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1. Obbe E Facios w Reet OB He Fig 1 7 1 4 The Materials tab of the Trusses mode oo 2 ae oS p oa i 7 3 A 5 E AE H dd See Mr I AA ae ni iz o lo a et o oc E lala a o a ja as aa l Fig 1 7 1 3 The Corrosion and Camber dialog box If in the Thickness of Corrosion Layer dialog box you turn on the Use Results for All Members of Lower Upper Chord checkbox the result of your analysis will be inserted both into the current row of the table and into all rows that correspond to the members of the whole group The prediction of the corrosion layer s thickness complies with 7 9 17 The analysis is based on an assumption that the thickness of the corrosion layer is uniform over the whole perimeter of the member s section 38 The Sections tab Fig 1 7 1 3 is used to assign cross sections to truss members Neither the sections of the chords nor those of the lattice members are supposed to vary along the truss The sections are combined of double equal or unequal angles in the shape of a tee the latter come in two variations or a cross of equal angles pipes of a round or rectangular cross section may be used too The sections are to be chosen from a database of rolled profiles The gap between the angles is specified in a table above the truss schematic together with choosing a profile for each section type Members of the same type selected with the respective checkbo
2. B b gt 4 H b gt 4 B bfa gt 3 2 0 gt B H gt 0 5 Channel and double tee from the same rolled steel catalogue and of about the same size Notes 1 The width of flange of rolled profiles is denoted by by for channels and by by for double tees 2 The thickness of angle is denoted by t 1 Kristall Table 1 3 2 Limitations of the lattice properties h is the distance between chord axes A is the chord s area Aq 1s the diagonal s area A 1s the vertical s area 1 4 Reference modes 1 4 1 Steel Kristall Steel Mi ES Pla Moda Gotas Teds eb This mode is used to select a steel grade for the construction Testy den 7 a being designed Make your choice for four groups of constructions perro Ni according to Table 50 of SNiP II 23 81 The procedure for classi Fauci tinted pater f 00 Comm fying a construction into one of four groups is described in 10 Tell ocn a ld ct er out The Conditions of Usage tab Fig 1 4 1 1 contains six groups a lr a of controls TRUO lo 90 In the Responsibility Class as per GOST 27751 88 group 3 F lp Il and ll 80 gt 15501 1 er gt 457 you should choose one of four cases defined in the codes In addition you should remember that the safety factor for Pretence of tention under design kad responsibility Yj in unique projects is defined as a rule individually for each particular project by an institution which gives an approval of the project To implement
3. 3 Kristall File Mode Settings Tools Help ae oy a E E 3 Kristall Information i S ry Steel Geometric properties gt r Trusses Truss member CT 5 prop Ale T Rolled stock q assortment if Effective lengths ca Beams Influence lines H Bolts Resistance of Continuous beams E Sheet structures roe H ti A Limit slendemness sees Es Bolted connections a Columns Ye Service factor r Materials for welding gt Friction connections Local stability C En Deflection limits ES Welded connections gt Base plates P Assortment of steel plates Envelopes eae Aumann aoe SNIP 11 23 81 Y High strength bolts Settings Fig 1 1 1 The main window of the Kristall software application The reference modes include Steel implements the recommendations of SNiP 11 23 81 on selection of steel grades Table 50 and uses an approach described in 10 The mode also gives information whether steel grades defined by SNiP 11 23 81 by GOST 27771 88 are consistent with steel grades defined by GOST or TU Tables 51 b and provides reference data about the mechanical properties of steel Tables 51 Catalogues of Rolled Steel provides a list of rolled steel catalogues and their contents Bolts provides a catalogue of bolts and a list of building codes where rules for design of bolted joints are included Limit Slenderness provides recommendations from SNiP II 23 81 for limit s
