the user-defined reinforcement is used.

Check percentage of longitudinalreinforcement

If this option is ON, the calculation procedure takes account of thedefined reinforcement percentage for longitudinal reinforcement.

Check percentage of shearreinforcement

If this option is ON, the calculation procedure takes account of thedefined shear reinforcement number of legs, link diameter,

spacing of the links, and minimal percentage of reinforcement.

Check selected sections only The checks are performed only in selected sections. This optioncan dramatically speed up the program.

Concrete area weakened byreinforcement bars

The area of reinforcement is subtracted from the area of the cross-section as if ducts were installed.

Take into account longitudinalpractical reinforcement for designcalculation

If ON, the already inserted longitudinal reinforcement is taken intoaccount during the calculation.

Check torsion If ON, the torsion check is performed.


18/313

General parameters

9

Parameters for columns

Advanced settings This parameter can simplify the input for those users whocalculate simple problems and need to adjust just a few basicparameters.

If ON, all the items in the column setup part are available.

If OFF, only the basic parameters are available. The less-commonparameters are disabled.

Corner design only The following cross-sections are supported: rectangular, L-section,T-section, I-section.

The bars are designed only in corners of the cross-section. Thecalculation is iterative and diameter or area of reinforcement incorner is increased until the check is satisfied.

Determine governing cross-sectionbeforehand

The user may determine that the design of reinforcement iscarried out in the foot and head of the column. Otherwise, thecalculation is carried out in all intermediate sections as well, whichmay be time consuming and bring no profit in terms of accuracy.The subsequent check of the designed reinforcement is performedin all sections.

Buckling data The option activates a pseudo-linear calculation of buckling for 1Dmember (the genuine 2nd order analysis is the non-linear one, i.e.using the Timoshenko or Newton-Raphson iteration). If this optionis ON, a special algorithm is started on the background thatevaluates bar imperfections and 1st + 2nd order deflections whichleads to an approximation of the 1st order bending moments byincreased 2nd order moments.

DIN 1045-1 introduces for this situation the concept of "Modelcolumn method" and NORM calls it "Spare bar method". Eachnational standard implemented in Scia Engineer uses its analysispath that takes into account the stipulations of the particularstandard.

Optimize the number of bars in c-sfor biaxial calculation

If ON, the number of bars in the cross-section is optimised toachieve the minimum number of bars with the cross-section stillpassing the check.

Calculation method

Uni-axial bending calculation The largest of bending moments My, Mz will be taken intoconsideration. The smaller one will be ignored.

Bi-axial bending calculation

(interaction formula)

Both My and Mz are taken into account. The design is carried outusing interaction formula

(My/Myu)x + (Mz/Mzu)

x < 1where x is the safety factor (see below).

Automatic determination - uni-axialbending calculation if ratio of biaxialmoment is less then

If the ratio of one bending moment to the other along the wholebeam length is smaller than the input value, then the beam isconsidered to be subject to uni-axial bending. Otherwise, if at leastone cross-section is found where the ratio is greater than the inputvalue, the biaxial approach is applied.

Biaxial bending

Safety factor for biaxial bendingformula (see above)

Specifies the safety factor used in the interaction formula above.

Default value = 1.4.

Calculate reinforcement using real area of reinforcement

If this option is ON, the reinforcement is calculated from the real


19/313

Concrete Code Check

10

sectional area of individual bars.

delta area of reinforcement

If this option is ON, the reinforcement is calculated using the userdefined area (delta).

Optimisation method for number of

bars in cross-section

If the option is ON, the number on bars in section is minimised so

that their minimal number is used.

Ratio y/z automatic

If ON, the ratio of y-reinforcement to z-reinforcement is determinedautomatically.

manual

If ON, the user specifies the ratio of reinforcement in y-direction toreinforcement in z-direction.

Parameters for beams

Calculate compression reinforcement If the compression reinforcement is necessary, check this box toprovide for its calculation.

