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1. Selecting steel grade To define the member s prototype we click on the beginning and then the end joints this way we define both columns During the definition we try to keep the same orientation of the members hence in both cases we first select the lower joints and then the upper or vice versa The columns will thus have the same local direction which will later simplify their design Before defining the beam we change the prototype s cross section to 1200 Then we connect the tops of both columns with the beam or define the beginning and the end joints again New member Geometry Member profile Section I IPN 200 A 3 34E403 mm Iy 21 4E 06 mm Material EN 10025 Fe 360 E 210 0E 03 MPa G 81 00E 03 MPa o 12 00E 06 1 K y 78 50 kN mi m Member End conditions Fixed A Fixed Read from structure Beginning local coordinate sys End local coordinate sys Displ Rot Displ Rot 1 W Fixed i V Fixed 1 Y Fixed 1 V Fixed 2 Fixed 2 Fixed 2 V Fixed 2 Fixed X M Fined 3 V Fixed 3 V Fixed 3 V Fixed Number I Add Cancel Beam definition 69 FIN EC User guide Fine s r o 2013 Loads definition Now we proceed to defining the loading We switch to Load cases in the control tree and using the Add button by the definition table we run the dialog box New load case The program automatically offers the first load case self weight permanent This load
2. I I I PENERE TE ge A I I I I I cim 2 RS me c ce c e n Defining a cut through the interaction diagram Because we completed definition of all parameters it is recommended to save the job by clicking ll on the toolbar or using shortcut Ctrl S The actual state of the job during work may not be identical to the one saved on disk this is indicated by in the program window header In such case it is advisable to save the job 16 FIN EC User guide O Fine s r o 2013 FIN EC Concrete 3D C Users Public Documents Fine FIN EC v3 PiikladyA Column c3df File Edit Mass inputs Data Options Help Dc E Bs BS Rn Indication of non saved job state Indication of non saved job stateAs all structural requirements have been checked and satisfied during the definition of parameters and as the main dialog box indicates that the section passes design checks in both ultimate and serviceability limit states the job can be considered finished EB FIM EC Concrete 3D Cer Public Decumenmisi Fine FIM EC 3 Pikad akma Fir Edt Mia mpoteo Cata Optene Hale D zB EH LEE chee PASS iira Hor 34 1 a Lead 1 roca PASS Pica hen D D M hiraet durzram 20 00 il ee E m LiM 55 EH m X22 DE EH m XILEEEH m Xt kee m 20 SEE Hr m 3D 58 lira Ml sesion L1 mm mr cessent Dame was ato a3 saat TTET BE tiers mie am xml xw eee Mas 8 CESSIT Hio induce rant in
3. beir O Stee Ka Fisher Ch corre Prep Tra ILE Bun program rdg rel calcula led design elements WW Consder al design else ls F Consider sl orains done Selecting elenenis indoidusly Leth select joinz member gt des seni Running timber structures design program Members design Program 2D Timber is run with all design members and groups automatically imported 53 FIN EC User guide Fine s r o 2013 Ill FIN EC FH 20 Timber CA seri Pull cDacumenen Fines FI Ec 3 Edad Tierz La Lala Fim Edt Mane imperta Input Options Hale Ea Be Contra General peciat dela Jab name Tia Eubr 18 3 2013 Author Peter Sei PLE Dr Di mh D Eb Tr TD ED Standard E pa Calculation arean EN 1995 1 1 Cobre etry Sh nabsaad aoaenw El Rep Pacio ya For bark pone bona acid rar 1 301 Faction yee for besser contin tones glued iris 1 350 Facio yy for acodental combina bona 1 500 Ehact all Cia m ems EN 1566 1 1 Cosch Rep Design members in 2D Timber program All data regarding geometry members lengths cross sections etc and loading internal forces distribution for all combinations have been imported into the program The data can be checked in the relevant sections of the control tree We can confirm position of a selected member in the structure by clicking the Structure preview button El FI EC HN 2D Tinte CAUSA Pul Documenta Fine FIM EC v3 Pady Tie 2e a LE Te Fie Edt aa mpute Inpu
4. coniferous Ge Timbe balbup eres cte 120x200 COM eoniferans Finer nactanalo does TH ceniferaos Fesser rm CH emirra Tabs for editing load cases We select the Load cases load tab and begin to define the load cases Firstly selecting Self weight we define a load case which will contain automatically generated loads from the truss s self weight In the dialog box we can edit the name of the load case or load factors 40 FIN EC User guide Fine s r o 2013 Dead boad Load case Name G1 Self weight Code self weight Type permanent Load factor unfavourable effect of load 1 35 H Load factor favourable effect of load 0 90 Category default input Factor of permanent load reduction in alternative combination I 0 85 mmi Parameters of self weight load case Adding a new load case is confirmed by clicking OK and the loads generated from the self weight into this load case are instantly displayed in the model space We continue with adding loads from the roofing using the Roofing button The Roofing load dialog box contains two tabs the first is for specifying the load case parameters similarly to self weight in the second the load magnitude is defined We switch to the second tab to enter the value 0 2 kN m and add the load case by clicking OK Then we exit the dialog box by clicking the Cancel button Roofing load Type of structure load Per joint
5. 2 33kNm and Mz 5 46kNm in serviceability limit state Ny 350kN and My 2 00kNm Concrete of strength class C30 37 X0 and steel of grade B500 are used in the design Creating a new job The following screen appears after running program Concrete 3D fg FIN EC Concrete 3D untied cae r ot face Fim Edt hana mperte Cite pionu Hale Oeil H Control coraral project cata s ed Job numa untied Ard Section Dake 4 3 2111 D mits Turd 164 Ede Calculator tanza EH 19253 E E Erech Arg Carbone capas t bae Kad cinerea Yo 1 58 Rain forcomant capacity bare bad creraten Ye m 110 aaa TE jA Pentrorart capacity accidental ed czmbrabbn 1 00 Pikka of LT of nan TE 120 Caro np bargi DOM 1 00 Camis piera Check ber peig Check af dotado oip rinra fdo na ga chack madi Canda mat rich oip after arc orrera de Enrzia afrangih Chark al EN 1 2 1 1Coch Rep The start screen of the Concrete 3D program The program enables calculating unlimited number of sections per job in this example only one section is calculated In the General project data section of the start screen the job name description and other project identification data can be entered After clicking the Edit button we first enter the job name FIN EC User guide Fine s r o 2013 General project data Job Testing task Part Description Client Author Date Remark General project data dialog box In the General project dat
6. 33 FIN EC User guide Fine s r o 2013 Project information Part Description Client Author Peter Smith Ph D Date Remark Project information dialog box Before proceeding with work we should save the job using e g the Ctrl S shortcut The file name is entered and the destination folder selected in the standard Save as window CIA de a Mistni disk C Users Werejn WVeren dokumenty Fine FIM EC v3 Priklady Uspoi dat Nowa slo ka Eum e Je Staten soubory M zev polo ky Datur 2meny Typ Welikost ME Flecha B Yagnik 163 2013 9 59 Soubor aplikace F 3 kE El Demol 8 3 2011 15 12 Soubor aplikace Fl 124 kf Knihevny dp El beton 195 2013 20 09 Soubor aplikace Fl 18 kE Dokumenty al Hudba ha Obr zky el Subversion i Videa ed Dom ci skupina E Pptitac S Mistni disk C ca Mistni disk D 2 M zev soutom DE Ulo it jako typ Files FIN 2D 12e Skr t slo ky Ubo it _ Stomo Save as window Structure generation We can define the truss geometry either by entering individual nodes and members or we can simply make use of the Generator of 2D structures In our example we will choose the latter approach The generator is run by clicking the Generate button in the Topology section of the control tree MERGE Initial M bx MA MM EOS ee ide ie bu Project information E DL Topology E l e pa Join
7. El Edit Generel infarmation naut Results 2 Header Tooley Amaria Gratercder calculo Job nares A Erruciune sine 40000 4000 mor steps second ordi i rot caloulsisd Legeral Pari z Janb gt Ef eid D hdd Lirscar abated ly mies ied D l H E 0 hidden i Internal foros Lc al Members B 1 ache Eigarenocies rot calcubsied H Dn Author i Errar EH iyare Een MyM MaMy Din Dez 233 2111 Laad cams Simt 1 fee 2 rif d hem Ti Fr Ya Y 1 E Comment I dint kad Otal ford def ben Hi TT hen kira File Fender lord gt imti fol ced mnd Aracian er krirz i Fie LO Ane Rube Deen ed cen bares Gigs Conizent cress 5 Blvd Peed Space structure fa Anara tardar od EM KP l n ina Anais nd oer 4 Delormetion Crratzd 233 2013 Ic 57 2 Lireaar talud ty vi p aigenreodenx mm read E Sayeed 20 3 2013 150220 Ealerctira eenents bey necting Leh set op poste rectangle cames Right carece Deformed structure preview The program contains a wide variety of tools for displaying individual diagrams Apart from the fore mentioned Drawing setting we can above all make use of the dialog box Cross section display setting which is run by a button in the toolbar of each view Because this setting is selected for each view separately we can display different diagrams in different Deformation 4 b Diagrams SLS 1st order combination Button for running the Cross section display setting dialog box Views b a
8. La Critical combina Hon ch peck bucking com pion ard bending mimentz YR Pg m IR 51 331 han C022 0812 0 D00 Bese lt 1 A Ply m S 0 ALGH y 51 731 thin DESL OLS OOD RS lt 1 Far Mera denon L7 3 Ea ok Section ulikzatian 22 2 2 Bros cna Checked design group Beam Members in both design groups pass all design checks Therefore we can come back to the Fin 3D program window by clicking OK In the bottom part of the screen the results of design checks pass Tail and maximum utilizations are SEDIS eed in a table E B FIN EC FI FIN ID ccm Publ MD ecu E ner H EC uz Pad restos karein ene Fesik Def Fin Edt Eny Teoh Calculston Detians Help OSHO Ee mer gt na 29007 4 gis Ml Eo GEMM r e eae ee axis DE Reade Ceforraten 4 Fi Dapena riz lntorcdercombraton F I Jiag 3 Entry 0 Project iners ton E nut raras 3 Results fe Desarr stead nesultz E expen rara k Genie i Propan Stoel run program D Ony rot calculated design arana 5 Consxder al design eleraente E Coide al ombir i l gt q ar rs combinations It arder Basic gt pxr14q3 lrombinatane torder are 3 pzn14q2 pambnasonr htonde Chanactenre 4 pxc1491 pambnasonr horde Character Designed structure 87
9. Steel Steel Fire Timber Timber Fire and Masonry The example also shows the procedure for composition of output documentation Punching shear In this example work procedure in the program Punching is explained Apart from that the procedure for editing headers of output documents which can also be applied in other programs Fin EC is described Timber truss The example shows the procedure for modelling a timber truss using the generator of structures in the program Fin 2D and subsequent design of members in the program Timber It also describes utilization of design groups and collective definition of calculation parameters in the design program This example is also suitable for users of the program Fin 3D 3D structure This example shows analysis of a 3D structure in the program Fin 3D and subsequent design of members in the program Steel Apart from gradual definition of the structure in the program Fin 3D using joints and members work with the design groups is described These procedures can also be used in the program Fin 2D in connection with any of the design programs FIN EC User guide Fine s r o 2013 RC column Task In this example the aim is to design reinforcement of a concrete column of a hexagonal cross section With 200mm depth of the section and 2000mm length the column is subject to axial compression and biaxial bending The actions in the ultimate limit state are Nx 400kN My
10. prototype of joint load dialog box we select the load type distributed on entire member and the load orientation along length in direction of global Z axis and enter the value 18 kN m 70 FIN EC User guide Fine s r o 2013 Prototype of joint load Load values Preview Type Orientation along length in direction of global Z axis E 3 T S 3 z f 18 00 kN m H i lok Bana Prototype of joint load We apply the load by clicking on the beam in the model space the load is instantly displayed on the structure Structure with defined load We change the active load case in the drop down list in the top left corner to the load case 3 In this load case we input the trapezoidal loads on columns As the loads are the same for both columns we can use collective definition for selected members We switch in the control tree to Member load and Selected First we select both columns by clicking on them in the model space they become highlighted in green Then we click the Add button by the definition table 2nd order combination SLS s O Linear stability combination Results E Calculation bee Result display Button for load definition for selected members Load type In the dialog box New load of selected joints we select the type trapezoid on part of member and the orientation along length in direction of global X axis Subsequently we enter the magnitudes at the begin
11. unspecified gt OK cancel Button for loading the logo file For selecting files the standard Windows user interface is used After opening the folder 22 FIN EC User guide Fine s r o 2013 containing the file we load the file by clicking the Open button jp c Liporidat Mora dodka n J J agies ng Jg Haimi abbr BE Pen fine FIRE ligi val Enhowry 1 Dpbicarranty a Huda is Crack rules on Wickes iy Domicidospina pm Pocas L Mita desk CO ca btani chek D gx poblic LS AE _ Hicks 20 ub ond Alivaa Pipa egg tT Doe Somo Logo file selection A preview of the logo is subsequently displayed its size will be automatically adjusted to the graphic layout of the program s output About the company Basic data Company logo Employees Company logo can be imported from standard raster or vector picture files fine Delete Bl Cancel A logo loaded to the program In the last tab Employees we can enter a list of company s employees from which we can select the author of the project New employees are entered by clicking the Add button 23 FIN EC User guide Fine s r o 2013 About the company Ea Basic data Company logo Employees If you provide staff details you will be able to select them fram a list Peter Smith Ph D Modify Remove L hok j B Can
