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Part 2: PowerFrame Reference Manual

1. Simultaneity of loads Drie A as a at always together 2 2 v vA ff ZE all combinations 8 8 1 2 v 3 v 4 v 5 v v 6 v p 7 v y 8 v v v all combinations but 3 1 1 only 1 load at a time 4 5 P 3 v 4 v The number of combinations increases rapidly in function of the number of spans to be considered For an 8 spans continuous beam where each one can be loaded or unloaded independently the number of possible load combinations amounts to 2 256 When a non linear analysis is performed the calculation of this specific combination of loads already requires 256 different analyses In case of a linear analysis in which the principles of linear superposition are valid 8 analyses only are enough To limit RAM requirements and calculation time PowerFrame does not allow for a non linear analysis when more than 8 members are loaded within a specific load case in which all possible combinations 2 should be considered An analysis is non linear when at least one of the following conditions is fulfilled the analysis model includes supports which can only provide tensile OR compressive reaction forces the analysis model includes tie rods a2nd order analysis strategy has been selected the analysis strategy considers the effect of structural imperfections PowerFrame Reference Manual 42 Only when the 4 preceeding conditions are not met simultaneously a
2. Left margin 25 mm Right margin fi 5 mm Top margin fi 5 mm Bottom margin fi 5 mm Font type aia t lt s s sY Size fio Header left date ti Advanced midde fiename 7 T Use Footer left hone x Advanced middle hone x J Use right hone x Set up LA Print preview Print 4 S Cancel First of all the user can define the left right top and bottom margins which should be left blank by the printing process Next the user can specify header and footer for each page of the report Both header and footer contain 3 areas left middle and right For each area he can use a pull down menu to define its contents empty date print date project name name of the PowerFrame file including the complete path definition page number starting from a number defined by the user The first page which is printed will bear the start number specified by the user a text which can be freely specified by the user For a more advanced definition of headers and footers use the advanced setup buttons in the above window dialogue This will schedule a new dialogue shown below which allows to specify the content of the 3 zones left middle amp right PowerFrame Reference Manual 88 Header advanced B x Date Page number File name Start at fi without path Middle To introduce information in one of the areas position the mouse in the relevant zo
3. Show parameters in window Geometry vi Nodes Cross sections Numbers a Names Iv Hinges Iv Orientations E Supports Iv Complete cross section Iv Connection name E Material B Steel grade i Bars Element axes 1 Numbers Iv Local coordinate system i Lengths E Buckling of bars Buckling in plane i Buckling out of plane a Lat torsional buck length E A dialogue window will then appear as shown above common to the 3 graphical working windows The pull down menu indicates the window to which the parameters actually relate By default this will be the window in the front Through the above dialogue window the user will be able to visualize the following information about the Geometry field node numbers hinges supports name of connections if included in the model member numbers member lengths buckling length of members in plane and out of plane buckling lateral torsional buckling length cross section names cross section orientation complete display of the cross section on the screen type of materials steel grade if applicable element axes PowerFrame Reference Manual 8 e local coordinate systems All parameters are saved in order to remain valid for any future use of the software until further modifications by the user 3 1 2 Selecting elements In order to assign specific properties to one or more elements of the model either nodes or bar members
4. Modify properties for selected type name roof truss ee i A range of default types is already available but the user can add as many types he wants To easily recognize all elements of a specific type a visualization color can be chosen for each type Accordingly all bars belonging to a specific type will no longer appear in black on the Geometry window but in the color previously selected In addition the concept of TYPES brings a third advantage to the PowerFrame user Upon export of a PowerFrame model to DXF each type PowerFrame Reference Manual 37 will correspond to a different layer in the DXF file Similarly after having been imported from DXF into PowerFrame the individual layers will be translated into different types within PowerFrame This makes it extremely easy to select all elements of a specific type and to assign a common set of properties to all selected elements eg cross section properties 3 1 8 8 Copy paste of boundary conditions amp cross sections If the user wants to assign the cross section properties from one member to another or if boundary conditions corresponding to one node are also applicable to another node the bar or node of which the user wants to copy the properties should first be selected Keeping the right hand side button of the mouse pressed down makes a pull down menu appear on the screen The user will then select the entry Copy cross section or Copy bou
5. Results are stored when saving the project Iv C donot draw at all Show nodes IV Perspective view identical in all windows a r Present data parallel to element axis NVM and Stress table Geometry window Value at extremities of member x Nodes and elements can be dragged in the Iv Measuring lines geometry window c i G y Bars can only be added between nodes in the 3D E view Show distances near to cursor while drawing E Fly over snap Drawing in 3D view allowed Caution Only possible Use object snap IV when using variable grid 2 arid Distance of object snap fi 0 pixels Connections Date andresults lists connections recognition gt gt gt Autofit column width PowerFrame Reference Manual 101 General e selecting the option Back blackground will activate a black background in the Geometry Loads and Plot windows e invisible bars can either be grayed out on the screen which is usefull to understand how the visible bars related to the remainder of the structural model or completely be omitted from the graphical visualization which usually makes the presentation of the results a lot easier to understand e nodes of the analysis model are usually highlighted by means of a small rectangle Optionally this rectangle can be omitted e in case a 3D view is selected in the graphical windows the viewpoint and perspective can be different in each window However it
6. eee 3 1 9 4 2 Loads n membe Sre EErEE adie NEESKENS EE PEREK EEEE EEEE TEENE S EEEE A EE EEEE 3 1 9 4 3 Temperature CEXPOSUTE sirsie n E E E A A ES EAE TES E AE A E AE E eS 3 1 9 4 4 Pretensioning load 3 1 9 4 5 Generating climate loads wjsccies eee EEE aie eaves aa ee teen eee es 3 1 9 4 6 Surface load Sin ieo na E eet ala ei een ls AC E rt A a eid on Si at ee PowerFrame Reference Manual 3 3 1 9 4 7 Modifying or removing loads riir ren ir eni oes E e E ei re a a Ee 55 3 1 9 4 8 Copy paste of Odds sh e fet E a a a aa a e e e aa eaa aae deres 55 3 1 9 4 9 Dynamic masse a eae e Sa ae E A E E R A EOE Aa 56 Deb The Plot WINDOW rennene E E A EEE 56 3 1 10 1 Plot p ramet r Srne eras ereere r Ei iE ar ESE Ea ori EEE EENEN tosses ctvedeydendetcon cates stan EEES OEE ESTS 56 3 1 10 2 The plot icomtoOlbOx osen hou enoia re R aiT gel EL eee nA EREE 57 3AIrF The Data wmdoWw ee eat cee acta tase sda E EE TOR AAN A TEE a 60 3 1 12 The Results windOWniacitiiisciciainariiiaainiiisii aia iE AEA 6l 3 2 CALCULATION OF BUCKLING LENGTHS cccccccccccecssssssssnaecececececsesesessnaeeeeeeeeeens 62 3 3 DESIGN ANALYSIS nenaon saben aea eE aE R EE RE EE EE E a eE e ea 64 33 1 Stane analysis enet aner r aee E AAE AAE AAE E E E RESA 64 3 3 2 Global structural imperfections ossooeessseoeesssseeeesssssreesssseresssssrrsssseeee 68 3 3 3 Steel amp timber design analysis ss fosesuiiiedcs Meek Mite casa lease carder Mots Mil tec ae
7. Note this function can be activated disactivated through the main menu function Edit Preferences 3 1 8 5 Modifying bars and nodes Double click on a bar or a node to make the appropriate dialogue window appear Double clicking on a node gives access to an editor through which the nodal coordinates can be modified Similarly double clicking on a bar will allow its length its slope and the orientation of its cross section to be changed x 3 Gk Let Length FE 424 cm Inclination fas 00 amp Direction angle 0 00 Orientation m 0 00 k Mirror E gs il Length and slope will be modified considering one end of the bar remains fixed that end which is closest to the point of the bar on which the user has double clicked The other bar end will be moved according to the modifications as defined for length and or slope User can either specify the actual length of the member or the projection of the length on the horizontal axis depending on the icon or E both icons relate to the same button PowerFrame Reference Manual 35 3 1 8 6 Grouping and ungrouping bars PowerFrame considers bars between any 2 nodes that are connected by a line In case new bars have to be connected between the end nodes of an existing bar PowerFrame will automatically create intermediate nodes and will divide the original members into individual segments Subdividing a member into individual bars
8. 0 5 1 nc and lt 1 ks 0 2 1 ns 29 and lt 1 2 nr of continuous columns per plane with DS ja Nsd gt 50 of the mean load value i nr of storeys connected to all of the ns o colums lt The dialogue window that appears contains the formula used to define the horizontal deviation of the structure with respect to its undeformed initial position in such a way that it allows for a modelling of global imperfections It is based directly on Eurocode 3 and uses a reference value of 1 200 multiplied by coefficients kc and ks that depend on the number of most loaded columns per building level nc and the number of building levels ns Both parameters should be specified by the user 3 3 3 Steel amp timber design analysis Once the global elastic analysis has been performed deformations and internal forces are available as analysis results For members made of another material than concrete elastic stresses are also calculated during the analysis For steel or timber members 2 major additional checks can be made e verification of the cross section strength e verification of the buckling stability PowerFrame Reference Manual 68 3 3 3 1 Selection of the design code Verification of timber members is always performed in accordance with Eurocode 5 whereas a wide range of design codes is available for the verification of steel members like v Eurocode 3 NEN 6770 NEN 6771 DIN 18800 CM 66 add 80 E
9. 25 cm Again the graphs in the dialogue table will adapt automatically to the viewpoint in the Loads window Note To impose a displacement at a node in a given direction the user should have constrained the corresponding DOF in the Geometry window 3 1 9 4 2 Loads on members Loads on members can be defined in 2 different ways e either in accordance with the local coordinate axes associated to the member PowerFrame Reference Manual 47 e or in accordance with the global coordinate axes of the structural model In addition the following load types can be assigned to members e concentrated load at an intermediate point e moment at an intermediate point e distributed load either uniform or trapezoidal Concentrated loads To apply a concentrated load at an intermediate point of a bar according to 4 the global coordinate system axes select the bar and click on Concentrated load on bar global x Magnitude of load fi 0 0 kN Cancel Distance from 1 L72 cm bar length 818 cm The icons will adapt automatically to the viewpoint in the Loads window to make a correct and easy definition minimizing error risks The field in which the relative position of the load can be introduced along the bar axis using the end node with smallest x value as a reference accepts values that are defined as a fraction of the bar length L To define a concentrated load in the local coordinate sy
10. 343D Tab page General oeisio nna E EE E A E AEN E E A A E EEN aS 87 34 327 lt Tabpage Geometry horcice nainen a e aa eters a aa a a u Gand i 89 EIE ES PE EES E15 pases Loads EE E E E E A A E E A O EE E 90 3434 Tab page Plot Areeni aE E E E ER EO A OEA E E A EA OA 91 343 5 Tab pase Data rrai ccpesesseeae secs E EET AERAN A T TORTUE A EROR GE TEROR As 93 34 36 Tab page RESUMS estase ro ne ione EE EN E E EE TNN E E NE e SEAS O AEE EEE 94 34 357 Additonal Options resisae nere a e a a aa a a deeds 97 3 4 3 7 1 Saving and reading printing preferences cece eeeeeeeeecseeseeseeseescsecsecseesecseeseescescecsessesaeesesaesaeeeeesesaeeaees 97 3 4 3 7 2 Saving reports7as RTE file rai an aan ceases A sasce Moe estees E E E E E 97 SA4 Print previeW sinnen e a a a caddies bates 98 3 5 SAVING AND OPENING PROJECTS o 3 ssissscisdanevieas deyculiaeeddenstaiavkitaaevaveatansckletwosdess 99 3 5 1 Saving a PowerFrame DIOIECI ay cacscwsatre steered viasreoeuidustasenatledssehasgaees 99 3 5 2 Opening a PowerFrame DIO OCK oii voeotsenctidcvstcoecdimasaalutsh socesdustiatavodencnis 100 3 6 PREFERENCES saat EE hie niacin tla Gir saa N nah lea CN Ee aii aoa s 101 3 6 1 General DOI AMICLCTS a Sis sic hi ts lentes wedi enced ste Saas desde ett oadt meals 101 3 6 2 Units and decimals aeea a a a a e a a 102 3 7 IMPORTING AND EXPORTING DATA csessssscccescceceesesensaececesececeesesensnaeeeeeseceees 103 3 7 1 Importexport to DXF testtsrcssnatudsni
11. Add Cancel Specify the name of the combination to be created the type of combination and the coefficients related to the individual load cases The user will then notice that the table shown above includes all load cases that have previously been defined and selected For each load case 3 columns have to defined combination coefficient psi y unfavourable y and favourable y safety factor To remove a combination from the list of existing ones select it in the table and then use the button Remove combination If on the other hand the user wishes to modify an existing combination he should use the Edit combination button Choosing Remove all combinations will then delete all combinations from the table Always remember that creating new combinations will ADD them to the list of existing ones Accordingly if the user wants to replace an existing list of combinations by a new series of combinations he should first always remove all existing combinations PowerFrame Reference Manual 45 Finally if the user wants to save the definition of load combinations to an external file he can do so by using the icon He can always retrieve this definition from the external file using the a icon 3 1 9 4 Defining loads Before discussing the different types of individual loads in detail let us shortly review how loads are removed or modified To remove loads within the active load case select one or more membe
12. a simple mouse click on the screen making sure not to click on the geometry model is sufficient 3 1 2 2 Using the menu Alternatively elements can be selected through the menu bar in accordance with a certain number of selection criteria These criteria can include the specific properties vertical horizontal members the cross section characteristics aS well as the loading type on the structural elements PowerFrame Reference Manual 9 The figure below displays a number of selection criteria File Edit Screen Show Analysis Window Help x9 Undo define distributed load Ctrl Z Gut Ctrl Copy Ctrl C Paste Gery Delete Gtrl Del All Hide gt Horizontal bars Material library gt tsai MES Inclined bars Cross section library gt Bar number Preferences Point number Cross section HEA 260 IPE 220 Material Most loaded bars One of these criteria relates to the Most loaded members It only becomes active when the analysis has been performed by PowerFrame When this selection criterion is chosen a dialogue window will prompt the user to specify which results and load combinations should be considered x Which deformation or force Number fio Deformation Stress C ds sigmay kNm C dy sigma y kNm C dz sigma z F sigma 2 Comb urs FC 2 orces CN Reinforcement Most loaded of We C Ay Allbars C Vy C Az All visible b
13. the following rule is used to determine the connection stiffness for transfer to PowerFrame o if Msa lt 2 3 Mra gt Sj ini e if Msg gt 2 3 Mpa gt Sj In case of a double connection beam column beam the connection stiffness needs to be specified both at the right and left hand side of the connection Third step Once the connection has been detailed it can be saved in a so called connection library by clicking on the third button Add the connection to the library Don t forget to first specify a name for the connection that is transferred Again a V sign affirms your operation Note this operation is necessary when you want to assign this connection to nodes Fourth step The last step consists in introducing the connection properties into the PowerFrame global model In case a stiffness has been calculated those stiffness value will be assigned to the ends of the bars that meet at the node To do so click on the button Assign the connection to the model The original name Group nr 1 at the top of the window is now replaced by the new name Since the model properties are changed the results internal forces are no longer coherent to this new model However it is still allowed to detail other connection types without re running the global analysis at least as long as the current dialogue window hasn t been closed All steps have now been discussed The same procedure can be use
14. the translational and rotational stiffness which the bar encounters at its end points where it connects to the remaining part of the structure Using those stiffness values which can be considered as the equivalent stiffness of springs connected to the isolated bar the buckling length of the isolated bar can be calculated using the Euler differential equation Elv Pv 0 of which the general solution is v Asinax Bcosax Cx D avec a J By imposing the appropriate boundary conditions at both end points using the previously derived spring stiffness values a system of 4 equations with 4 unknowns is obtained Looking for non trivial solutions of this system of equations several possible values for a can possibly be obtained The smallest value of a corresponds to the buckling load of the member from which the buckling length can then be derived PowerFrame thus performs 2 structural analyses for each bar that is part of the model each analysis corresponding to one of 2 orthogonal directions for which buckling is to be investigated As a function of the type of structure braced vs unbraced and the type of analysis 1 order vs 2 order PowerFrame will use the appropriate calculation scheme The calculation is launched through the icon PowerFrame Reference Manual 63 Calculation of buckling lengths xj M Type of structure and analysis strategy unbraced structures AND 1st order calculation C braced st
15. 35 mm minimum reinforcement ratio jo 5 Calculate max total reinforcement ratio 4 00 Limit steel stress SLS F C to 0 80 x fyk Cancel Note that PowerFrame allows to use different steel grades for longitudinal and transverse reinforcement The gross reinforcement cover corresponds to the distance between the C O G of the reinforcement bars and the lower fiber of the concrete cross section Minimum and maximum reinforcement ratios always relate to the geometric reinforcement ratio p As b d In this formula A represents the total reinforcement section while b and d correspond to the width and effective height of the concrete cross section The effective height d is equal to the total height h reduced by the gross concrete cover Whenever PowerFrame has calculated a reinforcement quantity at bottom top left hand or right hand side fiber which is lower than the minimum reinforcement ratio the calculated quantity will have to be increased to meet this specified minimum ratio On the other hand the maximum reinforcement ratio always applies to the TOTAL reinforcement quantities at bottom top left hand and right hand side fiber Finally the steel stresses can be limited to values lower than 80 of the yield stress aS proposed by Eurocode 2 Especially for constructions in which crack width is relatively important this reduction of steel stress can contribute to significantly lower crack widths 3 3 4 4 Orga
16. Classification of rigidity Take classification of connection rigidity into account V Hinged bar ends to be considered as near hinges Cara PowerFrame asks the user to specify the number N of lowest eigenfrequencies to be calculated To further refine the stiffness modeling of the structure during the modal analysis all bars of the model can be subdivided into 10 segments This will increase the accuracy of the eigenfrequencies and eigenvectors but will also considerably increase the computational cost The user should therefore only try to use this option in case of small to medium size models Anyway it should be remembered that the calculation of the lowest global eigenmodes of the structures lowest bending and torsion modes does not normally require this refinement The refinement does become important when higher modes are targeted especially when highly localized modes are present Consistent with the static analysis capabilities the modal analysis function does allow to consider or ignore the rigidity classification of the connections This includes the possibility to consider hinges as near hinges see 3 3 1 During the modal analysis PowerFrame takes into account the effect of mass defined by the Selfweight load case If the user also wants to consider the dynamic effect of masses which are related to permanent or quasi permanent live loads the user should be aware that dynamic masses can be assigned to nodes o
