Finite Elements

DynamicsCAD

FrameworksPrestressing

ContentsConcept 1Program Interface 2Reinforced ConcreteConstruction 6Prestressed ConcreteConstruction 10Steel Construction 14Dynamics 16Nonlinear SystemAnalysis 18Fire scenarios 20Design Objects 21Solid Models 22Timber Construction24NURBS 25Information andPrices 26

ConceptThe InfoGraph program systemsoffer a number of software solu-tions that are specifically optimizedfor structural design and feature arange of tools for interactivemodeling.This concept was first implementedin the program system in1987 and has been furtherimproved through Windowsintegration and the use of object-oriented methods, which will helpensure its long-term future.With the ability to calculate andcheck any structure, from simpleslab systems and prestressed 3Dshell structures to dynamicallystressed solid models, the systemcan be used for a variety of civilengineering tasks.Model editing, analysis control andresults output for all structure typesare performed in a standard 3DCAD user interface with functionsfamiliar from Windows. Special data

InfoCAD

The high-end software for all of your civilengineering construction tasks!

interfaces ensure that you have accessto third-party programs.

InfoCAD Options:

2D and 3D beam and shell structures, cable structures and solid modelsGeometrically and physically nonlinear analysisSpring elements with any nonlinear characteristicsDetermination of buckling eigenmodesBending, shearing and torsional design, robustness reinforcementPunching shear check, fatigue check, concrete and steel stresses, crack width limitationEuropean standards (Eurocode, DIN, OENORM and SIA)Design of Steel Structures for classes 1 to 4 (automatic classification, lateral torsional buckling)Design of Timber Structures perDynamic calculations, earthquake checks, time step integration, dynamic train crossing, nonlinear cabledynamics, dynamic collapse analysisPrestressing of beam, shell and solid structuresBridge checks according to EN 1992-2 and DIN Technical Reports 101/102Computation of construction stages with creep redistributionStructural analysis for fire scenarios based on the general calculation methodDesign objects for stress integration at any sectionNURBS objects for handling free-form geometriesTetrahedron elements with contact properties64-bit program version for very large data/processing requirements

EN 1995-1-1 and EN 1992-1-2

1

2Program Interface

You do not need to definesurfaces or surface macros.The program recognizes allsubareas and generates amesh for them automatically.

Intuitive OperationInfoCADThe program has a

graphical user interface where youcan define entire structures alongwith their material and sectionproperties and various loads. Allcommon CAD functions such aspositioning, copying, and mirroringare available for this purpose. Theprogram also features layer andcolor management, which allowsyou to process even the mostcomplex of structures. Whendeveloping the software we placedparticular emphasis on making theinterface both intuitive and userfriendly. To this end we integrated anumber of common Windowsfeatures such as copy and paste,undo and redo, context-sensitivemenus and double-clickable objectproperties.

Easy-to-Use System InputStructures are drawn and con-structed either using the modelobjects found in the ground plansor as wire models. To complete andcheck the structures, the enteredobjects can be dimensionedautomatically. DXF transfer can alsobe used as an alternate method ofdata entry.

Automatic MeshGenerationThe FEM mesh can begenerated automatically onthe basis of the existing

construction. During this process allspecified boundary conditions suchas openings, downstand beams,supports or support lines are takeninto consideration.

Once the FEM mesh is generated, itcan be modified with full usercontrol over each individualelement. Optimal modeling issupported by a number of sophisti-cated control functions. Additionalsemi-automatic mesh generators letyou arrange elements in a way thatsatisfies all of your requirements.

Automatic mesh generation at a

complex tunnel connection

3Material and SectionThe standard steel and concreteclasses as well as user-definablematerial types are available for allelements. The properties of theseclasses and types are used in allcalculations and checks. Time-dependent variables for creep andshrinkage behavior are additionallyavailable for the concrete classes.The and coefficientscan be calculated as well, ifrequired.Area sections are described basedon the element thickness. Thesedescriptions can take orthotropyinto account to allow for differentrigidities for the main and lateraldirection.

(t,t ) (t,t )0 cs 0

Actions and Design SituationsThe design values of the load arecalculated automatically based onthe internal forces of the load casesand load case combinations.By using cyclic permutation, theprogram constructs all variations ofleadings actions and accompanyingactions with regard to the partialsafety factors and combinationcoefficients of the relevant stan-dard.The extremal internal forces thenprovide the determinant designvalues for the respective situations.The load cases involved in a resultand their respective weightings canbe determined at a click of themouse.

influence lines and surfacesprestressing

A special function can be used togenerate moving loads as well.

LoadsThe numerous load types that areavailable provide a convenientmeans to implement all conceivablestresses. They are applied directly tothe system in the graphical userinterface and can be positionedanywhere you want.The load types include:

dead loadssingle, line and area loadssupport displacementcreep and shrinkagetemperaturehydrostatic pressure

For beams and downstand beams,you can select parameterizedstandard sections as well as user-defined polygons. All common steelsections are made available in anextensive library.

Load input in the system

Hydrostatic

pressure acting on

an axisymmetric

shellDefinition of element properties

2. Generate mesh

1. Draw ground plan

3. Apply loads

4. Access results

4Program Interface

ResultsAll calculated results are shown in aclearly arranged tree structure.The available view options can bechosen depending on the currentresult. In addition to the variousgraphical views, all of the resultscan also be plotted numerically.A variety of setting options allowyou to fine-tune how the results arepresented.All checking programs generateadditional custom logs that areconfigurable. They provide an easyway of understanding how theresults are computed.

System ViewerThe InfoGraph System Viewer offersa photorealistic view of structuresections. It is especially well-suitedfor presenting and animating staticor dynamic results. The views caneasily be exported as individualimages or an AVI video.The realistic system view gives youan additional means of checking thecomputer model.

Individual ResultsAll available system data and resultscan be viewed in compact form bysimply clicking an element. Thisoffers you a simple and detailedmethod for checking data.

Tabular DisplayWith respect to beam structures, itis often desirable to display theresults as a table. You can switchbetween the graphical and tabularview with a simple click of themouse. The table data can be

exported to any Windows programvia the clipboard and then pro-cessed further if necessary.

