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2nd Example Formal Steel Structure Analysis and Design

EXAMPLE: «STEEL STRUCTURE»

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Contents

I. OVERWIEW ........................................................................................ Error! Bookmark not defined.

II. INTRODUCTION ............................................................................................................................... 5

III. THE NEW INTERFACE ....................................................................................................................... 5

IV. GENERAL DESCRIPTION ................................................................................................................... 7

A. Geometry 7

B. Materials 7

C. Regulations 7

D. Profiles 7

E. Acceptances Loading-Analysis. 8

STEP 1: DATA INPUT – MODEL PRODUCTION 9

1.1 New project of a Loadbearing masonry structure ......................................................................... 9

1.2 Templates – Steel Structures: ....................................................................................................... 11

1.3 How to modify a structure created using templates command :................................................ 14

2. nd STEP ο : IMPORT LOADS.............................................................................................................. 15

2.1 Manual import loads : 15

2.2 Automatic import loads (Eurocode 1) : 19

2.2.1 Parameters: Wind-snow 20

2.2.1.1 Wind 20

2.2.1.2 Snow 21

2.2.2 Edit: wall-roof 22

2.2.2.1 Walls 22

2.2.2.2 Roofs 22

2.2.3 View: wind-snow 23

2.2.3.1 Wind 23

2.2.3.2 Snow 24

2.2.4 Member correspondence 25

2.2.5 Post-Processor 26

3. rd STEP: ANALYSIS 29

4. th STEP: POST-PROCESSOR 42

5. th STEP : STEEL MEMBER DESIGN 46


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6. th STEP: Connections ...................................................................................................................... 58

7. th STEP: FOOTING DIMENTIONING ............................................................................................... 61

8. th STEP 8: BILL OF MATERIALS ....................................................................................................... 62

9. th STEP: DRAWING ......................................................................................................................... 62

10. th STEP: CALCULATIONS PRINTOUT .............................................................................................. 66


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I. OVERVIEW SCADA Pro, is a whole new software, coming as a result of the evolutionary changes and improvements to the well-established SCADA Pro software. While containing all the sleek features of its predecessor, it also introduces innovative capabilities and top-notch characteristics. SCADA Pro utilizes a compact and fully adequate platform for both buildings to be constructed (analysis and design) and existing ones (check, assessment and retrofitting). The software employs the Finite Element Method, combining line and plane finite elements in a smooth way. For design purposes, the user is offered all the Eurocodes as well as all the relevant Greek regulations (N.E.A.K, N.K.O.S., E.K.O.S. 2000, E.A.K. 2000, E.A.K. 2003, Old Antiseismic, Method of permissible stresses, KAN.EPE). There are numerous possibilities offered for the modelling of various kind of structures. Structures made of reinforced concrete, steel, timber, masonry or composite structures are now fully feasible. Several smart operations add on to the practicality and usability of the software. The user can produce the model of a structure no matter how complicated it is, work at ease with the 3D model, process through the steps of analysis and design in a convenient way, up to the conclusion of what initially may seemed the most demanding project. SCADA Pro, is presented to you, a powerful tool to meet the highest needs of modern civil engineering!

II. INTRODUCTION The current manual comes to the aid of a new user of SCADA Pro, making the interface of the software as familiar as possible. It consists of several chapters which one after the other describes the consecutive steps of a simple example of a loadbearing masonry project. The most useful information is presented, regarding the better understanding of the software commands and logic, as well as the process that has to be followed.

III. THE NEW INTERFACE The new interface of the SCADA Pro software is based on the RIBBON structure, thus, the several commands and tools are reached in a neat way. The main idea of the RIBBON structure is the grouping of commands that have small differences and work in the same context, in a prominent position different to each group. This converts the use of a command, from a tedious searching procedure through menus and toolbars, into an easy to remember chain of two or three clicks of the mouse button.

The user can collect his/her most popular commands into a

new group, for an even faster access. This group remains as it is for future analyses, after the program ends. Different commands can be added to it or removed from it, and its placing in the workspace may be altered through the “Customize Quick Access Toolbar” utility.


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Apart from the RIBBON structure, all the entities that a structure consists of are presented in a tree structure, at the left side of the SCADA Pro main window, either for the whole structure or at each level of the structure. This categorization enhances the use of each entity. When an entity is being chosen by the tree structure, it is highlighted at the graphical interface and the level of the structure that contains this entity is isolated. At the same time, at the right side of the window the entity’s properties appear. The user can check or modify any of these properties at once. Conversely, the entity can also be chosen at the graphical interface, and automatically it is presented, at the left side in the tree structure and at

the right side with its properties. The right click mouse button can be very helpful here, since several commands and features, distinct for each entity, can be activated with it.

The “Properties” list that shows up at the right side of the window, not only shows all the properties of the entity shown, but can be used for any quick and easy changes, the user wants to make, too.


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IV. GENERAL DESCRIPTION A. Geometry This study metal hangar consists five frames within a window (7,05 +7,05 = 14.10m). The frames are separated by a distance 6.80m. The roof has 2 gabled with slopes 5.33o. The height of ridge is 7.50m. The height of the columns is 6.50m. The structure will be steel frame, while the foundation will be draw by individual footings of concrete in both directions. For the full geometry See the picture below.