17. FC2 6 Vo 5 Me ax positive moment allowed by welds 267 kNm gt Sollicitating moment M ost critical combination M ax negative moment allowed by welds 267 kNm lt Sollicitating moment M ost critical combination ULS FC 1 5 hear aximum shear force VRd 421 8 kN gt Sollicitating shear force VSd 0 kr os 7 ost critical combination M Combination ULS FC 1 5 plot prefs ee zi D ae a When you have completed the detailed connection design with PowerConnect you should switch back to the PowerFrame global analysis through the main menu entry File Quit At that time a second V sign appears in front of the button Details and calculation of the connection The results are now saved even when you switch over to another type of connection In case the stiffness has been calculated PowerFrame asks which stiffness value must be further used in the global model either for a positive or a negative bending moment Indeed PowerConnect has calculated both stiffness values in case combinations where used that contained positive and PowerFrame Reference Manual 110 negative bending moments but only one stiffness value can be accounted for during the further global frame analyses The values presented depend on the ratio of the sollicitating moment Msg and the resisting moment Mpa of the connection In case of positive bending moments
18. Zone 1 rigid Sj ini 2 25 E Ib Lb Zone 1 rigid Sj ini 2 8 E Ib Lb Zone 2 semi rigid Zone 2 semi rigid Zone 3 hinged Sj ini lt 0 5 E Ib Lb Zone 3 hinged Sj ini lt 0 5 E Ib Lb If the user wants to consider the rigid connections as truly rigid and hinged connections as perfectly hinged he should select to this end the corresponding option in the dialogue window If on the other hand he wants to use the real stiffness value of the connection during the analysis this option should remain unselected Note The rigidity classification of a connection is saved in the PowerFrame project as part of the stiffness properties defined at member ends To access this information go to the Geometry window and click on the icon which allows to define hinges at bar ends PowerFrame Reference Manual 67 3 3 2 Global structural imperfections As already mentioned in the previous section PowerFrame can take into account global structural imperfections This is done through the introduction of initial sway imperfections which will generate secondary forces into the structure similar to those that are inevitably introduced during the construction of the building All parameters which are necessary to properly define those initial sway imperfections are defined through the menu entry Analysis Imperfections Imperfections x kc ks o 1 200 with o 1 200 ke
19. by bar Cross section loading C Results sorted by positic d i i i 1 i i i i 1 i t i t i i i i i i i i i i i i t i 100 mam S A Aa rN Tomah POA Cian IEA tated Tamia A hae ee Koes E O lucent Gael D A ee 4 i i i i i i i i i i i K i t i 1 i i 1 i i t Sr A R S A e a Oe ee ee eee 90 100 i i i lt i f i i I i i i i i i ae E 80 90 AAE Re F i i i I i Bo Ue ees pe eae ae eho E oe Cie orden aig arctan ae E te 70 B80 Pinatas E E re catee haat a naa apne es NE rarer Caray mart 1 1 1 i 1 i i A E EA A Y E E E E E T EE E ET E EL E ase eae a Bk at Sats De 60 70 50 60 40 50 Pisa ocean E SAEN mG ENS Acar ee Mn aay E Me oI ner Oar eet EER Acs Ua 30 40 20 30 10 20 0 10 0 5 10 15 20 25 30 36 40 4 50 56 60 65 70 75 80 86 90 95 100 105 Number of bars per load level Along the horizontal axis the number of member or the number of evaluation points will be indicated depending on which option has been selected Results sorted by bar or Results sorted by position Along the vertical axis the load capacity is presented in intervals of 10 each Histograms can be visualized based either on the cross section verification only or on the buckling stability verification only or on a combination of both The
20. characteristic compressive strength fex The creep factor t t0 can be specified directly by the user or be calculated so that the ratio of Young s modulus of reinforcement steel Es 200 000 N mm to the Young s modulus of concrete including all creep effects E E equals 15 eiro 9 aS I5 7 C 28 l 9 This comes down to calculating the creep factor with the formula below 7 15x Ecz F E in which E 200 000 N mm The next two entries in the dialogue window allow to limit concrete stresses in serviceability limit states SLS Again the user can either specify the maximum allowable stresses manually or have them calculated automatically based on the recommendations of the selected design code As concrete stresses decrease as a result of increasing creep and because the structure mostly reaches its maximum loading only after the creep effects related to permanent loads have stabilized it is common practice to limit the concrete PowerFrame Reference Manual 80 stresses considering a ratio of 15 as indicated above This method requires the following steps with PowerFrame e Evaluate the creep factor based on a Young s modulus ratio of 15 e Select the option after creep with the evaluation of concrete stresses To account for a possibly reduced shear resistance at it is possible to limit the contribution of the concrete shear resistance to a certain percentage of the maximum con
21. cross section is displayed by Wz l icon while the icon LA plots the shear force along the weak axis using Y Similarly bending moments with respect to strong amp weak axis of the bar cross section are plotted using al and Uhl Bending moments are shown at the fiber of the bar which is subject to tension PowerFrame Reference Manual 58 The last icon in the series related to internal forces corresponds to the Tx torsional moment us Elastic stresses Elastic stresses are not available for reinforced concrete bars t W allows to plot the maximum compressive stress due to an axial force N and a bending moment M with respect to the strong axis of the bar cross section t w allows to plot the maximum tensile stress due to an axial force N and a bending moment M with respect to the strong axis of the bar cross section t w allows to plot the maximum compressive stress due to an axial force N and a bending moment M with respect to the weak axis of the bar cross section t y allows to plot the maximum tensile stress due to an axial force N and a bending moment M with respect to the weak axis of the bar cross section Reaction forces If one series of reaction forces only is available the icon rai will allow to plot reaction forces at all supports However if a reaction force at a support has a minimum and a maximum value two icons are visible t8 and 18 Concrete reinforcement In case the Power
22. invisible except for the three structural frames After selecting the whole structure use the menu entry Analysis Link to PowerConnect or use the IF icon to start the connection design analysis PowerFrame Reference Manual 106 In case PowerConnect can actually handle one or more connections that you selected a dialogue window is presented to start the detailing process If PowerConnect for some reason cannot continue this process based on your selection a warning will be issued a Connection calculation Group Nr 1 el lhe Group Nr 2 Bat panes 5 6 9 10 Group Nr 3 Bar number 2 3 6 7 10 11 Group Nr 4 Bar number 3 4 SAE SA Details and calculation of the connection Add the connection to the library Assign the connection to the model PowerFrame schematically presents the type of connection to be designed along with the numbers of the nodes and bars involved In this example a PowerFrame Reference Manual 107 column base is recognized for bar numbers 1 4 5 8 9 and 12 They are joined in one group calling Group Nr 1 In this way only one column base is defined and detailed subject to all possible combinations of internal forces under consideration This column base can then be assigned to all relevant nodes Another type of connection is found under Group Nr 2 For these three pairs of memb
23. load case can be defined in which more than 8 bars are loaded and for which the user specifies that all possible combinations should be considered One final point should be brought to the attention of the user concerning more particularly the topic of incompatible load cases To make specific load cases incompatible by specifying they can never be present together in any load combination the button Incompatible load groups should be used which opens the dialogue window shown below which will now be further explained a Incompatible load groups i Oj x Load groups not compatible with Wind L zl Available loads Wind A i E Remove all incompatible loads To make a particular load case incompatible with a range of other cases select the name of the load case using the pull down The column below this pull down displays the load cases which have already been declared incompatible with the selected one To add a new incompatible load case to the list select it from the right hand column and move it to the left hand side using the left arrow Similarly any load case can be removed from the list of incompatible load cases by selecting it in the left hand column and moving it back to the right hand side using the appropriate arrow in the dialogue To remove all incompatible load cases from the list in one single operation just select the field Remove all incompatible loads at the bottom 3 1 9 3 Load combina
24. program includes a menu bar and an icon toolbar as shown below EEE Sera SEP aT jOe B 6Rloo ae l RAA QMQx G RT S ERR Mm Shi Me e y r lie This main window includes 5 working windows displayed to the user in the following order Untitled Geometry Untitled Loads name of active load case Untitled Plot name of presented results type Untitled Data Untitled Results To stack the default windows use the menu function Window Stack Windows or the icon To access a window the user can either select it directly or access it through the menu Window The graphical windows Geometry Loads and Plot include an icon toolbox allowing a direct access to modeling or post processing functions The use of those toolboxes will be further discussed in the relevant sections of this manual To hide the toolbox use the menu function Window Icon toolbox The same operation is required to show the toolbox when hidden Prior to discuss each working window a certain number of principles common to all graphical working windows will first be presented 3 1 1 Showing general parameters In order not to visually overload the working windows the user can specify which model data are to be shown by using the menu function Show General parameters or by pressing hin the icon toolbar PowerFrame Reference Manual 7 General parameters x
25. sections selected from the cross section library PowerFrame Reference Manual 75 Optimisation i x Optimisation parameters Adjust cross sections Optimize user defined cross sed Cross sections to be replaced Automatically replace optimised bars C Report optimization on screen How to replace cross sections V Equal cross sections remain equal after optimisation Cancel lt Previous Next gt Optimise By selecting the first option cross sections will automatically be replaced for optimized bars In the other case a summary will appear at the end of the optimization procedure and the user will be asked to confirm or reject the proposed cross section Optimisation report x i Allon MV Bar 2 from HEA200 to HEASOO MV Bar 3 from HEA200 to HEA300 IV Bar 4 from HEA200 to HEA300 All off MV Bar 5 from HEA200 to HEA3OO IV Bar 6 from HEA200 to HEA3O0 MV Bar 7 from HEA200 to HEA3OO IV Rar A gt fram HF AZNN tn HF ASNN zi Number of adjusted bars 26 OK Cancel Two additional options are available with the optimization functionality e the option Equal cross sections remain equal after optimization assures that all bars which did have identical cross sections before the optimization started will still have identical cross sections after optimization e the second option will change all cross sections corresponding to one element type into one single optimal cross section Finally
26. stability verification In case of Eurocode 3 following checks are made compression force buckling with respect to strong axis of cross section PowerFrame Reference Manual 72 compression force buckling with respect to weak axis of cross section lateral torsional buckling buckling in presence of compression force and bending moment lateral torsional buckling in presence of compression force and bending moment To get more details on the buckling stability check of a particular structural member just double click on this member in the Plot window Buckling check bar 2 node 2 node 3 F xj cross section HEA 1000 length 818 cm orientation 0 00 fy 235 00 N front buckl round y axis 592 A buckl round z axis 4680 Recalculate buckling risk Lat torsional buckl lenatt 1 00 00 JV end points hinged for torsion k 1 Buckling and lateral buckling lenaths lv end points free for warping kw 1 normal force buckling in y plane 0 92 normal force buckling in z plane 58 18 lateral torsional buckling 20 68 normal force and moment buckling 47 5 gt normal force and moment lateral torsional buckling 81 95 z detail design check normal force and moment lateral torsional buckling distance from node 2 409 cm for combination ULS FC 1 N 52 5 kN compression My 294 2 kNm Mz 41 6 kNm eNy 0 mm eNz 0 mm section class Y 1 section class Z 4 Ae
27. the OK button and then return to the previous dialogue window The V sign in front of the button Choose combinations reveals that this step is finished You are now ready to use the button Details and calculation of the connection Note If the user does not have a PowerFrame Master license but wishes to transmit the previously generated data to a colleague who does have this type of license he can use the Il icon to save the data to an external file This file can then be further used with a PowerFrame Master license Second step PowerFrame Reference Manual 109 Using the button Details and calculation of the connection now brings you in the PowerConnect environment where you can proceed with the detailed connection design If the selected node is detailed for the first time a further dialogue window asks you to specify the type of connection to be used for the design Once you are truly in the PowerConnect environment you should refer to the PowerConnect reference manual for further information PowerFrame Master F Dj x File Edit Yiew Format Analysis Window Help jos Elle c RSa QQ H G 4o ann m E e Note Connection analyses are based on Eurocode 3 part 1 8 Moment and normal force 865 5 692 4 519 3 346 2 173 1 eos Rigidity diagram Combination list Vo DULSFCI Vo 4 ULS FC2 Vv S ULSFC1 amp Vo 6M V 2 ULS
28. the report The options in the right hand part of the dialogue allow to include in the report those parameters that are actually used for the design checks R C steel or timber characteristics and description of global imperfections 3 4 3 6 Tab page Results The last tab page allows to print analysis results in a tabular format A distinction is made between global analysis results results at member ends and detailed analysis results results at 11 points along each bar Those result types correspond to the contents of the Results window as follows e Global results are shown in the Results window in case no bars or more than one bar are selected in the Plot window PowerFrame Reference Manual 94 e Detailed results are shown in the Results window in case only one bar is selected in the Plot window The user first activates the tab page by selecting the option Print results Through the pull down menu he can then specify for which bars analysis results need to be printed all bars all visible bars most loaded bars only By using the option All visible bars the user has direct control over the bars for which he prints the analysis results To do so select the bars of interest in the Plot window and then make all other bars invisible Print report x General Geomety Loads Plot Data Results JV Print Results Print report for most loaded bars Nu
29. the selection using a different method or criterion To make sure the current selection remains active the user should keep the Shift button pressed down 3 1 3 Intelligent cursor PowerFrame is equiped with an intelligent cursor able to automatically snap to specific points of interest To check if this cursor can be used the user will first verify whether the intelligent cursor has been activated Use the menu Edit Preferences from the menu bar In the dialogue window which appears a section Fly over snap is available To activate the latter make sure the option Use object snap is selected A snap distance can be chosen by specifying the number of pixels The intelligent cursor is able to snap to members to end nodes of members to the mid side nodes of members and to the orthogonal projection on members as shown below 3 1 4 Zoom amp pan To facilitate the use of the model PowerFrame provides the user with Zoom in and Zoom out functions through the icons and Ql in the icon toolbar PowerFrame Reference Manual 11 To use the Zoom in function use the icon and then define the zoom window by drawing it directly on the screen To zoom out use the Ql icon The pan function allows the model geometry to be moved throughout the screen using the mouse Push the button with the left hand button of the mouse Then keeping the mouse button pressed down move the mouse to see th
30. the user first selects the appropriate elements Compared to other methods where the user has first to specify the properties to be defined and only then select the elements to which these properties should be assigned this procedure allows the user to work faster as he can easily select multiple elements at a time and also significantly reduces the risk of erroneous assignments as the user has a direct visual feedback over the selection and the assignment of properties Several selection procedures are available to the user as explained below 3 1 2 1 Directly on the screen Using the mouse the user can select any element node or member on the screen by either clicking directly on the element to be selected or by drawing a selection field around the elements to be selected To create such a selection field use the left hand button of the mouse to define the upper left corner of the window Keeping this button pressed the user moves the mouse over the screen and will notice a rectangle appearing in dashed lines Once the final mouse position corresponding to the lower right corner of the selection window is reached the user releases the mouse button All elements nodes and members located completely within the selection field are now selected By performing the operation from the right to the left all elements that are completely or partially located within the selection field will be selected To unselect the selected elements
31. to this library Those connections can then be assigned to specific nodes of the PowerFrame model Nodes are selected by selecting the adjacent bars only one node should be selected at a time Depending on the selection of bars several scenarios are possible when the E icon is used e case 1 a connection has already been assigned to the selected node In this case it will be presented by the program when the amp icon is used e case 2 no connection has been assigned yet to the selected node However one or more connections are available in the library which fit to the selected node They will be presented by the program when the E icon is used PowerFrame Reference Manual 112 e case 3 no connection is available in the library which would fit to the selected node The program will present an empty list when the icon is used Note cases 1 and 2 are applicable only when one single node has been selected If no node or multiple nodes have been selected the user will find himself automatically in case 3 Case 1 only shows the connection that is assigned to the selected node The button Remove node assignment at the bottom of the dialogue window allows to remove that connection from the selected node However this does NOT remove the connection from the internal and or external library At a later stage this connection can still be assigned to another node If the user has selected a node to which no connectio