Selecting the results view

Stresses and utilizations

Finite Elements 10.0 x64 InfoGraph GmbH Slab 2 per DIN1045-1.fem - 11.03.2010 15:00:26 - Page 1

InfoGraph GmbH, Kackertstr. 10, D-52072 Aachen, Tel. (0241) 889980

24108/2005 - Example: Slab with Downstand Beam

InfoGraph Excercise Example

Area 1 Area 2 Area 4

Area 3

Area 6Area 7 Area 5

Slab: d = 0.20 mg'=1.7 kN/m, p=5 kN/m

4.88 3.38 11.97 12

20.35

5.0

36.6

4

11.6

7

12 3.30 4.84 3.30

11.55

1 2

34

5 6

360 240

600

20

04

00

60

0

Section Polygon Nr. 2 [mm]

1 2

34

Z

24/1

25

(Q3)

HEB 160 (Q5)

Z

24/4

1(Q

4)

Distance of Reinforcement from Edge: 3 cm

q=50 kN/m

Statically Calculation

Slab per EN 1992-1-1

1. System presentation

2. Input Data (System, Loads, Design settings)

3. Results

5

PrintoutThe current processing status can beprinted out at any time. You canuse the Windows Print Previewoption to check the printout inadvance. Individual graphics, tablesor the entire print list can beprinted.All of the printing devices recog-nized by the operating system areavailable, including FAX printers orPDF (Portable Document Format)printers.

Print ListAll the system data you want toprint out at a later time can bestored in a print list at the push of abutton. This option is available forboth tabular and graphical views.You can store, for example, systemviews, section data, design specifi-cations and results displays in anyorder you want.The print list can be expanded intoa complete system analysis with itsown sections and an automaticallygenerated table of contents.Also, the data is always updatedafter system changes.

Finite Elements 10.0 x64 InfoGraph GmbH Slab 2 per DIN1045-1.fem - 11.03.2010 15:00:26 - Page 2

InfoGraph GmbH, Kackertstr. 10, D-52072 Aachen, Tel. (0241) 889980

24108/2005 - Example: Slab with Downstand Beam

System characteristics

1659 Nodes1645 Elements 90 Beams

212 Supports 1555 Slabs0 Link elements 0 Plains5 Material properties 0 Shells5 Section properties 0 Cables8 Load cases 0 Solids0 Load case combinations0 Tendon groups

Result location in area elements: Node2 Result locations in beam elements

Changed element systems0 Element systems0 Internal force systems0 Reinforcement systems

Material properties

No. Type E-Modu. G-Modu. Poiss. alpha.t gamma[MN/m] [MN/m] ratio [1/K] [kN/m]

1 1 C20/25 24900 12000 0.20 1.000e-05 25.0002 2 C20/25 24900 12000 0.20 1.000e-05 25.0003 3 C20/25 24900 12000 0.20 1.000e-05 25.0004 4 C20/25 24900 12000 0.20 1.000e-05 25.0005 5 S235 210000 81000 0.30 1.200e-05 78.500

Section properties

1 Area slab 0.2Element thickness [m] dz = 0.2000 torsion-freeOrthotrophy dzy/dz = 1E-Modulus slab/plain = 1

2 Polygon upstand girderCentroid [m] ys = 0.009 zs = 0.370Area [m] A = 2.2200e-01Moments of inertia [m4] Ix = 0.0000e+00 Iyz = -3.1875e-0

Iy = 6.6038e-03 I1 = 3.4641e-03Iz = 6.7001e-03 I2 = 9.8398e-03

Main axis angle [Grad] Phi = -44.567Ignore Iyz im member stiffnes.0.63

0.6

3 Polygon downstand girderCentroid [m] ys = 0.485 zs = 0.183Area [m] A = 3.4600e-01Moments of inertia [m4] Ix = 0.0000e+00 Iyz = -1.0509e-0

Iy = 8.3561e-03 I1 = 5.8917e-03Iz = 5.0702e-02 I2 = 5.3167e-02

Main axis angle [Grad] Phi = -13.198Dead load without slab part of T-beam.Ignore Iyz im member stiffnes.

1.25

0.6

4 Polygon girderCentroid [m] ys = 0.120 zs = 0.205Area [m] A = 9.8400e-02Moments of inertia [m4] Ix = 0.0000e+00 Iyz = 0.0000e+00

Iy = 1.3784e-03 I1 = 1.3784e-03Iz = 4.7232e-04 I2 = 4.7232e-04

Main axis angle [Grad] Phi = -0.000Ignore Iyz im member stiffnes.0.24

0.4

1

5 HEB 160 steel sectionCentroid [m] ys = 0.000 zs = 0.000Area [m] A = 5.4300e-03Moments of inertia [m4] Ix = 3.1400e-07 Iyz = 0.0000e+00

Iy = 2.4900e-05 I1 = 2.4900e-05Iz = 8.8900e-06 I2 = 8.8900e-06

Main axis angle [Grad] Phi = 0.0000.16

0.1

6

Deformation shape

Color gradient areas

Section view

Vector view

Numerical view withreinforcement directions

Contours

6Reinforced Concrete Construction

For users of a software program forsolid construction, the implementa-tion and integration of the relevantdesign standards and the compre-hensibility of the results is of criticalimportance.For this, provides compre-hensive functions such as the singledesign or detailed listings for eachelement. The latest eurocodestandards with the national annexessupported.

InfoCAD

Area ElementsSlabs, plain stress elements or shellsare described by their sectionthickness. The edge clearances ofthe individual reinforcing steel layerscan be controlled separately foreach direction and specify theeffective height for the lateral forcedesign.The design internal forces for thelongitudinal reinforcement aredetermined using the plasticityapproach from Wolfensberger and

Beams, Supports,Downstand BeamsThe beam elements and theirdimensions are taken intoconsideration in the structuresystem. The concrete section andits steel layers are entered in thesection dialog. The typicalstandard sections used inconcrete construction areavailable as predefined tem-plates. You can also importcomplex geometries via DXF.The bending design is carried outfor two-axes bending withnormal force at this polygonsection, which can have anyshape. For shear and torsiondesign, the existing equivalentsections are used.

Thrlimann, which takes intoaccount how much the reinforce-ment deviates from the crackdirection. Slabs with inclinedreinforcement assemblies aredesigned according to Kuyt/Rsch,in which the design moments arecalculated with the help of principlemoments . For a combinedload, the normal design forces aredetermined from n and arebased on the design moments ofthe calculation.The shear design is performed forthe extremal lateral force of thedesign q = (q + q ).

m , m

, n

1 2

1 2

r x y

Coordinate systems of slabs with

inclined reinforcement assemblies

according to Rsch

Course of internal force and

reinforcement directions

Design section with steel layers

Single design for a polygon section

7Actions and CombinationsBased on actions, the program usesthe relevant safety and combinationcoefficients to automaticallyconstruct the design situation forthe ultimate limit state and theserviceability limit state. Theresulting extremal design values arethen provided for the checks.Alternatively, you can also carry outthe checks for all combinationsrather than just the extreme valuesof the load.