Moment capping at supports Bending moment diagram may be "shifted" in supports in order toprovide for reduction of support bending moments. The reductiondepends on the type of support. For supports ofColumn type, thesupport dimension is calculated from the columns cross-section.For standard supports the user must input the support size (seethe chapter dealing with point supports in the main referencemanual).

Shear force capping at supports If reduction of shear force in supports is allowed, check this box.

at the face (support/column)

the reduced shear force is determined at the support face

at the effective depth from the face (support/column)the reduced shear force is determined in the effective length fromthe support face

See ENV 1992-1-1 Art. 4.3.2.2(10)

in the face (support/column) + factor x internal cantilever arm

For this option, the user must specify Factor of internalcantilever arm.

Parameters for 2D elements

The depth of slab should be at least

200 mm when shear reinforcement isrequired

(5.4.3.3 (1))

If ON, the provision of the related paragraph is taken into account.

Structural reinforcement of deepbeam

See ENV 1992-1-1 : Art. 5.4.5.(2).

If ON, construction reinforcement for deep beams will be takeninto account.

PNL/PGNL parameters

Two different types of physical nonlinear calculation (material nonlinearity) are available:

Analysis of physically nonlinear deformations (including creep) (PNL)


20/313

General parameters

11

Physically nonlinear calculation of internal forces (only short term conditions)

PNL

Divide members in parts The number of intervals the beam is divided to during thephysically nonlinear calculation of deformations.

This value overrides the division adjusted in the mesh setupdialogue, but is used ONLY for the calculation of physicallynonlinear deformations.

Deformation: Max. displacement ofbeam

Maximal deflection of a beam for the serviceability limit state(defined relatively to the length of the beam).

Deformation: Max. displacement ofplate

Maximal deflection of a slab for the serviceability limit state (theabsolute value).

PGNL

Calculation of nonlinear stiffness for

nonlinear calculation

The default setting determining if the physically nonlinear

behaviour should be taken into account in order to calculateinternal forces.

Convergence criterion of thecalculation

The precision (in percentages) of the iteration method.

General

Coefficient of reinforcement

(amount of reinforcement can beincreased for the PNL and PGNLcalculation)

If the PNL calculation is performed for the Required As, the usermay modify the amount of calculated reinforcement by multiplyingit by this coefficient.

Interaction diagramThe parameters for interaction diagram are:

Division of strain Calculation precision for one of the diagram "branches". The valuemeans how many times the strain plane is readjusted from theposition of section under full compression to the position of sectionunder full tension.

Default value = 180.

The value influences the accuracy and the speed of calculation.

See Figure 1 below.

Vertical division Number of directions in which the diagram is calculated (numberof "branches").

Default value = 72.

See Figure 1 below.

Horizontal division The value affecting the accuracy of vertical sections. Because"branches" of the diagram are not generally planar, the calculationof vertical sections is based on horizontal sections.

Default value = 100.

See Figure 1 below.


21/313

Concrete Code Check

12

Method of check The interaction diagram shows the ultimate bearing capacity. Thefollowing approaches can be applied:

Nu assuming Md is constant

Mu assuming Nd is constant

NuMu assuming eccentricity is constant

Muy assuming Mdz is constant

Muz assuming Mdy is constant

Default value = Muy.

See Figure 2 below.

Figure 1 - Divisions

A = Division of strain; B = Vertical division; C = Horizontal division

Figure 2 Method of check


22/313

General parameters

13

Ultimate limit stateSafety factors

Gamma c shear Partial safety factor for concrete used for calculation of the basicdesign shear resistance.

ENV 1992-1-1: Art. 4.3.2.3. (1)

Default value = 1.5

Gamma c compression Partial safety factor for concrete.

ENV 1992-1-1: Art. 2.3.3.2. (1)

Default value = 1.5

Gamma s Partial safety factor for reinforcement steel.

ENV 1992-1-1: Art. 2.3.3.2. (1)

Default value = 1.15

Concrete

Max. compression strain of concrete The limiting compressive strain for concrete.