4. M x M h x Mox L M x M3 f x M 4x L x L Mix My 100 My 2 12x L x L7 Furocode M x M fs x M 1 4x L at x lt LI 2 M fs x MsG 4x L at x gt L 2 M x Mg fe x Mo 2x L at x lt L 2 Mg f x M62 1 x L at x gt L 2 M x M f x M7 4x L at x lt L 4 M fix M at L 4 lt x lt 3L 4 M f x M7 4 4x L at x gt 3L 4 The expansion over this system of functions is performed by proportioning the factors X with which we minimize a functional of root mean square deviation of the given curve M x from the weighted sum of the basis curves L 7 2 D Mo Paso dx This is how the weighted average values of the coefficients are calculated y X X C X 1 9639 1 548y 0 0279y 0 6674y C 0 Cy X 0 9415 0 2697y 0 4454y 0 2354y Cy C 1 132 X3 e C gt 0 459X3 C3 C3 0 525 X3 Cy C 1 285 X4 e C 1 562 Xp C3 C3 0 753 X4 Cy C1 1 365 X5 e C 0 553 X5 C3 C3 1 730 X5 79 kristall Eurocode Cy C1 1 565 X6 Cy C 1 267 X6 C3 C3 2 640 X6 C1 C1 1 046 X7 Cy C gt 0 430 X7 C3 C3 1 120 X3 80 References References l 2 10 IT 12 13 14 15 16 17 GOST 1759 4 87 Bolts screws and pins Mechanical properties and methods of testing Moscow USSR State Standards Committee 1987 GOST 16350 80 Climate of USSR Zoning and statistical
5. either in degrees or in percents Fig 1 7 1 1 The General tab of the Truss The same tab is used to specify the method of bracing of the mode upper and lower chord nodes against moving from the truss plane Radio buttons and checkboxes are used to do it The bracing is assumed to be statically determinate in the truss plane an immobile hinged support for the left bearing node and a mobile hinged support for the right node When the User Defined checkbox is turned on the button Nos of Nodes becomes accessible Clicking this button will call up the Bracing out of Plane dialog box Fig 1 7 1 2 The dialog features a design model of the truss with numbered nodes and a table where each truss node is assigned a checkbox Where the checkbox is turned one the node has braces imposed on it The braced nodes are marked blue in the schematic Nodes marked grey are braced by default so their condition cannot be modified p Gut of plane finnateon Mode number Ghul of planes fonton mi oe a AA a a l A AA T z Fig 1 7 1 2 The Bracing out of Plane dialog box jf Kristall General Section Matai Losas Ma es o 0 O amp a UIT Gone 117 141 RBEERRY YE progerters Apoy lo al member rr 1 E Y y OAL Crows wecborn E C Lower chad Fig 1 7 1 3 The Sections tab of the Trusses mode Genas Sosten Material Loads Lerera peapemes Cr ez Satety lector lor repone 115
6. specified on each span You select No of a span or a cantilever to which a load is applied from an appropriate drop down list Application points for concentrated forces are specified in reference to the span s left edge The Stiffening Ribs tab Fig 1 7 4 4 will appear only in cases when you have selected a ribbed beam in the General tab as your structural scheme Designs of the ribs open for you to choose depending on the presence of intermediate and extreme supports To start up the process of analysis use the Calculate button When the analysis is completed the Factors and Proportioning buttons will appear the latter only for rolled double tee beams using which you can review the analysis results or do the proportioning of cross sections Section 1 7 3 describes how to work in these modes In addition the report document will receive a table of support reactions As you proceed with working values of disadvantageous combinations of the support reactions will be displayed in the Support Reactions dialog box Fig 1 7 3 6 which opens when you click the button en in the Loads tab Kristall 1 7 5 Columns This mode is used to make structural assessments of columns or posts both of solid rolled or welded double tees round or rectangular pipes and of lattice profiles The whole set of assessments is implemented strength stability and limit slenderness in compliance with Section 5 of SNiP H 23 81 A planar loading pat
7. 1 1 Eurocode 3 Design of Steel Structures Part 1 1 General Rules and Rules for Buildings 16 This document is currently in effect as a pre standard It is accompanied by national application documents NAD which at some points introduce circumstantiation of general provisions stated in ENV 1993 1 1 16 The existence of NAD 1s taken into account in two ways e for partial safety factors the values of which are defined by national bodies in charge of safety there is the capability of choosing values complying with NAD e for other cases the application implements general rules from ENV 1993 1 1 However the resulting documents may give references that some of the items borrowed from ENV 1993 1 1 have national peculiarities so the user has to check the correctness of the solution 2 1 Main window The main window of the software application Fig 2 1 1 contains buttons with which to choose a working mode The modes Rolled Beam Welded Beam Columns Constraints implement a thorough assessment of particular structural members of steel constructions and the modes Beam To Beam Joints Beam to Column Joints check structural joints for compliance with all code requirements pertaining to the respective structure beginning with the composition of design load combinations 4 Kristall e Information Rolled stoc assortment y Assortment of steel plates Settings Fig 2 1 1 The main window of the application The modes Se