Bending DesignAs a part of bending design, theload-bearing check is performed forbending with or without longitudi-nal force and longitudinal force onlyfor spatially stressed beam and areasections.The reinforcement required for eachinternal force combination isdetermined with regard to the limitstrain curve specified by the relevantstandard. The final result is derivedfrom the extreme value of all

Ensuring Ductile ComponentBehaviorTo prevent a component fromfailing without notice during initialcrack formation, a minimumreinforcement is put into place tocover the crack moment with

.A = M / (f z )s r,ep yk s

Lateral ForceLateral force design involvesdetermining the diagonal tensilereinforcement and includes aconcrete strut check. The necessityof a lateral force reinforcement isanalyzed first.For components with the requiredlateral force reinforcement, thedesign value of the concrete

TorsionTorsion design involves determiningthe diagonal tensile reinforcementand the longitudinal reinforcementand includes a concrete strut checkunder maximum torsional stress,combined with a concrete strutcheck under lateral force.

longitudinal stress is taken intoaccount and the strut angle is

limited dependingon the amount ofstress.The necessaryminimum rein-forcement isshown.Optionally, youcan also raise theallowable bendingtensile reinforce-

ment to prevent shear stirrups.

calculated reinforcements.When performing acompression member design,The reinforcement is symmetricallyarranged and given the appropriateminimum reinforcement.

Strain ranges for the bending design

Definition of effective actions

Checks for reinforced concrete construction:

Checks at the ultimate limit state

Checks at the serviceability limit state

Minimum reinforcement against failure without warningBending with or without normal force or normal force onlyLateral force under consideration of the min. level of reinforcementPure torsion and torsion with lateral forceChecks against punching shearChecks against fatigue (concrete and reinforcement)

Limiting the concrete compressive stressesLimiting the reinforcing steel stressesLimiting the prestressing steel stressesMinimum reinforcement for the crack width limitationLimiting the crack width via direct calculationDecompression checkLimiting deformations

8Punching ShearThe load-bearing safety check withrespect to punching shear isperformed interactively at thesupport of a shell structure. Duringthis check, the determinant punch-ing force can be taken from thestatic calculation (e.g., from thepermanent and temporary oraccidental design situation).

Fatigue CheckThe fatigue check forconcrete and steel is carriedout for load-bearingcomponents that are notsubject to primarily staticactions.The stress range originatingin condition II is checked foreach steel layer andincreased if necessary.The check for concreteunder pressure is likewisecarried out at the crackedsection.

Minimum Reinforcement forthe Crack Width LimitationThis reinforcement is dimensionedto compensate forced actions andresidual stresses and designed forthe internal force combination thatleads to initial crack formation inaccordance with the correspondingrequirement class.

Limiting the ConcreteCompressive StressesConcrete compressive stresses arelimited to prevent longitudinalcracks from occurring under therare action combination.If the serviceability, load-bearingcapacity or durability of the struc-ture is predominantly influenced bycreepage, then this also need to belimited under the quasi-continuousaction combination.

Limiting the Reinforcing SteelStressesThe steel stresses are checked bydetermining the strain state at thecracked concrete section.The tensile stresses are limitedunder the rare action combinationfor this check. The reinforcementcorresponds to the maximum valuefrom the robustness, crack andbending reinforcement, including apossible increase as a result of thefatigue check.

The program makes recommenda-tions for the required longitudinaland/or stirrup reinforcement. Thelocation of the supports in relationto the edge and any openings istaken into account. All necessaryperimeters as well as the minimumreinforcement are checked and thenapplied. A detailed log documentsthe entire calculation.

Crack Width LimitationCrack formation is essentiallyunavoidable in areas where con-crete is subject to tensile stress. Thecrack width should be limited suchthat proper use of the structure aswell as its appearance and durabilityare not compromised as a result ofcracks. The crack width limitationcheck includes checking theminimum reinforcement andcalculating the crack width.

Reinforced Concrete Construction

9Crack Width CheckThe crack width is determined forthe final longitudinal reinforcement(maximum from the robustness,crack and bending reinforcementincluding a possible increaseresulting from the fatigue check).The steel stress of the reinforcementis derived using the check combina-tion defined by the requirementclass in condition II.The reinforcement is increased untilthe prescribed crack width ismaintained.

Determining MaximumReinforcementThe design of the extremal internalforces from the action combinationsdoes not necessarily lead to themaximum reinforcing steel rein-forcement. Frequently there arecombinations with lower internalforces that result in higher rein-forcement levels.

Load-Bearing Safety Checkand Deformations inCondition IIThe nonlinear system analysis for allstandards and structure types canbe used to perform a load-bearingsafety check for the entire system(e.g., for movable frames withregard to effective rigidities or to

Limiting DeformationsThe deformations in the serviceabil-ity state are determined with regardto the existing reinforcement andthe bending rigidities that resultfrom it.A residual tensile stress can be usedto record how the concrete contrib-utes to the tension between thecracks (tension stiffening).

Therefore, all internal force combi-nations can be checked in theInfoCAD program system as anoption.

determine deformations in conditi-on II).

Situation Ultimate Limit State Section Serviceability Limit State Section

Permanent,Temporary

Accidental

Earthquake

Longitudinal reinforcement

Lateral reinforcement

Torsional reinforcement

9.2.1.1 Concrete compressive stresses

Reinforcing steel stresses

Prestressing steel stresses

Crack width

7.2(2)

7.2(5)

7.2(2)

7.3.1

6.1

6.2

6.3

Frequent

Quasi-Permanent

Fatigue Reinforcing steel

Prestressing steel

Concrete

6.8.6(1)

6.8.4

6.8.4

Decompression DD1-XS3

Crack width

7.3.1

7.3.1

Concrete compressive stresses

Prestressing steel stresses

Decompression XC2-XC$

Crack width

Deformation

7.2(2)

7.2(5)

7.3.1

7.3.1

7.4

Characteristic(rare)

Robustness reinforce-ment(on the basis ofEN 1992-2, 6.1(110))

Design Situations according to EN 1992-1-1

6.8.6(2)

10,00 2,75 7,25

20,00

5,1

05,1

05,1

03,5

03,5

0

22,3

0

10

Prestressed Concrete Construction

Program ConceptThe Prestressed Concrete modulewas developed for all applications ofprestressing with subsequent bondor without bond, which means it isparticularly well suited for calculat-ing prestressed concrete bridges,containers and floor slabs. Themodule is based on a 3D tendonguide that can be used for all beam,shell and solid models. The func-tions are divided into tendon groupinput, load processing in the FEManalysis section and checks accord-ing to EN 1992-1-1, EN 1992-2, DIN

Actions from PrestressingTendon groups are entered interac-tively on the existing structuremodel. These groups are definedindependent of elements, whichallows them to take any coursethrough the structure and be freelycopied or moved.For designing the tendon groupgeometry, a variety of help optionsare available, such as longitudinal or

Creep and ShrinkageThe program determines concretecreep and shrinkage based on atime-dependent stress-strain lawdeveloped by Trost.The prestressing steel single layersare included in the calculation ofthe creep and shrinkage load casewhile the entire rigidity matrix isbeing processed. This results incomposite elements whose strainstate is taken to determine thecorresponding share of internalforces of the composite compo-nents. This approach is imple-mented for all element types. Creepredistribution can therefore also bedetermined for area and solidmodels.The necessary creep and shrinkagecoefficients can optionally becalculated.