ENV 1992-1-1: Art. 4.3.1.2

Default = -0.0035.

Strain at beginning of plasticdeformation

Strain at which concrete starts to behave plastically in the stress-strain diagram.

ENV 1992-1-1 : Fig.4.2

Default = -0.0020.

Alfa The additional reduction factor for sustained compression.


23/313

Concrete Code Check

14

ENV 1992-1-1: Art. 4.2.1.3.3b. (11)

Default = 0.85.

Steel

Max. tension strain of steel The limiting steel strain.

ENV 1992-1-1: Art.4.2.2.3.2. (5)

Default = 0.01.

Ultimate limit state - ShearThe parameters in the Shear group control the calculation of shear reinforcement.

1D structures - beams

Shear coefficients

Coefficient in equation (4.18) Gives the influence of axial force on shear resistance of concretewithout shear reinforcement.

ENV 1992-1-1: Art.4.3.2.3. (1)


Max. value for coefficient ro_1 Maximum value of an effective reinforcement percentage.

ENV 1992-1-1: Art.4.3.2.3. (1)


Shear percentage

Concrete class The concrete classes that together with the steel class determinethe minimum shear reinforcement ratio.

ENV 1992-1-1: Tab.5.5

Default value = C40/50 to C50/60

Steel grade The steel class that together with the concrete classes determinethe minimum shear reinforcement ratio.

ENV 1992-1-1: Tab.5.5

Default value = S400

Result value of min. percentage Minimum shear reinforcement ratio.

ENV 1992-1-1: Tab.5.5


Method for calculation of shear reinforcement

Standard Choose this option to calculate shear reinforcement according tothe standard method.

ENV 1992-1-1: Art. 4.3.2.4.3

Variable strut inclination Choose this option to calculate shear reinforcement according tothe variable strut inclination method.

ENV 1992-1-1: Art. 4.3.2.4.4


24/313

General parameters

15

Variable strut inclination method

Minimum angle of the concrete strutwith the longitudinal axis

The lower limiting value for the angle between the concrete strutand the longitudinal axis.

Maximum angle of the concrete strutwith the longitudinal axis

The upper limiting value for the angle between the concrete strutand the longitudinal axis.


25/313

Concrete Code Check

16

2D structures - slabs

Shear mode

The calculation employs the checking of capability considering a fixed inclination of fictitious concrete strut (fixed strutinclination method).

At most 50% of tractionreinforcement is anchored before the

support

See ENV 1992-1-1 : Art. 4.3.2.3.(1)

More than 50% of tractionreinforcement is anchored before thesupport

See ENV 1992-1-1 : Art. 4.3.2.3.(1). This is the default setting.

Shear strut inclination control

variable strut inclination method

(4.3.2.4.4)

See ENV 1992-1-1 : Art. 4.3.2.4.4.

fixed strut inclination method

(4.3.2.4.3)

See ENV 1992-1-1 : Art. 4.3.2.4.3.

Shear effect upon the net reinforcement

Shear reinforcement in a net reinforcement may have an effect on the results ("shear effect"). These parameters controlthe way this effect is taken into account.

no shear effect upon the netreinforcement

(4.3.2.4.4 (6) -> 5.4.2)

See ENV 1992-1-1 : Art. 4.3.2.4.4(6) -> 5.4.2

shear effect will be considered inSR2 only

(4.3.2.4.4 (5))

A special check. The shear effect is taken into account in sheararea 2 only.

shear effect will be generally beconsidered

(4.3.2.4.4 (5))

See ENV 1992-1-1 : 4.3.2.4.3.(5)

Ultimate limit state - Punching shearCoefficients

This group defines parameters depending on the position of the column. The first four coefficients are used to determine

the minimal bending moment per unit length in X and Y direction. The values are used in accordance with Table 4.9 ENV1992-1-1.

Column position The position of the column is selected.

Moment coefficient:

eta x top

eta x bottom

eta y top

eta y bottom

Individual moment coefficients.