32. will not influence the results of the analysis internal forces and stresses as members are by default rigidly connected at the common nodes Nevertheless it is sometimes very handy to possibly consider the original member still as a whole rather than as a series of individual segments In other words considering the individual segments as grouped such that model manipulations will operate on the bar as a whole rather than on the individual segments can be quite convenient Consider for example the case where a specific slope should be assigned to a bar which has previously been subdivided into several segments If this operation needs to be done on each of the individual segments it will require quite a long time When on the contrary all segments can be dealt with simultaneously the job will rapidly be completed Another example relates to a steel structure for which a complete design analysis has been performed and which needs to be exported to a steel modeling software Such software programs usually allow to generate a bill of quantities and specify the manufacturing process together with a bar chart giving all appropriate lengths All segments of a member should in this case be obviously considered as a single entity For example assume a frame in which the beams have been subdivided to allow for the definition of purlins at intermediate positions of the entire span If all segments of the beam remain grouped the entire bar wil
33. wind amp snow and a capability to define distributed surface loads e Finally the last icon allows to add masses to correctly model the dynamic properties of a structure e More explanation on all icons is to be found in the following paragraphs 3 1 9 2 Load cases To better understand how PowerFrame handles the load cases the user ha should click on wy The dialogue window that now appears see below requires some explanation The pull out menu at the top of the dialogue window allows the selection of a design code allowing the individual load cases to be specified For each Design Code PowerFrame will already display a couple of basic load cases It is possible to complete this list up to 50 different load cases The complexity and cost of the related calculations will obviously increase with the number of specified load cases PowerFrame Reference Manual 39 Load factors and combination factors Load factors for Eurocode 1 v Seismic standard Eurocode 8 x 0 10 10 2 20 30 30 40 40 50 Yu Yue Yq Vo te a oaeo 0 fsetweight 1 f135 fico fico foo fioo fioo fioo z Mi fd adod h fico pfo foo fioo fioo fioo z m2 wni ihs foo foo fooo foso fozo foo y M3 wnn fhs foo foo fooo foso fozo Joo y Ma4 snw ihs foo foo fooo foso fozo Joo 2 M5 ihs fpo fo foo favo foso Joso 3 mef iha fpo fo foo favo foso Joso 3 V7 j iha fpo foo foo favo foso foso 3 mef ihs fooo fo fooo fa
34. 39 N front Ecm 28 creep factor ft to i400 n 15 J maximum allowable concrete compressive stress for rare combinations 18 00 N m v after creep 0 6 fek V maximum allowable concrete compress stress for quasi permanent Combination fi 3 50 N m M after creep 0 45 fek concrete shear resistance for fi 00 00 taken into account V verify buckling for additional excentricity of 20 mm Cancel PowerFrame Reference Manual 79 The characteristic compressive strength fe is evaluated on test cylinders of size 150 by 300 mm at an age of 28 days The partial safety factor mostly equals 1 50 Note despite the fact that the Young s modulus of concrete has been defined as part of the materials library this dialogue window also requires a specification for this characteristics It is important to remember that both moduli are used for different types of analysis e Young s modulus as defined in the materials library is used for the elastic analysis of the structural model It helps to evaluate the elastic stiffness of the structure and to calculate elastic deformations and internal forces e Young s modulus as defined in the above dialogue window is used exclusively for the so called organic calculations It is used in the concrete stresses computation based on the results of the previous elastic analysis The button Egm 23 in the dialogue above evaluates the secans modulus at the age of 28 days resulting from the
35. 68 3 3 3 1 Selection of th design COd Ges arisen rindona aA E ESEE ces evbee des cated oes Leash dul EE TE EEA E EEEE Ti 69 A Ae E S o EE ET aa TEA AE ER E E E E A EE E A EE EER 3 3 3 3 Timber design parameters 3 3 3 4 Verification of the cross section strength eeeseesesseeseesceeceecseesecseesesscecsecsessesaeeaeeacsacsessessesseeseeaceaseeneeaeeaee 71 3 3 3 5 Verification of the buckling stability ssis netaki a aa EE eer N AEA a aa 72 3 3 3 6 lt Cross section optimization s nnrsies ennie a e a a a a a a a E E 74 ASRS AN RE E06 A TION t T n i EEEE EAEE EE E A A E EE E E E EA 77 3 3 4 Calculation of reinforcement QuantitieS ccccccccccccccccsccccecessseseseessssseeees 78 3 3 4 1 Selection of R C desism COdE 3 355 eon o a eee nahi A e ra E EA EEEE EAE EE RER 78 3 34 27 Concrete parameters sesers erae eias arro Ea er INESE A EE rS E EErEE AEri Aiesa aE 79 JaA 3 Remforcement parameters gre neenon aeee aE te I cs sea yen a E a Ra ee ee RAEN EEE Raa o eae 81 3AA Orsanie calc lation Ss itine eian e eare e raes aeee ee aaa aee d a eera eK a aae d eana arsan Aane aoaea 82 3 33 2 IOUS GI ysis eerie a aac badd E A EA A UE EAA 84 3 4 PRINTING MODEL DATA AND RESULTS csscccssccsccecessessnsaecececececeesessssaeeeeeseceens 86 3 4 1 Printer configuration esssseeeesssseseessssseessseserssssereessssereessssrreessesresssseree 86 34 2 PRINTING a AWINDOW maerore ri ure REEE E ERA AEA ARa 87 34 33 LEVIN report thas inn e aaa E AES 87
36. A 95 4ISC LRFD BS 5950 CM66 The appropriate design code can easily be selected through the menu entry Analysis Steel design code 3 3 3 2 Steel design parameters To define the material properties that affect the design code check select the menu entry Analysis Steel design parameters In the dialogue window that appears 5 different steel grades can be selected One of these can be selected as default steel grade which will automatically be assigned to all newly defined steel members Next to the relevant strength characteristics PowerFrame also asks the user to specify the partial safety factors Ymo Yui and ym By default those factors equal 1 1 1 1 and 1 25 which are the values proposed by Eurocode 3 Deviations from those values can be defined for each country and are listed in a national application document NAD Some standards do not use those partial safety coefficients at all as for instance the French standard CM66 in this case all verifications are done with all partial safety coefficients equal to 1 PowerFrame Reference Manual 69 Default steel grade N mmz2 E x t lt 40 40 lt t lt 100 fu fy fy fu Fe350 2500 fasooo f215 00 34000 Partial safety factors Sections class 1 2 and 3 Yao fi 10 2e E I Sections class 4 and buckling resistance Ya fi 10 for resistance of net section at bolt holes Ya 1 25 Please note that names of the diff
37. Connection at bar ends amp tie rods ccceccecccecsseceessseecesseeeeesseseessees 3 1 8 3 15 Constant and variable cross sections based on cross section types 3 1 8 3 16 Selecting a cross section from the cross section LDrary ce eeeseeseeeescneesecseeseesceseeecsessecaeeseeaeeseeecesseeaeeas 3 1 8 3 17 Link to Section Utility for general cross section types eeeceessseseeeeseeecseeeeseeseescesceecsecsesseeseeseeaeeeesesaeeaeegs 3 1 8 3 18 Orientation of cross sections 3 1 8 3 19 Eccentricity of Dats 2210 aaan aeree ieeiecigcceeasicny tances ceecestunn euitee EE aetial nt eee a kL ee aL eet 3 1 8 3 20 Selecting materials from a library cece rE iae E E EE E aE aE E EE 3 1 8 3 21 Buckling and lateral buckling lengths 3 1 8 4 3 1 8 5 3 1 8 6 3 1 8 7 3 1 8 8 3 1 9 3 1 9 1 3 1 9 2 3 1 9 3 3 1 9 4 3 1 9 4 1 Loads at nodes Moving bars aiid NOES 25 nao er E O I TEA E A EEE EAEE E aed Modifying bars and Nodes sinensis caceunsersesizenscvnesstvexedncendsuntesnesssonnsecsusensdetnceasdetees consdentsedeuusoneasahescedneduaseassecesnceuenmes Grouping and ungrouping bars Element PY POS erie esuncescessssonvecses sneesessteaseaendtiesse Copy paste of boundary conditions amp cross sections h Toddy WINDOW iGo ote AE NNN a Lo EE Dt hese The loadsicon toolbox asema eS a PC A e RNE Load CaS S cccccceesseceeeee Load combinations Defining loads
38. Frame analysis contains concrete cross sections and if reinforcement has already been calculated with respect to a selected Standard the reinforcement icons will become active A total of 4 icons will be available V to plot longitudinal reinforcement quantities parallel to the strong axis of the cross section at the top and bottom fibers of a member PowerFrame Reference Manual 59 Y to plot longitudinal reinforcement quantities parallel to the weak axis of the cross section at the front and rear fibers of a member y to plot transverse reinforcement quantities parallel to the weak axis of the cross section This reinforcement resists the shear force related to bending along the strong axis and torsion in most cases it corresponds to the cross section of the vertical transverse reinforcement bars per unit beam length s J to plot transverse reinforcement quantities parallel to the strong axis of the cross section This reinforcement resists the shear force related to bending along weak axis and torsion in most cases it corresponds to the cross section of the horizontal transverse reinforcement bars per unit beam length Cross section check steel amp timber The last icons within the toolbox relate to the cross section check for steel amp timber This verification typically involves 2 parts while the first one relates to the strength of the cross section the other one corresponds to the verification
39. Part 2 PowerFrame Reference Manual 2006 BuildSoft NV All rights reserved No part of this document may be reproduced or transmitted in any form or by any means electronic or manual for any purpose whatsoever without the prior written consent from BuildSoft The programs described in this manual are subject to copyright by BuildSoft They may only be used by the licensee and may only be copied for the purpose of creating a security copy It is prohibited by law to copy them for any other purpose than the licensee s own use Although BuildSoft has tested the programs described in this manual and has reviewed this manual they are delivered As Is without any warranty as to their quality performance merchantability or fitness for any particular purpose The entire risk as to the results and performance of the programs and as to the information contained in the manual lies with the end user PowerFrame Reference Manual 2 1 Contents 3 1 1 3 1 WORK SPACE DESCRIPTION ssseeeeeseeeseeeseseseseseresesesesertsesesesestsesesereseseseeeeeeesesese 7 Showing general parameteTtS oessseeensssseeeosssseeessseserssssereessssereessssrreessoo 7 Selecting elements vis ds dete diser nic Soules todas Sea tsan Coscia tn cedosle dra sisdaltaaws taune cats 3 1 2 3 1 2 1 3 1 2 2 3 1 2 3 3 1 2 4 3 1 3 3 1 4 3 1 5 3 1 6 3 1 7 3 1 8 3 1 8 1 3 1 8 2 3 1 8 3 Directly on the screen varie erriei ieod En
40. RC1 Numbers M J SLS QP 1 Lengths E Buckling of bars In plane buckling length I Out of plane buckling length Lat torsional buck length View 30 view Loads Max concentrated distributed load 420 screen dots LA Print preview amp Print E Sek 3 4 3 4 Tab page Plot First the user will specify he wants to include plot data in the analysis report by selecting Print diagrams in the tab page He will then get access to 2 additional tab pages General and Beams On the first tab page General the user can again specify similar as for the tab pages that were discussed previously which general information is to be included with each plot diagram At the bottom of the tab page the user can specify the number of screen points to be used for the representation of the maximum deviation relative to the undeformed structural members Note that all parameters are completely unrelated to the ones defined directly on the Plot window see 3 1 1 PowerFrame Reference Manual 91 Print report E General Geomety Loads Plot Data J Print diagram s Beams Nodes Cross ections Numbers E Names Hinges f Orientations Supports I Complete drawing i Connection name Material Bars Steel grade E Numbers I Reaction forces Lengths E Max reaction force Buckling of bars In plane buckling length I Out of plane buckling length Lat torsional buckl length I maximu
41. Save operation At the same time the extension of the previously saved version of the PowerFrame project will now be changed into ef which creates a back up of the project e if the user has already saved his PowerFrame project previously Save as will save the project in a new file Thus the user can for instance write different versions of the analysis project to different physical files on the hard disc PowerFrame also allows the user to save projects without the analysis results Several possibilities exist to do this e through the menu entry Edit Preferences a dialogue window is scheduled also refer to 3 6 in which the option Results are stored when saving the project can be unselected Consequently all Save operations will only save model data to the project file but no analysis results e in the Save project dialogue window a pull down menu offers the user the choice to save the project with or without the analysis results PowerFrame Reference Manual 99 Save in iy My Computer gt ee 3 314 Floppy 4 S Local Disk C 4 DYDICD RW Drive D Removable Disk E Shared Documents File name funtted Save as type PowerFrame with results ef3 Cancel EEA OESS I MEE PowerFrame without results ef3 e when the E icon is used to save a PowerFrame project the pull down arrow allows the user to specify how the project should be save
42. anges and new entries without the risk of overwriting this information during future installation of updates or upgrades 3 1 7 Cross section library PowerFrame enables to work with cross section libraries At the time of installation PowerFrame is set up with a steel profile library containing the standard European profiles and with a timber cross section library with the most common cross sections Both libraries can easily be modified and extended Additionally the user can also create his own libraries PowerFrame Reference Manual 14 From the main menu use the entry Edit Cross section library to create a new library select another library or modify the active library Choosing Modify the following dialogue window will appear on the screen Modify cross section library STEEL Cross section C insert add New group New cross section wW From project k i Modify group Modify cross section Cancel Delete group Delete cross section rs The left hand column allows to select define a specific group of cross sections while the right hand column will further detail it through the selection definition of a specific size Assume the user would like to define an entirely new group of profiles New group should first be selected and the group name specified Then the selection of this new group will be ensured from the list at the left hand side The New cross sec
43. any time by directly editing the related field PowerFrame Reference Manual 40 Some more information will be given now about safety factors and combination coefficients Whether a load is permanent or variable it can have either a favorable or unfavorable effect on a specific design response deflection bending moment shear force at a selected location of the analysis model depending on where those loads are actually located Therefore Design Standards prescribe distinct safety factors for favorable and unfavorable impact on design response In general the Eurocode specifies a safety factor of 1 35 or 1 00 for permanent loads respectively in case of an unfavorable impact on design response or a favorable impact on design response For live loads these coefficients become 1 50 and 0 00 Other National Standards and Codes may specify slightly different coefficients Both columns y correspond to ultimate limit states ULS while both columns Yg correspond to serviceability limit states SLS Within both types the index relates to a favorable impact of the load while the index relates to an unfavorable impact The next 3 columns contain combination coefficients Wo is the combination coefficient applied to a specific load case for the fundamental combinations in ultimate limit states and for those rare combinations in serviceability limit states for which the related load case has the most unfavorable impact on d
44. ars My C Awz Selected bars C Mz C Awy Selection be Design check New selection C Z cross section re Extra selection Z buckling Cancel For example the user can ask PowerFrame to select those 10 members submitted to the maximum bending moment My under the load combination ULS FC 2 example shown above PowerFrame Reference Manual 10 3 1 2 3 Using the Ctrl or Alt button As will be further explained several structural elements can be combined into one specific Type All elements belonging to one specific type can easily be selected simultaneously Click the Ctrl button and while keeping it activated use the mouse to choose all members to be selected All members of the same type will now be selected and shown in bold on the screen PowerFrame also uses a group concept to take into account the fact that several structural members actually correspond to one single physical element This group concept will further be treated to full depth For the moment it is sufficient to Know that a bar that has been divided into several sections remains known to PowerFrame as a single group Selecting any element of a particular group by keeping the Alt button pressed down will select the entire group 3 1 2 4 Combined selections Several selection methods can easily be combined For example the user can make a selection of elements using any of the previously explained methods and then complete
45. aterial properties and loads as previously defined by the user For most of the design codes this verification is to be performed for the ultimate limit states PowerFrame performs this verification for all load combinations in ultimate limit states During this verification process several checks are performed In case Eurocode 3 has been selected as design standard the following checks are made Tensile force Compressive force Bending moment My Bending moment Mz Shear force Vy Shear force Vz Bending moment My combined with shear force Vz Bending moment Mz combined with shear force Vy Bending moments My and Mz combined with axial force Bending moments My and Mz combined with axial and shear forces Vy and Vz Torsional moment T Verification results are always expressed as a percentage of the member s design resistance for the combination of internal forces under consideration To view those results use the icon case more details are required concerning the verification results for a specific member double click on the member in the Plot window PowerFrame Reference Manual 71 x Resistance check bar 4 node 4 node 5 cross section HEA 300 orientation 0 00 fy 235 00 N mr tensile force 0 00 compressive force 6 04 moment My 31 90 moment Mz 0 00 shear force z 6 44 shear force Vy 0 00
46. bars or parts thereof in the global coordinate system of the bar element click on al Distributed load on bar global xj 2 an 2 C Q n Ie d Magnitude at 1 fi 0 0 kN m Magnitude at 2 fi 0 0 kNm Distance from 1 fo cm Cancel Distance from 2 fo cm bar length 818 cm The first 2 editor fields allow to introduce the end values of the distributed load If only the first field is used then the second field will automatically be equal to the value entered in the first field thus defining a uniform load on the bar or part thereof If the user explicitly enters a different value in the second field a trapezoidal load is applied on the bar Similarly 2 editor fields allow the user to enter the distance of the load application points along the axis of the bar Those distances are defined relative to the end points 1 and 2 of the bar If the user wants to define the load per unit distance along the horizontal A projection of the bar the a icon is to be selected in the right hand upper corner of the dialogue box In this case the load per unit length along the bar axis will decrease as the slope of the bar increases If the user selects the 6 option 7 load values are considered to be specified per unit length along the bar axis To define a distributed load on selected bars or part thereof according to the local bar axes click on PowerFrame Reference Manual 50 Distributed load on bar local x Z
47. because of the simultaneous peaking of all internal forces As an example select the first group in the list and use the button Choose combinations PowerFrame Reference Manual 108 a Choose of the combinations for PowerConnect x Number of selected combinations 4 M Selection criterion I Bending moment gt o g of maximum V Normal force gt o g of maximum V Shear force gt 30 oof maximum V Bendingmoment lt 90 of minimum V Normal force lt 90 of minimum JV Shear force lt 90 of minimum _ Node n 5 Bar nr 4 ULS FC3 Node n 5 Bar nr 4 ULS FC 4 V Node n 6 Bar nr 5 ULS FC 1 V Node n6 Bar nr 5 ULS FC 2 Node n 6 Bar nr 5 ULS FC 3 Node nr 6 Bar nr 5 ULS FC 4 Node n 10 Barnr8 ULS FC 1 V Node n 10 Barnr8 ULS FC 2 Nade nrin RarnrA O LS FCA M amp r Cancel a In the above dialogue it can also be seen that filter values can be defined separately for negative and positive values of the internal forces At any time the number of selected combinations is indicated while the selection can always be extended or limited by manually selecting or unselecting combinations in the list Note as the connection design analysis is always based on the evaluation of ultimate limit states ULS only the ULS combinations are presented in the above dialogue Once the appropriate combinations have been selected the user should confirm the choice by