1045-1, DIN Technical Report,OENORM and SIA.

section view for editing. This makesit possible to directly evaluate theprestressing curve with regard tostraining, weakening, slippage andfriction. The maximum permittedprestressing force is determinedusing the allowance value.The forces arising from the tendongroup geometry and theprestressing force curve are thenapplied to the system. Afterwardsthe calculated internal forces,deformation and other factors areavailable for additional checks.

Load introduction at the beam element

11

Checks According to EN 1992-1-1 and DIN 1045-1The checks can be used for allengineering constructions thatcannot be checked according to thespecifications of EN 1992-2 or DINTechnical Report 102.Various components can becombined within the structuremodel:

In addition to the checks describedin the reinforced concrete sectionabove, the fatigue of the tendonsand their allowed stresses and thedecompression are checked inrelation to the prestressing.These checks use additional rules forprestressed components such as theinclusion of scattering coefficientsfor the effect from innerprestressing in the construction andfinal state or the bond coefficient .

non-prestressed componentsprestressed components withsubsequent bondprestressed components withoutbondcomponents with externalprestressingmixed construction components

Prestressed septic tank with 3D tendon

guide

Checks According to OENORMThe design and checks according tothe individual standards OENORMEN 1992-1-1 and OENORM EN1992-2. The regulations for generalprestressed concrete constructionand road and railroad bridgeconstruction are taken into accountduring these checks.

Prestressing of Beam, Shell and Solid Structures:

Element-independent 3D tendon group guideCubical spline functionPrestressing of beam, shell and solid structuresTendon group editing on the system and in any sectionFriction, wobble and slippageConsideration of allowance valueDisplay of the prestressing force curve and the tendon group radiiIdentification of system reactions resulting from prestressingCalculation of creep and shrinkage coefficientsCreep and shrinkage with tendon group distributionsDesign and checks according to

DIN 1045-1, DIN-Technical Report and SIA.

EN 1992-1-1 and EN 1992-2 with thenational annexes,

Checks According to SIAThe regulations for general pre-stressed concrete construction aretaken into account during the SIAchecks.

12

Bridge Construction

Bridge Construction ChecksThis module is used for bridge andother engineering constructions inwhich the actions from the road orrailroad traffic have to be taken intoaccount. Permitted structure modelsinclude 2D and 3D beam and areaconstructions.The module can be used to analyzecomponents without prestressing aswell as prestressed componentswith subsequent bond, withoutbond, with external prestressing andin mixed constructions.The large number of results can beviewed in a clear and detailedmanner. A variety of graphicaldisplay options are available.

Actions andCombinations

The existing load casesare assigned to therelevant actions which

are then used toconstruct the action combi-

nations according to the selectedstandard.A variety of situations (e.g., for theconstruction or final state) can becreated for this.The partial safety factors andcombination coefficients arespecified by the program for thispurpose in accordance with theapplicable standard.All coefficients can be supple-mented or changed during theediting process.The program then uses this informa-tion to determine the extremalsystem reactions based on thecombination specifications.

Load Model 1The movable traffic loads from loadmodel 1 are processed with aspecial load function.

Driving direction

Load area

Wheel contact area

Lane 1

Lane 2

Centrifugal load

of wagonsDistance

Load distribution height

(left)

Tandem system from load model 1

Specifying the actions

Effective flange widths

This function clearly arranges thepositions of the tandem system andthe UDL loads on the bridge. Anynumber of load positions and laneconfigurations can be defined in thisprocess.The distance between vehicles, theload distribution height and thecentrifugal load of the tandem

systems are automatically taken intoconsideration. The program cantherefore create the necessaryaction combinations on its own.

13

The checks can be carried out for

complex shell structures as well.

ChecksChecks are carried out for eachspecified design situation based onthe requirement classes. Dependingon the situation, a variety ofspecifications for the construction orfinal state are used.The identified reinforcements arebased on the checks and may, ifnecessary, be increased until theyare in compliance.The longitudinal and stirrupreinforcement is stored separatelybased on the checks and is availablefor display in addition to theextreme value of all reinforcements.The checked stresses and utilizationsresulting from fatigue, decompres-sion and other factors are alsostored and can then be applied tothe system.A detailed log lists all the informa-tion that is relevant for the test in aclear and easy-to-understandmanner.

Bridge Construction Checks:

EN 1992-2 and DIN Technical ReportConsideration of any stresses and loadingSpecial preparation of the load model LM 1 and LMMAutomatic combination of actions- construction and final stages for all action combinations- optional user-defined actionsChecks at the ultimate limit state- minimum reinforcement to ensure robustness- bending with or without longitudinal force or longitudinal force only- lateral force with regard to the minimum level of reinforcement- pure torsion and torsion with lateral force- check against fatigue (concrete, reinforcing steel and prestressingsteel)

Checks at the serviceability limit state- minimum reinforcement for limiting the crack width- limiting the crack width through direct calculation- decompression check- limiting the concrete compressive stresses- limiting the reinforcing steel stresses- limiting the prestressing steel stresses- check for the diagonal principal tensile stresses

Construction StagesManaging construction stages is animportant feature for bridgeconstruction. It provides an easyway to determine, for example,creep and shrinkage redistributionsin different phases of the construc-tion.For every construction stage a file iscreated for which all calculationoptions are available. Redundantuse of load cases and elements isprevented by the system.

All the results are listed in a clearly

arranged tree structure and can be

accessed individually.

The results of all construction stagescan be combined with orsuperposed on one another.

Stress curve from the decompression

check

Min./max. stresses from the fatigue

check

Stress range of the longitudinal

reinforcement

Extremal reinforcement from

robustness, load-bearing capacity, crack

check and fatigue

14

Steel Construction

Boundary area of an N-M interaction

22

1,

yzzy

yzy

z

yzzy

yzz

yxIII

IzIyM

III

IyIzM

ANzy

)(

Normal stresses for a section point

The steel checks according to EN1993-1-1 can be used for polygonalbeam sections made of constructionsteel S235 - S450 as per EN 1993-1-1, Table 3.1.For this purpose the calculated loadcases are assigned to the actions inaccordance with EN 1991, Part 1.Taking into account the presetsafety factors and combinationcoefficients, defined in EN 1990, theprogram automatically calculatesthe internal forces for the desireddesign situations.