B. Materials

All elements of structure used steel quality S275(Fe430). The elastic modulus is E =21000kN/cm2 and Poison ratio is n = 0.30. The density of steel is taken as 7850kgr/m3

C. Regulations

Eurocode EC0, ENV 1990 for the loadings. Eurocode 3 EC3 ENV 1993 for dimensioning of steel elements. Eurocode 8 (EC8, EN1998) for earthquake loads Eurocode 2 (EC2, EN1992) for dimensioning of foundation

D. Profiles Columns : IPE 450 Beams: IPE 360 Vertical windbreak: CHS219.1/6.3 Horizontal windbreak: CHS114.3/5.0 Beam of head: ΗΕΑ180 Beam of top: ΗΕΑ180 Purlin: IPE100 Girders: IPE 100


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E. Acceptances Loading-Analysis.

1. The loadings according the Dynamic method are : G (Fixed loadings) Q (movable loadings) Ex (Loadings of Earthquake on nodes about XI axis from Dynamic Anlysis) Ez (Loadings of Earthquake on nodes about ZII axis from Dynamic Anlysis) Erx -(Loadings of Earthquake on nodes from Ex displaced about accidental eccentricity –eτzi) Erx +(Loadings of Earthquake on nodes from Ex displaced about accidental eccentricity eτzi) Erz -(Loadings of Earthquake on nodes from Ez displaced about accidental eccentricity –eτxi) Erz +(Loadings of Earthquake on nodes from Ez displaced about accidental eccentricity eτxi) EY (Vertical Earthquake loading from dynamic analysis) In this case we add and 3 loadings: S (Snow) W0 (wind about X axis) W90 (wind about Y axis) In seismic analysis involved only the fixed and moveable loads rather than loads Snow and wind are reflected in another scenario "simple" static analysis without earthquake (see Analysis). The values of the loads of snow and wind are taken arbitrarily without accurate calculation according the Eurocode 1, for simplicity's for example. In contrast, the factors of actions ψ0, ψ1, ψ2 are taken according EC0.

F. Informations The commands utilized here (in fact the whole group of the software commands), are thoroughly described and explained in the Manual of the software.


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STEP 1: DATA INPUT – MODEL PRODUCTION

1.1 New project of a Loadbearing masonry structure Beginning the program opens the startup window containing starting commands:

When on the central window, choose either the icon or tap the “New” command, for a new project to be made. A dialog box appears waiting for the name of the project and some info (optional) to be given.


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The name of the project can have up to 8 latin characters, with no space or special characters (/, -, _) in-between. In the info field, helpful information about the project can be filled in. To construct the body shape you can enter in a plan each floor, one with a cross section of each group - such as layer columns, beams etc.

Otherwise, you can choose “Templates” command, either the icon or tap the

in “Modeling” tab to enter the entire structure on the 3d environment based on an clever wizard that guides you to finish admission to a single step. In this example using the second method.


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1.2 Templates – Steel Structures: Press the icon and in the dialog box:

In the field name in the image below type the name of the study (Latin) and field info you can enter various parts of the study (Latin or Greek characters).

Automatically opens a new window through which you can set, going from top to bottom, geometry, cross sections and the foundation of the structure in a single step.

Initially, the window that opens select the top left of the list of "metal frames." In this edition we have 3 different types of metal frames, trusses, 4 networks and 1 concrete frame. After selecting the metal frames, type the details of the geometry are right as shown in Figure . The repetitions in x give 1 at z 5 and distances between the main frame structure is 680


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cm. Also, check the structural elements located below. Notice that is updated in real time the three-dimensional sketch to the right, depending on the choices you make. Going down and following the study data, specify the distances between key frames = 680 cm. It is worth noting that you can select different distances between the frames (Lz1, Lz2 etc). As major sections of frames you select: Columns S1-S2: IRE450 corner of 90o Beams S3-S4: IPE360 corner of 90o Beams of Head: IEA180 corner of 90o Then select the number, positions and profiles of the purlins and girders. You can type the maximum distance between adjacent purlins or girders and the program automatically calculate how many purlins or girders fit to the beam or column. The offset indicates the distance will be the first purlin or girder from beam of head. In this example, select as offset 30 cm and type as many purlins 8 (IPE 100 with 90 °angle left and right) and as many girders 4 (IPE 100 with 0 °angle-left and right). It is worth mentioning that the program has the ability to automatically calculate the angle should have purlins by calculating the angle of the frame. So even though we put 90-degree angle to purlins program calculates the exact angle and places it in 3d properly oriented. This applies only to standard structures. In any case the elements are introduced to give you the direction. Then you can enter the frontal columns (in this example not exist) and windbreaks.

For the horizontal section select windbreak CHS114.3/5.0 and place them in the first and last panel. In locations that will introduce these you have 4 options. You choose the "upper bottom columns. "So the windbreaks will start from node of columns and end nodes of ridge traversing the intermediate purlins without connect each other. Also, if you uncheck the "cut" the windbreaks will not split at the middle with result we have 2 cross elements. In the opposite if we would have 4 to be connected to the instrument into a single node. When you select to match the vertical windbreaks left and right (not in front and rear for example) CHS219.1/6.3 profiles and positions "over lower columns. " Finally, select the profiles of footing (150cmx150cm rectangular footings) and index of soil Ks = 0,50 Mpa / cm. Then select "save" can save the project you've made to a file and In this way can create your own library of ready-formal frames that you can use them again for any other study. Pressing the "OK" appears on the screen structure in 3dimensions and with

the physical cross sections. To close the photorealistic sufficient to click the command visualization.