12. 41 4 Member 9a 1 Combisalion red 5401463403 E 1 4321m 1 add T1 iden car Coardina lara Unica s cas econ check Jw br 19 2 Load Reber 02 1 csConmbnason 55 59 PEL Maz 8n LO firmar el Decswelosd Menber ng i Conbinaion sa 4 54514635 EN Critical member cat D6 acx 12341 AT3 Irrernal faeces Hom SIT cM m 0 00 br MS 0 000 Ker We m DLDOL Ez Yy m DLDOD EH tampreevess and beeding romeri combats check OE M A fit Po 1 12 Hm 2 432 4 0 00 42 2000 0 432 lt 1 Poza Rye Printing dhear forora check Ae Va m 1 95 H a Chez all ember senses 55 3 Stuctun perar S fecto ok E misi EN 1588 L 1 Czech Rej Checked design members Now all design members and groups in the structure are checked therefore we can exit the design module by clicking OK Program 2D has recognized that some members were changed Because the stiffness of individual members changed and thus different internal forces can act on some of the them it is necessary to re calculate the structure The program automatically offers this option If we select No the program will erase results and return to the pre processor In our example we select Yes after which the structure is re calculated 62 FIN EC User guide O Fine s r o 2013 Question E Data have changed do you want to recalculate the task Yes No Question on re calculating structure After finishing the calculation the program updates dist
13. Edit View Page mj ca 5 E Document Text output B D qi o ec T E Scheme color Project z Project information 2 Standard x as BEEN 1 Column Printing options of text outputs Program will immediately re generate the output to reflect each change made in the settings in the tree on the left hand side Once the output contains all required information we can again save the document on disk 19 FIN EC User guide O Fine s r o 2013 Document Ede View Pae PERENNEM Kl a D mamet Teszume Y sdara cm 0 2 c IG RS TOO Tenan 1h iai mr f eya mr Pravin ouium ienis far todas 2 fatima from afr if TX a A ry ir a s mmn mr Mt Carra E RD ia n ii ipa puma E Te aia LoS E a EN ML DUE Tarara AI Eg ESE EPA E OTTO nel Dt taa da alos Mie IE Mn em nj Generated text output Completing the outputs generation our work is done 20 FIN EC User guide Fine s r o 2013 Punching shear Task In this example the task is to design reinforcement against punching of a corner column of 200 x 200 mm square cross section through a 200 mm thick reinforced concrete slab The column is located 500 mm from the edges of the slab which is weakened by an opening of 150 x 500 mm located as per the following sketch Concrete strength class C25 30 is used in the design Problem s geometry Project data In the main program window all essential project data can be entered in the fr
14. Editing buckling parameters In the Edit buckling sector dialog box we can define parameters for out of plane buckling Buckling Z and in plane buckling Buckling Y For out of plane buckling we define simple end conditions and sector length for buckling Lz 0 6m for in plane buckling we define simple end conditions as well with sector length 2 4 m The parameters are defined in the Buckling Z dialog box Buckling Buckling in direction of axis Y Buckling check Neglect buckling buckling prevented J Different sector length for buckling Sector length for buckling L 0 600 m End conditions gt lt tet 1 000 Buckling length Ly sector length factor k Lo 0 600 m Defining in plane buckling length When the parameters are defined for both directions we can close the dialog box by clicking OK 55 FIN EC User guide Fine s r o 2013 Edit buckling sector sector Sector beginning Sector end Sector length Buckling parameters BuddingZ Lore Buckling Y Lery 0 600 m k 1 000 4 A 2 400m k 1 000 A Dina Defined buckling parameters We switch to the Check section of the control tree and run the calculations by clicking the Calculate button In the model space the cross section utilization curve is displayed along the length of the member the critical section with the highest utilization is checked in the botto
15. In this dialog box we can set which diagrams are to be displayed on the structure For instance we can select bending moments 79 FIN EC User guide Fines r 0 2013 Cross section display setting Result type Result drawing method Deformation Describe Highlight maxim All values mmn In q Reaction Fy Reaction Fy Reaction Fz Reaction My Reaction My Reaction M Contact stress 2 Contact stress 3 cu Eii Eii ic GOG G G Ww Wo ic GO GO GOG GO G G Wa 2131313232137 icy uc Torsional moment My Normal force N Shear force V5 Shear force V3 JE v Bending moment M2 M Describe Iv Describe ic G i uj everything Hasna reser le OK Xx Cancel Cross section display setting dialog box As a result of changes made in the dialog box the bending moment diagrams are now displayed on the structure 80 FIN EC User guide Fine s r o 2013 Bending moment diagrams on the structure We can save the individual views and settings in the views manager run also from the toolbar of each view and load them again anytime Design checks In the next step we carry out the design checks of the structural members In order to avoid checking each of the eight members separately we first merge them into two design groups columns and beams A design groups acts as a single member which is checked for design forces in each of the members included in the g
16. Per member Load value Roofing load 0 20 kN m cco Tabs in the Roofing load dialog box 41 FIN EC User guide Fine s r o 2013 We repeat the same procedure to define the ceiling loads Ceiling load Loadease Ceiling load Type of structure load Per joint 0 Per member Load value Ceiling load E I773 Defining ceiling loads For snow loads due to the variable nature of the loading the dialog box for the load case properties contains different data than that for the permanent loads Short or medium term loading type can be selected as well as the Category which sets the combination factors in accordance with EN 1990 42 FIN EC User guide Fine s r o 2013 Snow load Load case Snow load Mame Code forc Type short berm variable snow load Load factor unfavourable effect af load T Sup Category Snow load ater members of CEN for sites located at alt H 1000m a s l Factor of cambinaton value Factor of Frequent value Factor of quasi permanent value Snow load properties In the second tab we can define the loads separately for the left and the right side of the truss it is possible to define non uniformly distributed load caused by snowdrifts The magnitude of the loading can be entered as the basic value obtained from the snow map automatic redistribution on the inclined plane is run by ticking the Recalculate box First we define the load case with
17. calculated For a column simply supported on both ends the effective buckling lengths equal to the nominal Defining different boundary conditions can be done by clicking the buttons for each direction Imperfection buckl cracks 4 Add imperfection 400 Iz 2 000 m Y Calculate buck Y V Calculate buck Z Details Length Y 2 000 m En Loy 2 000 m Length Z 2 000 Im Lo 2 000 m Defined buckling parameters After defining the buckling parameters two distinct areas of capacity are shown in the interaction diagram thin dashed line denotes capacity of the member without influence of buckling and thick line denotes the capacity reduced by buckling effect To check position of a defined load case in the Interaction diagram we need to enter the relevant axial force level in our example N 400kN Program will create a cut through the interaction diagram on this level showing the position of the defined load case ULS check PASS Utilization 34 1 Yo Load 1 SLS check PASS Utilization 0 0 Wo Interaction diagram 40 00 7 gt ROOM ee eh etie due I I I I I I I I I I I I 30 00 UN A AO E MMOL Seer A Nmax 562 08 kN i f Mmi 32 88 kNm I I I L ma I I I I M Aw 33 24 kNm CPC EN MET UE AA A ES RENE Le OE A y max r Sue po UM Mamin 30 58 kNm T Mzmax 30 58 kNm e e e e e AAA a a I i i y Mg I EM MTS I a ic A E l
18. case is specific as it contains only automatically generated loads from the structure s self weight which are immediately updated when any change of a member or a material is made This load case can be defined only once Definition of the load case self weight permanent is confirmed by the Add button Mew load case Load case Mame G1 self weight permanent Code self weight r Type permanent Load factor unfavourable effect of load Y 1 35 H Load factor favourable effect of load 0 90 Category default input Factor of permanent load reduction in alternative combination 3 0 85 E Number Cancel Self weight load case properties Analogically we add another two load cases for which we select the type long term variable Now we need to input the loads for each of the defined load cases We switch to Member load in the control tree and select the load case 2 as the active one in the top left corner FIN EC FIN 3D CA Users Public Documents Finet FIN EC v3 Priklady Space structui File Edit Entry Tools Calculation Options Help D EE El ora xum a EIS amp Efe rz mm BR AER eges Active load case A 4 Default b x 3 Q3 force long term variable v NA n 1 G1 self weight permanent Self term variable F 3 Q3 force Jong term variable F A Generate Selecting an active load case We switch to Member load and Add in the control tree In the
19. clicking the button with a symbol of a fixed base on the right hand side of the dialog box We confirm the support definition by clicking OK 65 FIN EC User guide Crea Fine s r o 2013 Absolute joint prototype Outer joint support Displacement in axis X Ml fixed Y Mf fixed z fixed Rotation about axis X Ml fixed Y Ml fixed a 2 V fixed laj lal lh Support is in local coordinate system of joint ETTI Absolute joint prototype defined as a fixed base The dialog box Absolute joint prototype moves into the bottom definition frame Now we can enter nodes with coordinates 0 0 0 and 4 0 0 in the model space for easier entering we make use of the default grid step of 1 m We can check the coordinates in the status line of the main screen During the nodes definition the information about the joint s prototype remains in the definition frame thus we can always control which joint or member or loading is being defined and we can easily change the prototype s parameters to continue with definition For upper nodes definition we need to change the prototype s parameters as they will not be supported we untick the fixity in all directions or we use the button with a symbol of a simple node on the right hand side Then we enter the nodes with coordinates 0 0 2 and 4 0 2 Abs joint prototype Special Outer joint support Displacement in axis X fixed Y f
20. ee 1 614673061 I IDecivrec load Member 52 1 aliens ee SHINE nm 3 iara faezes hie E 635 KM m E kein ror Vu D DOG EM rene ni been rasa corbata bre SEE are 2 Bek 1l Sa 11 575 ae FLAI d Fad Be Printing Shear tornes checks Sumner va 3 0758 d DUXI LAB Chez all EN 1568 1 1Coech Rep Ferter merda 126 5 artos rr mir Diagonal D6 check Therefore we design a longitudinal stiffener in the diagonal s centre which will reduce ts buckling length to half In the Buckling section of the control tree we adjust the buckling length in the Buckling Z dialog box 61 FIN EC User guide O Fine s r o 2013 Buckling Z Buckling in direction of axis Y Buckling check I Neglect buckling buckling prevented M Different sector length for buckling Sector length for buckling Lz 1 100 m End conditions a 1 000 Buckling length Ly sector length factor k Lo 1 100 m le OK Cancel Adjusting buckling length After re calculating the diagonal passes the design checks E FH EC FH 2D Timber Cllrs Pubic Documents Fine FI EC v3 Biidady Tie 2e EX Fie Edt aan imparte ngu Options Huic Ta le E Em amp Ok So Control DH D ne c i igi D qi D gi 4 mui Ds qu Ds E demos ES Paesi Ge nena fone b Buin LIE 3 Shek uf eee Aum del Cakulabe C lodabon method C ause aesioos qf manran yla bona Eon al izade Member bed PASS Maximal utifica bon
21. interaction of load cases Generator of combinations combinations 1st order E Condisons of generator Mutually interacting lead cases Excuded interaction of load cases cum cases and groups acting as the main variable Add Modify Remove i Automatically create main variable loads OO Exduded mutual interaction a E f Main variable loads Count 3 e Characteristics of generator Existing combinations ramowe all combinations Ra W Permanent loads act only unfavourably Generate combinations W Basic Alternative Acddental v All permanent loads always in combination Expected number of combinations 13 el costa El Cancel Generator of combinations dialog box In the Excluded interaction dialog box we select the load cases S4 S5 and S6 and confirm selection by clicking the Add button 46 FIN EC User guide Fine s r o 2013 Excluded interaction Input mode mutual exclusion G2 G3 54 55 156 L1 L1 Ind E Add Cancel Defining mutual exclusion of load cases After closing the dialog box a new group of mutually exclusive load cases appears in the relevant table Thus it is guaranteed that only one of these load cases can appear in one combination Excluded interaction of load cases Add Modify Remove m Er a Exduded mutual interaction Count 1 MA 54 55 56 Added group of mutually exclusive load cases Once w