Section AnalysisWithin the scope of system checks,the following key values aredetermined for all used sections andthen made available for use:

centroid coordinatesarea of the sectionmoments of inertia in relation tothe coordinate axesdeviation momentmoments of inertia in relation tothe main axestwisting angle of the main axesW and W moments of resis-tancetorsion moment of inertia

y z

shear values for Q , Q and Mand the W , W and Wmoments of resistance

y z x

t qy qz

To determine the stressing as aresult of St. Venant torsion, thedifferential equation of the warpingfunction is solved, and to establishthe stressing as a result of lateralforce, the differential equation ofthe shear warping is solved.The analysis is carried out for anythick or thin-walled polygon sectionand all library sections.Visualization of a dam bridge

Cross-Section ResistanceThe elastic cross-section resistance isverified for all cross-sections of theclasses 1 to 4. Cross-sections ofclass 4 are treated like class 3 if thec/t ratio does not exceed the limitsof class 3 increased by a factoraccording to Chapter 5.5.2(9).Otherwise the check is carried outwith effective cross-section proper-ties as per EN 1993-1-5, clause 4.3.The plastic cross-section resistancewill be verified for all cross-sectionsof the classes 1 and 2 if the elasticcross-section resistance of thecontemplated set of internal forcesis exceeded.

ClassificationFor every set of internal forces thecross-section class according to EN1993-1-1, Chapter 5.5, is automati-cally determined. To this end, thestress distribution for simultaneousstress from biaxial bending andnormal force in the center line ofthe section parts is used.A cross-section is generally classifiedby the most unfavorable class of itspressure-loaded section parts.

15

Stability AnalysesTwo basic methods are available foranalyzing stability problems:

For system calculation based on thesecond-order theory (equilibrium onthe deformed system), a check isperformed for beam buckling andtoppling as well as for area elementbuckling. The calculation can takeinto account additional nonlinear

Calculating structures based onthe second-order theory.Determining bucklingeigenmodes with the relevantbranching load factors.

effects such as the exclusion oftensile stresses for bedding andsupport, the failure of tensile orcompression beams and nonlinearmaterial behavior.

The iteration method normallyconverges after a few steps. Stabilityfailures are displayed by thesingularity of the entire rigiditymatrix.Determining the bucklingeigenmodes allows you to definethe branching load factors directly.The construction can then easily beevaluated using the associatedfailure figure.

Lateral Torsional BucklingThe lateral torsional bucklingproblem is solved for single- anddouble-symmetric I and U profiles.To create the required strain, specifythe internal forces of the beam endsand a point load or uniformlydistributed load in both principaldirections. The ideal lateral torsionalbuckling moment M is calculatedby varying the elastic potential. Theresulting eigenvalue problemprovides the smallest positive loadfactor and thus the sought-afterlateral torsional buckling moment.This has the advantage that the userdoes not need to specify the

moment coefficient .Load eccentricity and elasticrotational bedding can be definedby the user.The calculation yields a detailed logof the results with system diagrams.

Ki,y

Stress curve at a polygon section

Graphical input of a predeformation

Buckling eigenmode of a crane bridge

under eccentric load

Options for Steel Construction:

First-order and second-order theory, cable structures based on third-order theoryBuckling eigenmodes with branching load factorConsideration of predeformationAnalysis of single beam failureSuperpositions and checks according to EC 1993-1-1Elastic-elastic, elastic-plastic and plastic-plasticAutomatic classification and design of section classes 1-4Section analysis for any polygon (thick- or thin-walled)Spring jointsEccentric beam connectionsCompression and tension beamsExtensive profile libraryCustom-defined user databaseLateral torsional buckling checkDXF, DSTV and IFC import/export

16

Dynamics

Sophisticated constructions requireboth static and dynamic structureanalyses. These analyses can rangefrom resonant frequency determina-tion and time-step calculations tononlinear cable dynamics.The Dynamics program module letsyou analyze 2D and 3D beam,cable, area and solid models.

Earthquake ChecksIn this check, the soil accelerationand the calculation coefficients arespecified according to the selectedstandard for any given beam or shellstructure depending on the earth-quake zone, the subsoil, thedamping and the structure class.The check then calculates thestructure reactions associated withthe resonant frequencies based onthe response spectrum method andsuperposes them according to theSRSS or CQC method. The resultinginternal forces are then available forfurther superposition with the staticload cases and subsequent design.In order to evaluate the modes ofvibration to be considered, theapplied masses are contrasted withthe effective modal masses. Ifnecessary, you can define custom

response spectrums.

Dynamic Train CrossingDynamic train crossing is anotherinteresting calculation optionprovided by the program. Thisoption offers an easy way to analyzethe dynamic stress for any beamand shell structure based onpredefined trains such as the ICE orThalys or user-defined trains.

The description of the tracks iscarried out by entering any continu-ous line on the structure. Multipletracks can be considered simulta-neously, so that, for example, theeffect trains traveling in oppositedirections have on each other canbe investigated.

The load model of the typical trainsfor high-speed lines are stored inthe program. Additionally, user-defined train loads can be added.Further default parameters are thespeed and the departure time foreach train. Every train is assigned toone track. By varying the departuretimes, the intervals between thedifferent trains can be defined.

The dynamic train crossing can beanalyzed as part of a direct or

Vibration CalculationsTime-step calculations are carriedout for periodic and transient load-time curves and specified nodeaccelerations. These calculations canfactor in exciters of variablefrequency at the same time. Youcan select the number and durationof the individual time steps.Mass and stiffness-proportionaldamping, the Lehr's dampingmeasure, Rayleigh's system damp-ing and/or single viscous damperscan be used depending on thecalculation.At selected nodes the systemresponse can be calculated using afixed frequency range in the steadystate (stationary response).

Resonant FrequencyDeterminationDetermining the eigenvalues andeigenvectors forms the basis formost dynamic analyses. Thedistribution of mass that theseanalyses take into account is theresult of the system geometry, theadditional point masses and theequivalent masses of the selectedload cases.

Eigenmode of a machine foundation with eccentric point masses

17

Results Display andProcessingDeformations, speeds, accelerations,internal forces and support reac-tions for each time step are pro-vided as calculation results. Thesecan be represented individually or astime-step diagrams. Additionally,the deformation can be dynamicallyanimated in the System Viewer.For further analyses, the results cansuperposed with reactions fromstatic calculations and thendesigned.