8. 85 Sec 5 1 SNiP II 23 81 Sec 5 3 SNiP II 23 81 Sec 5 6 SNiP II 23 81 Sec 5 8 SNiP II 23 81 Sec 5 12 SNiP II 23 81 Sec 5 15 SNiP I1 23 81 Sec 5 18 SNiP I1 23 81 Sec 5 24 5 25 SNiP I 23 81 Sec 5 27 5 28 SNiP I 23 81 Sec 5 30 5 32 SNiP I 23 81 Sec 5 34 SNiP II 23 81 Sec 7 3 7 4 SNIP 11 23 81 Sec 7 6 SNiP 11 23 81 Sec 7 16 SNiP II 23 81 Sec 7 22 SNiP II 23 81 Local stability Sec 5 12 SNIP 11 23 81 Sec 1 10 1 12 SNiP 2 01 07 85 Sec 2 2 3 4 SNiP II 23 81 Sec 11 2 11 3 11 5 12 8 SNiP 11 23 81 Sec 8 1 8 3 8 5 8 12 1 8 1 On Formula 49 from SNIP 23 81 Formula 49 is totally acceptable in application to such cross sections as rectangular ones which have a characteristic angular point A Fig 1 8 1 1 where conditional stresses My CyWenminkyyc and My CyWynminkyYc are To O Fig 1 8 1 1 Cross sections with an angular point Fig 1 8 1 2 Cross sections with no angular points Where there is no angular point Fig 1 8 1 2 the summing of the stresses is impossible A better tool for this case is Formula 50 of SNiP II 23 81 where we can choose between coordinates x and y of various cross section points 5 Eh Kristall The said difference between the cases was emphasized by L B Katznelson Central Res Inst for Struct Constructions whom the authors of the application feel indebted for initiating a discussion on this and man
9. Fig 1 7 3 2 The Section tab of the Beams mode Kristel Beane Fie Mode Settings Tools Heb General propertias Sacson Suport Loads In bending pisne Ou of bending plane Fig 1 7 3 3 The Supports tab of the Beams mode slol lot kristall The Sections tab Fig 1 7 3 2 is used to assign a cross section to the beam If the section is a rolled double tee or channel then it should be selected from the standard catalogues If the beam s cross section is a welded double tee then you need to specify the sizes of its constituent sheets The thickness of the sheets can be either taken from a list which is available on the tab they will comply with the catalogues or explicitly specified by the user The same tab has an edit field where you specify the leg of the welds The field becomes accessible when you select a welded double tee as your profile of choice You can allow for corrosion in your analysis pretty much like in the Section Resistance mode The difference is that the built in corrosion calculation module invoked with the button does not require you to specify the member s slope to the horizon The Supports tab Fig 1 7 3 3 contains two groups of buttons which you use to specify a system of fixations imposed upon your beam in the bending plane and out of it The choice inside each group is independent from the other you click a button with a desired schematic to make your choice If the very las
10. However no deviation is detected or prohibited so the user is actually free to do as he likes If the deviation is undesirable the data can be better Fig 1 2 1 The Material tab specified via the modes Steel Limit Slenderness and Service Factors see below From there the data will be automatically carried over to the tab described here In such a case the tab provides only a helpful auxiliary information The values of the limit slenderness can be modified by the user if he thinks the recommendations of the respective mode are not accurate or sufficient The values entered here must be positive integers Deia siara oi steel Fi ATA Tint Design sheng el tec A 3755 Sha Tit Facius e Seracelscio y 1 Th Saisy laci n los miporcil y 1 Bigg Feres Lacio for rmembers o bes joined 7 5 1 Lat td ho Hembern compr Henben in lenson of the Application Settings dialog box The Catalogues of Sections tab Fig 1 2 2 enables you to x E browse a list of rolled stock catalogues available in the application s 7 ind database and select whatever you need for your work some or all To do it select a name in the Catalogues list and click the Add button to add it to the Use list To exclude a catalogue from the list of used ones select it in the Use list and click the Delete button The Up and Down buttons can be used to change the order in which the used catalogues follow one another in the list To move a catalogue u