48. bed as di then the load P is now distributed to the lines according to Ja Px i A Applying this rule for all triangles and all mesh nodes the surface load will be converted into distributed line loads on all selected bars 3 1 9 4 7 Modifying or removing loads To remove loads within the active load case the user selects one or more bars nodes where loads are applied and clicks on the x icon If on the other hand he wishes to modify the value of loads that are applied on a given bar or node double click on the bar or node A table will appear displaying all selected loads Values can be changed directly in this table 3 1 9 4 8 Copy paste of loads If the user wants to copy loads applied at one bar to another bar and or another load case he can use the functions Copy loads amp Paste loads The user is first to select the bar from which he wants to copy loads then use the PowerFrame Reference Manual 55 right hand mouse button to make a menu appear on the screen allowing to use the Copy loads command Now the user selects the load case to which he wants to paste the loads if different from the active load case and then selects the bars to which he wants to actually paste those loads He should use again the right hand mouse button to make the same menu appear on the screen but now selects the Paste loads command 3 1 9 4 9 Dynamic mass PowerFrame enables a modal analysis to be performed o
49. by the CAD program During import PowerFrame will automatically translate each layer into a different type of element see 3 1 8 7 At the time of export the different element types are translated into individual layers written to DXF This mechanism can be used to control how and what data should be exchanged between PowerFrame and the external CAD program 3 7 2 Import export to DSTV DSTV files also referred to as STP or STEP files not only contain geometry information as DXF files do but can also include attributes associated to nodes and lines of the model geometry DSTV files are used by most professional steel modelling software programs as input for the manufacturing process based on a 3D drawing model 3 7 3 Export to ConCrete Plus ConCrete Plus is a software program developed by BuildSoft which enables engineers to translate theoretical reinforcement quantities calculated by PowerFrame into a practical reinforcement design including reinforcement drawings and bar charts To transfer PowerFrame elements to ConCrete Plus the user should first check whether the Plot window is activated and select one of the 4 possible reinforcement results to be displayed He should then select one or more elements for which he wants to transfer theoretical reinforcement quantities towards ConCrete Plus then go to the main men entry File Expor and choose the file format ConCrete Plus pcp In case reinforcement
50. calculations later on individual load cases ultime limit state ULS combinations and serviceability limit state SLS combinations SLS QP for quasi permanent combinations SLS RC for rare combinations and SLS FC for frequent combinations Which combination to generate x Add combination for Eurocode 1 IV load groups JV ultimate limit state fundamental combination ULS FC IV serviceability limit state rare combination SLS RC serviceability limit state frequent combination SLS FC IV serviceability limit state quasi permanent combination SLS GP i Cancel PowerFrame Reference Manual 44 If the user wants to define a particular load combination manually the New combination button will be used PowerFrame will then ask to specify all coefficients manually rather than taking them from a pre defined list LIC ioi x Name of combination Combination 47 Type of combination Loads group C ULS FC ultimate limit state fundamental combination C SLS AC serviceability limit state rare combination C SLS FC serviceability limit state frequent combination C SLS GP serviceability limit state quasi permanent combination Factors per loads group ni Loads group Psi Unfavourable Favourable Type selfweight 1 00 1 00 1 00 1 dead load 1 00 1 00 1 00 2 wind L 1 00 1 00 1 00 3 Wind A 1 00 1 00 1 00 be All factors equal to zero All factors equal to one
51. crete shear strength Finally the user can specify an additional eccentricity for the verification of the buckling resistance When this option has been selected PowerFrame will possibly increase the calculated reinforcement quantities as to avoid buckling problems with compressed members The verification of buckling risk is based on the model column method which requires the specification of an additional eccentricity to account for possible global imperfections The user can choose between two methods e either perform the global elastic analysis without considering any global structural imperfections In this case an acceptable and reasonable value of the additional eccentricity should be specified e or perform the global elastic analysis taking into account the effect of global structural imperfections In this case a very small value for the additional eccentricity is sufficient Zero values are not accepted 3 3 4 3 Reinforcement parameters Next to the definition of the concrete properties required for an organic calculation reinforcement specificiations should also be provided This can be done through the main menu Analysis R C design parameters Reinforcement which will give access to the dialogue window below PowerFrame Reference Manual 81 x longit reinforcem fyk 500 00 Nmr transverse reinf fywk 500 00 N nor partial safety factor fi 15 gross reinforcem cover
52. d see below E Y E with results fed without results 3 5 2 Opening a PowerFrame project Next to the standard PowerFrame projects with extension ef3 PowerFrame can also directly open back up projects with extension ef l To do so use the menu entry File Open or directly use the icon a it should be noted that the pull down part of this icon allows the user to open directly the most recently used PowerFrame projects The list of the most recently used projects will automatically appear in a pull down menu when the arrow is pressed down In case a project is opened using the complete File Open dialogue a pull down menu allows to specify the type of file to be opened ef3 or ef PowerFrame Reference Manual 100 2 xi Lookin MyComputer 0e m J 314 Floppy A S Local Disk C 2 DYDICD RW Drive Ds a Removable Disk E Shared Documents File name Files of type PowerFrame ef3 Cancel PowerFrame ef3 PowerFrame Backup efl 3 6 Preferences 3 6 1 General parameters The menu entry Edit Preferences gives access to a dialogue in which a number of global preferences can be defined related to different aspects of the work with PowerFrame Preferences j x General Loads Black background F Always save incompatible loadgroups A Invisible parts draw greyed Hatching for distributed loads IV a
53. d for all other connection types PowerFrame Reference Manual 111 Upon completion of the above described transfer process the connection is stored in a connection library accessible directly from within the PowerFrame environment In case a connection is already present in this connection library PowerFrame will ask the user to confirm if the new connection properties should also be assigned to all nodes that are associated to the connection 4 2 Connection library The connection library can be accessed through the amp icon First of all it is necessary to make a distinction between v an internal library associated with the project itself v an external library which has no relationship to any particular project but is generally available to all projects At the moment a new connection is assigned to a node in the active model this connection will be stored only in the internal connection library In this way the connection is saved along with the Powerframe model so that any other PowerFrame Master user can ask for this information when the project is opened On the other hand the external library is called ConnectionLibraryPF clf and is located under the installation directory of PowerFrame PowerFrame Master users have access to this library from within any PowerFrame project At the start of a project no connections are stored in the internal library yet The user will during the design process add connections
54. d shear forces at bar ends bottom JV Nx Jv Yz IV Vy top JV Nx v vz IV Vy Cancel A first possibility offered by PowerFrame is the definition of selected members as tie rods Members specified as tie rods cannot resist bending moments Furthermore the axial forces in the rods can only be tensile forces which is ensured by PowerFrame through an iterative analysis for all load combinations which eliminates all tie rods working in compression It should be noted that bars removed from the model can be different for each load combination Alternatively members can be defined with semi rigid connections at one or both ends In this case PowerFrame asks the user to specify the rotational stiffness of each connection For example in the case where 2 bars eg a beam and a column are tied through a semi rigid joint bending moments are transmitted from beam to column in function of a specific rigidity associated with one of the local bending axes eg My This is for instance the case when the joint stiffness has been calculated with PowerConnect Another example where a beam can move on top of a column may be modeled in PowerFrame by unselecting the appropriate Vz in the dialogue window above thus specifying that the connection cannot resist a shear force PowerFrame Reference Manual 28 Note y and z always refer to the local axes of the bar elements see figure below Note the definitio
55. data of PowerFrame Reference Manual 104 a single elements needs to be transferred to ConCrete Plus it is also possible to directly Copy Paste the data between the 2 applications The word element in the above paragraphs refers to a number of adjacent bars along a single line One such element is imported in ConCrete Plus as a single multi span beam 3 4 Export to Microsoft Excel PowerFrame enables you to export data tables and result tables to an external spreadsheet program Activate the appropriate window and choose the instruction Edit Copy Next open your spreadsheet and use the Edit Paste function The table now appears in your worksheet and it can be further processed PowerFrame Reference Manual 105 4 Connection design The PowerFrame Master version not only allows to perform a global design analysis of a structural frame but also provides the possibility to further use the global design results for a detailed design of all steel connections that are part of the frame This is done using the technology of the BuildSoft product PowerConnect integrated within the PowerFrame environment using the DLL Dynamic Link Library technology Thanks to the interaction between the global frame design analysis and the detailed connection design analysis the internal forces calculated by PowerFrame can directly be used as loads on the connection to be designed rather than requiring a manual time cons
56. e ENEE RERE EE ERE ETE EE E E e Using the menu s ssssseeeeeeeeeeees Using the Ctrl or Alt button Combined Selections rr aenean ea Eea AEN EEEa A EA E OE E N A AA E E EN aaslaaes test Tnte lligent CUTSO icin a a a aa LOOM CO PON AEE EE E A E T E E E E E a sts Hide show SCLC CHON eaieses secede res RA EAR wiatseaeeal Material ibrary ooieoe a eea aai eai R A a Cross section library esre a EE EENS A as ela ESE Eai 14 The Geometry windOW esossssseesssssseesssseseesssseseessssrresssoseessssereesssseseess 16 AUR aa l A EA E EEA N T E E EEE E EEN Drawing plane The geometry icon toolbox 3 1 8 3 1 Selection arrow 06 3 1 8 3 2 Draw bafS cccccceee 3 1 8 3 3 Remove bars 3 1 8 3 4 Divide bars c cccceeeee 3 1 8 3 5 Intersection of members 3 1 8 3 6 Translation 8 COPY ai arit eck ices Heeb ated i Mans Hades eetes Aa eM SN tee een eats 3 1 8 3 7 RO tat OT 23 arsri ch ik ee E e a ores ehatia cies cued cee eras tei sh ete Moves uct ania scat tec Sueliays so ceuiy Ee 3 1 8 3 8 Mirror 3 1 8 3 9 EXCH SION sevstsrocc cess cesses E E A E AE coub SaMaa eu eueoUs SS abate oases ga sab E E Maya o nue coat Shewegesnancaaiestes 31 83 10 Predefined Structures eson n a e a Wo seseecs vase beveaebe eves E TE es eaceeassdedel ER 3 1 8 3 11 Boundary conditions 3 1 8 3 12 Diaphragms 3 1 8 3 13 Rigid or hinged nodes 0 0 3 1 8 3 14
57. e model moving throughout the screen To fit the complete model to the working window use the icon of the toolbar All above mentioned functions are also available through the menus Go to Screen and the four top entries will give access to these model manipulation possibilities Alternatively the following shortcuts can also be used F10 Zoom in F11 Zoom out F12 Fit to window Finally a last method is available for zoom in amp out Having clicked the right hand button of the mouse move it over the window keeping the button pressed down Moving the mouse up will zoom in on the model Moving it down will zoom out The zoom operation is always applied from the originally selected point which accordingly will remain visible at all times 3 1 5 Hide show selection The graphical interaction with the geometry model can be facilitated as PowerFrame offers the possibility to mirror only part of the model geometry Working on a partially hidden model will further facilitate the selection of elements as the hidden parts of the model will not be unnecessarily available for selection First select the members that are to remain visible and those that are to be hidden Next if the selected members only are to be displayed the H icon should be activated If on the other hand the selected bars are to be hidden click on Ft Using the third icon H will make all members visible again To switch from visible to hidde
58. eference Manual 18 This dialogue menu allows to specify a point where the position of the drawing planes is to be located 3 1 8 3 The geometry icon toolbox The icon toolbox groups a complete set of modeling functions in a compact area on the screen 3 1 8 3 1 Selection arrow Using E de activates any other function active at a given moment By clicking on this button the cursor will come back to its original shape and the selection of any entity node member will now be possible within the Geometry window 3 1 8 3 2 Draw bars BA allows to draw bar elements directly on the Geometry window Click on the icon and select a first point using the mouse Move the mouse to the position of the second point keeping the left hand mouse button pressed down Release the mouse button when the second point has been defined A line will automatically be drawn between both points Performing this operation using a 2D view will enable the user to draw a line between 2 arbitrary points in the drawing plane However performing this operation using a 3D view will only allow to draw new members between already existing members 3 1 8 3 3 Remove bars PowerFrame Reference Manual 19 Using x will allow to easily wip out all members included in the current selection Using the button Delete or Backspace will give the same result 3 1 8 3 4 Divide bars If the user wants to further divide selected members
59. erent steel grades can freely be chosen by the user as well as the corresponding material properties The default steel grade is defined by selecting the appropriate radio button 3 3 3 3 Timber design parameters To define the parameters to be used for the timber design analysis the user should select the menu entry Analysis Timber design parameters and will then have access to the dialogue window shown below Timber parameters 4 x Characteristic strenght E x Tensile strength in fiber direction foo N m Compressive strength in fiber direction hzo o N nore Bending strength heo Nmmr Shear strength he o Nmr Young s modulus E fi 0000 Nmr Shear modulus G 625 Nmr Factor for humidity and for long term loads kwon 0 60 Partial safety factor tha e 1 30 Cancel PowerFrame Reference Manual 70 Through a pull down menu in the upper part of the dialogue window the user can select the appropriate timber class The corresponding material properties are filled out automatically in the editor fields The values of De kvon and ym remain unaffected when a different timber class is selected 3 3 3 4 Verification of the cross section strength During the verification of the cross section strength PowerFrame checks whether the calculated internal forces exceed the design values specified by the selected standard This verification takes into account the appropriate safety coefficients on m
60. ers you ll still have to define the connection topology In case of a column beam connection you also have to specify which member is to be considered as the primary bar and which is to be considered as secondary The same logic will be encountered for other connection types First step After all connections have been recognized they can be detailed one after the other However before actually starting the connection detailing you ll have yet to choose the load combinations which are to be used for the connection design It is obvious that not necessarily all load combinations that were considered during the global PowerFrame analysis are critical for the connection calculation Therefore the link between the global frame analysis and the detailed connection analysis allows to filter the load cases used by PowerFrame based on of the maximum internal forces calculated by PowerFrame The filter threshold can be specified independently for the different types of internal forces axial force shear force bending moment The user should be careful not to define the threshold values too high For instance if all filter values are defined as 95 the risk exists that those combinations in which M N and V reach a value of 90 simultaneously are not included in the selection while the combination with gt 95 values for M but fairly low values for V and N will be included Nevertheless the first type of combination will usually be more critical
61. esign response y is the combination coefficient applied to a specific load case for accidental combinations at ultimate limit states and for those frequent combinations in serviceability limit states for which the related load case has the most unfavorable impact on design response We is the combination coefficient applied to a specific load case for the quasi permanent combinations in serviceability limit state For the accidental combinations in ultimate limit states and for frequent combinations in serviceability limit states this coefficient is applied when another load case has a more unfavorable impact on design response Finally the column at the right hand side contains an icon which changes when selected This icon helps to define the simultaneous loads on multiple spans Situation can occur in which the live load acting on a continuous beam with 3 spans is not applied at the same time on all spans When considering for instance the bending moment in the central span the most unfavorable condition is met when the live load is not applied on that particular span In PowerFrame Reference Manual 41 the table below are indicated systematically which combinations of loads are considered for different simultaneity conditions again for the example of a 3 span beam Application of the unfavorable safety coefficient y is indicated by a v while application of the favorable coefficient y is indicated by a
62. f the structural model see 3 1 9 4 9 PowerFrame Reference Manual 85 3 4 Printing model data and results In this section of the PowerFrame reference manual all aspects related to printing model data and results will be discussed printer configuration printing a single window printing an analysis report creating a comprehensive text format RTF file which can be further processed by a word processor 3 4 1 Printer configuration In the main menu the entry File Print setup allows the user to define the printer configuration through the dialogue window shown below Print Setup 2 x Printer Name Lexmark Optra S 1650 MS Properties Status Ready Type Lexmark Optra S 1650 MS Where BS CITRIXTSLEXMARKO Comment Paper Orientation Size Ad v Portrait Source Tray 2 x Landscape Network Cancel This window corresponds to the MS Windows Print Setup dialogue and can be different depending on the actual MS Windows version the user is working with The user selects the requested printer and if necessary modifies the print parameters by using the button Properties In the lower half of the dialogue the user can define both paper size and orientation PowerFrame Reference Manual 86 3 4 2 Printing a window The contents of each of the 5 PowerFrame main windows Geometry Loads Plot Data and Resul
63. ff 340 90 cr Wply 12824377 9 moe Weffz 932315 9 a C1 1 28 Mer 3447 3 kNm lambdaLTS 0 94 sigmaLT 0 2 alfay 0 21 alfaZ 0 34 lambdaS Y 0 16 lambdaSZ 7 78 aT 0 71 chiZ 0 02 kLT 1 00 muz 3 18 kz 1 02 Ne Rd 115 4 kN Mply rd 1946 6 kNm Mez rd 199 2 kNm Cancel Independent of the selected design standard the buckling length of the member can be changed by directly editing the appropriate fields in the above dialogue window or by using the icon 4 Once the buckling length has been changed a new buckling stability check can be performed for the member by using the button Recalculate buckling risk When performing a buckling stability verification with respect to Eurocode 3 the possibility exists to consider the presence of lateral torsional stiffeners Those stiffeners do reduce the lateral torsional buckling length to values which can be significantly smaller than the member s system length For instance it can be seen that when using 3 lateral torsional stiffeners the lateral torsional buckling length of the member is reduced to 1 4 of the system PowerFrame Reference Manual 73 length when the stiffeners are positioned at a relative distance of 1 4 of the system length Two additional options are available when performing the torsional buckling check end points hinged for torsion k 1 end points free for warping kw If the user has selected the optio