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NOTE:

You can use as many typical frames within a file you want to create more complex structures. Just choose the command to open the box you entered and then pressing the "ok" can click on a ready point (or node if there is another project already) of the grid. In this way allow the user to enter any project as a base of concrete and then introduced the superstructure of a ready frame steel standard, selecting as an entry point node that belongs to the body of concrete. For example if you insert a metal structure over a project concrete (which have already entered the design surface) and click once on the top left of the second node, then the structure of steel will be installed as see the following figure and even where there are common nodes concrete columns and steel they will automatically identify the program.

The above option is a very useful tool especially for Mixed structures, since the time required to

describe the body is minimized, increasing the productivity of the designer.


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1.3 How to modify a structure created using templates command : After the introduction of the formal structure, you can make possible modifications or additions to create even the most complex structures.

You can delete members an d nodes using deleting command from tab “Basic’.

You can add elements even in formal structures. Simply select from the toolbox to modeling field command "import member" which opens a window where you can select the profile, the kind including the freedoms which has a member

In Assign Cross Section field select beam or column from the first list, and from the second list, the

specific type of the section, and press . In the new dialog box type the characteristics of the section


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Press “οκ” for inserting and select start node and end node on your structure. So you can enter to create even the most complex structures by inserting members in 3d view.

2. nd STEP ο : IMPORT LOADS

2.1 Manual import loads : Described here, for educational reasons, the methodology of manual import loads. For the project will eventually use the new EC1tool to automatic import wind and snow loads. Therefore, you can skip following and go directly to pag.19. In “Loads” tab select “Load Cases” to define first the load cases. automatically opens a window where you can enter additional using the library or typing your own load. As default loads are the fixed (including the same weight but if you want to filter out or include it in another load) and movable loads. For this example you should click on the third line and enter to the list the snow (Load case 3). Similarly in the fourth row and enter the wind in X (Load case 4) and respective Z (Load case 5) as shown in figure below.


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NOTE:

For purposes of this study will you give: - Fixed load: 0.20 kN / m in all purlins - Movable load: 0.10 kN / m in all purlins - Snow load: 0,15 kN / m in all purlins * alternatively you could put snow in the beams as load - Wind load at X: 8KN / m in columns with red light color and 2 KN / m to the columns deep red color. - Wind load at Z: 3KN / m in all columns. * alternatively you could put the wind like as load on girder. Further information:

In “Load” tab and “Member Load”command group, select “Insert” and left click to select the members. You can choose either one to one or group elements through filters. Here, we use the second method. So, press “Insert ” and then “Select Group” button

that opens a new window:


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In this window check the filter color, in this case green, and then click "Add by Filter". Automatically in the right area of the window are added to the list of all the rafters of the left of the roof so those that have a green color. Repeat the process selecting the dark green color as a filter and then press OK. You will find that appear dashed line members of purlins available to the structure. Press the right mouse button that opens “Insert Loads” window.

In the Value field, type -0.2 and in implementation General choosing axis y. Place sign - because the fixed once applied with direction to the bottom, that the Catholic antifora axis y. (You could certainly take them to the local system of members with appropriate Y signs).


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EXAMPLE

Then select the import button to complete the first line loads LC 1. Similarly, click on the second line, change at the top of the loading to moveable, enter -0.10 and press import. Finally, repeat, respectively, and for the snow. The final result is shown in Figure 14. If you now select OK, the loads that you have specified will be delivered to each member.

Furthermore, pressing command, you can see all imported loads in 3d representation. In the dialog box, select load case and level. For example, turn on the snow - LC3 ON, the levels of 0.1, change the scale of 1:200 cm load, activate vector and the display:

On your screen will display the snow loads on each purlin of the roof as yellow vectors pointing down..

Repeat the process to enter the wind loads in the X and Z columns axis. View command will display the loads as shown in the figures below:


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2.2 Automatic import loads (Eurocode 1) :

"Eurocode EC1" commands group contains tools for automatic calculation of wind and snow loads, and their distribution to members according Eurocode 1. It is an extraordinary tool that includes:

Automatic calculation of characteristic values of snow load on the ground and on the roofs determined in accordance with EN 1990 for all roof types: flat, single, double, quadruple, vaulted, with proximity roof tallest building drift in protrusions and obstacles.

of the Roof shape coefficients automatic calculation.

2D and 3D display of snow load distribution.

Basic wind velocity automatic calculation.

Automatic calculation of average wind speed VM (z) at height z (according to soil roughness and orography)

Categories and soil parameters

Wind turbulence

Max velocity

Wind pressure distribution on surfaces

Wind forces

Pressure coefficients for buildings (vertical walls or roofs) The procedure for calculating wind loads and snow and their distribution to members, including 5 groups of commands: 1. Parameters: Wind-snow 2. Edit: wall-roof 3. View: wind-snow 4. Member correspondence

5. Post-Processor


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NOTE:

2.2.1 Parameters: Wind-snow

2.2.1.1 Wind Define wind parameters according to Eurocode 1,completing the dialog box:

Select from the list: “Regulation” and “Zone” and automatically update the respect fields. In “Soil Type”: select type from the list, category and distance from the coast. In “Orthography Factor”: define topography and wind direction. The other fields complete automatically based on the previous selections.