ENV 1992-1-1, Art. 4.2.4.5.3(1)

Default values: acc. to EC2, Table 4.9

Beta Coefficient taking into account the eccentricity of load (ENV 1992-1-1 : Art. 4.3.4.3 (4)).

Default value = 1.0


26/313

General parameters

17

Loaded area

Shape circular, with diameter notexceeding ...

Loaded area of circular shape with the maximal diameter equal tothe input value.

EC 2: Art. 4.3.4.2.1 (1), default value = 3.5 * d

Shape rectangular, with perimeternot exceeding ...

Loaded area of rectangular shape with the maximal perimeterequal to the input value.

EC 2: Art. 4.3.4.2.1 (1), default value = 11 * d

Shape rectangular, max length/width Loaded area of rectangular shape with the length/width ration notexceeding the input value.

EC 2: Art. 4.3.4.2.1 (1) , default value = 2

Distance between the perimeter ofthe loaded area and the edge of theopening not exceeding ...

The maximum value of the smallest distance between theperimeter of the loaded area and the edge of an opening. If thedistance isless than the input value, the part of the critical sectionenclosed by the two tangents drawn from the centre of the loadedarea to the opening edge is taken as ineffective.

ENV 1991-1-1 2: Art. 4.3.4.2.2 (2),

default value = 6 * d

Shear reinforcement

Min thickness of plate Minimal thickness of a plate where the shear reinforcement iscreated.

EC 2: Art. 5.4.3.3 (1), default value = 200 mm

Min ratio Minimal acting shear reinforcement should not be lower that theinput percentage in the tab SLS group Ratio of shear

reinforcement.EC 2: Art. 5.4.3.3 (2), default value = 60 % of the values acc. toTable 5.5

Shear resistance

Coefficient of VRd1 The coefficient k for the calculation of shear resistance VRd1. It ispossible to select (i) an automatic calculation or (ii) manual inputof the value.

ENV 1992-1-1: Art. 4.3.4.5.1 (1), formula (4.56)

Coefficient of VRd2 The coefficient for the calculation of shear resistance VRd2.

EC 2: Art. 4.3.4.5.2 (1) formula (4.57)

Default value = 1.6

Column heads

Rectangular column with rectangularcolumn head,

lh < 1.5 hh

This option defines the determination of dcrit in the case that lh

If the ratio hF / a is greater than the adjusted value, noreinforcement is used.


Minimum reinforcement ratio r1 Minimal reinforcement ratio.


Minimum reinforcement only neededhf


28/313

General parameters

19

Shear punching

if A > 2 hF, Beta 1 = The definition of punching shear angle Beta 1 (see Fig. above) forthe situation when A > 2 hF.


if A < 2 hF, Beta 1 = The definition of punching shear angle Beta 1 (see Fig. above) forthe situation when A < 2 hF.


Beta V Coefficient taking account of the punching shear reinforcement inorder to determine the shear force capacity.


Angle alpha reinforcement /foundation plane

The orientation of the punching shear reinforcement.


Pyramidal block

k1 Correction coefficient.





29/313

Concrete Code Check

20



Detailing provisionsColumns


Min. reinforcement percentage The minimum reinforcement percentage.

ENV 1992-1-1: Art.5.4.1.2.1

Default value = 0.3%

Max. reinforcement percentage The maximum reinforcement percentage.

ENV 1992-1-1: Art.5.4.1.2.1

Default value = 8%

Min. bar distance The minimum clear distance between individual parallel bars (forDesign and Drawing).

ENV 1992-1-1: Art.5.2.1.1 (3)

Default value = 20 mm

Max. bar distance The maximum clear distance between individual parallel bars (forDesign and Drawing).

Min. number of bars in circularcolumn

The minimum numbers of bars in a column of a circular cross-section.

ENV 1992-1-1: Art.5.4.1.2.1. (4)

Default value = 6

Min. bar diameter The minimum diameter of bars in columns.