64. g preferences in another PowerFrame project using the icon in the dialogue window Of course there is no guarantee that the number of load cases and load combinations will be the same in both projects Therefore the load cases and load combinations selected in the tab pages Plot and Results are not saved in the preference file but the selected envelopes ULS SLS RC and SLS QP are saved and can be re used 3 4 3 7 2 Saving reports as RTF file Once the definition of the printing preferences has been completed the analysis report can be printed on paper Alternatively the report can also be written to a RTF Rich Text Format file This file can be used with most word processors giving the user the possibility to further edit and complete the document for instance include the company logo and thus allowing for a full customization of the PowerFrame reports PowerFrame Reference Manual 97 To actually save the report to RIF use the lel icon at the bottom of the dialogue window 3 4 4 Print preview Before actually printing the analysis report to paper the user can preview it and check whether it really meets his expectations through the icon or through the main menu entry File Print Preview a PowerFrame lel x 63 mm As lt gt Of Diagrammas Deformation a
65. gth buckling stability verification In these cases the table always gives the maximum value over the entire bar element If only one bar is selected in the Plot window the Results window will present result values at both end nodes and at 9 intermediate nodes along the member aC exemple ef3 Plot iof x a Note Just like all other tables presented by PowerFrame the table of results can be exported to a spreadsheet tool like MS Excel or another program by using the Copy Paste possibilities of MS Windows 3 2 Calculation of buckling lengths PowerFrame calculates the buckling length of individual members Consider the example of a member which is part of a structural model for which the user wants to calculate the buckling length with respect to the strong and weak axis The buckling length calculation starts with the application of a uniformly distributed unit load on the member in the direction for which the buckling length is to be calculated The response of the whole structural model to this load is then calculated The following specific results are of interest PowerFrame Reference Manual 62 e displacement v and rotation at both end points related to the direction in which the load is applied e bending moment M and shear force V at both end points again related to the direction in which the load is applied PowerFrame will then determine the ratios V v and M to obtain values for
66. he plot icon toolbox PowerFrame Reference Manual 57 Moving over the icon toolbox downwards the following entities are encountered Pull down menu The pull down menu contains the complete set of combinations that was generated in the Loads window along with the appropriate envelopes The envelopes are named ULS for the ultimate limit states SLS RC for the serviceability limit states rare combinations and SLS QP for the serviceability limit states quasi permanent combinations Those envelope curves are of course only available if at least one load combination is present in the corresponding group Deflections The first 4 icons below the pull down allow to visualize the deflections of any structural bar Using the icon a will plot only the X component of bar deformations in the Dy Dz global coordinate system of the model The icons af and rca perform the same operation but now with respect to global Y and Z components of deformations Deyzg Below those 3 icons zel allows to plot the complete deformation in the global coordinate system This icon is not active for envelope curves as a single line does not allow all possible deformations of the system to be shown Internal forces N Using g plots the axial forces in all bars both tensile and compressive forces at the same time negative values correspond to compressive forces The shear force along the strong axis of the bar
67. he surface load Just as for any other type of load previously discussed the load icons are adapted automatically to the viewpoint of the Loads window It should be noted that with surface loads the definition of load per unit surface is possible either along the surface itself or along its horizontal projection Let s now have a closer look how the surface loads are distributed towards the selected bar elements First of all a triangular surface mesh is created for which mesh size depends on the triangulation density specified by the user The triangulation created by this automatic meshing procedure can be visualized by activating the option Visualize triangulation PowerFrame Reference Manual 54 MiMi NY WYN MAA NY YN MAA NY NN MAN VAAN MANNA AS AESA vv ANA ARN VAN VAN VAN AN AN VAN AN MANZAANAKANA IZ TAN VAN AN VAN AN VAN VANTAN vV ZA YAY AYN VAASAN NM YAY YYYY YAY AYA MAMAN ANA ZYN WW Y VANN VASEN NENEN M TATATATA TATATATA vv T AYN YYY NN Next PowerFrame will calculate for each mesh triangle the resultant P of the surface load acting on that triangle It will then investigate the influence of such a resultant force P on all selected lines which belong to the closed surface Assuming that v agiven line is divided in several nodes 1 until k v the distance between each of these nodes node number j for instance and the centre of gravity of the active triangle is descri
68. higher the number of members in the upper region approaching the target value of 100 the more efficient use will be made of all structural members Of course the limit value of 100 should not be exceeded for any member at least in principle 3 3 4 Calculation of reinforcement quantities 3 3 4 1 Selection of R C design code For those members which have been assigned a material property of type concrete PowerFrame can further use the results of an elastic analysis to calculate the required reinforcement quantities PowerFrame Reference Manual 78 Results of this calculation can be slightly different depending on the selected design code This selection can be made through the main menu by going to the menu entry Analysis R C design code Following design codes are currently supported lv Eurocode 2 B A4 E L 91 DIN 1045 E NBN B15 002 NVN ENY 1992 1 1 NAD ACI 318 DIN 1045 B5 6110 NEN 6720 Depending on the selected design code a number of material properties needed for the evaluation of reinforcement quantities and further organic calculations need to be defined 3 3 4 2 Concrete parameters The concrete properties can be specified through the menu entry Analysis R C design parameters Concrete The following dialogue window relates to Eurocode 2 Concrete x compr strength fck oo 28 N mmt partial safety factor iso 00 Young s modulus 319
69. hrough the detail connection analysis again in this final verification phase PowerFrame offers the user the possibility to directly verify all connections in PowerFrame thereby reducing considerably time and effort To launch the verification of connections within PowerFrame use the 49 icon A window is then scheduled containing 4 tab pages Each tab page corresponds to a specific connection type moment connection with H and column base with H and hinged connection with H and 1 tubular connection PowerFrame Reference Manual 115 a Design verification of connections J Z ol x Moment connection with H and Column Base Hinged connection Tubular connection column base This window summarizes for each node the maximum internal forces and compares them to the strength characteristics of the corresponding connection as previously transferred from PowerConnect to PowerFrame In case this verification is unsatisfactory for a number of nodes the verification results are printed in red The results of this verification can be printed using the amp icon at the bottom of the window Alternatively this verification list can also be included in an analysis report next to the other global analysis results see 3 4 3 6 PowerFrame Reference Manual 116
70. ibrary The second column shows all available profiles within the selected family When using the library of steel profiles the steel grade and production method hot rolled cold formed or welded can also be specified Both PowerFrame Reference Manual 31 parameters are important when computing the profile strength and the possible buckling 3 1 8 3 17 Link to Section Utility for general cross section types PowerFrame is enriched with a so called Section Utility allowing the user to draw any type of cross section and to compute its characteristics Having checked that all members to which the new cross section should be assigned have been selected click on rs to activate Section Utility A specific chapter of the PowerFrame manual deals with Section Utility This manual gives an overview of all functions offered by Section Utility and further illustrates its use by means of a series of examples 3 1 8 3 18 Orientation of cross sections Any cross section selected from an existing cross section library has a default orientation in 3D space If this orientation does not correspond to the desired orientation PowerFrame always allows to change section orientation A through the 2 icon Cross section orientation x Orientation 45 Mirror rea Cancel The left hand side of the screen presents a view of the actual orientation of the cross section at a given time Just select the drawing and use the mou
71. ignment Column Sj 42231 Rad KNm HEA 300 Category rigid B Export connection Right hand beam HEA 300 M E Import connection Cancel OK In all cases detail information on connections accessed through the connection library is presented in the dialogue window shown above In the left hand side of this dialogue a list is presented of all relevant available connections along with their name type of connected cross sections and stiffness characteristics The button Comment allows to add further information concerning the connection By selecting a specific connection from the list at the left hand side the resistance characteristics will be summarized by presenting the maximum values of the internal forces To present the frame nodes to which this connection has been assigned use the button List assigned nodes The connection name can always be modified through the edit field at the top The two lines just below the Comment button specify in which library the connection is stored A V sign indicates that the connection is saved in the appropriate library A connection that has been saved in the internal library can not be removed by switching of the V If you still want to delete this connection use the buttons at the lower part of this dialogue window To visualize all connections present in the internal and external library make PowerFrame Reference Manual 114 sure the ico
72. into multiple member A i elements he will have to click on FIA dialogue window will prompt the user to specify the number of divisions along the selected members Divide bar s x Divide bar s in 2 sections mes 3 1 8 3 5 Intersection of members Should the user need to specify a node common to 2 intersecting members or a node at the intersection of a line and a plane he should click on x Intersection of bars xj Find intersection of two selected bars Find intersection of selected bars with plane C z y 500 cm To appreciate the importance of this function the user should bear in mind that 2 intersecting bars are not necessarily connected at the point of intersection unless a node is created explicitly at the point of intersection 3 1 8 3 6 Translation amp copy at The button fd can be used to translate or copy selected members PowerFrame Reference Manual 20 xf Noo Mate I Create connections N 3 OK ec aes dy 250 cm Cancel dz fo cm A dialogue menu will ask the user to specify the number of copies to be made N If a translation only is required then N remains equal to 0 otherwise the user should simply specify the number of copies to be made and next define the translation vector to be used If this is a copy operation an optional request can automatically create members between the corresponding nodes of the original and the copied members Note Trans
73. is usually more convenient to have the 3 graphical windows aligned in terms of viewpoint amp perspective Whereas the options specifically related to the Geometry window are fairly self explaining some additional explanation is required with respect to the Loads option During the definition of load cases specific load groups can be declared as mutually exclusive or incompatible This option will make sure that the definition of loads incompatibility is saved for later re use The Fly over snap options allow to control PowerFrame s intelligent cursor It can be switched on or off while the snap resolution can also be specified 3 6 2 Units and decimals Use the menu entry Screen Units and decimals to specify in which units you want to enter model data and you want to display analysis results The level of precision can be adjusted by modifying the requested number of decimals PowerFrame Reference Manual 102 Units and decimals i x Length em z o mm z fo ooo am e Concentrated load force kN if kN m Deformation Angles Distributed load Surface load Moment Temperature Surface Mass length Density Therm dilat coeff Volume Weight Dimensions Young s modulus E Moment of inertia Section modulus W Radius of inertia Torsion constant It Warping constant Iw Stress Reinforcement Transverse reinf Spring const kNm rad 2 Cancel Rotat
74. it with the mouse and use the Delete button or Backspace button to remove it 3 1 8 3 13 Rigid or hinged nodes By default the nodes of a PowerFrame model will be rigid However any node can be specified as completely hinged with respect to the strong AND PowerFrame Reference Manual 26 the weak axis of the cross section by selecting the considered node and then clicking on the icon E Nodal type x F Note This function is to be used only if all bars meeting at a given node are tied to that node through hinges In case only some bars have an hinged connection or if the hinged connection applies only to the weak OR the strong axis of the cross sections the node should be defined as rigid while the connection properties should be defined on the individual bars see next section of this reference manual 3 1 8 3 14 Connection at bar ends amp tie rods Quite often connections between members of a steel frame are not really rigid Therefore PowerFrame can handle specific stiffness properties for any connection in a structural frame model The user selects the bars involved and clicks on 4 to open the dialogue window below PowerFrame Reference Manual 27 Hinges at bar ends x Transfer of bending moments at bar ends n C tie rod semi rigid connection lower My 0 0 kNm rad hinged x BLA foo kNm rad upper V My frigid x IV Mz Transfer of normal an
75. l move as a whole to a new position when one of the end nodes is moved On the other hand when the segments are ungrouped only the segment connected to the node which is moved will be involved in the operation causing a discontinuity in the slope of the beam mai grouped not grouped or ungrouped When a member is subdivided into several segments all segments remain grouped by default To ungroup them an explicit user action is required select the bar s and click on the icon amp to ungroup To group individual PowerFrame Reference Manual 36 bars click on amp Both functions are also available through the main menu Screen Finally to select all members belonging to a group select one bar of this group by keeping the ALT key pressed down 3 1 8 7 Element types To further facilitate the work with PowerFrame classes of elements can be combined into distinct TYPES The user can create a series of different types and then assign a type to a set of selected bars All members belonging to a specific type can easily be selected simultaneously Just select any bar of a specific type and keep the CTRL button pressed down All members sharing the same type will now be selected Types can be defined by clicking on the icon or through the menu entry Screen Element type Choose design type s x 0 purlin wind bracing Cancel ridge purlin New type Delete type
76. lS 2 Magnitude at 1 foo kN m m Magnitude at 2 10 0 kNm Cancel Distance from 1 fo cm Distance from 2 oOo o cm bar length 818 cm To further edit the dialogue the same principles can be used as for the definition of distributed loads in the global coordinate system except for the possibility to define load values per unit length of horizontal projection as this does not make sense in such a situation 3 1 9 4 3 Temperature exposure PowerFrame allows to handle a global temperature exposure on selected bar s The corresponding mechanical load is calculated using the thermal dilatation coefficient of the material used for the selected bar s considering the stresses that are induced in the bar due to the restrained dilatation following a temperature variation This coefficient is stored with other material properties in the material database and can then be modified whenever required To define the temperature value on selected bar s click on the icon zh and PowerFrame will ask to specify the temperature raise Global modification of bar temperature x e Cancel Temperature raise 10 0 G 3 1 9 4 4 Pretensioning load In structural modeling applications situations may arise in which bars or cables are subject to an initial pre tensioning for example a cable which is to remain under tension during operating conditions To define the pre K tensioning level applied to the selected bars click on Ni P
77. lation operations can easily be defined by drawing the translation vector directly between 2 existing nodes on the Geometry window 3 1 8 3 7 Rotation Performing a rotation on part of the model is done following the same procedure as for the copy translate operations It is necessary to provide additional input parameters such as the plane in which the rotation is to be performed the rotation centre the rotation angle and the number of copies to be made All these parameters can be defined through the dialogue file below which is activated by clicking on the button a PowerFrame Reference Manual 21 xf p an N JV rotate loads Rotation axis parallel to C z axis y axis C x axis through point f with number fi C with coord x fo cm y lo cm OK t Lok rotation angle 30 00 Z displacement Y o O a __ Cancel along the axis Cancel For loads which have been defined relative to the global coordinate system of the structural model direction and orientation relative to this global coordinate system will not be changed during a rotation operation However by selecting the option rotate loads those loads will be locked to the corresponding bars during the rotation operation and so will be rotated along with those bars Loads which have defined relative to the local coordinate system associated to each bar element will always be rotated along with the corresponding bar whethe
78. lled with the specified cross section dimensions and the maximum reinforcement ratio for instance limitation of concrete compressive stresses in SLS QP Important note PowerFrame provides the user with theoretical reinforcement quantities which then need to be translated into a practical reinforcement design During this translation of theoretical reinforcement into practical reinforcement the user is urged not to re use reinforcement bars at the upper or lower fiber for the right hand or left hand side of the beam cross section At any time and at each location the sum of all practical reinforcement quantities at bottom top left amp right hand side fiber needs to be equal at least to the sum of the theoretical reinforcement quantities as calculated by PowerFrame Calculated reinforcement quantities can be exported to the BuildSoft program ConCrete Plus which allows to translate automatically the theoretical reinforcement quantities into a practical reinforcement plan and cutting list 3 3 5 Modal analysis PowerFrame allows the user to perform a modal analysis on the structural model defined so far This model analysis will evaluate the structure s lowest N eigenfrequencies and corresponding eigenmodes Launch the modal analysis through the menu entry Analysis Modal analysis PowerFrame Reference Manual 84 Analysis type Eo x Static analysis Modal analysis Eigenvectors Number of eigenvectors ja
79. lysis strategies Prior to explaining these in detail gain of optimal and exhaustive understanding of the scope and context of each strategy is advisable PowerFrame Reference Manual 64 yes Braced structure no l structural imperfections second order analysis gee bars with e0 d te MDLx1 1 1 acr MDL x 1 2 o Lb non sway Lb non sway in plane buckling check out of plane buckling check and lateral torsional buckling check cross section resistance check Qcr critical load factor vertical loads global elastic buckling of structure N axial force in bar design value ULS N cr critical axial load of bar based on system length 0 d bar imperfection MDL part of bending moments related to horizontal displacements see 5 2 6 2 5 Lb buckling length to be used in buckling check Refer to the flow chart above on possible global analysis schemes as specified by Eurocode 3 Navigating through the flow chart one of the first questions to be answered relates to the sensitivity of the structure to horizontal loads If a structure can be considered to be braced in other words if a correctly designed bracing system is capable of transmitting horizontal forces to the supports of the structure it can be assumed that the structure presents sufficient stiffness to neglect the impact of global imperfections In this case a sec