Dynamic Analyses:

Calculation of beam, cable, area and solid modelsDetermination of eigenvalues and eigenvectorsDistributed dead loads, point masses and masses from loadsPeriodic and free load-time curvesSimultaneous variable exciters at any nodeFree node accelerationsLehr's damping, mass and stiffness-proportional damping, Rayleigh'ssystem damping and single viscous dampersModal analyses and direct integration of motion equationsTime-step integration for all system reactions with selectable iterationstepsStationary responseEvaluation of response spectra acc. to EC 8, DIN, OENORM and SIAUser-defined response spectraCalculation and output of effective modal massesDynamic train crossing on any trackCollapse analysis e.g. component failureAnimation of all time-step calculations

modal time step integration. Theamount and duration of the timesteps can be entered by the user.The vibration behavior and thedesired route of the train areconsidered here.

Time diagram for the displacement uz

occurring during a train crossing

Delayed train meeting on a box girder

bridge

Entering a load-time function

Input dialog for earthquakechecks

Train definition with speedspecification and startingtime

Displacement uz of a selectednode

18

Nonlinear System Analysis

Nonlinear system analysis can beused to determine the internalforces and deformation values of 2Dand 3D beam and shell structuresmade of reinforced concrete andsteel under consideration ofgeometric and physicalnonlinearities. For solid elements,the stress state is calculated basedon the Raghava or Rankine yieldcriterion.The program is especially well-suitedfor checking the ultimate limit state(buckling safety check) and theserviceability (deformations, internal Structures Made of

Reinforced ConcreteThe stress-strain curves for nonlinearinternal force calculation are appliedbased on the correspondingstandard and the material selected.The corresponding material partialsafety factors are also taken intoconsideration. The concrete tensilestrength can be considered withsoftening or bilinear behavior. Thiscalculation is based on the reinforc-ing steel from a previous design.Alternatively, you can also specifythe reinforcement level directly.

The consideration of concrete creepis realized by modifying the underly-ing stress-strain curves.

Layer model for area elements

Standardized equivalent stress-strain

curve for concrete under multiple-axes

strain

Biaxial failure curve according to

Kupfer/Hilsdorf/Rsch

In this figure you can see the concrete tensile strength (tension

stiffening) that remains after the initial crack formation.

max Uz [mm]

Elastic calculation 12.6

Serviceability 22.9

Serviceability and Creeping

(eff. phi = 2,0)48.8

19

Structures Made of Steel andBilinear MaterialThe calculation is carried outaccording to the theory of plasticity.The check guarantees that, underconsideration of the internal forceinteraction, the full-plastic internalforce limits are not exceeded andthat the system is in a stable state ofequilibrium. In addition to theinternal forces and deformations,the nonlinear stress and straindistribution in the structure is madeavailable.

Nonlinear Material Behavior:

Reinforced concrete with stress-strain-curve according to EN 1992, DIN,OENORM and SIAEffect of concrete on tension between cracksUltimate limit state- Check under consideration of existing reinforcementServiceability limit state- Deformations under consideration of existing reinforcementConsideration of long-time deformations as result of concrete creepingSteel with bilinear stress-strain curve under consideration of the Huber-von Mises yield criterion and interaction with all internal forcesBilinear stress-strain curve and individually definable compressive andtensile strength (Raghava or Rankine )Equilibrium on the deformed system according to second-order theoryand advanced geometrical nonlinear theoryBedding with bilinear bedding curve for frameworksAutomatic reinforcement increase during ultimate limit state check forframeworks

yield criterion

For frameworks, the reinforcementcan be automatically increased so asto arrive at the desired structuralsafety or to comply with thepermitted strain.The biaxial concrete behavior isimplemented for area elementsunder consideration of the strengthsaccording to Kupfer/Hilsdorf/Rschand the concept of equivalent one-axis strain.In addition to the deformations andinternal forces in state II, theremaining concrete and reinforcingsteel stresses and its strains areoutput.

Yield criterion according to Raghava

The plasticized areas can be seen clearly on the depicted

tube joint. The loading capacity has almost been reached

with the existing strain.

Calculation settings for nonlinear system

analysis

Reinforcement distribution according to

load-bearing safety check

20

Structural Analysis for Fire Scenarios

Structural analysis for fire scenarios:

Any kind of section geometrySteel, reinforced concrete and free materials (e.g., insulation) within asectionPredefined and user-defined thermal material propertiesUnit temperature-time curve, hydrocarbon fire curve etc.User-defined fire curves, different fire scenariosCalculation of the temperature profile in the section via nonlineartime-step integrationHeat transfer by radiation and convection in cavitiesTemperature-dependent thermal strains and stress-strain curvesNonlinear time-step calculation of the structure based on the generalcalculation methodGraphical display of the time-dependent deformations, internal forcesand support reactionsThermal calculation of solid models

With this module you can conduct a

based on the generalcalculation method for 2D and 3Dbeam and shell structures. Steel,reinforced concrete and compositesections are used in this analysis.Steel, reinforced concrete, timberand composite sections can beconsidered.The following calculations areavailable for :

stationary and instationarytemperature distributions

heat sourcesstress analysis considering thestrains due to a thermal action

user-defined

Structural Analysis for Fire

Scenarios

solid models

Thermal CalculationThe temperature distributions in thesections are determined as part of anonlinear time-step integration.

The specified time increment andduration are used for the thermal

Initially the requisite heat transferconditions and fire stresses areassigned to the section edges. Theunit temperature-time curve, user-defined fire curves or a constantambient temperature can beselected in this process.The result is a temperature profilefor all specified times.

Mechanical AnalysisAs part of the mechanical analysis, anonlinear time-step calculation isperformed based on the 'GeneralCalculation Method' defined inChapter 4.3 of the

.'Structural

Analysis for Fire Scenarios'

Composite section with flame applied to

three sides and with an adiabatic edge

The thermal strains and stress-straincurves in the section are determinedusing the temperature profiles fromthe thermal analysis.Afterwards the time-dependentdeformations, the internal forcesand the support reactions areavailable.

Related stress-strain curves for concrete

with quartz additives

Time-displacement curve at a specified

system node

0,00

0,20

0,40

0,60

0,80

1,00

0 2 4 6 8 10 12 14 16 18 20 22 24 26 []

c / f ck 20C

200C

100C

300C

400C

500C

600C

700C

analysis and the subsequentmechanical analysis.

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Design Objects

Design ObjectsSolid construction frequently relieson calculation models that consistof a combination of beam and areaelements or solid elements. Thesemodels let you view variousconstruction stages and theresulting creep redistribution withina section.Since the models determine internalforces separately for beam and areaelements, they cannot be useddirectly for reinforced concrete orprestressed concrete checks.