ENV 1992-1-1: Art.5.4.1.2.1. (1)


Beams


Min. reinforcement factor x

(b x d) / fyk equals to

The minimum reinforcement percentage related to thecharacteristic steel yield strength.

ENV 1992-1-1: Art.5.4.2.1.1 (1)Default value = 0.6

Min. reinforcement percentage (b x d) The minimum reinforcement percentage.

ENV 1992-1-1: Art.5.4.2.1.1 (1)

Default value = 0.15%

Max. reinforcement percentage The maximum reinforcement percentage.

ENV 1992-1-1: Art.5.4.2.1.1 (2)

Default value = 4%

Min bar distance The minimum clear distance between individual bars (for Designand Drawing).

ENV 1992-1-1: Art.5.2.1.1 (P1)


30/313

General parameters

21


Max. bar distance The maximum clear distance between individual parallel bars (forDesign and Drawing).

Stirrups (links)

Maximum transverse spacing ofstirrups

The maximal transverse spacing of legs in a series of shear linksis related to the shear force (Vsd).

ENV 1992-1-1: Art.5.4.2.2 (9)

Maximum longitudinal spacing ofstirrups

The maximal longitudinal spacing of successive links is related tothe shear force (Vsd).

ENV 1992-1-1: Art.5.4.2.2 (7)

Calculation and theoprac (columns and beams)

This group contains switches for checks that can be applied during design and drawing of reinforcement.

Check min. bar distance Check for minimal distance of bars during design and drawing.

Check max. bar distance Check for maximal distance of bars during design and drawing.

2D Structures

Reinforcement

Min. transverse reinforcementpercentage

Minimal amount of transverse reinforcement, determined as apercentage of main reinforcement,

Default value = 20%.

Min. net reinforcement percentage (in

general)

Minimum percentage of longitudinal reinforcement,

unconditionally.

Default value = 0%.

Min pressure reinforcementpercentage

Minimal part of concrete cross-section that should act ascompression reinforcement.

Default value = 0.4%.

Maximum percentage in

bending pressure zone

Plates only:

Definition of the maximum percentage of reinforcement in thebending pressure zone related to the concrete pressure force.

Compare with SIA 162, Art.

3.24.16

Default value = 50%.

Min tension reinforcementpercentage at face +Zp

Shells and Plates only:

Minimum percentage of tension reinforcement at the surface withpositive Z co-ordinate (in the local coordinate system of the 2Dmember).

ENV 1992-1-1, art. 5.4.2.1.1(1), formula (5.14)


Min tension reinforcementpercentage at face -Zp

Minimum percentage of tension reinforcement at the surface withnegative Z co-ordinate (in the local co ordinate system of the 2Dmember) or at each of the Wall faces, resp.

ENV 1992-1-1, art. 5.4.2.1.1(1), formula (5.14)

Default value = 0.15 %.


31/313

Concrete Code Check

22

Max reinforcement percentage incross-section

Maximal part of concrete cross-section that should act asreinforcement.

Default value = 8%.

Min shear reinforcement Minimal part of concrete cross-section that should act as shearreinforcement.


Minimal bar distance Displays the minimal bar distance.

Maximal bar distance Displays the maximal bar distance.

Serviceability limit stateCreep

Creep coefficient The value of creep coefficient used for the calculation of effectivetangential concrete modulus of elasticity that is valid during thephysically nonlinear calculation for creep combination.

ENV 1992-1-1: Table 3.3

Creep according to table If ON, creep coefficient according to the code table can bespecified.

ENV 1992-1-1: Table 3.3

Environment class Exposure conditions for the determination of creep.

Age at loading The age of concrete at loading for which creep should becalculated.

Serviceability limit state - Crack proof1D structures

Sigma S Tension of the reinforcement as percentage of fyk.

ENV 1992-1-1: Art. 4.4.2.2(39), Gl.(4.78)

Default value: 100% (fyk)

w lim Maximal permissible crack width.

ENV 1992-1-1 Art. 4.4.2.1 (6), default value = 0.3 mm.