22. s r o 2013 Catalog of materials Concrete Select from catalog of materials Ie OK Xx Cancel Concrete class selection Proceeding to definition of the steel properties we select the grade B500 for both longitudinal and transversal reinforcement and close the dialog box by clicking OK Catalog of materials Longitudinal reinf Select from catalog of materials Information OK Cancel Steel grade selection After returning to the Materials dialog box we can check the summary of the selected materials and confirm whether the selected class of concrete fulfils requirements on the Indicative strength class given by the selected Exposure Class We exit the dialog box by clicking OK 10 FIN EC User guide Fine s r o 2013 Materials Exposure dass Edit Concrete Catalogue User defined Longit reinf Catalogue User defined Transv reinf B500 Catalogue User defined Indicative strength class Aeratio ri Largest aggregate diameter 16 0 mm Cancel Indicative strength class check in Materials dialog box Loads After defining the geometry of the section and material properties we can proceed either with defining the reinforcement or loads In our example we first define a load case because then we are able to check the results of the reinforcement assessment during its definition To create a load case we click the Add button
23. select all diagonals and from drop down list in the right part we select do not consider buckling Thus the influence of lateral torsional buckling will not be considered in the design checks of the selected members 60 FIN EC User guide Mass input of LTB parameters List of members for parameter imput Selection mode 2 all O no check O checked sufficient not sufficient Selected 5 Count 7 Fine s r o 2013 Global Take over sector geometry from analysis Buckling for calculation Buckling parameters Bucking My lz42 Buckling Mz i no input no input OK Cancel Mass input of buckling parameters Now we can carry out the design checks for all diagonals The diagonal D6 does not pass the buckling check however we can increase its capacity by reducing its buckling engin 8 FIH EC AH 2D Timber EAM ser Public Documento Fire FIN EC v3 PIER Tie Ze a fa Fie Edt binmsinprs ngu ptica Huic Ta le E Em 424 Go Cone a am Aca nea ma ma Ea ma sa noa m xa pod HE ma Ea E Tel 20094 D te ui Di ui i LD qi D gi 4 uui ps D y H EA Liisin El nail Ge hiena force b 32i rr 3 Chek ED sean SE iei Cabulabe Cakudaben method C aulae ermenape of mauran uaa bons Fon all las 7 Manba deck FAL Mata utilia bon 18 2 Member 121 Combe Gee sas ADA A T 710r BE dd Cres dection check 1 Flor E88 2 bead Member se 1 Combina ien
24. the trapezoidal loading applied to all columns However in accordance with our task we want to apply the loading to the front columns only Therefore we switch to Member load in the control tree and remove or delete the loads from the newly created columns 75 FIN EC User guide Fine s r o 2013 j ks Members I Concentrated weights bib Tools O Load O Load cases Hl Joint load El Member load e Individually l Pam O ist order combination ULS at ES be O ist order combination SL5 Do you really wish to delete a a y ME selected member loadings D Linear stability combinatio F O 1 a e Yes j Ee 53 Calculation E i Result display B Add m a Sa Member Load type Orientation f kN m pm SS A pT Removing loads from members We also edit the loads in the load case 2 To input additional loads to this load case we first need to select the load case in the drop down list in the top left corner Then we add the loads on the new beams with the same magnitude as for the other beams Loads in load case 2 The program offers a number of different ways and styles of displaying the structure The dialog box for drawing settings is run by clicking the left button in the relevant view s toolbar FIN EC FIN 3D C Users Public Documents Fine FIN EC v3 Priklady Space struc File Edit Entry Tools Calculation Options Help Da amp Es o o E aaa EX A 2 e B EE
25. Aci logad cas E a Dini 7 b F pa T Enirg E Progect niemei L Dope Lig ET Hn Fm du Fev H Concentyaled veh b u Tes Lia T3 bead cies Hd Een eO H member kd T3 Leader bee LL DO il ety eee 32 E 3 26d ander coralina boni UL T dvds verda bn 515 3 rear atabdtp casia Hch ij Caere E Ede General intonation Input Bent Heater Tapalag Arabii Fralerder real calculated Job ranae Libia singtune zoe ERI mox DO ra x irah Second ander i nat calculaba Parl z 000 m Lira shah ral paused Description i kaniz 10 ibs Dera 5 0 hidden Epara noi cabi amp Client i Manira 0 Gh ias i Los E Cate 23 3 2013 Sl EN Ah BED Comment i Lineal cases 0 at D de Ode Fic era D pr dud hal f Joint Kd ll 0 Ew der O m IE nia 1 a Created us Moras leid O teat 0 Ew D der nml nia fare Du E Combination e Brace Pen pariar N T Tebii Sensis indaidusiy Ler deci joi nz menter gt des denen Program s main screen Structure s definition In this example we will not use the Generator of 3D structures instead we will define the structure s geometry by entering individual joints and members Thus we can show alternative 64 FIN EC User guide Fine s r o 2013 ways of creating and editing structures Using this approach there are more ways how to define the structure s geometry In our example we opted for the following e first we define a frame 2 columns and a beam e we define the l
26. Active load case e Default d b x 3 Q3 force Jong term variable E Button for setting the display parameters In this dialog box we can for instance set displaying of members sections 76 FIN EC User guide O Fine s r o 2013 Structure topology Structure load Common Global coordinate system Draw grid User coordinate systems Joints Members E Numbering E Numbering Symbols Al Local axes Supports End conditions E Coordinate systems Beginnings Common Load internal forces and deformation only on selected members Show units for load internal force and deformation values Correction of display size for load int forces and schematic deformations smallest default largest L Text size default largest OK Cancel Drawing setting dialog box After closing the dialog box Drawing setting the members are displayed in 3D instead of being displayed as simple lines Structure with displayed sections Calculations and results Now we are ready to start the calculation It is run by selecting Calculation in the Results section of the control tree First the dialog box Calculation properties is displayed and after confirming the settings calculation is executed 27 FIN EC User guide Fine s r o 2013 Calculation properties Calculation Calculation setting Load cases count Combinations count 2nd order analysis Calculate Combinations count Linear stab
27. EC v3 PI d Space structure ET ee Fim Edt ha mpert hpt ptica Help Ta Re E En mi m uh Eo Eiir Ld LEES ii i za ET Tr LES EIES THA EA LES IF E Lie ug IL E LIE HE 22 LE eee aaa eee eS Laici cala sai eee eee eS eee ee eee See rnm eee eee eee See eee isis eee Lea D 3 05ce shrine I Section lim E Mateo e Rie hiema formes i T D iiie E EN it LTbucdng i 1 i Peres dion hs ct am os s EBEN E Chek m Tu ESO en ue nn pon ree fid Marina visa bon arwaiopa Mesbercheda nacheck 2 re chark FERME red raja then dau rance Camu ioe Pale a Bushing bengih Zn sector no Leser be sel be Length ef bucking Tan setos na Lent ba eat Chet al Sucina pese 5 Ele Bl cana EN 15AT h Aap Members design checks 83 FIN EC User guide Fine s r o 2013 Therefore we switch to the Buckling section of the control tree where we can set the required parameters by clicking the Edit button in the toolbar to the left from the definition table x Buckling length Z on sector no 1 must be set Buckling for calculation consider buckling in identical sectors 9 Length of buckling Y on sector no 1 must be set E Add m a aj Start End Length Buckling Z Buckling Y Buckling m m m Le m kE L m k 1 Le m k ven Bana 0000 25350 2 350 no input noinput noinput noinput noinput no input 4 Wok amp cancel Button
28. a dialog box identification data of the job can be entered these can later be displayed in the header or footer of the output files In the start screen we can also change settings of some of the calculation parameters and thus affect programs general functionality Calculation options and Program options frames in the lower part of the screen Prior to commencing any work it is advisable to save the job this can be done either using EL button or in the main menu clicking on File Save As or using the Ctrl S shortcut fg Ulo it jako o le e Mistni disk C Users Verein b Verejn dokumenty e Fine FIN EC 3 Priklady Uspo dat Nowa slo ka Dropbox M zev polo ky Mapesledy navitiven JE Sta en soubory Minen BE Plocha Gal Knihevny 5 Dokumenty aj Hudba E Obr zky a Subversion H videa id Dom ciskupina jE Po ta z M zev souboru Bat Ulozit jako typ Files Concrete 3D c3e 2 Skr t slozky tomo Saving job Now we can proceed to entering a new section by clicking the Add Section button in the upper part of the program s control tree on the left hand side FIN EC User guide Fine s r o 2013 FIM EC Concrete 3D CAUsers Public Documents Finet FIN EC v3 Priklady C File Edit Mass inputs Data Options Help D c E ES Control General project data X fa Edit Job name Testing task Date 6 8 2013 Adding a new section The following dialog box ap
29. ahin ar peer fi a Selecting elements indeidaaEy Leth select joint membe of de element Displaying particular load cases Definition of combinations We can proceed to defining the load combinations which are defined separately for the ultimate and the serviceability limit states First we define the combination for the ultimate limit state We switch to 1st order combination ULS in the control tree and run automatic definition of combination by clicking the Generate button in the table of combinations al Load S Re 9 Load cases i i E Joint load e Member load A ist order combination ULS pu 9 1st order combination SLS 1 00 be O 2nd order combination ULS _ 7 2nd order combination SLS 2 7 a Results l be E Calculation Result display o i T eshek ination ULS Button for automatic definition of combinations 45 FIN EC User guide Fine s r o 2013 The automatic generation of combination is run in the Generator of combinations dialog box The dialog box contains three tables In the first the load cases which act simultaneously are combined In the second we can set mutual exclusion of some load cases in one combination The last table contains a list of variable loads which shall be considered main In our example we need to exclude simultaneous action of the defined snow load cases hence we create a new exclusion group by clicking the Add button in the table Excluded
30. alog box Now we can switch in the tree to Openings and Polygon and draw the contour of the opening directly in the model space clicking in each of its four corners To finalize the contour we click again on the first corner 27 FIN EC User guide Project a Project Punching j gt T Move ven d Other data hs E Calculation Other data Fine s r o 2013 MA 0 500 0 600 0 400 0 200 0 000 0 200 0 400 0 600 0 800 1 000 zc PAPA AAA Eon HE TER DE Tone TE n TE n HE n TE Hon TE n TE one TE ME on TE Mon TE TE TE n Ton nm TE TE TI fe ME TE Tl En TE nne Eon a e o ie d I 7 7 I i S 0 500 z Ir J a I e I Ed c 7 NS O A T hg E i a y 1 I j IA J 1 3 0 500 1 J lS f inis i J f F 2 Pi 57 Definition of opening in model space In this section of the tree we define the loading and longitudinal reinforcement of the slab as VEd 100 kN and 8 of 12 mm diameter bars per meter run El FIN EC Punching e Public Docus Fine FIH EC v3 Pd da gie rr E eae Fim Edt Enr Opbene Hale AE E 107 4 ye pal Laits Terese i C5 chupcherg ies 1 ral eid iair Paria slg r 0 50 m vertiosty 10 15 m EH L337 L Xczexh Fig Re ia dua Quad LIE RE Qe oa Lea LE Lu A babii aba dali pha ba las alata la ia a a a a a a lii olas is lui ilitialitilitilitaliotolis lidia ed Briar beep i Vee LO el pay QD Pin M
31. ame in the bottom part Definition modes can be switched between using the tree on the left hand side the rest of the window serves as a model space EB NEC Punching oiea pee A Fim Edt Entry Options Hule D mE Sa amp mh oat E E E E E E 5 E no check a Budd Bear Ei aihen C5 dhuctersics I ra General project data edt obrane Cabe 133 2013 EH L337 LiXczech Rep Main window of the program Punching First we enter the company data which will be later used when composing the output documentation The dialog box About the company can be run from the main menu selecting Settings In the first tab for instance we can enter company s name and address 21 FIN EC User guide Fine s r o 2013 About the company Filin the basic information about your company an Information you do not wish to provide leave empty Name FINE s r o Street Post Code City Stat oblast Zeme Phone Internet E mail Bok A cance Essential company data in the About the company dialog box In the second tab we can enter the company s logo which can later be displayed in the header of the output documentation The logo can be loaded as an image of any usual format such as bmp jpg ico etc To import the logo we run the dialog box by clicking Load About the company Company logo Company logo can be imported from standard raster or vector picture files
32. aterial Control 1 000 Service class Mass input of buckling properties Even though it would be sufficient to define the buckling parameters for the compressive members only it is easier to assign them to all diagonals Hence we select members D1 to D4 on the left hand side In the right part we tick the Take over sector geometry from analysis so that the program will use the actual lengths of the members as buckling lengths Finally we define simple supports at both ends for both y and z directions After clicking OK the entered parameters are assigned to all diagonals Buckling List of members for parameter input Global Di l Selection mode Take over sector geometry from analysis D2 all Buckling for calculation DS Fi D4 no check consider buckling in identical sectors y D5 checked D6 sufficient Bucking parameters 7 z QI nus d Buckling Z Lz romgeometry k 1 000 A MA la Buckling Y Ly om geometry k 1000 A 4 Selected 5 Count 7 CE ga Mass input of buckling parameters We continue with defining lateral torsional buckling parameters Diagonals are generally only subject to axial forces therefore the LTB checks are not required however due to their self weight small bending moments can occur In such cases the program demands lateral torsional buckling checks In the Mass input section we select LTB in the left part of the dialog box we again