11. a bolted connections from an appropriate drop down list The input data are checked for compliance with Sections 6 5 1 2 6 5 1 3 6 5 1 4 6 5 1 5 and 6 5 1 6 of ENV 1993 1 1 which define the arrangement of the bolts The diameter of the bolt hole dy is set to one millimeter bigger than the bolt s diameter for bolts from M12 to M14 two millimeters bigger for bolts from M16 to M24 and three millimeters bigger for bolts M27 and bigger Generally there is no check of members to which angles and straps are attached in bolted connections An exception is a double tee attachment to a supporting construction the lowest button in the group The input data are verified according to rules given in Table 2 4 4 1 After you have finished entering the input data click the Calculate button to perform the analysis of your connection Interaction curves can be built on the tab under the respective title Fig 2 4 3 3 as described in Section 1 6 1 The Type of Connection tab Fig 2 4 4 1 contains a group of buttons to choose a welded connection type Welded connections are checked for compliance with Section 6 6 5 1 2 and if the requirement of this article is violated a message is generated that the connection cannot be used due to its welds being shorter than required The input data are checked according to rules listed in Table 2 4 4 2 Kristall Eurocode ee The Properties tab Fig 2 4 4 2 contains edit fields for Icon Pope ert
12. does not provide any recommendations for calculation of some parameters essential for the analysis of custom sections section shape influence factor n coefficients a and P as per Table 10 etc the analysis follows the overdesign approach and uses most disadvantageous values of the parameters while the check for stability is not performed at all due to the assumption that the possibility for this mode of buckling to occur is totally excluded by appropriate bracing In addition different results will be obtained by the analysis of the section s behavior under shear forces The matter is that calculation of the tangential stresses in compliance with SNiP II 23 81 is based on the assumption that the shear force is resisted only by those parts of the section which are oriented along the force s direction For example it is only the web of a double tee under force Q or only the flanges of a double tee if the force is Q Clearly this assumption is an overdesign If the section is a custom one the notions of web and flange are meaningless so the application assumes the shear is resisted by the whole section 28 Kristall ERA This 1s the reason why the analysis of two same sections may Pis Meie Getting Toh Heip A provide different results one of the sections may have been created Miwani Section Elionis riact ve Large in the Xs plara EHestva length in tha Kaz plara Interaction eures Te oa with standard
13. gadt per other standards or codes Vode 2 TU 14 1302360 NS0G 05 2 TU 14 1 2023 00 le Pa 14 Fig 1 4 1 2 The Steel tab of the Steel dialog box The Steel tab Fig 1 4 1 2 contains a reference to a group of constructions according to Table 50 of SNiP II 23 81 which conforms to operating conditions specified on the previous tab a list of steel grades recommended for this group as per GOST 27772 88 and a list of steel grades according to other standards or specifications which can be used as replacement of a recommended steel This same tab also lists reference data about the design strength as yield point R and as failure limit R A certain group of constructions may require steel of a better grade than that recommended by SNiP II 23 81 Therefore the user can increase by no means decrease the class of the construction group by choosing its No from the appropriate drop down list Obviously the list of recommended steel grades will change too The Apply button is used to send the properties of the selected steel grade to the active design mode from which the Steel mode has been invoked The properties will be used to assess the load bearing ability and they can be modified in the Application Settings dialog box Fig 1 2 1 It should be noted that the application does not list all the parts and details which are obligatory to include in the steel bill such as in notes to Tables 50 and 51 b of SNiP 11 2