80. m amplitude 30 screen points 20 screen dots Results x Ei Print preview amp Print E S Cancel The second tab page Beams contains all parameters that are needed to define the actual contents of the different plots to be made First the user will select one of the icons on the left hand side corresponding to the results type that needs to be reported Then he will refine the definition by selecting the load case and or combination for which the active results type needs to be included in the report PowerFrame Reference Manual 92 Print report x General Geomety Loads Plot Data Results IV Print diagram s General Beams E aP ar R Deformation dX mm eigen gewicht SLSQP1 R F Permanente last L ULS FC vA y ULS FC 1 SLS RC a Sead Ne ULS FC 2 C SLS QP y ULS FC 3 Mz ULS FC 4 SLS RAC1 JV Maximum result values Also report on favourable combination JV with colours and scale O 2 oe ze p C rel deformation max 1 200 00 with hatching 30 view View a Print preview g Print E S Cancel 3 4 3 5 Tab page Data The tab page Data allows to print tabular data concerning cross sections material properties loads Having selected the Print data option the user can further refine the specification of the actual data f
81. m result values also display most favourable state V with colour scale and legend f max FC 220 6 max in bar3 user defined maximum o o with hatching maximum magnitude 40 screen dats Default Ea ces The dialogue window which appears contains the majority of the icons that are also present in the icon toolbox of the Plot window For each icon in the dialogue box the user can specify the plot parameters separately by clicking on the corresponding icon to access the parameters and edit the fields at the right hand side If the first option has been selected maximum values will appear on the screen next to the results curve for all visible bars The second option allows to show or hide the curve giving the minimum result values If the third option is selected results will be presented on a colored scale having a range which depends either on the maximum result values or on pre defined result values If this option is not selected results will be shown using a monochrome display mode while the color scale legend will disappear from the Plot window The last option allows the user to specify whether he wants to show the surface between the results curve and the undeformed bar with or without hatching Finally the editor field located at the bottom of the dialogue window is used to define the number of screen dots to represent the maximum results with respect to the undeformed bar 3 1 10 2 T
82. mber fio Set up Deformations Forces at bar ends tion f eigen gewicht a seen ila _ Permanente last SLS AC Internal forces v ULS FC 1 SLS QP v ULS FC 2 Elastic stresses v ULS FC 4 C SLS AGI Reinforcement 1 List steel and timber LI SLS QF Detailed forces in bars eigen gewicht Permanente last SLS RC PULSE SLS QP ULS FC 2 C ULS FC3 ULS FC 4 SLS RC 1 ISLS OFI Design check steel and timb I Effective modal mass Modal damping Design verification of cor LA Print preview g Print E os Cancel If the user requests analysis results to be printed for the most loaded bars only he further needs to specify the number of members that must be included in the report Furthermore the button Set up allows to define the criteria that are used to specify the actual meaning of the criterion most loaded PowerFrame Reference Manual 95 a Parameters for most loaded bars x m Deformation of bar members Ble Jv dy Bi Detailed internal forces Iv N Vz vy My Mz Bgl Detailed elastic stresses JV sigmay sigma y sigma z sigma z M Detailed reinforcement data JV Ay J Az Awz M Awy Detailed design check steel timber V cross section r buckling Cancel Suppose the
83. ments My and M and torsion moment T PowerFrame Reference Manual 96 the button Elastic stresses gives access to elastic stresses due to axial forces and bending moments for homogenuous elastic material not available for materials of type concrete the button Reinforcement will present calculated longitudinal and transverse reinforcement quantities in a tabular format the button List steel and timber relates to the results of cross section strength and buckling stability checks expressed as of maximum strength using the button Design check steel and timber the user can also include the detailed results of cross section strength and buckling stability verifications Finally the option Verification of connections allows to include the results of the verification analysis on steel connections that were previously designed with PowerFrame Master see 4 3 as part of the analysis report 3 4 3 7 Additional options 3 4 3 7 1 Saving and reading printing preferences In the previous sections it was exposed how the analysis report can be tailored to the user s specific demands Having gone through all necessary steps the user may want to re use the results of his specification work with other PowerFrame projects as well To do so the user should save the printing preferences he has defined using the a icon at the bottom of the dialogue window It will then be possible to load those printin
84. moment My shear force 2 0 00 moment Mz shear force Vy 0 00 gt moment My and Mz normal force 37 74 moment My and Mz shear force z and Vy normal force 0 00 torsion 0 00 detail design check moment My and Mz normal force maximum at node 4 for combination ULS FC 1 N 140 5 kN compression My 94 3 kNm Mz 0 0 kNm section class Y 2 section class Z 2 112 53 cr Woly 1383271 5 moe Wolz 641166 0 mr Npl Rd 2404 0 kN Mply rd 295 5 kNm Mplz rd 137 0 kNm al In the dialogue window all verifications are summarized in the above example all verifications have been performed based on Eurocode 3 The specific design check which yields the highest percentage of design resistance is always indicated in bold For this specific design check the detail information is presented in bold in the lower half of the window To access detail information on the other design checks the user selects the appropriate design check with the mouse and the requested information will automatically appear in the lower half of the window 3 3 3 5 Verification of the buckling stability To access the results of the buckling stability check as a percentage of the buckling stability design value select the icon from the toolbox with the Plot window Completely similar to the presentation of cross section resistance verification results several checks are performed as part of buckling
85. n End points hinged for torsion the member will be able to rotate around its axis when subjected to a torsional moment at the end points It is clear that such boundary conditions significantly reduce the resistance against lateral torsional buckling If boundary conditions at the end points of the member are such that the above described rotation is restrained this option can be unselected a ZA In case the second option End points free for warping is selected the end sections will not be constrained to remain plane Again this type of boundary condition reduces the resistance against lateral torsional buckling For cross sections which are highly sensitive to warping warping of the end sections can be strongly reduced through the use of welded end plates In this case the option End points free for warping can be unselected 3 3 3 6 Cross section optimization The verification of cross section resistance and member buckling stability delivers a result expressed as a percentage of the members design resistance for the combination of internal forces under consideration An optimal dimension is realized when those results are as near to 100 as possible without exceeding this target value however PowerFrame includes optimization capabilities which allow to determine the most optimal cross section for the internal forces under consideration Optimization is achieved by a variation of cross section properties accordi
86. n is active This button is independent of the selected connection at the left hand side Finally we ll explain the function of the three buttons at the bottom of the dialogue window The first one DR Delete node assignment allows to remove a connection from the library All nodes to which this connection was assigned will loose the corresponding connection details and properties Using the button Delete will give the same result It s also possible to save and open connection properties without using any connection library through the buttons _ Eror connection and E Import conection These connections are saved on the computer s hard disc with file extension cfr and can be opened by PowerConnect without intervention of PowerFrame 4 3 Verification of nodes amp connections inside PowerFrame Having assigned specific connections to several nodes in the global frame model a new global analysis is required to account for the impact of connection properties on the elastic response of the structural frame It can indeed be seen that as a consequence of considering the actual stiffness of connections rather than considering them as either completely rigid or perfectly hinged a redistribution of internal forces is possible In principle the user should then utilize those newly calculated internal forces to verify with PowerConnect if all connections are still sufficiently strong Rather than being forced to go t
87. n has been assigned yet case 2 the dialogue will contain a button Assign connection which enables the user to assign a connection from the list shown at the left hand side to the selected node Those connections can come from both the internal and the external library provided that the buttons at the right hand side are activated A connection taken from the external library will automatically be added to the internal library to ensure it will be saved along with the global analysis model Finally the last case allows to consult and to manage connection library contents PowerFrame Reference Manual 113 a Connection library q O x Name column base Comment amp E to the intern library gt 7 to the exter library column base Profile Right hand connection Column Sj 424458 Rad KNm HE4 300 Category rigid List assigned nodes Beam column Profile Right hand connection Right connection Column Sj 42694 Rad KNm Positif moment 219 3 kNm HEA 300 Category rigid Negatif moment 219 3 kNm Sie beam Compression 1949 9kN Tension 865 5 kN Positif shear force 350 7 kN 350 7 kN Negatif shear force beam beam Profile Left hand connection Left hand beam Sj 483385 Rad KNm HEA 300 Category rigid Right hand beam HEA 300 Right hand connection j 483385 Rad KNm Category rigid column beam Profile Right hand connection PR Delete node ass
88. n members select the complete range of visible members Then click on first to visualize also the hidden members and then continue directly with Fi to hide the members previously selected PowerFrame Reference Manual 12 3 1 6 Material library PowerFrame includes a material library containing 3 default types of material steel timber and concrete each material with its specific pre determined properties The user can for instance create different types of concrete each one with its own characteristics It is also possible to add other materials for instance aluminum In case a material is defined as being concrete timber or steel PowerFrame will use the relevant design Standards when performing the analysis For all other types of materials PowerFrame will always perform a complete elastic analysis and will deliver deflections internal forces stresses with the exception of additional design code checks The material library can be managed as follows from the main menu access the function Edit Material library Three operations are available New Select Modify Matbib efm gt The first entry allows to create a completely new material library Once this library has been set up by specifying the name of a file where the material property definitions must be saved it will automatically become active in PowerFrame To actually define the contents of the library the user should go through
89. n of the local axes orientation can be changed through the menu entry Screen Local coordinate system 3 1 8 3 15 Constant and variable cross sections based on cross section types Cross sections can be defined in 3 different ways with PowerFrame e by choosing the cross section shape and specifying the dimensions e by selecting a cross section from the cross section library e by designing an arbitrary cross section using SectionUtility When using the first method the user selects the appropriate member s and clicks on to launch the related dialogue window PowerFrame Reference Manual 29 Cross section Cross section R HO shape rectangular section x L material concrete x B 200 mm H 500 mm surface 1000 00 ont weight 254 9 kg m strong axis y y Ie weak axis z z Hl 2083333333 3 mm4 333333333 3 mm4 mr 3333333 3 rane rane 5000000 0 m mm 57 7 mm one 1000 00 one 996000000 0 mm4 IV analyse 0 0 mm He should then first give a name to the new cross section to be defined Note If there is already a series of cross sections defined within the analysis project and if the user wants to assign any of those properties to a new member he can use the pull down menu inside the dialogue to select the required cross section 4B y 3 48 e b 3B b r2 a x t ri aB go Bn B 4 FS w tw i Pd je d tf tf v 1e Next a cross section sha
90. n the structural model and to calculate its fundamental natural frequency including the impact of lumped masses that are added to correctly model the dynamic properties of a structure To define these masses select the nodes where the masses must be added and then click on the amp icon Note This icon is only active if the load case Gravity loads for vibration analysis is activated through the pull down menu 3 1 10 The Plot window The Plot window allows to visualize graphically all analysis results If no analysis has been performed yet or if changes have been made to the analysis model without re running the analysis this window will be empty In case analysis results are available in the Plot window the user first chooses the load case or load combination using the pull down menu in the icon toolbox Note that with any type of results shown by PowerFrame a color scale is always associated at the right hand side of the Plot window The range of this color scale is automatically adapted to the result values referring to the visible bars 3 1 10 1 Plot parameters The plot parameters for the different types of results can be modified in a dedicated dialogue window which is accessed through the main menu Show Plot parameters or by selecting the icon in the upper icon toolbar PowerFrame Reference Manual 56 Plot settings x Bending moment My kNm J maximu
91. nd so will be mirrored along with those bars Loads which have defined relative to the local coordinate system associated to each bar element will always be mirrored along with the corresponding bar whether or not the option mirror loads has been activated Finally the option Keep the original structure allows to maintain or reject the Original structure as part of the modified model 3 1 8 3 9 Extrusion PowerFrame allows to extrude members from selected points in any given direction Having selected the points the user should click on HH and fill out the dialogue window below to specify the extrusion vector PowerFrame Reference Manual 23 Note The extrusion vector can also be defined by drawing it directly between 2 existing nodes on the Geometry window 3 1 8 3 10 Pre defined structures PowerFrame contains a library of typical structures such as frames spatial trusses continuous beams arches etc To access this library click on the AM wizard icon l Wizards Generate structure Wizards Types of constructions Available wizards rA AUTA Generate continuous beam eT oes_ Gantry Continuous beam Roof Structure RRR fel The window Generate structure allows continuous beams frames arches and spatial trusses to be defined The user has just to select the type of structure he wants to define and PowerFrame will ask t
92. ndary condition whichever is concerned Next the bars or nodes to which the properties need to be transferred shall then be selected The user will keep the right hand mouse button pressed down and select the entry Paste cross section or Paste boundary condition 3 1 9 The Loads window 3 1 9 1 The loads icon toolbox The first icon of the loads toolbox gives access to the definition of individual load cases name load coefficients etc The second one will allow all required load combinations to be generated Through the third icon a dialogue window will appear which enables the definition of the correlation coefficients to be used for the calculation of design gravity loads PowerFrame Reference Manual 38 Under both icons any of the existing load cases can be activated through a pull down menu Finally under the pull down menu a series of icons is available to create or remove loads from the active load cases e the icon immediately under the pull down menu removes all loads from the selected bars within the active load case The icon just beside allow to copy loads from one bar to another e the next 9 icons allow to specify different types of loads concentrated load moment distributed load displacement at nodes or on members e 3 dedicated icons enable to specify a temperature increase or a pre tensioning load on the selected bars e the last but one row of icons contains 2 climate load generators
93. ne of the above dialogue Now define for instance the customized text possibly spread out over several lines To introduce data page number or file name just click any of the buttons on top of the dialogue making sure you have selected the appropriate zone in the dialogue first 3 4 3 2 Tab page Geometry PowerFrame Reference Manual 89 Print report x General Geometry Loads Plot Data Results Necesesncoscevesneetatncceasene Nodes Cros sections Numbers Iv Names i Hinges Iv Orientations pz Supports Iv Complete drawing E Connection name E Material E Bars Steel grade E Numbers E Lengths E Buckling of bars In plane buckling length I Out of plane buckling length Lat torsional buckl length I View 3D view Ss R Pint preview amp Print al Cancel First the user should select the option Print diagram to be able to include geometry information in the report Then he can specify the data which are to be included in the report This is very similar to the specification of the information shown in the Geometry window see 3 1 1 but it is important to realize that both definitions are made completely independent from one another On the tab page the user can also specify the viewpoint to be used on the print out This viewpoint can be different from the viewpoint that is actually in use in the Geometry window itself If the user selects a 3D view
94. ng to one of the following principles e for cross sections selected from the cross section library the optimization procedure looks for a cross section within the same group HEA IPE as the original cross section which approaches the desired target value as close as possible e for cross sections defined on cross section types the optimization procedure will search for optimal cross section dimensions by modifying height width web or flange thickness depending on the preferences imposed by the user PowerFrame Reference Manual 74 To start the optimization procedure click on the Icon The next dialogue window appears Optimisation xj Optimisation parameters Adjust cross sections Optimize user defined cross seq Optimisation targets fi oo Optimize for Cross section resistance and buckling risk Cross section resistance Buckling risk Steel bars to optimize All bars C Selected bars only C Visible bars only Cancel Optimise The first tab page allows to specify the optimization targets Indicate whether the optimization must be realized e for both cross section resistance and member buckling risk e for cross section resistance only e for member buckling risk only The optimization can be done for e all bars e those bars which are selected in the Plot window e those bars which are visible The second tab page concerns all parameters relative to the optimization of cross
95. nic calculations This section of the reference manual will NOT deal with the theoretical background of organic calculations Instead reference is made to Eurocode 2 and the National Standards which are supported by PowerFrame PowerFrame Reference Manual 82 The organic calculation can be started as soon as the results of a global elastic analysis are available Remember that such a global elastic analysis is always based on the material properties as defined in the materials library The deformations calculated by this analysis are elastic deformations without considering any effects of cracking shrinkage or creep To launch the organic calculation three possibilities are available e use the icon e use the menu entry Analysis R C design analysis in the main window e use the F2 function key on the keyboard A dialogue window reports on calculation progress Once the calculation has been completed 4 additional icons become available in the icon toolbox of the Plot window y shows the longitudinal reinforcement quantities parallel to the strong axis of the cross section in most cases this corresponds to the upper and lower longitudinal reinforcement 4z shows longitudinal reinforcement quantities parallel to the weak axis of the cross section in most cases this corresponds to the front and rear longitudinal reinforcement Y shows transverse reinforcement quantities parallel to the weak a