33. c Document F IH EC v PIA Tie e eski M2 D tEC TLA ULHI Ela Fie Edt Entry Torch Cukulbion ptica Help OSO ki Hn e o mE a Aoi a bh ERG of 9r E E al Ier 8 I9 Rest mu oc 4 b F Depam US mrapa cf tardar n Zal i C Projetintmatan E oire O Aiha nfeemebon about resdits EJ Jon te Gia Bj Jon te ca S Ert H Dmm Fmns TO Cescipten th O LDH DEG TTIDET L Frat i design rareti 2 Legend E ride x DM design member Joerg Forges E x design member J is Eu y E aH design member Mz My Mz tan DA design member 5 Bescion 5 De proa raria Y ii S rel i Es Di design marier B 22 4 HNN PH nre cn Did design member A in hice f re mo ID Cu bombo Ira rra 3 r nee mo rere E iir deao mambar LL Selecting elernenis indoiduub Left deci jon mener gt des elerresti Generating design groups We can check in the dialog box which design groups were found by the program If we want to create only some of the suggested groups we can untick the Consider all generated elements box and then proceed only with selected design groups In our example we will use all suggested groups therefore we close the dialog box by clicking OK Automatic search for design groups different different different different 5 Consider all generated elements a Suggested design groups Because the orientation of particular elements vary we need to appreciate in case of which members this could cause diffic
34. cel Entering a list of employees We exit the dialog box About the company by clicking OK The company s data are shared with all EC programs and can be therefore used in other programs of the package Basic settings After entering data in the About the company dialog box we return to the main screen Here we can enter essential information about the job in the General project data dialog box which opens by clicking the Edit button General project data Edit q J Job name Untitled Date 14 8 2013 Opening General project data dialog box from the main window In the General project data dialog box we can enter e g job s name description remarks etc It is also possible to select the author of the project from the list of the employees which we created in the About the company dialog box All this information can be later displayed in the headers or footers of the output documents 24 FIN EC User guide O Fine s r o 2013 Selecting job s author from list in General project data dialog box Once we have finished entering the project data we exit the dialog box by clicking OK Then we can proceed to the next step by clicking the Geometry button in the tree on the left hand side Geometry In this dialog box we first select the column s cross section Clicking the A TAL z kladni button we open the catalogue of pre defined shapes Then we select a rectan
35. crearon PEERS imperfectos bu retr zen repito s Adol inpar tion d oo 100 Ficas buck YI Calcuta buck 2 AE Dette Length Y zmo ll Bio aon Length zi aoo Dd lio on y Maz alceved crack width Dem 0 01 STRESS LIMITATION Check al Calc ta crack rich oiy at upper bo Hara surface ee ja EN 1E22 J C cech Pep Assessed section in Concrete 3D program Outputs When the job is finished and saved we can proceed to composing the output documentation First we print out a concise single page output which summarizes all input data and design checks results Composition of this output is run by clicking File and Graphic output or E in the toolbar 17 FIN EC User guide O Fine s r o 2013 m os 9 eaamimm a 1 Column arto Caparo teeter Td ees Pg a Column i japin data TOH DE OA ES Aa ee LA E HAAR Er ls dr dab mm 2 Fibi mr mtra HOY D er Geer Bo dor ddr Felder en Na HT MADAR I OO z CELO EE Car EA fie a he a o O mi Cosqmadagi B O i ogha Ei FEOT a Tema E BG e A Er DO a Lr P momie T Ei a ee mee TR me a aigi E T F ma Sea Graphical output of Concrete 3D program We can print the document directly by clicking button or save it on disk as pdf or rtf file by clicking X button We use the second option and save the file on disk In the dialog box Save as we can e
36. cteristic combinations switching to 1st order combinations SLS in the control tree Calculation and results display Now we can finally proceed to running the Calculation of internal forces by clicking the eponymous button in the control tree 48 FIN EC User guide Fine s r o 2013 priui E HH EC HH 2D Cher PubliBocumemtsiFRe FIN EC 3 PIM Tiete UL UAE GI Ser weit Fede f Fim Edt Entry Trzh Cibuli ptem Hip 7 DEB E a e o fm a aaa e A PE e a nams Aries losa ose mV d nd 4 ww ETT AAA AAA Hm Me em Hm um n n nu um ue m Ted A A A A A A AS AE GF Prol naar 3 Topski El paa El H kwib 7 H Menbens J H Tees 1 Lead R D besi cries Hd Ken eed H Member lad E D Lil erder eben LA T3 lil erder ecmbeebeon LE D beia coreana bon LLE EJ DO Seeds corer ln 503 1 He 7 E Le L f ener dormia Input Results pdt Header Tapalagn Anapisa bakado rekczkulated Job rusas Tie Sinictune one r iLAN nx gialin ina end order j nat can ds ja Part Jeria 24 gba 3 rel 215 Dascripthon i Paras 132 Cleri i Lowtk iihi Pei prih Ph D 2d EN 1990 echen Dale 283 2013 Lowel case Gral lr delD le C paranient I era Lo ts TS Joirk land d rnt D fr D def D T Els Cree Public Documents Fr i den Dj z NEC v1 Pedy iti fla Manb leo 17 iret 1 fr 5 daf D T am 15 318 jara Do Ciratzd 283 2011 EEL Larnesin atr i El 143 011 A 10 rad fs ondas 14 F Bram matnnnocnvhm cod m Selecting cer
37. e have finished entering data we can create the combinations by clicking the Generate button A list of the generated combinations appears in the table in the bottom part of the screen we can add edit or erase the combinations as necessary We can also display the list in a comprehensive table by clicking the Table button Generate m m a Combination Number Name uy B Add La 12 61 G2 G3 c Edit 25 56 614624G3 m3 a Remove AE Lo ae Jss G1 452 433 E 48 54 6 1462463 E Down e a Cl Table ui 1 Fa E Button for running Table of combinations In the Table of combinations we can check the generated combinations for the active combination a detail description including the used load factors is displayed in the bottom part of the table 47 FIN EC User guide O Fine s r o 2013 Table of combinations combinations 1st order mem Combinabon chersctenztirz mal Combinations IG 1 Self weight G2 Roofing belas Ceiling loac 4 Snow load 55 Snow load 56 Snow load pa Name Type Accidental Permanent Humber load Enabl L1 Combination 61 624 63 typefasc subomabcally generated Sor descraben sp L1 35 G1 Hyp 21 35 62 7 22 301 35 6 3 Long descote Esp 21 35 m 61 SelF weight 15 5 5 2 1 33 62 Roofing load 1 25 301 35 53 Celing load 1 Remove icons Table of combinations Analogically we will generate the chara
38. eals indidusl Leti sect joint member ar des erre Running calculations The Calculations properties dialog box appears we can confirm the settings by clicking OK after which the calculation is executed and a window with information about the calculation process displayed After clicking the Cancel button program switches automatically to post processor Calculation Calculation setting ist order analysis Load cases count Combinations count Calculate Combinations count Design Total combinations count standard design can be launched Fire accidental combinations count fire check cannot be launched W Save data prior to calculation Calculation properties dialog box After finishing calculation deformation resulting from the combination No 1 is displayed in the 49 FIN EC User guide Fine s r o 2013 model space The program offers apart from many other functions a variety of settings for results displaying e g enables saving views into the Named selections and printing all views subsequently In our example we will show how to display the envelope of the bending moments First we select ULS envelope of 1st order combinations in the drop down list A S Deformation 4 b Diagrams ULS envelope of ist order olv Set INA ULS load case SLS load case ULS ist order combination ULS load case envelope dc er re envelope of ist order comi A Selecting envelope display T
39. ength the program will automatically calculate the height of the truss In the field No of bays on B C we define into how many segments the bottom chord will be divided by nodes Additional nodes may be inserted between the main nodes of the upper and the bottom chords In these nodes the exact values of internal forces and deformations will be calculated and additional nodal forces can be defined In the field No of intermediate joints we can define how many nodes will be added to each segment 36 FIN EC User guide Fine s r o 2013 Structure dimensions Metrics Right support height Truss span r Truss height v Truss pitch No of bays on B C No of intermediate joints Previous Cancel Structure dimensions dialog box After definition of the truss dimensions we need to specify cross sections and materials of individual truss members This will be done in the following dialog box Profiles in groups in which we can specify profiles and materials separately for the upper and the bottom chords and the filling studs by clicking the Profile button in the relevant tabs However we will use a quicker approach specifying first the material and profile for all members by clicking the Global profile and then only changing the profiles of the upper and the bottom chords Profiles in groups Upper chord Bottom chord Filling Member profile Profile Global profile Previous Fini
40. enter or edit the project information we can run the relevant dialog box by clicking the Edit button E FIM EC FIN 2D Drie 2e eee CIL ML lo m je Fim Edt Entry Trzh Cakulten ptima Help O dEl ppl mele fle lel a eh ela aR eo cleaner mE Act bend caos rm a rita b x Pa y 0 rr Lea 080 1080 080 Roo UM LEA 2808 4080 LO TAM DEA MA KU LO Eo TOR HOS E BLO dl Weal it tt co ci cil ci cil ci ici ci cl iia Eb Project effonmetn x Tea pelear 1 E eerte EC H kw 3 H Mesbes T r Tii E Lead H Ken lend 1 A Member hd R D ede ede LS T3 Glee cee LE D alone corea eon LLE D dade pxshnaRen as R Hewults 3 inl i E J Pj Ln E ra benesd nears bit Ingi Results Header Tapalagy anmaya makoo reload bed Job runas Linder Sinktune eae 1 0000 mx 0 000 ra dupes senor ceder I not closed Par hy 0 abs D ra of Description d Clerk Lad Lite i sisiwi EN Ah Aen Duie 243 2011 Load camer ret D for D defo E Comment I dera Do Fie rth ret D for D daf D T Fie 1 iret Pe dera 0o 5 rm ia Manier ceci ret D for D daf D Creed n Tera Do Zra f Combination E ira rica 10 E Arama sarreria i Tabair elenneis drid il hy Leh serian member or das derr Button for running the Project information dialog box In the dialog box we can enter e g the job title or the project author After entering all necessary data we exit the dialog box by clicking the OK button
41. for editing buckling parameters In the dialog box Buckling sector edit we need to set the buckling parameters in the z and y directions using the Buckling Z and Buckling Y buttons where Buckling Z stands for displacement perpendicular to the Z axis and Buckling Y analogically for displacement perpendicular to the Y axis Buckling sector edit sector Sector beginning 0 000 m Sector end 2 350 m Sector length 2 330 m Buckling parameters Buddngz Lorz noinput Lz 2 350 m kz no input BuddngY Lery moinput Ly 2 350 m ky no input Bucdinga Ler noinput Li 2 350 mk no input Bl cancel Buckling sector edit dialog box In the Buckling Z Y dialog boxes we need to select the end conditions If necessary we can also enter a buckling length different from the member length Apart from flexural buckling parameters we normally need to define the lateral torsional buckling parameters in the section LTB sector lengths bending moment distribution types and end conditions 84 FIN EC User guide End conditions Buckling length Ly sector length factor k Lo 2 350 m Buckling Z Buckling in direction of axis Y Buckling check Neglect bucking bucking prevented Different sector length for buckling 1 000 OK cance Buckling parameters Fine s r o 2013 We define the buckling parameters analogicall
42. forcement frame From the Member type drop down list we select the function of the member in the structure beam slab column or wall Section Material Reinforcement Member type column beam section Ta LI Concrete design checks of the reinforcement arrangement As a hexagon is not included in the library of pre defined cross sections we need to use the m button to define geometry of a general polygon FIN EC User guide Fine s r o 2013 Cross section editor Concrete general polygon Cross section description E name Column comment E iur E 37 m m Cross section geometry a Y mm Z mm e T Adding polygon points In the dialog box Cross section editor we can define geometry of any polygonal cross section as a set of points Having the coordinates available we can define each of the points numerically by clicking the button located in the bar in the left upper corner above the table of points The following dialog box appears New point of polygon Point position Y 0 058 fx mm 2 0 1 x mm cms Dialog box for polygon points definition In this dialog box one by one we enter the coordinates of all six points of the polygon 0 058 0 100 0 058 0 100 0 115 0 000 0 058 0 100 0 058 0 100 0 115 0 000 Each point is confirmed by clicking the Add button after entering coordinates of the last point we retu
43. gle and enter the dimensions DOTTITOOAO 0 2000 m 0 2000 m Catalogue of pre defined cross section shapes In the Geometry section of the main screen we enter the slab thickness select the corner column type and define the edge distances The structural layout instantly appears in the model space 25 FIN EC User guide Fine s r o 2013 FIN EC Punching C Users Public Documents Fine FAN EC v3 Priklady Mallpte File Edit Entry Options Help 0 dAd 0200 Ah Aid mir Project Punching EH Geometry am 0300 0400 550 o A na check Geometry Column Units Slab thickness hy 0 200 m TAE Sec General Dimensions m A 3 i F a rectangle 0 200 2 CS characteristics mi Column type corner s ng Edge aj 0 500 m Grid spacing Edge a2 0 500 m horizontally 0 50 m vertically 0 50 m a a e Grid is boo sparse z ity Fr EN 1992 1 1 Czech Rep Defining job s geometry Materials Proceeding to the next item of the tree Materials another sub window appears in the main window s bottom part In this section we need to specify materials for concrete and slab s longitudinal and punching shear reinforcement As we are using a standard concrete class we click on the Catalogue button and open the list of available concrete strength classes We select C20 25 and exit the dialog box by clicking OK Cata