14. in the MAY plane Efectivo length in the WaZ plana Intiesction curvas LII C O 0 0 eee TA IIO Length of mamba 4 a TO AIII Petr 10 300 Fig 2 4 2 The Efforts tab selecting properties for the connecting lattice Kristall Rewstance sectors of t Fie Mode Setting Took map Seetien Elote Ciective length inthe Xoy plana Citective largh in the Maz plane Critical moment Interaction curves Section Efon a Met My20 0 y Y e Fig 2 4 3 The Efforts tab of the Section Resistance mode The mode implements the assessment of the load bearing ability of any cross section available in the application The dialog contains five tabs Section Efforts Effective Length in XoY Plane Effective Length in XoZ Plane Critical Moment Interaction Curves The Section tab Fig 2 4 1 contains a set of buttons for choosing a desired cross section type A draft with dimensions is displayed for compound sections and edit fields open for you to enter the sizes In addition units of measurement are indicated which should be used to specify the sizes of the section s elements For compound sections of the latter five types the tab has buttons which let you choose a connecting lattice type Clicking one of those will display a detailed picture of the lattice and also sizes the values for which are entered in the respective edit fields Fig 2 4 2 The Geometric Properties button is used to call up a window tha
15. the listed modes will open an appropriate multi tab dialog box where you can enter input data and review the obtained results The main window contains a number of buttons which are common controls for all working modes These include the Exit Settings and Help buttons The Help and Exit buttons do common Windows operations provide a reference help and shut down the application respectively The Settings button will be described below in more detail Building codes to be used are selected from a list located in the main window In addition to SNiP II 23 81 you can match your results to SP 53 102 2004 or Eurocode 3 see Section 6 To return to the main window of the Kristall application use the Menu button in any of the working modes Kristall 1 2 Settings The Application Settings dialog box opens when you click the button in the main window under the same name or select the respective menu item In addition to general settings described in Section 3 this dialog of the Kristall application also has two more tabs Material and Catalogues of Sections The Material tab Fig 1 2 1 enables you to specify properties of steel values of R and R limit slenderness and values of the following factors e service factors for the structure ye e operating conditions for members connected by bolts Yee e safety factor for responsibility y When you are specifying this information you are recommended to adhere to building codes
16. this procedure use the Fig 1 4 1 1 The Application Settings dialog box see Section 1 2 The default Conditions of Usage tab value for the objects of the said type is Y 1 2 of the Steel mode The group Possible Consequences of Achieving Limit State offers a choice from three options three responsibility classes of a structural member in question The paper 10 provides recommendations how to classify some constructions into these classes Classes A B and C correspond to three grades in the group Find some necessary quotes from those recommendations below 12 Kristall Structures of service platforms and decks e main and secondary beams girders of frames A e metal floor decking B Columns of industrial buildings and open crane trestles columns of service platforms and decks A main members of the cross section A main vertical braces on columns A braces where the stress is below 0 4R C Roofing structures e trusses girders A e skylight panels roof panels runners longitudinal braces B e other braces C Framing constructions e girders under brick walls and above gates A e columns end and wind bracing girder B e other members C Auxiliary structures e stair carriages A e transit decks imposts window and skylight casements C Transporter galleries e span structures braces on columns A e other braces roofing beams framing me
17. weakened section Sec 5 1 Strapped connections are checked for e bearing deformation of the strap Sec 11 7 e bearing deformation of the web Sec 11 7 e shear of the bolts Sec 11 7 e strength of the strap s weakened section Sec 5 1 Attachments of beam webs are checked for e bearing deformation of the strap Sec 11 7 bearing deformation of the web Sec 11 7 Shear of bolts Sec 11 7 strength of the strap s weakened section Sec 5 1 strength of the beam s weakened section Sec 5 1 30 Kristel Bolted connections His TE Fig 1 6 2 2 The Properties tab Kristall Limitation of the version When a check is performed on a bolt for shear an overdesign assumption is made that a section weakened by thread is used This is due to the fact that the actual compliance with Sec 12 18 of SNiP II 23 81 is often not monitored for example when checking the load bearing ability of structures in operation for compliance with DBN 362 92 The diameter of the bolt hole is assumed to be 3 mm bigger than the bolt s diameter in all cases The Bolted Connections dialog box contains three tabs Type of Connection Properties Interaction Curves The first of them Fig 1 6 2 1 contains buttons using which you choose a type of the connection and a table for entering data about the efforts acting in it In addition this tab contains a typical group of controls titled Ge