96. o specify all data required to build the model The second window quite similar gives access to other types of structures and allows a more detailed definition 3 1 8 3 11 Boundary conditions As a 3D analysis program PowerFrame assigns six degrees of freedom DOFs to all nodes 3 translational DOFs and 3 rotational DOFs To enable a PowerFrame Reference Manual 24 correct analysis of any structural model it is important to specify correctly which DOFs need to be constrainted at the supports of the structure To define the boundary conditions click on Fal having previously checked that the nodes to which the user wants to associate a specific set of boundary conditions have already been selected d z r g Restraint degrees of freedom Springs displacement J bo O kNm y displacement P This support can only resist downwards forces z displacement I joo kN m x Totation Iv y rotation E bo O kNmrad z otation Iv In the dialogue window that appears the user has a direct access to a number of pre defined boundary conditions By choosing any of these the information on which DOFs are constrained is automatically displayed within the box Whenever required this information can further be refined or customized by releasing or constraining any DOF from the list In addition translational or rotational stiffness values can be specified to model the actual stiffness of connections to the outside c
97. on sway mode 1 order No 2b Sway mode 1 order Yes 3a Non sway mode 2 order Yes The last option in the dialogue window allows to specify whether the hinged connections in the model need to be considered as perfectly hinged having a truly zero rotational stiffness or if a small finite rotational stiffness should be assigned to them near hinges In case part of a structure is not properly connected to the rest of the structure and actually behaves as a PowerFrame Reference Manual 66 mechanism the introduction of near hinges does allow PowerFrame to calculate the structure and hence also to present the analysis results and visualize possible mechanisms that exist in the model As a result this option can offer a high added value to the user as a diagnostic tool One more item remains to be examined the classification of connection rigidity This feature is particularly useful with PowerFrame Master The actual version of PowerFrame allows for a bi directional interaction between the global frame analysis and the detail design of the connection between individual members of the structural frame The detail analysis of the connection will not only evaluate the actual stiffness of the connection but will also classify the node as rigid semi rigid or hinged depending on the actual stiffness value as compared to the limit values see below Unbraced structure Braced structure 1 1 2 2 3 3
98. ond order analysis is not required This corresponds to path 1 in the above flow chart Nevertheless this will be a relatively rare situation A more refined analysis strategy corresponding to one of the other paths in the flow chart will mostly be required PowerFrame does not automatically navigate through the above flow chart The user has to evaluate which conditions are met and which ones are not met and choose the appropriate analysis strategy to use in the dialogue shown below This dialogue is activated using the icon PowerFrame Reference Manual 65 Analysis type x Elastic analysis Modal analysis Analysis type l gt First order analysis Second order analysis Options Maximum number of iterations E J Include structural imperfections Take classification of connection rigidity into account J Hinged bar ends to be considered as near hinges When a structure cannot be considered to be braced global structural imperfections need to be accounted for by selecting the appropriate option in the dialogue window Depending on the outcome of all checks in the above flow chart the user has to select the proper analysis strategy in the dialogue window Note that this choice also affects the strategy for the calculation of buckling lengths for individual members as follows Path in flow chart Buckling length 1 or 2 order Take into analysis account global imperfections 1 N
99. onstructions Finally any boundary condition can be specified to be active only in a specific direction along a given axis This allows for non linear boundary conditions dealing with compressive forces but not tensile forces 3 1 8 3 12 Diaphragms Diaphragms can be included in PowerFrame to model the effect of floor and wall panels on the deformations of the frame structure All nodes belonging to the diaphragm will move as a rigid body within the plane of the diaphragm More specifically a diaphragm will introduce very stiff springs between the selected nodes only for the DOFs relevant to displacements in the diaphragm PowerFrame Reference Manual 25 plane but will not introduce any bending stiffness relative to displacements perpendicular to this diaphragm plane To define a diaphragm the user will first select the nodes to be connected through a diaphragm by clicking on the 4 icon It should be noted that a minimum of 3 nodes not aligned along one single axis is required to determine the plane A window will be displayed confirming which nodes have been specified in the diaphragm definition Click OK to confirm the definition Diaphragm x Node numbers of diaphragm 2 3 5 6 Colour i Cancel The figure below shows the deformation of 2 similar structural models subject to the same loads The first model includes a diaphragm the second one not To delete a diaphragm from a model select
100. owerFrame Reference Manual 51 x A OK ok if Cancel Pretension 10 0 kN IMPORTANT NOTE pretensioning loads are to be applied only at nodes where the structure can develop a reaction force At free nodes this is impossible Hence the application of a pretensioning load on a bar with a free node will have no impact on the structural behaviour 3 1 9 4 5 Generating climate loads PowerFrame is enriched with an automatic entry for wind and snow loads Both cases require the selection of a complete set of bars that comply with the following requirements e all selected bars are within one single vertical plane e all selected bars should represent a closed structure with respect to ground level The aim of the climate load generators is to introduce values as close as possible to the requirements of the various Codes and Standards Having made a valid selection of bars click on tn to launch the wind generator or on E to launch the snow generator If the selection that has been made is invalid the icons will remain grayed out Once the appropriate generator has been launched a window will ask to specify a design Standard Next a dedicated dialogue field will prompt the user to define all parameters related to the climate load For more details please refer to the section of the PowerFrame manual dealing with this subject 3 1 9 4 6 Surface loads PowerFrame Reference Manual 52 Use the 2 icon to specify distrib
101. pe is to be selected from the PowerFrame library together with a material from the material library For more details on materials please refer to the relevant section of this Manual PowerFrame Reference Manual 30 Depending on the selected type of cross section an image will be displayed allowing to specify the dimensions required to fully characterize the cross section To define a member having a variable depth the user clicks on PA to define H and H2 at both ends of the member It will be noticed that the button will H2 change automatically into Cross section characteristics are automatically calculated on the basis of the individual dimensions provided the field Analyse at the bottom of the window has been selected 3 1 8 3 16 Selecting a cross section from the cross section library The PowerFrame package is provided with a library of the most commonly used steel amp timber profiles The steel profile default library is active To modify the active library or to select another library refer to the relevant section of this Manual The selection of a cross section from the active library will now be HEA considered By clicking on we a dialogue window appears which allows the selection of a cross section Cross section library STEEL1 EFS x Cross section hot rolled v Fe 360 eg OK ok Cancel The first column displays the various families of cross sections available in the l
102. r or not the option rotate loads has been activated The rotation centre can also be defined by selecting a specific node in the Geometry window It is also possible to combine translation and rotation operations to create for example a staircase model as shown above 3 1 8 3 8 Mirror Gy The icon allows to mirror selected members Depending on the active view angle the dialogue menu will ask for a symmetry line or a symmetry plane A symmetry line plane is defined by v either entering the coordinates of two three points belonging to the symmetry line plane v or by drawing the symmetry line v or by selecting three existing nodes of the symmetry plane directly in the Geometry window PowerFrame Reference Manual 22 x Paint 2 ios y fo Cancel ee Define start and end point of symmetry line or draw symmetry line JV Mirror loads JV Keep the original structure x a Paint 2 Paint 3 e Ea Ema A Deo y fo y fo Cancel Define or select three points of symmetry plane iE JV Mirror loads JV Keep the original structure For loads which have been defined relative to the global coordinate system of the structural model direction and orientation relative to this global coordinate system will not be changed during a mirror operation However by selecting the option mirror loads those loads will be locked to the corresponding bars during the mirror operation a
103. rials lengths selfweights per unit length volumes painting surface for all members At the bottom this table also gives the total weight and painting area of all members All tables display only information about the visible parts of the structural model nd1 kN m kNm rad kN m kNm rad HEA 220 HEA 100 HEA 100 HEA 100 HEA 100 HEA 100 HEA 100 kMy 0 0 kMz 0 0 kMy 0 0 kMz 0 0 HEA 100 HEA 100 HEA 100 HEA 100 HEA 100 HEA 220 HEA 100 UCA ANN The user can modify the values contained in the sheets nodes loads at nodes and loads on members Remark All tables presented by PowerFrame can be exported to a spreadsheet tool like MS Excel or another program using the Copy Paste capabilities of MS Windows 3 1 12 The Results window The Results window provides access to the results of the PowerFrame analysis in a tabular form This window always operates in parallel to the Plot window which means that the results displayed in the Results window are always those actually shown in the Plot window It should be noted PowerFrame Reference Manual 61 explicitly that the Results window will only present data related to members which are visible within the Plot window The results that are presented in tabular form relate mostly to the end nodes of the selected members except in the case of reinforcement quantities and cross section stren
104. rom the Data window to be included in the report Important note the data presented in the Data window is limited to the visible parts of the model only In the tab page Data the user can specify whether he wants to print tabular data for the complete model or for the visible bars only PowerFrame Reference Manual 93 Print report x General Geomety Loads Plot Data Results M Print Data Data Parameters M Nodes AC Bars J Steel Diaphragm J Timber Cross sections BE cist Materials M Seismische gegevens nae Correlation coefficients fo Seismic event Selfweight Partical safety factors on loads Eirarnical dats Tl Loads combinations I Hosea stare Print note for all bars i Pint preview amp Print al Cancel If the option Cross sections is selected all cross section data and properties are printed in the format used by the dialogue window for the definition of cross section properties based on cross section types see 3 1 8 3 15 If the option Materials is selected the properties of the materials that are actually used in the PowerFrame project are printed in the format used by the dialogue window for the definition of new material properties See 3 1 6 If the option Load combinations is selected the applicable safety and combination factors as used for all load combinations will be included in
105. rs or nodes where loads are applied and click on the x icon If on the other hand the user wishes to modify the value of loads applied on a given member or node he should double click on this very bar or node A table will appear presenting all selected loads Values can be changed directly in this table 3 1 9 4 1 Loads at nodes PowerFrame allows to apply the following load types at the nodes of a model concentrated load moment load and imposed displacement Concentrated loads _ o Having selected the implied node s click on 2 within the icon toolbox to introduce a concentrated load at the selected node s Concentrated load at node x EARE kN i A Cancel The graphs in the above dialogue will adapt automatically to the viewpoint in the Loads window Each line corresponds to one of the global coordinate axes If the user work in a 2D view only the lines that correspond to the working plane will be active Moments PowerFrame Reference Manual 46 Having selected the implied node s click on to define the couple to be applied Moment load at node x Magnitude of moment id 10 kNm Cancel Again the graphs in the dialogue table will adapt automatically to the viewpoint in the Loads window Imposed displacements Having selected the implied node s click on to be imposed at these selected node s to define the displacement Cancel Magnitude of displacemen
106. ructures AND OF 2nd order calculation Calculating buckling length for all bars selected bars in geometry window z Cancel If buckling lengths are to be evaluated for members that belong to a structural model which is calculated at the 2 order or which can be considered as a braced structure design standards allow to evaluate the buckling length of a bar assuming the end nodes of the bar do not move horizontally In this case PowerFrame will assume the translation DOFs of the model to be fixed On the other hand if the structure is to be considered as unbraced and if a 1 order analysis is performed PowerFrame will not use this assumption of fixed nodes but will evaluate the translational stiffness at nodes as previously described To visualize the buckling length of the members directly on the model use the main menu Window General parameters and make the required selections in the dialogue window To modify the buckling length of a particular bar first click on the lower RHS button of the icon toolbox buckling check in case of a structure containing steel and or timber members or on one of the reinforcement buttons in case of a structure including concrete members Once the appropriate icon has been used simply double click on a member to show and possibly modify the buckling length for 2 orthogonal directions 3 3 Design analysis 3 3 1 Static analysis PowerFrame supports multiple global ana
107. s of variable grid xj C Grid in 2 plane C Grid in XY plane Grid in YZ plane Kz fo cm Name E rid Colour BEBEEEES Points ISSR FEEN Lines Y Axis Ne Y distance fne Numbering Origin C A B C From p ns fo cm Insert BS le fi z z a User defined name Remove r Angle C A B C From a hie Insert C 1 2 3 From f User defined name tn Remove z cred The first choice to be made relates to the plane for which the grid will first be defined XZ XY or YZ distance to base plane Then the grid name and the colour should be specified and whether it is to be visualized by points or lines Make numbering visible Measuring lines Next the user is to specify the distance between the grid axes PowerFrame allows to complete the grid axes with a dedicated annotation which should also be specified To make it visible the option Make numbering visible at the bottom of the dialogue window should be selected The user can specify any number of grids and have them all visible at the same time However one grid only can be activated at the same time 3 1 8 2 Drawing plane When selecting a 2D view of the model geometry the drawing plane will contain the origin of the global X Y Z coordinates system It is possible to change the position of the drawing plane any time Click on or use the menu entry Screen Drawing plane to open the dialogue window below PowerFrame R
108. sat of the buckling stability The icons a and allow to access both types which are always expressed as a percentage of strength stability capacity of each member IMPORTANT It is possible in case one of both buttons is pressed down to double click on any member of the model in the Plot window to show a dialogue box in which more detail is provided on strength stability verification of the selected bar Within this dialogue box it is also possible if required to modify the buckling length of the selected member This item will be further discussed in another section of this reference manual 3 1 11 The Data window The Data window consists of a number of tables containing all data describing the model This includes for instance nodal coordinates definition of loads amp end conditions cross section properties etc This window contains 5 tab sheets The first one relates to the coordinates of the nodes describing the model geometry along with specific constraints that PowerFrame Reference Manual 60 have been defined at nodes The second tab sheet describes all members of the model end node numbers member orientation connection at end points etc The next sheet gives an overview of the loads that have been defined at nodes for the load case currently active in the Loads window The fourth tab sheet defines the loads assigned to members Finally the last sheet summarizes the section names mate
109. se to rotate it or directly define the orientation angle by its numerical value Two dedicated buttons also enable to mirror the cross section 3 1 8 3 19 Eccentricity of bars During the analysis PowerFrame can take into account any eccentricity existing between members meeting at a given node thereby introducing secondary forces into the analysis related to the eccentricity To include and define an eccentricity between members into the analysis the ag icon PowerFrame Reference Manual 32 should be used Eccentricities can be defined along both principal axes of the cross section Bar eccentricity xj Bar eccentricity local axes 3 1 8 3 20 Selecting materials from a library A material library is included in the total package of PowerFrame Upon installation this library contains 3 materials steel concrete and timber The user can any time complete or modify this material library How modifications can be made is explained in the relevant section of this manual To assign a specific material from the library to a selected member access Fe the material library through the icon amp Material library MATBIB_U EFM i x concrete concrete hot rolled F Fe 360 7 Cancel All materials in the library will then be displayed When using steel the grade and the production method hot rolled cold formed or welded should also be specified 3 1 8 3 21 Buckling and lateral b
110. spring const Others 3 Importing and exporting data To import model data from external software programs for re use within PowerFrame or to export model data that the user has created with PowerFrame towards an external software program use the main menu entries File Import and File Export The dialogue window that appears requires the specification of a file format to be used for data exchange with applications external to PowerFrame Export fle a es Save in 9 My Computer e ge J 31 Floppy A Se Local Disk C S DYD CD RW Drive D s Removable Disk E Shared Documents File name Name of file Save as type DXF dxf x Cancel X Steel txt DSTV stp DST 99 stp ConCrete Plus pep BricsNet Structurals pfe PowerFrame Reference Manual 103 3 1 Import export to DXF The DXF format is supported by most CAD programs for the exchange of drawing information In the context of PowerFrame the information that is read from or written to DXF relates to model geometry co ordinates of nodes connection of nodes by bars It does not include the attributes of nodes and bars like eg definition of boundary conditions cross section properties material characteristics CAD programs usually organize data in a number of layers During the import of data from DXF PowerFrame allows the user to limit the import process to specific layers created