44. ility Calculate Combinations count Eigenmodes Calculate Design Total combinations count standard design can be launched Fire accidental combinations count fire check cannot be launched Iv Save data prior to calculation Calculation properties dialog box The program executes the calculation information about the progress and the results are displayed in the Calculation window which we exit by clicking the Close button Calculation progress Calculation results Data recapitulation i joint count 8 i members count 8 i load cases count 3 Preparing 1st order calculation i count of calculation joints 8 i count of calculation members 8 i combination count 4 Static 1st order calculation Calculation successful Calculation window with information about the calculation progress 78 FIN EC User guide O Fine s r o 2013 After finishing the calculation the program automatically switches to the post processor and displays the deformed structure E aN EC FIN ID cruce Pub Document FR BFIN EC 3 Pied Space structure 3e Fim Edt Entry Tech Cabub rn Dp cm Help Coe EE Rye a e a at ds bh El Area Be PAS m I SER ms REP Dic rH IE ta 4 b F Depam Zzb5 lzinrercnrerahen F ULA Rest A Xi d Corato L1 Emir fe Profecias on El ouire Resihs Fa A information about read te Enzo d H Dean resi 1 ag EN H bes Pa i a ED 4 E
45. ing moments My 2 00kNm and Mz 0 00kNm As result a table summarizing all defined load cases is generated in the dialog box Loads Zoom in table Name and ord N kN Vz kN Vy kN My kim Mg kNm T kNm Utilization E Add E Edit E Remove El Import fe In detail Loads Any number of load cases for various combination types ULS SLS can be defined the program assesses each of them separately Reinforcement After returning to the main dialog box we can proceed to defining the longitudinal and transversal reinforcement We open the dialog box Edit reinforcement sector for longitudinal reinforcement definition by clicking on the Reinforcement button in the Section Material Reinforcement frame In this dialog box we can define the reinforcement either numerically in the table on the left hand side or graphically in the right 12 FIN EC User guide O Fine s r o 2013 part of the dialog box We can also take advantage of a simplified approach by clicking E and then the Generate button in the left lower corner of the dialog box In our example we will use this option bopa 8 Edit Bem An Information on reinf Maximalize informati Use the same coordinate system as for cross section a 20 0 mm i Drawing Utilization by bending NO CALCULATION Simplified definition of reinforcemen
46. ing parameters from the bending moment My The procedure is similar to definition of flexural buckling parameters In the dialog box Lateral torsional buckling edit we need to select the moment area shape load position in relation to the depth of the cross section and also the end condition for flexure and torsion to 85 FIN EC User guide Fines r o 2013 calculate the coefficients kz and kw Sector Sector beanna o oo0 fl Sector end m eleg 4o00 Pi Buckling effect Do not consider bucking beam is restrained Different buckling sector length Buckling sector length 4 000 m Moment area Moment area shape M Load position zp Ratio y Matar Mend Parameters End conditions kz n m fixed fixed M End conditions in torsion ky 5 teta Dialog box Lateral torsional buckling edit After defining the flexural and lateral torsional buckling parameters we can proceed to design checks 86 FIN EC User guide Fine s r o 2013 Fe Exit uM rm mM Hag Bj Beg He 404050 El Calculate Calculation rested macarra uba ton areaicpa Henber dedo PASS rte uu Combina ten nod Quo d ros X 0 000m j Cram econ check X D Diir 04 7 Lead Hanba no I Combina dan re L 201493 Dedo had Marthar nc Carthinetan ra l 056141 Oran aein clans 1 Miek ool shear due bo hear Tosce Y SS THEN lt 1181 Poo Fisna fener him HAH Hym JAS rino Mc 0 000
47. ixed A z fixed a Rotation about axis E i X fixed Y fixed CENE EE z fixed Sy laj le Support is in local coordinate system of joint Finish input Definition of the upper nodes 66 FIN EC User guide Fine s r o 2013 Because the upper joints are now aligned to the grid step their coordinates in the z direction are 2 0 m instead of 2 55 m as given in our example We therefore edit the coordinates of these joints by selecting them in the table located below the model space the active joint is highlighted in bold and click the Edit button 1 RB Add CEE Input type Coordinates Support Edit Number X m Y m Zim Px Py Pz Ox Oy Oz i abs X 0 000m Y 0 000m2 0 000 0 000 0 000 Q 000 w v v v v v Remove 2 abs X 0 000m Y 4 000 m2 0 000 0 000 4000 ooo w v v v v v Up gt 3 Jabs X 0 000 m Y 4 000mZ 2 0 000 4 000 2000v LLL E Down 4 Jlabs X 0 000 m Y 0 000m zZ 2 000 0 000 0 000 2 000 Tables joints Editing joints In the dialog box Properties of absolute joint we change the Z coordinate to 2 35 m We confirm the definition by clicking OK and edit the fourth joint analogically Properties of absolute joint 3 Absolute joint geometry Outer joint support Displacement in axis i X fixed Global hd Y fixed Rotation about axis Coordinate system 4 000 s m X I fixed gt een P e Y fixed AAN 2 350 ifa ml E fixed laj la
48. j bl Add local coord sys of joint Support is in local coordinate system of joint ETTI Change of absolute joint s coordinate Now we can define the members in the same way as the joints We switch to Members and Add in the control tree similarly to joints definition a dialog box with member prototypes properties appears In this dialog box we define the cross section using the Profile button and selecting the section type Steel and Solid welded in the following dialog boxes 67 FIN EC User guide EB FR EC FN 3D CAUSe Pub Documento AFA BC 3 Pida dy Space structure De Dew UL ML File Edk Entry Toole Calculation ptica Hale Da RS le a m A AA Ee Ee o e cana E Reise a vel te De eI Ge tive cane Dufauk fe End conditions Begnming fecal coordinada rn Dipi Fal i flrrad Gree 3 Ford a V Ped Selecting rans TU EE Left eet E rm Selection of the section type Fine s r o 2013 In the Cross section editor we select a circular tube and define the 200 mm diameter and 20 mm wall thickness Defining cross section dimensions In the following dialog box we select the steel grade Fe 360 68 FIN EC User guide Fine s r o 2013 Catalog of materials Structural steel Select from catalog of materials Stainless steel EC 3 Steel EC 3 EN 10025 Fe 360 EN 100 25 Fe 430 EN 10025 Fe 510
49. located under the Loads table In the New load dialog box we select a Combination type depending on which combination has been used to obtain the design forces and bending moments and for which design situation the assessment shall be carried out The following options are available Basic design e Forces and bending moments have been obtained from the basic ULS combination for persistent and transient design situations according to EN 1990 equations 6 10 resp 6 10a and 6 10b These loads are used for basic assessment of cross section s capacity in the ultimate limit state Accidental design e Forces and bending moments have been obtained from the ULS combination for accidental design situations according to EN 1990 equation 6 11 These loads are used for assessment of cross section s capacity in accidental design situations in the ultimate limit state partial safety and material factors for accidental design situations are used Characteristic e Forces and bending moments have been obtained from the SLS characteristic combination according to EN 1990 equation 6 14 These loads are used for assessment of the stress limitation serviceability limit state Quasi permanent e Forces and bending moments have been obtained from the quasi SLS permanent combination according to EN 1990 equation 6 16 These loads are used for assessment of the crack widths in the serviceability limit state Subsequently we enter the forces and be
50. log of materials Concrete Select from catalog of materials k OK Cancel Concrete strength class selection 26 FIN EC User guide 0 0 YoPass Units Dimensions m C5 characteristics m Concrete Catalogue User defined Name C 20 25 Material characteristics Longitudinal reinf Catalogue User defined Name B500 Material characteristics Fine s r o 2013 We proceed analogically to specifying reinforcement material For both longitudinal and shear reinforcement we will select the B500 grade Shear reinf Catalogue User defined Name B500 Material characteristics Grid spacing fa 20 0 MPa fu 500 0 MPa Fl 500 0 MPa horizontally 0 50 m fa 2 2 MPa vertically 0 50 m Ecm 30000 0 MPa Es 200000 0 MPa ES 200000 0 MPa k i aiia Grid is too sparse EN 1992 1 1 Czech Rep Materials definition sub window Openings To simplify definition of the opening we first open the Options dialog box by selecting Settings in the main menu In the tab General we adjust the grid to suit our needs by defining the step as 0 5 m in the X direction and 0 15 m in the Y direction We exit the dialog box by clicking OK Options Grid Origin step o 00 m o so m 0 00 m 0 15 m W Snap to grid alignment can be temporarily switched by pres Input window Rulers Export into clipboard Set as default ETE Adjusting grid step in the Options di
51. m Named selections E 0 00 9 insert into selection allow multiple inserting OK Cancel Insert structure 44 FIN EC User guide Fine s r o 2013 Insert structure table After inserting the truss is displayed in the program s model space Geometry can be further edited in the Topology part of the control tree load cases and loads can be edited in the Loads part Only the active load case selected from the drop down list in the upper part of the control tree is displayed in the model space FIN EC FIN 30 CA livers P uis ic Decumanin Fire FI EC d Did ach Ti a Merwe IL PALL 54 Snow losd 1 eco tell ieee Fit Ed amp Entry Tools Calculation Options Help ea asar ES e aaa bos mmm m Boe as Bm bins x tZ ae cal sigh q E2Acofira kasd L Foe ioaad nd order combination LS Cb and ceder combination 515 Eesau BR cairn FH edi HE login Bih Hadr Topo Arabmi Feu orelar rol calculated Mb nne Te enin sime ix 0 x 3 033 04 Ie nad aedes not calculsted Part lani gt Mib J md 31 Dearie Viesnibers iz i E day mior Peter ani Ph D craw EM e Crech Een i Daria gt BESS Lard raras tod mt 1 For J caf d RS Conan ten if Filz Jain bal Dita Ferd caf F File C Ub ise Pb rest eines FL ben ry E H EC v5 Pilla Tar Foe Vinr car kasd Lmt 12 Fer 5 def cae Zaks han m Erani A A El Combina bon 1 caved i5 E 20 L3 3159155 Saal eg Gre okey p Arm
52. m chord We carry out the design check again confirming more economic design of the member AT TEE Fim Edt Hr mperte Ipu ptica Hule E RO Em LO XS d oY apos Le 23000 1003 aca LUE LES nad nex H n E noms E To uwa nome iii dcir iii d giai aal aa iu m El Cakulate Caksdaten melhor Caka armento gg aa urram yakan bons Eon Mies Mehr deck PASS Maximal ulificalx 65 1 Combe Gee mod 5455185440 T X 55 50r Creas decton dk Xm 00 Hr DR Lead Combria bos nod S41 962 Mz Decet load Corbrator no d 51852465 iera lg H e 16 6 2 M M D EX KHrc M e DL DOD Km Wm D Tession sed bending moment combination check Rearen Ha m 75 800 E P pom 1 017 lm DAA e 0538 OO O81 e a Shear tences checks L E Wa me AZ A OLOR Loses Member zerzierramzz 27 1 artes r EN 1568 1 1Toech Rep Bottom chord s design check Finally the diagonals remain to be checked Because the diagonals properties are almost identical we can define the calculation parameters for all of them together This can be done using a function in the Mass input part of the main menu First we define the buckling parameters 59 FIN EC User guide Fine s r o 2013 FIM EC FIN 2D Timber C Users Public Documents Fine FIN EC v3 Priklady Tie f2e File Edit Input Options Help Ely Ely bg Section joint if gt M
53. m mm me Reie eu d x 4 b F gra HL mab o tardor Sat Li Entry QE Project ikea ion El rout rede 1 fouls E Information eil nest e uet riter A Desa dE nx XL nm 24 aba 3 rel 215 ii Peter Smith Ph D apad End T3XIRE ech Rie HAT 4 iret L for 5 def p E eni Dn Joint had 0 rat D for Di daf D Euer Public Documents Fe iF dera o HEC 43 dod pit Ea Mare kad 13 iret D2 fr 5 daf D 15 1318 ien Er M4 011 ESESL Combinatie BAM Am A 14 Draken sarreria cod Selecting Heresis mieku Left select jore menter gt des elemen Envelope of bending moments on structure Now we proceed to design checks of the structure s cross sections First we switch to the Des groups in the control tree The structure consists of total of 11 elements representing 11 51 FIN EC User guide Fine s r o 2013 design members The program enables merging the members into design groups so that the assessment is as quick and straightforward as possible Members merged into a design group are checked as one member the loading is however considered on all members separately This approach is beneficial for instance in case when we need to check a number of concrete columns in which we want to have unified reinforcement it is sufficient to merge all of them into one design group To create design groups automatically we select Generate Design Groups in the control tree E FIV EC FH 2D Cer Publi