In “Roughness Factor”: when is activated, the program calculate

automatically Cr(z) value, otherwise type a number . Press “OK” command to save the parameters.

The user can modify the calculate values. Typing different values in the fields and the program updates automatically.


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2.2.1.2 Snow Define snow parameters according to Eurocode 1,completing the dialog box:

Select from the list: “Regulation”. “Topography” and “Zone” and automatically update the respect fields. In “Accidental Snow Load”: select a condition. Press “OK” command to save the parameters.


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2.2.2 Edit: wall-roof 2.2.2.1 Walls

Τake advantage of the

"Templates" command , when all the geometric characteristics of the walls filled in automatically by the program, and save a lot of time and work! Select from the list the wall according to the wind direction. “Partial Walls” list completed automatically, without using “Pick” as previous. The user needs only to type the

percentage of openings and press

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The program calculates automatically the "Equivalent Wall." Press “OK” command to save the parameters. Repeat for all four directions of the walls.

2.2.2.2 Roofs

Select from the lists the roof number and the form. “Geometrical Data” filled completed automatically. The user needs only to select

, type the height of the barrier in m and define the "Roof Proximity" as previous. Press “OK” command to save the parameters.

Repeat for all four directions of the roof (clockwise direction).


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Roof Proximity If the structure is adjacent to another building taller, in the "Roof Proximity" select the side which

adjoins and from the list the “Proximity”. The field change according to the proximity and the side. Type the geometry data and

Press “OK” command to save the parameters.

Repeat for all four directions of the roof (clockwise direction).

2.2.3 View: wind-snow

2.2.3.1 Wind Select the command to see the wind pressure distribution on the walls and the roofs of the building. In the dialog box, select the wind direction, the wall or the roof and the type of pressure. The distribution is automatically displayed with colors. The zones with different pressure have a different color.


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2.2.3.2 Snow Select the command to see the snow distribution on the roofs

In the dialog box, select from the list the number of "roof" of the "open" meaning the number of the frame,( if there are more than one), and "Case"

for the load distribution of snow.

Activate “Load” checkbox to display the values and “3DView” checkbox to receive snow distribution the following configuration.


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NOTE:

2.2.4 Member correspondence to assign the calculated loads to the members, through the influence zones. Select the command and in the dialog box: select a wall, or a roof and define the dimension of the influence zones. “Left” and “Right” determined based on the local axis x (red).

Activated “Purlins” and “Girders” in “Load Attribution” of “Templates”

, just select "Pick" and the program automatically calculates the influence zones distributing the pressure in all purlins and girders.


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2.2.5 Post-Processor The last command is “Post-Processor”. In dialog box, in “Load Attribution” there are two labels;

- one with the wind loads, 4 cases for 4 directions, means 12 cases to each load and

- one with snow loads, 3 cases for typical snow The numbers that appear on labels correspond to the Load Cases serial numbers.

Remember: - Load Case1: Dead - Load Case2: Live

and now there are more 16 Load Cases for the Wind (from 3 to 18) and 3 for the Snow (19, 20 and 21) Select

to attribute wind a snow loads on the structural members, or

to delete them all. In “Sceneries” there is a list with the analysis sceneries creating automatically selecting

command.

SCADA Pro not only calculates automatically the load distribution of wind and snow, but also creates automatically all the analysis sceneries, saving the user from hard work and much time.


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Press to open the txt results file, containing in detail all data and calculations derived from all Eurocode 1 procedure.


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3. rd STEP: ANALYSIS Completed modeling and loads application, comes “Analysis”, necessary to check the structure based on structural regulations., the automatic creation of loads combinations and the checks of the results.

3.1 Create a new analysis scenario: From “Analysis” tab, “Scenarios” commands group allows sceneries creation (choosing regulation and type of analysis) and implementation.

Press “New” and in the dialog box you can create analysis sceneries, choosing different regulations and types of analysis. By default there are two sceneries based on current Greek regulation (Seismic EAK Static, Seismic EAK Dynamic-eti)

Select regulation from “Analysis” list and the respective type from “Type” list and press

to create a new analysis scenarios. Optionally, type a name.


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Select between the possible scenarios that offers SCADA Pro: For Greece:

LINAER

- ΕΑΚ Static Simplified spectral analysis according to ΕΑΚ - ΕΑΚ Dynamic-eti Dynamic spectral analysis according to ΕΑΚ - ΕΑΚ Dynamic Dynamic spectral analysis (masses displacement) according to ΕΑΚ - EC 8 Greek static Static analysis according to Eurocode 8 and Greek Appendix - EC8 Greek dynamic Dynamic analysis according to Eurocode 8 and Greek Appendix - Παλαιός 1959-84 Seismic analysis according to 1959 Regulation - Παλαιός 1984-93 Seismic analysis according to 1984Regulation - Static Static Analysis without seismic actions -Dynamic Dynamic Analysis without seismic actions

NON LINEAR

- EC 8 Greek NonLinear Non linear analysis according to Eurocode 8 & ΚΑΝ.ΕΠΕ.