18. will open an information box for the current load case which will display a design model of the truss with a diagram of efforts Fig 1 7 1 6 Fig 1 7 1 6 The Efforts in Truss Members information box The Kristall application unlike SCAD assumes a truss is always subjected to a nodal load This means any specified uniformly distributed load will not act directly on the members of the truss instead it will be applied to some imaginable enclosure or roof which performs the function of transferring the load onto the truss nodes As a rule the upper chord of a truss is subjected to a distributed load and this fact is taken into account by the SCAD application for the purpose of the truss analysis The longitudinal force changes over the length in oblique members The SCAD application calculates and displays maximum values of the effort in the members But Kristall seeing that it recalculates the distributed load so as to bring it to the nodes will display a value that corresponds to the stress in the middle of a SCAD finite element Therefore the results presented by the two applications may differ It is possible to indicate whether there are or there are no dynamic loads upon the truss If all loads are static the assessment of slenderness of members in tension will be performed only in the vertical plane in compliance with Note 1 to Table 20 of SNiP 11 23 81 J9 Kristall Clicking the Calculate button will display the
19. 0 9415 0 6569y 0 08564 1 69024 2 1959 0 02474 0 91874 0 556 1 5173 0 6535yw 0 10154 1 72894 2 2596 0 325w 1 57454 0 94924 2 2586 The quality of the approximation can be seen in diagrams presented in Figs 2 6 1 1 2 6 1 4 It should be noted this is not yet a solution to the problem because it is still unclear what we should do in cases when the k factor has a different value or in cases when the moment diagram is different from that shown in ENV 1993 1 1 The former problem is solved by interpolating between the solutions for the case k 0 5 and for the case k 1 0 7 Kristall Eurocode y 0 6674x 0 0279x 1 5486x 1 9639 1 0 5 0 0 5 k 1 FMormHomvastbHbm k 1 Fig 2 6 1 1 y 0 2354x 0 4454x 0 2697x 0 9415 o k 1 FMormHomvasibHbiM k 1 Fig 2 6 1 3 y 0 6535x 0 1015x 1 7289x 2 2596 0 5 0 0 5 1 o k 0 5 MormHomuanbHbiM k 0 5 Fig 2 6 1 2 y 0 325x 1 5745x 0 9492x 2 2586 0 5 0 0 5 1 o k 0 5 MormHomvasibHbi k 0 5 Fig 2 6 1 4 The latter problem is solved by expanding the actual moment curve into a sum over a system of basis diagrams the solutions for which are provided by Annex F 78 Pon 2H 2M M lt A 4 4 Kristall Mix M f x M 1 x L
20. 0 ent Apply 105 cm Y Apply x Cancel Fig 1 5 4 5 The Choose Profile dialog box After you have selected the type Columns of Constant Section Frames and indicate the frame type free braced and single story multistory there opens the Effective Length tab where the respective structural scheme is shown see examples in Fig 1 5 4 3 and Fig 1 5 4 4 together with edit fields where appropriate data should be entered The problem is solved in the frame s plane only and only a stiff connection between the girders and the columns is under consideration The set of problems under consideration corresponds to Sec 6 10 and Table 17 a of SNiP I11 23 81 It is assumed that all columns of a frame are of the same stiffness and are loaded by equal longitudinal forces Therefore Formula 71 of SNiP II 23 81 is not used It should be noted also that the notion of a middle story must not be used when considering two storey frames and in constrained frames the result does not depend on the number of their spans Therefore the respective edit field will not be accessible As the multi span free frames have their effective lengths of the end and middle columns different from each other it is not allowed for directly we recommend the following trick the solution for the middle columns is sought for as for a multi span frame and one for the extreme columns is the solution for a single story frame The convention in the singl