54. m right corner of the screen If it is necessary to display detail checks in other sections these can be added using the table in the bottom part of the screen or simply by double clicking in the selected location of the utilization diagram in the model space CPA FIN 2D Timba Cipra Pulse a A eA EC v3 Fey Tiea Fie Edt Mane impute Input phone Hale Ta hh 4040 En e eee mal Caboulate eres of maximum datos Par all lace Member bed PASS Maximal ulifica bos 14 3 Member 8a 2 Combisalion red 5401463403 E 5 37 m Coordina bra Lia bor rer nian ee Loge Hernier nc z cLonminason no d s DEDI dern pee deal ze egeret LE Invernal fenes Hw T pm pu o 5 iD km Wi 0057 KE MW DA Lo olaa mi beading mo rabino Cheeks Ma 1 Doe VM rise ela im 1450 s 4 2 058 2 000 HLH c 1 Pas By Printing Som a MAN H Check all Thuriura perar EN 1506 1 LiCaech Rep Members check Because the maximum utilization of the member is very low we can reduce the size of the cross section We switch to the Section part of the control tree and run the Cross section editor dialog box where we can edit the cross section geometry 56 FIN EC User guide O Fine s r 0 2013 Cross section editor Timber solid squared flange thickness distance between internal edges of cross section v p lt e OK X Cancel Edited dimensions of the upper chord After editing
55. nding moments acting on the cross section in our example the axial force is N 400kN negative value denotes compression and the bending moments are My 2 33kNm and Mz 5 46kNm Also we should enter the Load duration coefficient i e the ratio of quasi permanent and total loads for calculation of the creep coefficient If the exact value is not available we can leave the conservative value of 1 00 which means that the total load is considered quasi permanent in the calculations The new load is confirmed by clicking the Add button and Cancel to exit the dialog box 11 FIN EC User guide Fine s r o 2013 Mew load Load Load 1 Combination type basic design ULS 5 fision M lt O compression kN kN 2 33 kNm My gt 0 bottom fibres in tension 5 46 km Mz left fibres in tension 0 00 km Load duration coefficient Load duration coefficient 1 000 Represents ratio of quasi permanent SL5 and design ULS load by bending moment values range from 0 to 1 1 means that quasi permanent and design load are equal used for calculation of creep coefficient E Add Cancel New loads definition To define the loads for the serviceability limit state analogical procedure is used as for the ultimate limit state loads To assess the stress limitation we select Combination type characteristic SLS and enter the relevant axial compressive force N 350KN and the bend
56. nforcement as sum of the minimum cover given by the code and the diameter of the stirrups The calculation can be checked in the dialog box opened by clicking Minimum cover button Reinforcement cover Exposure class Exposure class xO Indicative strength dass C12 15 strength dass pass Structure dass Class 54 Residential civil and other common structures industrial structures structures for mining reservoirs wather management Lifetime gt 80 years Lifetime gt 100 years Slab geometry Special quality control Resulting structural dass 53 Other infl Abrasion dass No abrasion Uneven surface Additive safety element Stainless steel Additional protection Allowance in design for deviation Ground prepared Minimal cover Min longitudinal reinf cover Cmin mD X Cmin b Cmin dun 10 max 16 10 10 16 mm Cnom Cmin dey 16 10 26 mm Min stirrup cover Cmin MaXx Cmin bi Cmin dus 10 max 10 10 10 10 mm Crom Cmin Xe 10 10 20 mm Longitudinal reinforcement cover behind stirrups Crom max 26 20 10 max 26 20 10 30 mm 6 Cancel Minimum cover calculation As it is not necessary to change the settings of cover calculation we can exit the dialog box by clicking OK and return to the dialog box for longitudinal reinforcement definition To check whether the geometry of the longitudinal reinforcement satisfies requirements
57. nge the selection mode to rectangular Then we can easily select the upper joints 35 FIM EC FIM 3D C Users Public Documents Fine FIN EC v3 PrikladSpace structure f2e View UL ML LC Q3 farce File Edit Entry Tools Calculation Options Help Cee Sh Boro 17 m aq A eee e GEE POR Be Saal ele st Active load case d Det box 3 Q3 force Jong term variable Entry a O Project information 7 Topology E Generate Bj Joints i y ig E Members Ej Concentrated weight Tools r i uet Move copy Enlarge shrink Erl Rotate F E Mirror 4 Ed Align a a Load O Load cases X tl Jontload el Member load Selection mode tools The selected joints are highlighted in green 73 FIN EC User guide Fine s r o 2013 Structure with selected nodes Now we select Move Copy in the control tree A dialog box appears in which we can select whether we will move the structure in the direction of the global axes or in a direction defined by two nodes We select the first option and confirm by clicking OK Entry ES O Project information NS O Topology i e f Generate j Es fh Joints d i e Members TM Topolo djustments move aa Concentrated weights A Move methods Preview move in axes direction move determined by two points Ei Align E Load A Load cases Joint load Member load Ve Move copy tool In the dialog box Element generati
58. ning and at the end as well as the segment length 71 FIN EC User guide New load of selected joints Load values Type Fine s r o 2013 Preview Orientation along length in direction of global X axis fi 19 00 kN m a fz 12 00 kN m d 0 000 m 2 350 m The dialog box for load definition for selected members After clicking OK the loads are applied on both selected members By repeated clicking on the members we deactivate their selection Structure with defined trapezoidal loads Definition of load combinations is the last step in the loading definition In the program Fin 3D the combinations for ultimate and serviceability limit states are distinguished First we create the ultimate limit state load combination Only two combinations will suffice for the design Both will contain all load cases in the first the load case 2 will be considered main variable whereas the load case 3 will be considered the main variable in the second For definition we use the Add button after switching to 1st order combination ULS in the control tree In the table located in the lower part of the dialog box New combination we select all load cases by ticking the boxes in the first column of the Consider section In the second column we tick the box only for the load case 2 This way we set this load case the main variable We confirm the definition of the combination by clicking the Add button Me
59. nt section of the main menu or directly by clicking the El v button in the toolbar 31 FIN EC User guide Header and footer Header different on odd and even pages different on first page All pages Header orint header fl insert company logo FINE s r o fi ne ProjectAuthor Footer print footer Fine s r o 2013 Footer different on odd and even pages different on first page ProjectName ProjectPart iPageNum Displaying logo in document s header After ticking the insert company logo box the logo appears in the headers of all documents FINE s r o Peter Smith Ph D Header with the company s logo 32 FIN EC User guide Fine s r o 2013 Timber truss Task In this example the task is to design a symmetric roof timber truss of 13 m length and 25 degrees of the roof pitch The truss consists of timber members of class C24 and 40 mm thickness the spacing of the trusses is 1 rm centres The truss is subject to dead load 0 2 kN m from both roofing and ceilings and to snow load 1 0 kN m according to the Snow area 2 of the Czech snow map Setting up project After running the program 2D the main screen appears consisting of the model space on the right hand side the control tree on the left hand side and the input table in the bottom part The table displays the project information which can be later used in headers and footers of the output documents To
60. nter the file name and select the destination folder tal Save i ii pl mh Jie de e Mistni disk C Users Verejm Ve ejn dokumenty Fine FIN EC v3 Priklady 44 Prohledat FIN EC v3 P iklody A Uspo dat i Dropbox N zev polo ky Datum zm ny Typ Velikost S Napesledy navitiven Je Staden soubory Hled ni neadpovidaji Zadn polo ky BE Plocha Gal Knihovny Es Dokumenty a Hudba E Obr zky El Subversion H videa ej Dom ci skupina E Podita M zev souboru EME d Ulo it jako typ Adobe PDF document pdf z Skr t sloky Saving file in pdf format Apart from this concise document we can also compose a detail text output by clicking the 18 FIN EC User guide Fine s r o 2013 EB button in the toolbar or selecting File and Text Graphic output in the main menu However as we are still in the print and export document dialog box we can change the document type to text output directly in the toolbar s Document drop down list Document Edit View Page m ce Ll Document Text output Editor Graphic ou tput Project z Project information Standard T Details Section printing E Printing options NN Column Change of output type After switching to the Text output mode we can set in the Editor which parts of the assessment will be included in the output and how detailed the output shall be Print and export document Document
61. o define an envelope of all combinations we click the All button in the dialog box thus all combinations in the list on the left hand side are automatically selected Envelope of Ist order comb List of 1st order combinations Internal forces Rescon 50 1 51452463 li Per member Minimum 4 2 55 61 02 03 Dar arh 8E hang JI 3 55 61 624 63 a mes 7 4 54 1452 4053 i Beth extremes Envelope key Envelope key Al e Al 3 M3 Selecting combinations for envelope Then we run the Cross section display settings dialog box and select Bending moment 50 FIN EC User guide O Fine s r o 2013 ES FIN EC FIN 2D C Users Public Documents Fine FIN EC v3 Priklady Tie f2e Results Def EC 11 4 ULS File Edit Entry Tools Calculation Options Help Sab amp ovo E SESIETC ES v Deformation Reaction Fy Describe Highlight maxima Reaction F Describe 4 Highlight maxima Reaction My Describe H ghlight maxima Contact stress 3 Describe he Highlight maxima Draw internal forces along beam span Normal force M v Shear force V3 M V Bending moment M3 M le OK X Cancel Cross section display setting dialog box After confirming the SIME of sli moments is ieu oes on the structure 3 PM Tietze n PAZ DoE TA ULSI Fim Edt Entry Toch Cibule ptima Help AA LAA S Go gr Ee
62. oading on members e we copy the frame to obtain a 3D structure e we define the transverse beams properties including loading This approach has not been selected because it would be ideal or simplest but because it gives us the opportunity to explore more of the program s functionalities First we save the project naming it e g 3D structure The name is displayed in the main screen s header and it will also be exported to the design programs In the control tree in the left part of the screen we select Joints and Add abs A dialog box for joint prototype s definition appears its purpose will be further explained Entry O Project information Topology Generate z ni Absolute joint prototype e Individually Outer joint support ld ab Displacement in axis x X fixed Scissor joint l Y fixed Edit z El fixed lel Delete Rotation about axis Transfer to abs i X fixed 2 Information i Y fixed aa Coordinate systems Z E fixed 4 AJ 4 Mi O Su Support is in local coordinate system of joint lh Delet Ue Properties transfer EIA O Ear Edit supports Special OK Cancel Concentrated weights E Tools X Absolute joint prototype definition The purpose of the dialog box Absolute joint prototype is to define the fixed directions of the entered joints First we will define the joints of the fixed column bases either by ticking the fixed boxes for all directions or by
63. of upper and bottom chords Now we change the profiles of the upper and the bottom chords First in the Upper chord tab using the Profile button we set a Pi shaped profile and enter the dimensions Cross section editor Timber solid squared Cross section description Pi cross section 200x240 Cross section dimension cross section height cross section width stem thickness flange thickness distance between internal edges of cross section v Loy le OK X Cancel Upper chord s cross section dimensions 39 FIN EC User guide O Fine s r o 2013 Analogically we define a compound cross section of the bottom chord Cross section editor Timber composite built up cross section 120x200 Cross section dimension element height of built up cross section gap between elements of built up cross section number of elements of bult up cross section OK Cancel Dimensions of bottom chord s compound cross section After changing the chords profiles we exit the Cross section editor by clicking OK The generated truss is now displayed on screen We can go back to any of the previous steps using relevant buttons in the Structure frame to the left from the model space In the frame in the bottom of the screen the tables for managing load cases and members are organized into tabs ES Genesster of 2D structures aate oscar SUCRE C24 conilerous Mr rmeer Piecroessecron 200 a EM
64. on by moving we set the necessary parameters for moving the structure We select the handling method Copy and enter the value of the Move in direction of the X axis 4 m Also we tick the box Connect sel joints by members as result of which the members connecting the original frame with its copy will be inserted Clicking the button Member set we can confirm that the inserted members are of the section 1200 74 FIN EC User guide Element generation by moving Information Total joint count Count of selected joints Handling method i Copy C Move Copy parameters Filter identical joints and members Copy concentrated weights Create new selection for copy 4 Connect sel joints by members Copy count ig Moving parameters Move in direction of the X axis Move in direction of the Y axis Move in direction of the Z axis Fine s r o 2013 Total member count 3 Count of selected members 2 Elements to be handled All D Selected 4 Copy supports Y Copy loads 4 000 m 0 000 m 0 000 m lok Cancel Moving parameters After clicking OK the 3D structure is created Using the Ei button in the Selection toolbar we deactivate selection of the joints i e T n us ul wei Fi a T A Created 3D structure Now we need to edit loading for individual load cases In the active load case 3 there is now