For the other countries:

ELASTIC

- ΝΤC 2008 Seismic analysis according to Italian Regulation 2008 - EC8 Italian Seismic analysis according to Eurocode 8 and Italian Appendix - EC8 Cyprus Seismic analysis according to Eurocode 8 and Cyprus Appendix - EC8 Austrian Seismic analysis according to Eurocode 8 and Austrian Appendix - EC8 General Seismic analysis according to Eurocode 8 and no Appendix

NON ELASTIC

- EC 8 General NonLinear Non linear analysis according to Eurocode 8

For this example we will select only the scenarios EC 8 static and EC8 for dynamic earthquake and snow Typical scenarios, Wind 0 and Wind 90, created automatically by the program in the previous step. (Not necessarily scenarios Wind 180 and Wind 270, since this operator is symmetrical).


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Typical projects with linear members, the "Renumbering" is not necessary. In case of large bodies suggests “ Cuthill-Mckee (II)" renumbering. Selecting scenario EC8 Dynamic, “Properties – Elements” button includes multipliers of property values of linear members.

The program selects automatically, according to the Regulation scenario, the corresponding inertial multipliers so that any modification is optional.


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Selecting scenario EC8 Dynamic, “Properties – Nodes” button includes the sequent dialog box:

Choose considering or not:

- the rigid link constrain (Master Node: Yes or No) - the foundation springs

Selecting scenario EC8 Dynamic, “Properties – Load-Cases” button includes the sequent dialog box:

Where define the loads participation, means define the participation to each “Load Case of Scenario”,

select “Dead Loads” – G(1) and type 1.00 next to LC1, under LG1 or LG2 or both (depending on your choice to consider all dead loads together or not.

select “Live Loads” – Q(2), and type 1.00 next to LC2, under LG1 or LG2 or both (depending on your choice to consider all live loads together or not.


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NOTE:

“+” near load category indicates that in the specific load there is participation load.

Press to update scenarios including these changes.

The program fills automatically the corresponding load unit, so any change here is optional. Scenarios without considering earthquake actions (simple static), “Load Case of Scenario” displayed in numbers and contains a load and its groups (factor 1):


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NOTE

The activated load displays a + symbol next to the number.

Each scenario may contain a maximum of 4 loads.

3.2 Accessing to analysis procedures:

In the scenarios list, contains all the scenarios created earlier. Choose one scenario at a time and continue defining the parameters of the corresponding analysis.

Depending on the "Active Scenarios", opens the corresponding dialog box, which differs for:

Eurocode scenarios e Static scenarios

Press to update the parameters of the current scenario.

Then press to define the parameters of this specify project. Depending on the selected scenario, the dialog parameters vary In this example, choosing the scenario of Eurocode 8, the dialog box will look like this:


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Enter all the necessary information about the seismic area, the ground and the project, as well as the factors and the application levels of the earthquake.

In the dialog box there are many lists (Zone, Spectrum Type, Soil, ecc). Each selection updates the relative coefficients, according the Eurocode and the state Appendix. Choosing a scenario that includes an Appendix (EC8_Italian, Greek, Cyprus, Austrian) updates come automatically, otherwise you have to type all coefficients according some other Appendix not including.

Press that contains informations to complete , according the state Appendix, for scenarios including an Appendix, otherwise type the acceleration value a.

Select “Spectrum Type”, and “Soil Category”, and horizontal and vertical spectrum, update automatically , or type the values.


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Selecting “Zone” to update γi automatically, or type a value.

Choose type of “Response Spectrum” and “Ductility Class” before

“Update Spectrum” . Press to see the spectrum:

You can also type your own values and create your own spectrum to consider for the analysis.

Select “Structural Kind”. According the material, change the “Structural Type” selection:


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A) Choose “Structural Type” on Χ and Ζ direction for the calculation of T1 basic period

(In case that, in X and / or Z direction the structure consists of a single frame, check the

corresponding checkbox in ) Otherwise:

Β) Check , so the Τ1 calculation will be according 4.3.3.2.2. Independently of the structural type.


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In “Level ΧΖ” select the lowest and the highest level for the application of seismic actions (for buildings with basement and / or stair termination, etc.)

Define the number of Eingenvalues and Accuracy.

To modify the spectrum, changing Spectrum Participation factors on Χ,Υ and Ζ direction, check the corresponding checkbox and typing his own factor values, or Sd(T) values.

To modify the eccentricities values, check and enter the new value on the right.

Press for saving the parameters.

Choosing “q Seismic factor” and “Structural Type” requires some complex calculations. SCADA Pro gives the opportunity to get rid of them.

** Just fill in all the previous fields and leave the fields:

Press and then select to run the analysis for the first time .


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The program checks the Regularity criteria and suggests the appropriate type of analysis "Static" or "Equivalent Dynamic" for the specific project.

You can proceed by keeping these values or modify them by activating the corresponding checkbox and entering your own values (the program will consider your own values without considering the values following the EC8 ).

3.3 Combinations creation: Combination creation follows the analysis and is necessary to the create load combinations for ΕC8 checks and for dimensioning. Selecting the command, opens Load Group Combination window, where you can create your own combinations or select the Default Combinations.


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Selecting the program imports the relative combinations of the

Active Scenery You can create your own combinations without using the "Default" or add more loads of other scenarios and Calculate the new combinations


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First type the partial factors γG, γQ, γE, and check Failure and Serviceability equations you want. Then complete LC columns:

1. Select Scenario from the scenarios list created previously 2. Select the Load Type between Dead, Live, Seismic, or Null for other type of loads like Wind,

Temperature, ecc. 3. In Actions line select the corresponding action for the list 4. In Description line, if you like, you can type a description.