The design objects can be used toadd up the reactions of the individ-ual elements into 'total internalforces,' which are in turn providedto the checking programs foradditional processing.

IntegrationThe reactions are integrated for allelements located in a section of thedesign object. The integratedinternal forces refer to the axis ofthe design object.They are then made available foreach load case for display andprocessing purposes.

Solid Structure ChecksAll reinforced concrete and pre-stressed concrete checks can becarried out for the sections of thedesign objects. All of the designspecifications are preset dependingon which section is being checked.Thanks to this innovation, it is nowalso possible to design prestressedsolid structures.

Composite SectionsTo handle sections with differentmaterials, composite sections can beassigned to the design objects.These sections consist of multiplesubsections. A single design can beperformed for composite sectionsmade of steel and concrete.

Structure model consisting of beam and

area elements

Design object with total internal forces

of beam and area elementsTotal internal forces

of slabs and main girders

Solid model with total internal forces

22

Solid elements are used if a structu-re geometry, which is to be analy-zed, cannot be described adequate-ly by beam or area elements or ifthe ascertainment of the three-dimensional stresses is necessary forthe evaluation of the structuralbehavior. Examples are the dynamicanalysis of machine foundations orthe calculation of concrete bridgeswith a complex geometry. Theability to model realistic support andconnection conditions with contactsor nonlinear bedding also makessolid elements useful.

LoadsAll necessary load types are availa-ble for the analysis of solid models:

Dead load and nodal loadsFree point, line and area loadsSupport displacementLinear temperature fieldsFree tendon layout / prestressingCreep and shrinkageLoad model 1 for bridgeconstructionsDynamic train load

ModelingModel objects are used to define astructure model. They consist offreely combinable partial solids thatare created by the extrusion ofsections or by entering polyhedronswith four to eight corners. Objectproperties like material, color, layeretc. can be assigned immediately.Bedding and contact properties canbe defined at each model surface.Afterwards the complete solidmodel is meshed with tetrahedronelements taking into account allboundary conditions.

AnalysisFor the FEM analysis a tetrahedronelement with 10 nodes is available,which can exactly describe linearstress distributions and hence has avery good convergence of results.Also a high computation speed isassociated with this element.Additionally to the static anddynamic abilities mentioned abovestability analyses (second ordertheory, buckling, bulging etc.),contact elements and plasticmaterial behavior (Huber-von Mises,Raghava, Rankine) are implemen-ted.Mode shape of a machine foundation

Entering polyhedrons

Completed tetrahedron mesh

Modeling by extrusion

Solid Models

23

ResultsThe possibilities of result preparati-on are important to evaluate thequality of a calculation. They arenecessary to understand anddocument the structural behavior.Among others the following resultrepresentations are available forsolid models:

Deformation with animationColor surfacesThree-dimensional isosurfacesSurface sectionsSolid sectionsPrincipal stress vectorsIntegral internal forces forchecksTemperature distribution

Solid Models:

Structure generation with model objectsDefinition with extrusion of sections or polyhedron objectsDirect mesh generation of IFC objects (BREP)Automatic mesh generation with local refinement8 and 10 node elementsFree point, line and area loadsLinear temperature fieldsFree tendon layout / prestressingStability AnalysisNonlinear supports and beddingContactPlastic theory (Huber-von Mises, Raghava, Rankine)Thermal Analysis

After integration of the stresseswith design objects, internal forcesare available for the checks.

Head plate connection with contact

conditions

Stress distribution as a result of

difference in temperature

Dam wall with rock foundation isosurfaces of stress distribution

Principal stress vectors

Meshing of an IFC object

Thermal CalculationThis allows the determination oftransient temperature distributionsin solid models.The thermal properties are assignedto the the solid faces.For the determined temperaturedistributions, the stresses and thestrains can be calculated.

24

Actions, Design SituationsThe checks are carried out after thestatic calculation. For this purposethe load cases are assigned to theactions. Taking into account thepreset safety factors and combinati-on coefficients defined in EN 1990,DIN 1052 or DIN 1055-100, theprogram automatically calculatesthe internal forces for the desireddesign situations.

Cross-Section ChecksFor every set of internal forces themodification factor k will bedetermined from the service classand the load-duration. Then thefollowing checks will be performed:

mod

Tension parallel to the grainCompression parallel to thegrainBendingCombined bending and axialtensionCombined bending and axialcompressionShear from lateral forceTorsionCombined shear and torsion

Buckling Check withEquivalent Beam MethodThe buckling checks are carried outaccording to the equivalent beammethod as described in DIN 1052,Chapter 10.3 and EN 1995, Chapter6.3.2, respectively.

Design Method for FireConditionsStructural fire design is carried outaccording to the reduced cross-section method as described in EN1995-1-2, Chapter 4.2.2. For this,the flame-edges, the duration of thefire and the charring rate areevaluated.

n

Utilization, ResultsThe utilization is defined as the ratiobetween the action E and theresistance R of a cross-section.The following results are available:

Additionally the extremal designvalues for internal forces, supportreactions, deformations, soilpressures and stresses are saved forall check situations. The detailed logalso lists the decisive combinationinternal forces of all design situa-tions for each result location.

d

d

Utilization of the beams for eachsituation.Maximal utilization of the beamsof all situations.Maximal utilization of thesections of all situations.

The timber checks are designed forbuildings and engineering construc-tions under observance of the

andfor beam elements.

EN

1995-1-1, EN 1995-1-2 DIN

1052

Timber Checks:

EN 1995-1-1 and EN 1995-1-2,Automatic combinationCheck of every set of internal forces considering themodification factor k

Checks under fire conditionsIntegrated buckling check

DIN 1052

mod

Maximum of utilization

Timber Construction

22

N U R B S

Freeform Geometries with NURBS:

NURBS curves, areas and solidsSpecification of control and interpolation pointsGeneration of NURBS areas from profile curvesNURBS areas from four edge curves (Coons patch)Insertion of additional nodes in individual directionsConnection of NURBSNURBS created through rotation of curves or areasAutomatic mesh generation based on area and solid elements

Freeform Structures UsingNURBSYou can enter freeform structuresusing NURBS curves, areas andsolids ( on- niform ational asicpline). This makes it easy to create

structures that do not conform withany particular shape defined byruled geometry. Also, elementmeshes can be instantly generatedon the NURBS.

N U R B

S

A NURBS curve is described by acontrol polygon. The level of theNURBS indicates how closely itapproaches the polygon. By simplymoving the control points, theNURBS can be transformed intopractically any shape.NURBS areas are normally created

using multiple profile curves or edgecurves.Moreover, you can generate anyrotational surface or extrude solids.Numerous functions make thehandling of highly complex struc-tures simple.