65. on minimum covers we can run the assessment by clicking Check of cover 14 FIN EC User guide O Fine s r o 2013 le OK Covers check result The check returned a positive result therefore we can return to the main dialog box by clicking OK Shear reinforcement We can proceed to defining the shear reinforcement by clicking the eponymous button in the main screen We specify 10mm diameter boundary stirrups with 150mm spacing Edit reinforcement V Boundary stirrups Diameter d 10 00 mm O T E spacing s 150 0 mm Torsion Consired only to shear resistance Ratio of stirrup area used for torsion resistance Ties immer sbrrups vertical Ties inner stirrups horizontal Bent up bars vertical Sent up bars horizontal I I Inner lever arm Angle of compression struts 9 Define by calculation a Iterate D Define as Tx D User defined Information Check stirrup principles Min sbrrup diameter d mm gt Pass Max sirup SPAN Sd mar 200 0 mm Pass Load 1 Shear CS E not subject to hear Torsion C5 not subject to torsion Utiliza bon in hear 0 0 PASS Shear reinforcement definition 15 FIN EC User guide Fine s r o 2013 Buckling The next step is defining the buckling parameters Firstly we need to tick Calculate buck Y Z boxes followed by entering the nominal lengths of the column for both directions based on which the effective buckling lengths will be
66. os oo dj Lo m Mgr 000 Hin Mess 000 Hj LOO m Longitudinal reir in lah sk Enter bearer Cowra tor Court Cover ara EH hoigh Enter araur Ipcufridth ra Fas Fas Direction 120 ad 3 0 34 3 164 0 BEL resnforcensent areni D ier inte Lure gebidh and Jad at each cde Direction i 30 420 4044 1530 HA dh in dinecben x Lote zrdraa dh indinecben y Lotte Calculation Slab loading and reinforcement definition Switching to the last item of the control tree Calculation we can proceed to carrying out the design checks of the punching shear reinforcement First we need to select the shear reinforcement type in our example we will use concentrated stirrups Then we can either define the reinforcement manually in the table in the definition frame or we can let the program design the reinforcement automatically Choosing the latter we run the automatic reinforcement design by clicking the Design button 28 FIN EC User guide Fine s r o 2013 107 9 YoFail Shear area l A mex Shear reinforcement type concentrated stirrups In detail jm Design p E 0 iv Check structure principles CS characteristics m TM Add reinforc m EJ a Count pcs Diameter mm Dist from column m Grid spacing horizontally 0 50 m vertically 0 15 m im Ll ri f n Consider B according to 6 Recommended value according to 6 4 3 6 is 1 50 EN 1992 1 1 Czech Rep Button fo
67. pears in which we can enter the section s name Column into the Section description field confirming by clicking the OK button Add Section Q Create new section Copy existing section Section descriptior Column mex B eee Dialog box for adding a new section A new item has been generated in the control tree representing the new added section Column The program has now automatically selected this item therefore we can directly proceed to entering the section parameters FIN EC User guide Fine s r o 2013 Ig FINES Concerta 3D CA Lor D usc Documenti Fire FIN EC x Pida Column cs mm primi mm File Edk Mascinguts Duis Option Help D ae d Oe ES ED peram LLE ches i MO CALCULATION y x ELS check HO CALOULATIOR F 7 r erga bon daria diter Pesme Ci Can B coro San Matera Presnforoseemi List Zaara ii iha LU seen ee m E ando pe ced v pod pure pod T Ko uro Seton ma input Jg atera Terese nen no oot Cep rea cacuaberi Fa rius nein in corer j res E t gsi Eey M aee Droeifezion buck orks Penis enin meii Vv E rte Sra e nob zat Caen nan Cabra B Crpar ecbenrmarial a retmi Cerci run caulk A ESA non ole Chet edi EH 152932 1 L Canch Rar Dialog box for section parameters Section Material Reinforcement At first it is necessary to enter the basic geometrical and material characteristics of the section in the Section Material Rein
68. r Teema tion j A esperados para maa a Running the design program 82 FIN EC User guide O Fine s r o 2013 All necessary geometrical data members lengths cross sections materials as well as calculated internal forces are exported into the design program The design groups are organized in the control tree on the left hand side gane FIN 3D tee Cer Public BecumentAFRe FIN EC 43 PA Space structure fSe E zm Fim Edt amparo Input ptica Help Ea Res Control Gere project deta Jo nome Spe SN Dates LE E 2003 D 30sce structure E hg Tu ESO Timid Gei Catculaton standard EH 1990 1 1 EH 1393 1 4 Cale nisi Ah Ezech nationala C red Eun Parisi srki Factors tir she singctunes Cipzr mcbon rar lana factor mej LIOC ist deck ns Papo Yer LOO E Parfora ted manamin maraca Factor y es LED Parisi zytepy Pachter zpsnienz spend Cipar eecHon rara lance factor ey m LLIDD Sire deck rezedianoe laci ve L Lit Par fore ted rara accion restrbence Factor yg 1 220 Chet all Eire El Cara EN DESC och Raj Design program for steel structures First we carry out the design checks for the Column design group We select Check in this design group s section of the control tree and click the button Calculate to run the members analysis Before the analysis starts we are notified by the program that it is first necessary to set the buckling parameters gne FIN 3D Sres Cer Publi Document Fine FIN
69. r automatic design of punching reinforcement In the Reinforcement generation dialog box we can define invariable reinforcement parameters other parameters will be defined automatically Ticking the Use row spacing box and entering a value we define fixed stirrup spacing 100 mm the position of the first row and the stirrups diameters we leave to be designed automatically Reinforcement generation Parameters Use position of first row Use row spacing 0 100 m 0 0 119 Use reinforcement diameter Defined shear reinforcement will be deleted OK Cancel Dialog box for automatic design of reinforcement After closing the dialog box by clicking OK the reinforcement is designed to reach required capacity and fulfil all detailing requirements 29 FIN EC User guide Fines r o 2013 Li s ambri Loe CIR CE DzLia FmiIpe J i El amp Li F i a UO DOCUMENT r4 zt was rmi uy ue 1 e zm y 0200 bea ADR Shear reinforcement type concentrated strune 7 In detad 52 Check structure prinaples Consider E according to 6 Recommended value according to 6 4 3 5 i amp 1 50 EN 1952 1 1 Czech Rep Designed and checked punching shear reinforcement Finally we save the job using e g the Ctrl S shortcut The program runs the standard Save as dialog box where we find and select the destination folder enter the name and sa
70. r chord we define the buckling parameters for bending moment My by clicking the Edit button 57 FIN EC User guide Fine s r o 2013 Buckling for calculation consider buckling LTB My LTB Mz Add maa Start End Length m m m E Remove Gener sectors Editing buckling parameters In the Buckling sector editing dialog box we define the LTB effective length and select appropriate beam and load type We close the dialog box by clicking OK Buckling sector editing Sector Sector beamina X Sector end 0 000 m 13 000 m Sector length 13 000 m LTB effect Neglect LTB buckling prevented 4 Different sector length for LTB Sector length for LTB Beam and load type Beam type and load for M CORES aes Y Load position with respect to section height at the bottom Beams are fixed in supports to prevent transverse and torsional instability LTB CBS mee Buckling parameters Then we switch to the Check section of the control tree again and carry out the members design check Also for this member the utilization is too low therefore we edit the cross section again 58 FIN EC User guide O Fine s r 0 2013 element height of built up cross section gap between elements of built up cross section number of elements of bult up cross section e OK X Cancel Editing geometry of the botto
71. ribution of internal forces and deformations and erases the results in the design module Therefore we run the design module again and make use of the command Check All located in the bottom part of the control tree We do not have to re define all parameters as they are saved after previous definition The module will carry out design checks for all members and inform us about the results Information MC Item check completed All items pass ll OK Members design checks results After returning to the program 2D members which passed the checks are marked in green and the members which did not in red In our case all members are marked in green therefore the structure s design is completed 63 FIN EC User guide Fine s r o 2013 3D structure Task In this example the task is to design and check the 3D structure shown on the sketch below The columns are circular hollow sections and the beams are J sections both made of steel of the grade Fe 360 The beams are subject to vertical uniformly distributed load 18 kN m the lateral loading on 2 of the columns is trapezoidal with top magnitude 12 kN m and bottom magnitude 19 kN m The columns are fixed to the concrete underlay L E A Geometry of the structure After running the program 3D the following screen appears E FIM EC HH 3D untied Be ew UL MLE ja Fim Edt Entry Torch Cukulition pliem Help O ERES la Aa RARE hs ET oe SS AAR me ia ea LE
72. rientation in a design group After creating the design groups we can name them in the Description column of the definition table in the bottom part of the main screen Members ack Utilization Tables design elements Naming design groups Now we can carry out the design checks of the members by selecting Design and Steel in the control tree and clicking the Run program button for exporting data into the design program Bl FIN EC FIN 30 CA Liver Pus Documental Fina FIN EC xd Pra Pret rend Eeratru bra FS Rent Defi 11 25513 L5 Hk Edit Enim Toos Caruman Options Hel D GE be hors Aa Gere gm E Dar m mimi mim 2240 Mia LT TAE D ET RE Rer We vio A Detevaeshon T 4 ki krye GLA Eos cwebeskEn T o i gnoie T Entry C Project information TO Ipui roda A Resulta pe x BI hirin about rarus p j C Nac o E Cay rardan F ee AA r Grernerabz rf Co E p 1 Dua ninmar z 3 P EA a Den groups a Brag ints rarbara 2 Iriri JP peta fe i ME A i Bj 20 ta oH ES ox rr A i Ej den ta Ds a A i Jig es l ESI Q Tiber i Cmo Program Sie girun oos TS Db nat calculaned design arani F4 Lanier al design nipmrartz M Cored all coobirabora com bna ons et order Baer Vn Ve Na EH f 22 cobwebons Lsi order Basic Mi T To iri E 22143 conbeebons 151 order hacsctere ic chon EH then UNES E ries pov 3 cordtenatons Let order Characters EH My Mex y Ce
73. rn to the Cross section editor dialog box by clicking the Cancel button The geometry of the cross section appears on the right side of the dialog box we can change the points coordinates either directly in the table on the left side or graphically on the right side We close the dialog box by clicking the OK button FIN EC User guide Fine s r o 2013 40 0 120 0 100 0 20 0 60 40 20 0 0 100 0 120 0 mm Cross section geometry Y mm z mm 100 0 0 0 100 0 100 0 0 0 Definition of polygon s geometry We proceed with defining the material properties in Materials dialog box which is run by clicking the Material button in the Section Materials Reinforcement dialog box Assuming the column is located inside of the structure we select the Exposure class XO no risk of corrosion or attack as the column is not in contact with outside environment Subsequently we define the material properties of concrete and longitudinal and transversal reinforcement We can select standardized materials from the library of pre defined materials clicking the Catalogue button at relevant lines XD Ho input Longit reinf No input Transy reinf No input Indicative strength dass Aeration gt 4 C12 15 Largest aggregate diameter Materials dialog box For concrete we select the strength class C30 37 and close the dialog box by clicking OK FIN EC User guide O Fine
74. roup The easiest way how to create a design group is to run automatic generation by selecting Results Generate and Des groups in the control tree In the dialog box Automatic search for design groups the programs offers two design groups columns and beams In the right part of the window a preview is displayed in which we can check the suggested design groups O Results Autem z ceerch for design grep A be Information about results Leg gops m y 7 H E Design members Desarpliw S ardrd uci cem i E uud a i a Generate clement l identical 2 2A E i i 1 serent2 rfferent E E a E 2 i S i a Individually n F4 E Break ra 2 a E if Selected P jc 1 Join to DM cre E H i are E ee E Join to DG Dn Se a iow 17 Break Bas Design k F Cenacer al gencre ermorta LE Automatic generation of design groups 81 FIN EC User guide Fine s r o 2013 After clicking OK the program notifies us that the members in the beams design group have different orientation Because we are not going to set unsymmetrical flexural nor lateral torsional buckling parameters to these members we do not have to consider this notification Question 3 Some selected groups include elements with different standards This can cause incompatibility between internal forces and design parameters Do you really wish to continue OK Cancel Notification of members different o