2D structures

Maximum allowable crack width

crack width on face Zp+ / Zp- Maximal allowable crack width at the surface with positive /negative Z co-ordinate (in the local co-ordinate system of theplate).

If the value is set to zero, the crack width is not checked and the calculation is carried out empirically following theprovisions of Article 4.4.2.3.


32/313

General parameters

23

Limit bar distance

bar distance on face Zp+ / Zp- Maximal allowable distance between reinforcement bars at thesurface with positive / negative Z co-ordinate (in the local co-ordinate system of the plate).


33/313

Concrete Code Check

24

Reinforcement bar surface characteristics

Effect upon the main strain on face+Zp/-Zp

Coefficient beta1 of the crack formula.

ENV 1992-1-1, Art. 4.4.2.4(2), Gl.(4.81)

Default value: Beta1=1.0

Effect upon the mean crack distanceon face +Zp/-Zp Coefficient k1 of the mean crack distance formula.ENV 1992-1-1, Art. 4.4.2.4(2), Gl.(4.82)

Default value: k1=0.8

Load case processing attitude

Effect upon the main strain The user selects the type of load case that causes

the appearance of cracks. The load causing cracks

can be due to:

prevailingly external load,

internally imposed deformation, externally imposed deformation.

Concrete tension strength fct,eff in early stage of hardening

In percent of fct The effective utilisation of concrete in tension. It can reduce thestrength of concrete in tension. If set to zero (default value), thecoefficient is not taken into account.

Design and drawingThe parameters are the same as for EC-EN 1992-1-1.

See chapter General parameters > EC ENV > Design and drawing.

HooksThis dialogue enables the user to define the default values for the anchorage details in stirrups and longitudinalreinforcement.

Design and drawing

Anchorage of stirrups In this dialogue the user can input the default values for the shapeof the stirrup anchorage. Possible shapes are:


34/313

General parameters

25

Anchorage of longitudinalreinforcement

In this dialogue the user can input the default values for the shapeof the stirrup anchorage. Available shapes are:

Warning and errorsThe calculation of a concrete member may generate a set of various warnings and errors specified in the code.

The program warns the user if a warning or even an error has been generated. The used may review the rules and theirseriousness in this dialogue.

An error causes that the calculation in that particular point is stopped. On the other hand, a warning is just recorded andthe calculation goes on.

EC EN 1992-1-1

Design defaultsThese parameters are used for the design of minimum required reinforcement if no member data have yet been definedon particular members.

General

Concrete cover

Use min concrete cover The minimal values of cover based on detailing rules specified inthe code are used.

User defined concrete cover The user may input the thickness of cover layer.

Concrete cover advanced settings

Design working life [years] It is possible to set either 50 or 100 years of lifespan of thestructure.

EN 1992-1-1:2004, art. 4.4.1.2(5), table 4.3 N

Exposure class The exposure classes are related to environmental conditions andcan be found in table 4.1 (X0, XC1, XC2, XC3, XC4, XD1, XD2,XD3, XS1, XS2, XS3, XF1, XF2, XF3, XF4, XA1, XA2, XA3).

Note: Exposure classes 5(XFy) and 6 (XAy) are not taken into

account for concrete cover calculation, see EN 206-1, section 6.


35/313

Concrete Code Check

26

EN 1992-1-1:2004, art. 4.2(2), table 4.1

Abrasion class The minimum concrete cover cmin should be increased forconcrete abrasion:

- Abrasion class XM1: cmin + 5 mm;

- Abrasion class XM2: cmin + 10 mm;

- Abrasion class XM3: cmin + 15 mm

Note: The abrasion class default is None and cmin is notincreased.

EN 1992-1-1:2004, art. 4.4.1.2(13)

Delta c. dev The allowance in design for deviation Deltac.dev is:

- for Prefabricated: 5 mm;

- for In-situ concrete:10 mm;

- for Concrete against prepared ground: 40 mm;

- for Concrete against soil: 75 mm.

EN 1992-1-1:2004:2004, art. 4.4.1.3

Special quality control See EN 1992-1-1:2004 table 4.3 N.