Do the same for all Load Cases and click . Combinations lines completed automatically with the appropriate coefficients.

“Kind” column indicates the kind of the combination “Direction” column indicates the Capacity Design direction for the specific combination

allows to add or remove lines and columns first selected, like an excel file.

You always have to the combination as a *.cmb file in the project’s folder. You will need this file in “Post-Processor” and “Members Design”.

Press to open a *.cmb file saved previously, or to open a *.txt file containing combination.


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4. th STEP: POST-PROCESSOR

4.1 How to display diagrams and deformations: “Diagram Deformations” commands group allow to observe structure deformation for each load or combination and receive the intensive forces Μ,V,N diagrams on each element.

First select Combinations and load a combination file saved previously. In the dialog box:

press “File Select”, and select a .cmb file from the project’s folder. (To see the deformation for eigenvalues, chose the dynamic scenarios .cmb file) Press “Calculation” to calculate the selected combination. Press OK to close the window.

The list contains “Model” and “Diagrams-Stress Contours”, Select Model or Diagrams-Stress Contours

Orders are combined according choice:

Model + Diagrams – Stress Contours +


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Diagrams – Stress Contours + For Linear Members you can see:

tensions , for each , on a , a scale

Select “2D Member” (view) to see all 6 internal forces of a linear member concentrated in one window. Also, while moving the mouse you can see along the member values of each force.


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Sign convention is according member’s local axes.

Model + “Deformed”:

Choose the general origin of deformation and from the next list, the specific one.

Activate , modify “Magnification” and “Animation Step” , to receive a better visualization.. “AVI” button gives the possibility to register a short video with the deformation of the structure.


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“Deformed Model” window remains on the screen attending to select the next deformation origin. Press Cancel to close the window.

According the selected .cmb file, you can see the respective deformation

Checking model deformation helps you to understand structure behavior and sometimes realize if there is some model mistake that makes it behaving inappropriately Loading Static combination you can’t see Eigenvalues deformation. Static analysis scenarios produce deformation for each Load case or Combination. To receive Eigenvalues deformation, first you have to operate a dynamic analysis, creating a dynamic scenarios, and then to select a Dynamic combination file . Select “Eigenvalues”, the corresponding “Scenery”, the Type and the number of Eigenvalues. On the “Status Bar” check (double click, blue=activate, grey=deactivate) the kind of visualization of the deformed model.

Model + “Animation”: “Animation” command is a button that activate and deactivate the deformed structure animation, according the selections made in “Deformed Model” dialog box.


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EXAMPLE

5. th STEP : STEEL MEMBER DESIGN

After model analysis comes adequacy check of the static elements of the structure, according the norms selected by the scenarios creation in “Member Design”, checking the sections and inserting the necessary reinforcement.

5.1 Members Design Scenarios creation : Open “Member Design” tab and press “New” to create a scenarios according eurocodes. Type a name and select EC2.

In this example used scenario Eurocode. Note: For metal EC2 selection applies EC3

5.2 Define member design parameters : Select from the list the Eurocode scenarios created.

Activated press


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EXAMPLE

First press and select the combination file saved previously (*.cmb).

Then press . In this example used the combination file included dead, live and sismic actions together with the snow and the wind, saved previously. For steel structures, to specify structural components parameters, select "Steel". The window is divided into two parts: the list with all the layers on the left and the checks commands on the right, containing the corresponding parameters.


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First select layer. Click one from the list, or more using “ctrl”, or all using “Select All” key. (“Deselect All” cancels the previous layers selection.)

Then activate one or more checks and click on each one to specify the parameters.

Defined the parameters of a layer you can copy them to other layers, using "Copy" command. Select a layer define the parameters press “Copy” select another layer press “Paste”.

to set γM safety factors: γM0 = transverse tensions resistance γM1 = instability resistance γM2 = breaking resistance In “Limit of Internal” define the top limit. Under this value the program will not consider the actions.

These values are recommended by Eurocode.


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To define “Tension” parameters and check hole position (EC3 §1.8 §3.5):

Specify hole distances, hole diameter and number of bolt rows. In case of “L” section specify the parameters on the bottom.

Here you decide to consider or not the impairment of the tensile strength of the section, meaning take account of the bolt holes of the connections. Data will result from their respective controls made on connections. So, in order to provide data here, must be preceded connections verifications. The safety factor for all checks is fixed and equal to one, which means that the program calculates the relation between the corresponding internal forces and the resistance. Failure means that the relation is bigger than one.

To define the elements of the selected Layer that contains stiffeners (in support or in the body). Define also the distance between stiffeners and the type on supports (rigid or not rigid).


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Here you define whether layer’s elements charged by a distributed or concentrated moment, defining also support conditions. Select the kind of moment and type the relative distances from start and end, the value and the element’s length. Also, set the support condition by typing in "Type" 0, 1, 2, or 3..

For all checks define “Safety Factor”, that is the ratio between design value and the corresponding resistance value, which is 1 as default..


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5.3 Steel checks:

In “Members Design” tab, in “Steel” commands group contains commands for steel cross section resistance, buckling checks and connections checks.