75. sh Cancel Profiles in groups dialog box After clicking the Profile button the Cross section editor dialog box appears on screen In this dialog box we select Timber and Solid squared type and define the dimensions of 37 FIN EC User guide Fines r o 2013 the rectangular profile as h 80 mm and b 40 mm Cross section editor Timber solid squared OTITO h k OK X Cancel Defining cross section dimensions After confirming the dimensions by clicking OK the Catalogue of materials timber dialog box appears offering a selection of the standard timber strength classes We select C24 and confirm by clicking the OK button Catalog of materials Timber Select from catalog of materials C14 coniferous Timber EC 5 Czech Republic C16 coniferous Timber EC 5 Slovakia C18 coniferous C20 coniferous C272 coniferous C27 coniferous C30 coniferous C35 coniferous C40 coniferous C45 coniferous C50 coniferous 018 hardwood Selection of strength class After confirming the selected material and cross section data appear in all three tabs of the Profiles in groups dialog box 38 FIN EC User guide Fine s r o 2013 Profiles in groups Member profile A 3 20E 203 mm Iy 1 71E 06 mm Haterial C24 coniferous En mean 11 00E 03 MPa Gres 690 0E 00 MPa o 5 000E 06 1 K y 4 20 kN m reve Ca ru caes Editing profiles
76. structural engineerin FIN EC User guide Wd a e civil engineering software 4 www finesoftware eu fi FIN EC User guide Fine s r o 2013 Content A A a De eo 3 RECOU aa OTT 4 PUNCHING Sh Cal iori Enana E A E TE E 21 TINE EE US S E E E E E teach T laa 33 SD UCR taco koi A O cotas 64 FIN EC User guide Fine s r o 2013 Introduction This User Manual is intended for all users of the Fin EC structural analysis programs Simple examples are used to explain the principles of the basic structural analysis programs Fin 2D and Fin 3D as well as of the design programs for concrete steel timber and masonry structures The examples show procedures for analyses of particular tasks in selected programs Due to similar principles of work each example can be used as guidance for other programs of the same type For instance the example Reinforced concrete column shows work with the Concrete 3D however the same principles of quick design of a section subject to a combination of internal forces can be applied in all other design programs for concrete steel timber and masonry structures The User Manual contains the following examples Reinforced concrete column This example shows design of a reinforced concrete cross section subject to given combination of internal forces in the program Concrete 3D The same principles of design are used in all other design programs Concrete 2D Plain concrete
77. t We can now easily define required longitudinal reinforcement using 16mm bars in each corner of the cross section entering 3 layers with appropriate covers Edit reinforcement Ov NE Minimum cover 10 00 mm Minimum cover intimi na MEE 30 0 mm Upper reinforcement Diameter Type Cover As mm Input Autom mm mm Z 1 16 0 Number v Jl E 300 421 16 00 number 2 Bl so 1 Reinf positioning 9 Generate identical bar spacing Bars as much on edge as possible Information on reinf Check of min and max reinforcement level Column total reinforcement Ps 0 0349 pa mi 0 002 gt Pass Ps 0 0349 Es Ps max 0 04 gt Pass Utilization by bending 34 1 PASS Definition of reinforcement 13 FIN EC User guide Fine s r o 2013 After defining reinforcement we can immediately check in the lower part of the dialog box that the area of the reinforcement is sufficient and passes design criteria with 34 1 utilization by bending In the section Information on reinforcement we can also confirm that the detailing requirements given by the code are satisfied Finally we need to check if the covers are correctly defined Having a column with stirrups the option Min cover and stirrups is selected in the Cover section of the dialog box The program will calculate the minimum required cover of the longitudinal rei
78. t Ciphons Hale B Be Bi m COLD nl D Te E Di E sete El Haus dig hiana Forces D mac Lf ite E check rm mh T DA D5 E Ds TDI MEE ain Tuo DEH D427 Boo 0 317 5 528 nea D DOD Dx CD00 2 411 9 528 5 151 0 000 A 0 000 zam 9 528 0 301 000 Ly 153 DUC 2 547 9 528 ES DIU EXIT 0 000 1 243 3 528 DIS by DOD ET 0 000 1 300 9 528 D 150 Py DOD Du DC Dht ad 1 1 517 m x28 DES DDOD D DED 1 723 9 525 D 153 000 D 158 0 000 Teira pevam i 1 550 2 528 D 1er D DOD D z D EN 1955 1 2 Rep Distribution of internal forces in bottom chord Proceeding to members design we will demonstrate the procedure on the upper chord i e D1 design group The upper chord is subject to compression therefore it is necessary to define the buckling parameters In our example we assume that out of plane buckling is restrained by purlins at 0 6m centres We switch to Buckling in the upper chords section of the control tree and run the buckling parameters dialog box by clicking the Edit button 54 FIN EC User guide Fine s r o 2013 EB AN EC FIN 2D Timber CASA Pub Da cumenea Fi ne FIN EC 3 PIT Tiefe o aje Fie Edt Mana mpote Input ptone Hale Be Be Bn dp OL OS Control o o nl A re rea e LL vfus T rin E LER Lal v eren Lili m A Aral i Buck rs mec Buc T Daking lor pinson carretes Bucking inden bead ations Thuriura perar Ela Bgm EN 1586 L 1 Czech Rep
79. the geometry as shown we return to the Check part of the control tree and re calculate the structure obtaining more acceptable check results RA gt FH EC AMID Timber Crises Pubs Documents FR ne FIM EZ v3 Friday Tie 26e ESO Fie Edt an imparte ngu ptica Hale Ta le E Em amp Ok e OO Coria A anna tic A tu Loo D Te Di A a m ui E E seven EE atea LEA EDO es fie hians foros Rosie D ardir l ce 3 Shed mo ia E Di E Di ab Maba h d PASS Maximal utifica bon 70 Member eo Combisalion ned 541403463 25 37 Fm ge m Diii section cheek m E ST PR 12108 Lead Member 52 2 cConbnaton 56 9 eG 1462851 Er Decivc bont Member ro Ps Conbinasien no 8 51462851 Enerral ls Him A 805 M m 1 DDD Kn V e DIDI KW e DLDOD EM Competent and bed rra corn bro Raumhanegm Ma 23 805 A 2 252 a PRE 4 237 t ARA m HIE dos UT Shear teroes checks Exo arca va BO bd di DON x poss Check all E cent EN 1558 L 1 C cech Rej Optimized member check Now we proceed with the bottom chord Because the bottom chord is in tension it is not necessary to define buckling parameters However we need to define lateral torsional buckling parameters as lateral and torsional stability should be checked in members subject to combination of tension and bending We switch to the LTB section of the control tree and analogically to the buckling of the uppe
80. ts Re Members al Esc Tools EM 34 FIN EC User guide Fine s r o 2013 Running Generator of 2d structures To generate the structure in the generator we first click the Wizard button in the top left corner of the dialog box Generator of 2D structures Structure C Wizard D Tine Running wizard in Generator of 2D structures A dialog box appears enabling us to select one of the basic types of the structure We select Basic truss types and proceed to the next step by clicking the Next button Select structure type structure type Basic truss types Collar beam roofs Arch structures Frames special structures ETTI Selecting structure type In the following dialog box we select the desired form of the truss and click the Next button 35 FIN EC User guide Fine s r o 2013 Selection of structure form Structure form ETT Selecting structure form The following dialog box offers a selection of basic types of filling members layouts We select the desired filling type and in the bottom left corner we switch off automatic entering of verticals by unticking the Generate vertical members box Selection of filling ELI AA dy NS AA NNN NIA VANS W Generate vertical members Previous Next Cancel Selecting filling type The next dialog box Structure dimensions enables defining the main dimensions of the truss If we enter the pitch and the l
81. ulties in our example it could be the upper chord However cross sections and buckling parameters are constant along the length of the upper chords therefore varying axes orientation should not influence the results of the assessment 52 FIN EC User guide Fine s r o 2013 Some selected groups include elements with different standards This can cause incompatibility between internal forces and design parameters Do you really wish to continue OK Cancel Notice on different element s orientation Individual elements have been merged into 5 design groups and one design member We can name the members and groups in the table in the bottom part of the screen Generate Description Type Members Check Utilization Divide Tables design elements Table with entered names of design members and groups Now we can proceed to the design itself We select Design and Timber in the control tree and run the timber structures design program by clicking the Run program button El FIN EC FIN 2D Cose Public Documenta Fin eFIN EC 43 Pd Tie ze Resak 42 Def EC I ULSI eom fS Fim Edt Entry Trzh Cibule ptima Halp O SEPE aeoo 1 3 eae aad a bos 2 S EE Pee ELA m E 4 OF Dispara L5 ereslapa of Int order n Y Sal LJ EnF Project nEwines ion El roire E f ezults S Information about resus PH oris DEl Dex xa DEl Breed nio reeves b rik E Bread Ej ken eo Bj dain te C S Break
82. uniformly distributed loads 1 0 kN m applied to both halves of the truss the load is applied to the structure by clicking the Add button Then we can change the value s1 to 0 5 kN m thus we obtain a non uniformly distributed load case which we again apply to the truss by clicking the Add button Finally we switch the values s1 and s2 to obtain a load case symmetric to the previous We apply it by clicking the Add button and the Cancel button to exit the dialog box 43 FIN EC User guide O Fine s r o 2013 Snow load Snow load Type af structure load Per joint Per member Load values sl 1 00 kN m a2 1 00 kN m E Recalculate If option Recalculate is active load will be genarated according to member pitch factor mu 0 8 for alpha lt 30 to mu 0 for alpha gt 60 Value 1 corresponds to the full load alpha 0 51 52 LEE TE EAE YVVETTEVETYTWRAETTTTTTYTVVETVLETE VI cana Defining snow loads We can check and amend the defined load cases using the table in the bottom part of the Generator of 2D structures If the load cases are correctly defined we can insert the generated structure into the 2D program by clicking OK We can define structure placing and rotation in the table located in the bottom part of the main screen Inserting method Structure placing insert as part of existing structure Y 0 000 m B substitute current structure by inserted Fil 0 000
83. ve the job SS GRE STEMS NE lk ne O ER ES I ES IR Uspor dat Moved dinika Staden soubory Hidre polaiky Datur zm ny BE Plachs Velinst ia Obzhedni zentrum 1520031615 oubor aplikace FL ip Mall 15541413 16 10 Soubor aplikace FL a Knihowny gt Dermat 18 7 2012 12 57 Soubor aplikace Fl Doku E okumenty hi Dernodi 20152010 10 71 Soubor aplikace FL a Hudba E Obr zky ts Subversion B Video el Dom ci skupina E po ta L Mistni disk C a Mistni disk De N zev soubora MA Files Punching pte Save as dialog box Outputs 30 FIN EC User guide O Fine s r o 2013 Composition of the output documentation follows the same procedure as for the other FIN EC programs We can compose both graphical and or text output for the text output we can select in the control tree which chapters of the documentation are to be printed out We can print the composed document directly by clicking the button or save it as a pdf or a rtf file by clicking the l button Document bl Wes Pye EA AA AA LE PE S E NA ae Gk Docunentmatchen ite tings ALS AAA Output documentation composition window At the beginning we imported the company s logo into the program now we can switch on displaying the logo in the documents header in the Header and footer dialog box We run this dialog box by selecting it in the Docume
84. w combination Combination characteristics Mame Q261 093 Type Basic Name 31 self weight permanent Q2 force Jong term variable Q3 force Jong term variable Load case Enable Code Typ Consider Factor Self weight Permanent L Force Long term variable Force Long term variable 72 FIN EC User guide Fine s r o 2013 Selection of the main variable load case Then we change the setting so that the load case 3 is considered the main variable and again click the Add button Analogically we define the two Characteristic combinations in the Ast order combination SLS section of the control tree I Generate Ea ta Combination Number Name Type eg Add RRA 0l Characteristic Edit 2 llo3 61 92 Characteristic E E Remove List of combinations for serviceability limit state Thus we finished the definition of loading and we can proceed to expanding the structure to 3D Editing structure In this chapter we will expand the structure to a 3D frame We switch to the section Topology and Tools of the control tree First we need to select the upper joints because during copying the program is able to create in these locations the new beams connecting the original 2D frame with the copied one To be able to select the joints easily we edit the selection setting in the Selection toolbar Firstly we switch off the Member selection so that the program can only select the joints secondly we cha
85. y for both directions Then we can switch back to Check and click the Calculate button The design group containing columns passes all design checks I AN EC FIH 3D Sted Tiker Pu Bic Documents Fin FIN EC 43 Piked space sincturef2e Fim Edt b inzmnpr input ptica Help Ta Bed En mp Oh ESS Conil Chace al Sucina per EN TEES cech Raj fel Calculate Calculation raha Maciran uia ton arwalopa fore Ea ring Decisive land o hedol shear Weeberchedo PASS Hacia bibo tione 23 7909 Hember m2 Combirabos nad Quis x 3 350 m Croma econ cect Ree Xm 11 3 Losa Plarzbar rz 3 Carmina tan re L CE B1431 Beecher rz Corina tan nz l 05661431 Oram section class 1 due bo shear Tora Y DEAH c MITE Pars Chech ol 3hear dae bo shear Tee Y JESS FH lt MITE Pura mena forges Fd s SALA Mem 32 095 bhi H m 7 20 ee Erfizal econ ina tion cheek bucking com peru sn and Bending menmi Budd MA P g m DR PETRA DAL y o 132 2 13 Efi A m 162 7 5 Era 0 062 BS Oe Se a Paz Buck zi eben P g m DES TETEHI FL gom 32 7 T3 Uni Mee m LET Le 0 002 4 0 1754 0 005 0337 lt Paz 531 15 6 Section ulikzatiarc 27 7 5 Design checks of columns e Ee es I We proceed to checking the beams As for the columns we have to define the buckling parameters applying analogical procedure However this time with regard on the cross section type we need to define the lateral torsional buckl

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