111. stem of a bar select the bar and then click on Concentrated load on bar local x ele 2 Kal Magnitude of load 5 kN Cancel Distance from 1 L 4 cm bar length 818 cm PowerFrame Reference Manual 48 The definition process is further completed as previously described for concentrated loads defined in the global coordinate system Moment To specify a concentrated moment on one or more selected bars along the o global coordinate system axes click on e Moment load on bar global x Magnitude of moment id 10 0 kNm Cancel Distance from 1 L 2 cm bar length 818 cm The icons will adapt automatically to the viewpoint in the Loads window to make a correct definition as easy as possible minimizing error risks The field in which the user can introduce the relative position of the moment along the bar axis using the end node with smallest x value as a reference accepts values that are defined as a fraction of the bar length L To define a concentrated moment on one or more selected bars along the ey local axes of the bar click on al To further edit the dialogue the same principle can be used as for the definition of moments in the global coordinate system Moment load on bar local d x Magnitude of moment di 0 0 kNm Cancel Distance from 1 L72 cm bar length 818 cm Distributed loads PowerFrame Reference Manual 49 To define a distributed load on selected
112. the Modify menu entry gt The second entry allows to select an existing material library as the active library in PowerFrame gt The third entry gives the possibility to modify the contents of the active library This will be done through the following dialogue field PowerFrame Reference Manual 13 Material library MATBIB_U k x Properties concrete steel Young s modulus 30500 N rom timber Poisson s ratio 0 2 Density 25 0 kN ne Therm dilat coeff 0 000010 E C steel f R C timber C other New OK Delete Cancel To change the properties of an existing material select the name of the material at the left hand side and simply change the values on the right hand side To introduce a new material use the button New Use the button Delete to wip out a material from the list The four material characteristics required by PowerFrame to perform an elastic analysis are Young s modulus Poisson s ratio density thermal dilatation coefficient Important note It is recommended NOT to modify the default material library delivered with the PowerFrame installation as this library is overwritten when installing an upgrade or update If the default material library is to be modified it is recommended to create a copy of the default library and then select this copy as the active material library Within this library the user can freely introduce ch
113. the same perspective will be used in the report as in the actual window However the visible part of the model will always be resized for maximum visibility on the selected paper format independent of the zoom factor in the Geometry window 3 4 3 3 Tab page Loads Similar to the tab page Geometry the user first needs to specify whether he actually wants to print loads information in the report If this option has been activated you can select in the left hand column which load cases and or load combinations are to be included in the report For each selected case or combination a drawing will be generated Note that the buttons On and Off PowerFrame Reference Manual 90 at the top of this list allow to select deselect all load cases amp combinations simultaneously On the right hand side of the tab page the same parameters as found on the Geometry tab page can be found The user will note that the definitions made on the Loads tab page are completely independent of the general visualization parameters defined for the Loads window see 3 1 1 x General Geometry Loads Plot Data Results JV Print diagram s Loads On Nodes Cross sections eigen gewicht Numbers i Names E M Permanente last Hinges Orientations E Mi ULS FC 1 Supports v Complete drawing D MULS FC 2 f ULS FC 3 Connection name Material i C ULS FC 4 Bars Steel grade a SLs
114. the third tab page concerns all parameters related to the optimization of cross sections defined on cross section types PowerFrame Reference Manual Optimisation x Optimisation parameters Adjust cross sections Optimize user defined cross se total of8 bars with user defined cross sections are optimized Define optimisation for following types Rectanqular cross section adjust height adjust thickness of web adjust width adjust thickness of fanges Adjust size in steps of fi 0 mm F Adjust cross section dimensions proportionally J define minimum fio mm define maximum 500 mm Cancel lt Previous Wext gt Optimise First of all PowerFrame presents the total number of bars with user defined cross sections that can be optimized Next all available cross section types are shown in a list After selecting a cross section type extra information will appear in the lower half of the dialogue window allowing to define the optimization parameters 3 3 3 7 Loads histogram Once the cross section resistance and buckling stability verification have been performed the load capacity of all bars can be summarized graphically For each member the load capacity is evaluated based on the verification results in 11 intermediate points To visualize this graphical summary use the icon PowerFrame Reference Manual 77 Cross section loading histograms l x Results sorted
115. tion button will then allow to specify the name type and dimensions of the new profile The same operation will have to be repeated for each new cross section of the group The user will also notice a button named From project This button gives access to a list of cross sections which have already been defined in the active project but have not yet been included in the active cross section library Now these cross sections should be introduced into the active library PowerFrame Reference Manual 15 Add cross section to library l x Add cross section from project into cross section library New cross section 2d Name of new cross section Name cross section type Cancel From now on it will be possible to use the newly added cross section in any PowerFrame project Finally it should be noted that by selecting insert on the right hand side a new group or a new cross section will be inserted among the existing ones In case add is selected PowerFrame will add the new group or new cross sections at the bottom of the list 3 1 8 The Geometry window The Geometry window displays a graphical view of the model data In this window the model geometry can actually be drawn cross section properties assigned to members boundary conditions assigned to nodes and other specific properties related to nodes or members be specified The modeling possibilities of PowerFrame will now be in
116. tions Once loads and load cases have been completely defined PowerFrame allows an automatic or manual specification of load combinations using all previously defined factors To start this process and access the dialogue box Bion shown below the icon in the toolbox should be selected PowerFrame Reference Manual 43 Ii zi alox Name of combination selfweight dead load EEO selfweight Loads group 1 00 x 1 00 0 00 0 00 dead load Loads group 0 00 1 00 x 1 00 0 00 Remove combination Wind L Loads group 0 00 0 00 1 00 x 1 00 Remove all Wind R Loads group 0 00 0 00 0 00 eee Snow Loads group 0 00 0 00 0 00 ULS FC 1 ULS FC 1 00 x 1 35 1 00 1 35 1 00 x 1 5C ULS FC 2 ULS FC 1 00 x 1 35 1 00 x 1 35 0 00 ULEFG3 ULS FC 1 00 x 1 35 1 00 x 1 35 0 60 x 1 5C ULS FC 4 ULS FC 1 00 x 1 35 1 00 1 35 0 00 ULS FC5 ULS FC 1 00 x 1 35 1 00 1 35 0 00 ULS FC 6 ULS FC 1 00 x 1 00 1 00 x 1 35 1 00 x 1 5C ULS FC ULS FC 1 00 x 1 00 1 00 51 35 0 00 Etrencombnatone ULS FC 8 ULS FC 1 00 x 1 00 1 00 x 1 35 0 60 1 50 a Train load manual atomie oe L New combination Generate combinations Number of combinations 46 Non linear 46 Linear 46 Dynamic 0 Ui Initially the table in the above dialogue table does not contain load combinations When the user clicks on the Generate combinations button PowerFrame will request to specify the combinations to be created for the actual design
117. ts can be printed For the first 3 types of windows the actual contents will be rescaled automatically for maximum visibility on the selected paper format During this rescaling operation the height width ratio of the window will be maintained It should explicitly be noted that the rescaling applies to the actual window contents In other words if the user has previously zoomed in on a specific detail in the window the Print Window function will only print the detail view For both tabular type of windows the complete tables are sent to the printer The scroll position of the table inside the window does not affect this at all To print the contents of a specific window the user should verify that the window he wants to print is the active window If this is the case 3 possibilities exist to actually print the window e use the main menu entry File Print window e use the key combination CTRL P on user s keyboard e use the icon amp in the main icon bar 3 4 3 Printing a report To print a report use the main menu entry File Print report A dialogue window appears which contains 6 tab pages The first tab page allows to specify the general print parameters whereas each of the following tab pages corresponds to one of the PowerFrame main windows 3 4 3 1 Tab page General PowerFrame Reference Manual 87 Print report x General Geomety Loads Plot Daa Resuts
118. uckling lengths PowerFrame Reference Manual 33 The buckling and lateral buckling length can easily be changed by using the Ite icon after having selected the appropriate member s Those lengths can be defined in 3 different ways e as an absolute value e as a percentage of free bar length e as a percentage of group length As an alternative to the manual definition of buckling lengths PowerFrame offers the possibility for automated calculation see paragraph 3 2 Buckling lengths which have already been defined manually will then be erased This automated calculation is currently limited to buckling lengths and does not cover lateral buckling lengths Those should always be defined manually Buckling and lateral buckling lengths x m Buckling length Buckling length in plane g 100 00 of free bar length Buckling length out of plane fe hooo oo of free bar length r 100 00 of group length Lateral buckling lengths Ei 300 cm O fi 00 00 of free bar length 3 1 8 4 Moving bars and nodes It is always possible to move bars and nodes using the translation feature incoporated in the icon toolbox of the Geometry window In addition PowerFrame can also handle other mechanisms When the user has selected bars or nodes in 2D view of the model he can move them across the window by keeping the left hand mouse button pressed down when moving the mouse PowerFrame Reference Manual 34
119. ukdondedaaicedetoulosadnsioahwiah oadiduaienleteditied s 104 342 dImportexportto DSTV siaine etna lia e eh E A eed EE 104 3 7 3 Export to ConCrete PIUS nooeessnneeensseseeeessnseesssssseessssoseesssseseessssrressseo 104 3 7 4 Export to Microsoft TENCE cxxscesiwe vtec uaaaectnalecanes bbe Ri A 105 4 CONNECTION DESIGN COOCOO OOCOOCOCOOCOOCOOOOOCOOO OOOO OOOO OOOO OOOO OOOO OOOO OOOO OOOO OOOO OOOO 00 000000000000000 106 4 1 DETAIL DESIGN OF CONNECTIONS sic cease cossveesoutsstsetocsuncicernsatonentstetooaiaetecteneiad 106 PowerFrame Reference Manual 4 4 2 CONNECTION LIBRARY iiss taitcssiunlocend deibeoibnadnacnnuasaauataaeie calla valueanay esas 112 4 3 VERIFICATION OF NODES amp CONNECTIONS INSIDE POWERFRAME 00cce00e 115 PowerFrame Reference Manual 5 2 Introduction This second part of the PowerFrame User s Manual provides more detailed information about the functions and procedures incorporated in PowerFrame including a review of the implemented analysis strategies together with a more theoretical background Above all PowerFrame is and remains a design and analysis tool Understanding and interpreting correctly the results of the analysis is the key to a successful and efficient use of the program Accordingly this manual remains also highly valuable for more experienced users PowerFrame Reference Manual 6 3 Reference 3 1 Work space description PowerFrame main window which appears when activating the
120. uming definition As the interaction is a bi directional one a further advantage results from the fact that the connection stiffness calculated by the PowerConnect technology can be introduced in the global design analysis of the frame allowing for a more economic and optimal design 4 1 Detail design of connections Before actually starting with the detail design of any connection in the structural frame model it is advised to complete the cross section resistance and member buckling stability verifications This ensures that all cross sections have been assigned realistic properties for the given type of structure and loading In any case it is absolutely essential to have the results of a global elastic analysis available and to actually have loads data which can be passed on to the detail calculation of the connection To start the connection detailing select those bars which are connected by all connections to be designed Then use the menu entry Analysis Link to PowerConnect or use the IF icon A dialogue window will appear presenting an overview with all connections that can be handled by PowerConnect Besides all connections with identical configuration will be grouped into one connection model In this way large groups of connections can be detailed in no time An example will illustrate this operating procedure Let s have a look to the structure below for which we want to detail all connections All bars are made
121. user has asked the 10 most loaded bars to be included in the analysis report and that he has further selected axial force N and bending moments M amp M to be considered as selection criteria This will include in the report e 10 bars with maximum axial force e 10 bars with maximum value of My e 10 bars with maximum value of Mz Accordingly the total number of bars included in the report will be 10 at a minimum in case the above described sets of 10 bars are identical and 30 at a maximum in case the above described sets of 10 bars are completely different To further complete the definition of the results to be printed to the report use the buttons at the left hand side of the dialogue to select Deformations Reactions Internal forces At the right hand side of the dialogue the user can then further specify the load cases and or combinations for which he wants to print global analysis results and or detailed analysis results Some further clarifications with respect to the different results types that can be selected in the dialogue window the button Deformations allows to print deformations at nodes or at intermediate points in tabular format the button Reaction forces allows to print reaction forces at external supports in tabular format the button Internal forces allows to include following internal forces in a tabular report axial force N shear forces Vy and Vz bending mo
122. uted loads on a surface defined by the selected bars and to automatically transfer those surface loads to distributed line loads on bar elements a Apply surface load Ioj xj ape 2 Surface load kN t Triangulation density C Visualize triangulation Number of partitions for load defining E m In the upper half of this dialogue window a view is shown of the surface in gray defined by the selected bar elements All selected bars are drawn in black In case those bars do not define a closed surface PowerFrame will automatically add red colored borders so as to create a closed surface by itself If those borders do not meet your requirements just deselect them through a simple mouse click Another border will then automatically be proposed which can again be accepted or rejected A simple mouse click on any of the black bars allows you to guard such a bar from carrying any load Such a bar is colored gray in the above visualization and it will be not be considered by PowerFrame during the transformation of the surface load to equivalent line loads PowerFrame Reference Manual 53 a Apply surface load 7 a oj x 2 ale fe a OOo Surface load kN r Triangulation density SA f 7 Visualize triangulation Number of partitions for load defining E m In the next field the user defines the direction and value of t
123. vestigated provided the Geometry window is active First the user should notice two particular buttons in the lower left corner of this window The View button allows the selection of a pre defined view on the model The other button allows to switch to a rendered visualization of the model 3 1 8 1 The grid To facilitate the creation of a model geometry PowerFrame allows the user to work on a grid To visualize this grid in the working window the user enters the menu Screen Grid settings or clicks directly on the icon which PowerFrame Reference Manual 16 will give access to a dialogue window enabling the grid settings to be specified either regular or variable standard grid Visible Active Grid Spacing On ho 00 C Off y fica em Display gt fica cm Visible Invisible variable grid When the grid is defined as regular the user can further specify whether this grid should be active visible or invisible In the window above the grid resolution has been fixed at 100 cm in all 3 directions If the grid is defined to be variable its resolution can be determined independently in 3 directions Just select the button New to create the variable grid definition and then select the button Edit which will give access to the dialogue menu shown below PowerFrame Reference Manual 17 Parameter
124. vo foso foso 23 v3 z fi50 fooo fico ooo forzo foso foso y mioj ihs fo fico ooo favo foso foso 3 FF always together 3 all combinations all combinations but only one load at a time Incompatible loadgroups Cancel The line just below the pull out menu gives access to any of the 50 possible load cases For practical reasons only 10 load cases are displayed at a time The radio buttons should be used to switch to another group of 10 load cases amp dynamic event amp amp gravity loads for vibration analysis CK seismic event Each line corresponds to an individual load case In the first column of each line the user can select or unselect the corresponding load case Unselecting a specific load case will not affect the actual load definitions within that case but will eliminate the load case from the load combinations that are created Also loads that are part of a load case which is not selected will be displayed in gray on the Loads window as opposed to purple for the selected load cases Use the pull downs of the second column to choose the type of load for a specific load case dead load superimposed dead load live load traffic load wind snow It can be noted that the safety factors and combination coefficients in the subsequent columns will automatically change in accordance with the selected type and Design Standards It should also be noted that the name of the load case can be changed
125. x mm ELU 1 asa 48o we O a O The user will now get a print preview window on the screen similar to the one shown above The first 2 icons amp and amp allow to launch the print job and to define modify the printer setup Using the magnifying glass A a rectangle can be drawn on the page preview to zoom in on the selected area To return to the original view use Finally a number of icons allow the user to easily explore the complete preview document PowerFrame Reference Manual 98 gt z and allow for quick navigation providing shortcuts to the next and previous page and amp allow to show 1 or 2 pages in the preview window To complete the preview process press the Close button 3 5 Saving and opening projects 3 5 1 Saving a PowerFrame project To save a PowerFrame project the user should utilize the menu entry File Save or the amp icon Alternatively the menu entry File Save as can also be used PowerFrame projects are saved on the computer s hard disc with file extension ef3 The difference between the Save and Save as menu entries can now be described as follows e if the user has already saved his PowerFrame project previously Save will save an updated version of the project to the same ef8 file now including also the changes introduced into the PowerFrame project since the last
126. xis of the cross section this reinforcement resists torsion and shear forces corresponding to bending along the strong axis y shows transverse reinforcement quantities parallel to the strong axis of the cross section this reinforcement resists torsion and shear forces corresponding to bending along the weak axis Below the user will find a practical illustration of the upper and lower longitudinal reinforcement quantities for a simply supported beam 241 150 In the above diagram the thin lines correspond to the reinforcement quantities which are strictly required to comply with the ultimate limit states PowerFrame Reference Manual 83 ULS requirements In case additional reinforcement is necessary to also comply with serviceability limit states requirements such as limits on steel amp concrete stress minimum reinforcement ratio consideration of buckling risk for compressed members this is indicated by thicker lines In case both line types coincide compliance with SLS requirements does not require additional reinforcement over compliance with ULS requirements The case when the gross cross section dimensions are insufficient to meet the theoretical reinforcement quantities which comply with all ULS and SLS requirements is reported by drawing a skull in the middle of the span for which this condition is identified Moving the cursor over this skull will inform the user on the actual criterion that can not be fulfi

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