5.3.1 Cross Section Design Cross Section Design check steel cross section resistance. Press to open the dialog box:

displays the layers list on the right, and the corresponding cross sections of the current project.

Select “Calculate All” for all sections calculation. Alternatively, select the layers one by one and the click “Calculate”.

In the dialog box the green indication on the top means that all sections of this layer are sufficient (force / resistance ≤1) and red otherwise.

Getting closer the mouse indicator over a green cell, displays a value <1 (sufficiency), while on a red cell, displays a value >1 (failure).


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EXAMPLE

EXAMPLE:

To locate the members that are insufficient, select the relative layer and click “Edit”. For example “Main Beams” layer:

The dialog box displays all check results, for all current layer cross sections. Suppose that the member 43 for comb. 9 has the following: Ν=55,40ΚΝ, VY=0KN, VZ=38,96KN, MX=0KNm, MY=123,59KNm and Μz=0KNm. For the particular combination the automatic process (auto) calculate a ratio (0,29 -green color in the corresponding cell). This ratio is less favorable resulting from the Μ-V-N (ΜΥ,VZ,N) checks. Apart from the automatic process, the user can follow his own checks. Select the control pressing

the corresponding button from “CHECK SELECTION” and “Layer Design”. Checking one by one you will notice that for the member 43 the M & M-V check fail (red color). This happens because in this case the program uses only the values of ΜΥ,VZ and ignores Ν value (worst case). Υou can also type your own values in "User" and do your own checks. To read the main results (by automatic procedure, manual or “user”) click on “Calculation Printout” or “Layer Explorer” for all results. The *txt files displayed are those generated by the program for the printout. MORE DETAILS: For each layer and each section of this layer the program calculates, for each load combination, the max and min value of all the internal forces (N, Μx, My, Mz, Qx, Qy, Qz,). Identified the combination


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NOTE:

NOTE:

that gives, for ex. N max value and the corresponding member, filled under Ν, while the remaining cells of the same line filled with the corresponding values obtained for the same member and the same combination. In this way filled the table with 12 lines (max and min) and 6 columns (6 internal forces). -Max N …and the relative values for Μx, My, Mz, Qx, Qy -Min N … and the relative values for Μx, My, Mz, Qx, Qy -Max Mx… and the relative values for N, My, Mz, Qx, Qy -Min Mx… and the relative values for N, My, Mz, Qx, Qy -Max My… and the relative values for N, Mx, Mz, Qx, Qy -Min My… and the relative values for N, Mx, Mz, Qx, Qy -Max Mz … and the relative values for N, Mx, My, Qx, Qy -Min Mz … and the relative values for N, Mx, My, Qx, Qy -Max Qy … and the relative values for N, Mx, My, Mz, Qx -Min Qy … and the relative values for N, Mx, My, Mz, Qx -Max Qz … and the relative values for N, Mx, My, Mz, Qy -Min Qz … and the relative values for N, Mx, My, Mz, Qy “Member” column, brings the number of the member with the max or min action. “Comb.” column, brings the number of the combination responsible for the max or min of this action. “NO” column, allows to exclude one or more max or min values obtained. To exclude, for example, max Mz and min Mz, activate in “NO” the relative checkboxes. So, for this checks, Mz max and Mz min will be excluded. The sign condition used from the program: Axial force with NEGATIVE sign => TENSION Axial force with POSITIVE sign => COMPRESSION But in. txt files there is the classic condition: (+)TENSION (-)COMPRESSION. If you want to change the profile of a member then close the dialog box e left click on the member. In “Properties” column on the right press “More” and change the section in the respective dialog box.


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5.3.2 Buckling Members Input Steel members design also provides buckling members check. Select “Buckling Members”, to apply on each member of each layer the following checks:

In the dialog box select “Parameters” and define the parameters of the members of the current layer. For example, select “Steel Columns” layer. On “Members” list displays all the members belonging in this layer, and if you want to define different parameters to some of them, you can create different “Groups”.

The procedure is the following: Select “Layer” and click on “Parameters”, to open the dialog box:


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Press to create a new group Define “Safety Factor” (action / resistance), default 1. Define “Limit of Internal Forces” that limits the actions that will be taken account, default 0,1.

The rest of the box is divided in 4 parts, one for each check:

For Lateral Buckling check: activate the checkbox. Set the length of member and the buckling lengths

for both Y and Z directions respectively. On “Member’s Length” activate and type the

real length in m, or activate and type a factor (“1” means the real length). The parameter "Buckling Lengths" depends on the support conditions of the member.

Click on to open the list:


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and select the appropriate conditions so that the program automatically inserts the corresponding factor.

For Side Buckling check: activate the checkbox. Define pressing the corresponding buttons: “Ends Constrains”:

“Member Loading” on y and z:

and “Loading Level”:

For Lateral Torsion Buckling check: activate the checkbox.

Observation: For Lateral Buckling and Lateral Torsion Buckling parameters are the same.

For Serviceability checks: activate the checkbox

and the limits checkbox and type the corresponding values in each direction. (for example: l/200 and l/150, where l is member’s length).

Finish entering the parameters and "OK" to return to the previous dialog box where: Define the belonging group of every member. Choose the members, one by one, from “Members” list and the relative group from "Group" list.