Beams



Upper Specifies diameter and type of reinforcement at the upper surface.


Lower Specifies diameter and type of reinforcement at the lower surface.



Columns


Concrete cover Defines the thickness of concrete cover.

Main Specifies diameter and type of main reinforcement.


Note: Item Concrete coveris accessible only ifUser-defined concrete coverhas been selected.

2D structures and slabs



Reinforcement Specifies the type of reinforcement.

Upper Specifies diameter of reinforcement for the upper surface.


36/313

General parameters

27

Lower Specifies diameter of reinforcement for the lower surface.


Note: Items Upper coverand Lower coverare accessible only ifUser-defined concrete coverhas been

selected.Default unbraced types (for columns and beams only)

If the option is ON, the sway frame is considered. This is the default setting that is used if:

- the user has not defined this value at the beam directly (in the buckling lengths settings dialogue), or

- if the corresponding parameters in the buckling lengths settings dialogue is set to "Settings".

Y-Y Sway in YY direction.

Z-Z Sway in ZZ direction.

GeneralThis part of the dialogue contains a set of parameters specified in the standard. Their explanation is not necessary hereas all the items in the dialogue contain reference to the appropriate article in the standard.

Some parameters are related to fire-resistance calculations and do not appear if fire resistance is not selected in Project> Functionality dialogue. These parameters are marked with "[2]" in the end of the article number.

Calculation parametersCalculation parameters are divided into several groups:

general parameters (see below),

parameters for columns (see below),

parameters for beams (see below),

parameters for PNL calculation (see separate chapter),

parameters for interaction diagram (see separate chapter).

General parameters

Number of iteration steps Defines the maximum numbers of steps, used to find the state ofequilibrium in a section.

Precision of iteration Defines the numerical precision in percentages.

Limit value of checks This value is used in all checks for final assessment whether themember satisfies or does not satisfies the prescribed conditions.

Normally, this value will be one (1), but it can be even lower orgreater than 1.

For stiffness and crack-proofcalculation use reinforcement

As,tot or 0 (As, tot for As,req > 0 and 0 for As,req = 0)

The total area of reinforcement is used for the calculation oncondition that the design function has been already run and thatthe program has already calculated the required area ofreinforcement. Otherwise, zero value is used (even if the user hasmanually inserted some reinforcement bars).

The total area of reinforcement is the sum of the user-defined

reinforcement (through basic reinforcement, throughreinforcement zones/regions or through free bars) and calculatedadditional required reinforcement. The additional required


37/313

Concrete Code Check

28

reinforcement may be zero, if the user has already inputtedenough user-defined reinforcement.

IMPORTANT: Keep in mind, that the function calculating therequired areas of reinforcement MUST HAVE BEEN run before.Otherwise, the user-defined reinforcement is ignored and ZEROvalue is used.

As, user

The user-defined reinforcement is used for the calculation. Theterm user-defined reinforcement covers the basic reinforcementspecified in member data, reinforcement bars inputted throughreinforcement templates in reinforcement zones (1D members) orregions (2D members), and free bars of reinforcement.

In order: [ As, user ]; [ As,tot or 0]

If there is any user-defined reinforcement, it is used, otherwise,the total reinforcement is used (which in fact means the calculatedrequired area of reinforcement). Remember, that for the secondoption, the design function must have been already run.

In order: [ As,tot or 0]; [ As, user]

If the design of reinforcement has been already performed and therequired area of reinforcement has been already calculated, it isused. Otherwise, the user-defined reinforcement is used.

Check selected sections only The checks are performed only in selected sections. This optioncan dramatically speed up the program.

Concrete area weakened byreinforcement bars

The area of reinforcement is subtracted from the area of thecross-section as if ducts were installed.

Take into account longitudinalpractical reinforcement for designcalculation

If ON, the already inserted longitudinal reinforcement is taken intoaccount during the calculation.

Check torsion If ON, the torsion check is performed.