Solid model

NURBS curve with control points

NURBS area and FEM mesh

1. Draw NURBS curves

3. Generate FEM mesh

2. NURBS area from curves

25

Features of the Basic InfoCAD Modules

System Processing

Interactive 3D CAD user interface with layer functionsCAD functions such as copy, mirror, move and others for all objectsNURBS objects for handling free-form geometriesDrawing objects as construction aidsAutomatic and manual dimensioningFully automatic mesh generation for 2D and 3D systems with an option for manual partial meshesIntersections and generation of ruled surfacesManual element editing including condensation, adjustment, node movement, etc.No restriction on directions of internal forces and reinforcementsIndependent mesh controlsAutomatic alignment of element eccentricitiesLine joints, beam joints with spring rigidities, link joints and single linksSpring elements with any nonlinear characteristic (FEM)Elastic bedding with exclusion of tensile stresses with a bedding factor or the modulus of compressibility methodRigid or spring-mounted single and line supports, exclusion of tensile supports (FEM)

Calculation

Predefined concrete qualities, steel, user-definable materialsPolygonal sections, steel construction profile library, custom profile databaseTension and compression beamsManagement of construction stagesElement-independent point, line and area loads, support displacement, temperature, hydrostatic pressure (FEM)Generation of train loadsDetermination of influence lines and surfacesInternal force and stress determinationDesign objects for stress integration at any sectionLoad case combination with min/max determination of all system reactionsActions and situations for ultimate and serviceability limit statesCombination information for defining the load cases involved in a result with their respective weighting

Solid Structure Checks

Minimum reinforcement to ensure robustnessBending with / without longitudinal force / longitudinal force onlyLateral force with minimum level of reinforcementPure torsion and torsion with lateral forceChecks against punching shearCheck against fatigue for concrete and reinforcing steelCrack check

Steel Construction Checks

Stresses and utilization for section classes 1-4 acc. to EN 1993-1-1Stress checks for beams made of homogeneous materialsGeneral section analysis for polygonal beam sections

Data Transfer

DXF interface, Windows clipboardDSTV and IFC data transferTransfer of reinforcements to construction programs

Results Output

Graphical and tabular viewsSerial print with automatic updating of results plotsPhotorealistic prsentation and animation

Information and Prices

26

Basic Modules

Add-ons

Finite Elements 2D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3,900.00

Finite Elements 3D. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8,950.00

2D Frames . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,900.00

3D Frames . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2,500.00

Axisymmetric Shells . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2,300.00

Serviceability Checks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 750.00

Timber Checks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 750.00

Cable Elements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,500.00

Second-Order Theory . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,250.00

Equation Solver . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,250.00

64-Bit Edition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,500.00

Lateral Torsional Buckling Check. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 500.00

Solid Elements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2,950.00

Dynamics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3,900.00

Prestressing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4,900.00

Bridge Construction Check According to EN 1992 DIN Technical Report . . . . . . . . . 3,900.00

Structural Analysis for Fire Scenarios

-2 and

Nonlinear System Analysis1,500.00 2,000.00 3,500.00

2,450.00

2,900.00

Slabs and plain stress elements with downstand beams, 2D frameworksbased on the second-order theory and girder grids

Slabs, plain stress elements, shells and prismatic shell structures as well as2D and 3D frameworks based on the second-order theory

Rotationally symmetric shell structures based on the finite element method

Limiting concrete compressive stresses, limiting reinforcing steel stresses, minimum reinforcementfor the crack width limitation, limiting the crack width through direct calculation

Cable structures with or without prestressing according to the theory of large deformations

Calculation of shell structures and solid models based on the second-order theory,determination of buckling eigenmodes incl. load factors

Parallel Sparse Solver, substructure technique and iterative equation solverfor large systems

Check based on the equivalent beam method for single- and double-symmetrical I and U profiles

Checks for beam, area and solid structures(Special price in conjunction with the 'Prestressing' module) . . . . . . . . . . . . . . . . . . . . .

Extension for the '3D Frame' program module . . . . . . . . . . . . . . . . . . . . . . . . . . . .Extension for the 'Finite Elements 3D' program module. . . . . . . . . . . . . . . . . . . . . . . .

Extension for the 'Nonlinear System Analysis' program module . . . . . . . . . . . . . . . . . . . .

Extension for the '2D Frame' program module . . . . . . . . . . . . . . . . . . . . . . . . . . . .

27

Pricing, Installation

Scope of Delivery, Network Licenses

Multiple Licenses

Warranty Period

Software Maintenance Agreement

Extension of Program Licenses

All goods and services are subject to the General Terms and Conditions ofInfoGraph GmbH. The listed prices are quoted ex works Aachen, Germany,and exclude VAT. On-site installation will be charged on a time and materialbasis.

The InfoCAD program system is delivered together with the user manual onCD. It is compatible with Windows XP, Vista and Windows 7/8 operatingsystems. The programs feature software protection and are installed withsingle-user or network licenses. The licensing fees do not depend on thetype of installation.

The price list shows the fees for the initial license of the program compo-nents. In the case of multiple installations at one business location, thefollowing scale of discount shall apply:

2nd license: 40% discount on initial license3rd license: 70% discount on initial license4th or subsequent license: 80% discount on initial license

The warranty period is 6 months. Within that period the licensee mayreceive program maintenance and application support free of charge.

Upon conclusion of a software maintenance agreement, the licensee iseligible for all program revisions and extensions during the entire agreementperiod. In addition, the licensee may make use of the support services of thelicensor regarding program system use at any time via telephone, mail orthe Internet.

All program licenses can be extended in a modular fashion. Programcomponents purchased during the warranty or maintenance period shall becredited based on the range of functions they provide. After this period, thelicensee may be charged for updating older program components prior toextension.

Consulting

Maintenance

Investing in softwarerepresents a long-termdecision for a particularline of products. Quali-fied consulting is playingan increasingly impor-tant role when makingsuch financial decisions,particularly with respectto new generations ofstandards. By exclusivelyemploying civil engi-neers with years ofprofessional experience,we are able to betterunderstand your needsand concerns andprovide you with thebest consulting servicesavailable.

The product must beable to meet the com-plex requirements ofreal-world use at alltimes. To meet thisdemand and to ensurelong-term performance,we continuouslyimprove the product andadapt it to rapidlychanging conditions.

Status: January 2015

29

InfoGraph GmbHKackertstrasse 1052072 AachenGermanyTel. 0049 241 88 99 80Fax 0049 241 88 99 888E-Mail: info@infograph.dehttp://www.infograph.de