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To apply the parameters that you set to all members of the layer, select "Apply to all members of the Layer". Finally click "Check in Layer" to check all members of the current layer, for all the combinations. The overall effect of the checks displayed in the black window that becomes green if it satisfies the checks of all members of the active layer or red otherwise. The results of buckling checks can be seen briefly by clicking "Buckling Results (Layer)" or analytically by clicking "Exploration of Layer Buckling". The *txt files displayed are those generated by the program for the printout. Respectively for the Serviceability checks results.

The first column is the member number, the second is the cross section and the next 5 are checks results as: less favorable combination / resistance ratio. Values <1 colored green and >1 red. In case of internal force< “Limit of Internal Forces” you set, it will be indicate as "not necessary".


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6. th STEP: Connections

6.1 Create and check steel connections: The last command of “Steel Members Design” is “Steel Connections”, used for connections design. Select the command and choose the next step: Α) Right click on the screen to open the library containing all the available connections and select the appropriate. (Click on “Next Connection Group” to see more connections).

Β) Or, select by left click, the members that you want to connect together. Then right click to open a library that contains only the more adapt connections for the selected members.


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EXAMPLE:

Left click to select member 30 (column) and member 116 (beam) and right click to open the library with the 4 possible types of connection. Select the last one “Beam to Column (Web) Γ). Fist, type a name (for ex. dok_styl_asthenis ).

no gaps between words. Then, select “Member Group Definition (Node)” and in the dialog box you can add more similar member’s setting (column – beam) or typing your own values for the internal forces Ν,Μ,V for the existing sets. To add more similar member’s sets, click into “Lower Column” and select the column 19. Then click into “Right Beam” and select the beam 115 (or just enter the numbers in the corresponding fields) and click “Add”.


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se this for overall dimensioning of same kind connections that have common cross sections (column IPE 450 - beam IPE 330). The program calculates automatically the forces and proceeds on connection dimensioning, based on the less favorable combination. So you don’t have to guess the point of your structure where will develop the less favorable connection beam - column in the weak axis. Furthermore, if this connection is satisfied will be automatically satisfied all the other same type connection too. At the end, click “Exit” and go on selecting “Edit Connections (Geometry/Checks)”. In the new dialog box you can define the type and the geometry of the specific connection. Select the type and enter the geometry values, select the material, the bolts parameters. Every connection type activate the relative parameter fields. Then to check the connection using analisi’s combinations select “Calculation (Combinations)”. First the program make geometric check of the connection (eg if bolts located very near the edge of the plate). If there is a problem appears corresponding error message in the field on the right. In the specific connection change the distance e1 from 14 to 15 cm and click again "Calculation (Combinations)".

Click on “3D” to see a three-dimensional representation of the connection that is updated dynamically as you change parameters. 1, 2, 3 buttons to display -1, -2 side view and -3 plan view. Σ/Κ button to display in three-dimensional representation welds and bolts.


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7. th STEP: FOOTING DIMENTIONING

7.1 Footing checks: Completed connections dimensioning proceed on footings dimensioning.

“Footings” commands group contains the necessary commands.

In 2D representation, active level 0, select “Check Reinforcement>Overall“ to check all levels footings. The program makes the checks and displays the results by colors and symbols that indicates the type of failure. The color of the node indicates that the footing:

passed the checks.

failure. The type of failure mentioned also, as a symbol. “Z” failure because of load limit “e” failure because of load eccentricity “σ” tension exceeded


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8. th STEP 8: BILL OF MATERIALS In “Addons” tab, in “Bill of Materials” commands group, select “Steel Cross Sections” to calculate Steel Cross Section bill. “Analytical”: per element and cross section, referenced to length, weight / m and the weight in Kg or “Summary”.

9. th STEP: DRAWING After Members Design and reinforcement editing for concrete structures or connections creation for metal projects, in "Drawing-Detailings" Tab you can open, modify and finally produce all the designs. “Drawing-Detailings” Ribbon incorporates a designing application in the same interface


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9.1 Insert connections drawing:

Selecting “Import” command opens the following dialog box for choosing the project’s folder. Then select:

In List files of Type: select “Scada connection *.con”

(In Directories: find the pathC:\scadapro\“STEEL” \scades_Synd\sxedia)

Then select the connection name (become blue), press "ok" and then click on the desktop to define the insert point of the drawing. Automatically created a floor plan and two sides of the connection details selected.


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Following this procedure you can produce a total of over 120 different types of connections covered by the program. To create respective views, floor plans and sections of the total body of the steel structure will should follow a different way:

From "File” button press “Export" that opens a new dialog box:


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Allowing exporting a Scada pro file in *. dwg format. In the field "save in" select the projects folder for a three-dimensional extraction of the structure. Type a name in the File name field and then in "save as type" choose the form 3D_dwg Files (*. DWG). Opening the generated * dwg file with a cad program you receive a detailing three-dimensional model of the steel structure containing the names of each section.


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10. th STEP: CALCULATIONS PRINTOUT

10.1 Printout creation: Open “Addons” Tab and press Print command. In the dialog box “Calculation Printout” on the left, displays the list with the Available Chapters. Double click on the selected chapter to bring it in the right list. Complete the Printout list clicking two times on the available chapters and press

.


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You can save the file as .pdf, or .doc, .excel, .xml and edit it.


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2 example - scada pro€¦ · example: «steel structure» 5 i. overview scada pro, is a whole new...

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