Check shear of construction joint If ON, the shear stress in joints is checked.

Check the interaction of shear,torsion, flexure and axial load

If ON, the interaction of shear, torsion, flexure and axial load ischecked.

Limit bending pressure zone rationxu/d

The limit value of the ratio of compression zone of concrete toeffective height of the cross-section.

Parameters for columns

Advanced settings This parameter can simplify the input for those users whocalculate simple problems and need to adjust just a few basicparameters.

If ON, all the items in the column setup part are available.

If OFF, only the basic parameters are available. The less-commonparameters are disabled.

Corner design only The following cross-sections are supported: rectangular, L-section, T-section, I-section.

The bars are designed only in corners of the cross-section. Thecalculation is iterative and diameter or area of reinforcement in


38/313

General parameters

29

corner is increased until the check is satisfied.

Determine governing cross-sectionbeforehand

The user may determine that the design of reinforcement iscarried out in the foot and head of the column. Otherwise, thecalculation is carried out in all intermediate sections as well, whichmay be time consuming and bring no profit in terms of accuracy.The subsequent check of the designed reinforcement is performed

in all sections.

Buckling data The option activates a pseudo-linear calculation of buckling for 1Dmember (the genuine 2nd order analysis is the non-linear one, i.e.using the Timoshenko or Newton-Raphson iteration). If this optionis ON, a special algorithm is started on the background thatevaluates bar imperfections and 1st + 2nd order deflections whichleads to an approximation of the 1st order bending moments byincreased 2nd order moments.

DIN 1045-1 introduces for this situation the concept of "Modelcolumn method" and NORM calls it "Spare bar method". Eachnational standard implemented in Scia Engineer uses its analysispath that takes into account the stipulations of the particularstandard.

User estimate of reinf. ratio fordesign of reinforcement The users estimate of reinforcement ratio for columns. When thereinforcement is being designed with the effect of buckling lengthtaken into account, the area of reinforcement is known yet. Thisare is, therefore, calculated using the user-specified value in thisitem.

Optimize the number of bars in c-sfor biaxial calculation

If ON, the number of bars in the cross-section is optimised toachieve the minimum number of bars with the cross-section stillpassing the check.

Calculation method

Uni-axial bending calculation The largest of bending moments My, Mz will be taken intoconsideration. The smaller one will be ignored.

Bi-axial bending calculation

(interaction formula)

Both My and Mz are taken into account. The design is carried outusing interaction formula

(My/Myu)x + (Mz/Mzu)

x < 1where x is the safety factor (see below).

Automatic determination - uni-axialbending calculation if ratio of biaxialmoment is less then

If the ratio of one bending moment to the other along the wholebeam length is smaller than the input value, then the beam isconsidered to be subject to uni-axial bending. Otherwise, if at leastone cross-section is found where the ratio is greater than the inputvalue, the biaxial approach is applied.

Biaxial bending

Safety factor for biaxial bendingformula (see above)

Specifies the safety factor used in the interaction formula above.


Calculate reinforcement using real area of reinforcement

If this option is ON, the reinforcement is calculated from the realsectional area of individual bars.

delta area of reinforcement

If this option is ON, the reinforcement is calculated using the userdefined area (delta).

Optimisation method for number ofbars in cross-section

If the option is ON, the number on bars in section is minimised sothat their minimal number is used.


39/313

Concrete Code Check

30

Ratio y/z automatic

If ON, the ratio of y-reinforcement to z-reinforcement isdetermined automatically.

manual

If ON, the user specifies the ratio of reinforcement in y-direction to

reinforcement in z-direction.

Parameters for beams

Check max. depth of compressionzone

If ON, activates the check of the limit value of the depth ofcompression zone x_lim (full value of tensile strength of steel isreached)

Calculate compressionreinforcement

If the compression reinforcement is necessary, check this box toprovide for its calculation.

Normal force to calculation If ON the normal force in beam i

Concrete Code Check Enu

Documents

Transcript of Concrete Code Check Enu