21. 00 3200 3400 3600 3300 Steel manufactured in rolls Thickness mero 1 3 13 144 1 5 16 12 22 5 22 3 2 1 5 8 19 4 45 5 53 5 5 6 6 7 7 5 2 5 9 9 5 10 10 5 11 11 5 12 Width men 200 530 550 600 630 650 670 200 710 750 200 250 900 950 LOOD 1100 1250 1400 1430 1300 1600 1700 1300 1900 2000 2100 1300 Fig 1 4 8 1 The Catalogues of Sheet Steel dialog box 1 4 9 High strength bolts Ertl Had AR z Information in this dialog box includes the design and sizes of wen most T Nts pe GOST 225477 the high strength bolts their mechanical properties and Design and sizes Mechanical peope es of hohibengh boki a per GOST 223677 Nina ne oi trasd 6 609 2 RAMO descriptions of washers and nuts used together with the high Pitch of teesi 2 25 3 35 4 45 Diserates of bus dl MM DD 2 AM DD gt Qe a strength bolts Fig 1 4 9 1 Wah actors Mts S l2 presen s 6 amp Hegt of ined K 1120 110 140 150 170 190 210 2x0 mo Comin ol cicumicitod ace e ot lat 29 313 350 396 452 09 Me 721 114 Radus unde head 1 151020 201025 301040 antos0 Gross area of balls caoes section cm 21 2m 254 214 300 452 572 706 10 1305 1809 Not anne of bot s crop section len 2 157 192 245 303 152 499 560 416 113 14 72 Fig 1 4 9 1 The High Strength Bolts dialog box 18 Kristall 1 5 Auxiliary modes 1 5 1 Envelopes This mode is used to solve one particular design problem determine basic disadvantag
22. 23 81 requires that the assessment of slenderness of members in tension be performed in the vertical plane only If a truss member has additional bracing or weakening you can use the Effective Length Factors Differ from SNiP Recommendations checkbox to define nonstandard effective length factors in the plane and out of the plane of the truss The mode suggests the capability of making the checking analysis that allows for corrosion In addition you can specify a camber for members made of double angles and if equal angles are used you can also analyze local defects such as cutouts and camber To do it turn on the Allow for Corrosion and Camber checkbox This will add one more tab to the dialog Defects Fig 1 7 2 2 where you should specify data concerning the thickness of the corrosion layer the magnitude of the camber in the truss plane and out of it data about the local cutouts or camber Using the button l you can invoke the action of calculating the thickness of the corrosion layer Fig 1 7 2 2 Fig 1 7 2 2 The Defects tab of the Truss Member mode The mechanical behavior of the damaged structure will comply with the recommendations of SNiP 2 08 01 85 and the Guide 11 The analysis will allow for a spatial mode of buckling in a cambered bar therefore the set of factors generated by the analysis procedure may not contain results of the stability assessment in the truss plane or out of it or both Clicking the Ca
23. 3 81 To make up the steel bill use primary regulatory codes and specifications Neither the application provides reference data about steel for pipes according to Table 51 a 4 2 Catalogues of rolled steel Kristel Robed stock assortment Equal lage argie pe GOST Unequal legs angle per GO Dhanna with paale edges ewe with neined noe Durem woth pune allel achy Darrai with parallel adgas Light channel per GOST E Specia channel per GOST Reo leged bears per GL 4 Sec ldan pe GOST 1 2 20000 110000 5400 1700 10000 4000 320600 0 004 2550 00 Cobre Tb par TU 14 24 24 240 000 115 000 560 9 0 10500 4 000 34 000 0027 3460 00 Tba per TU 14 240506 27 270 000 125 000 600 968011 4 r OSs WIN pp poi 0 200 000 135000 SSM 10 200 17000 5000 45500 0035 70590 00 Pee per GOST 10 04 91 2 yarn 37 130 000 140 000 7 000 11 200 13 000 5 000 52000 0042 MH Pee pa GUST 973279 Bendod char GOST af 35 0000 146 000 7500 12 300 14 000 60 1 900 0 049 13374 98 e LE B L aC al a co o v o C C I IE y IA vIA sI L T T O 1d 19d y Fig 1 4 2 1 The Catalogues dialog box This mode Fig 1 4 2 1 lets you browse catalogues of rolled steel available in the database of the Kristall application The dialog box contains a list of catalogues represented by a tree like structure and a table of data concerning the respective rolled profiles A list of profile properties which can be used to sort the ta
24. 32 stability of the stanchion s planar bending mode Sec 5 15 stability of stanchion under compression with biaxial eccentricity Sec 5 34 stability of stanchion under compression in the XoZ and XoY planes Sec 5 3 load bearing ability of the lattice by strength and stability Sec 5 1 5 3 5 8 Limitation of the version There is no check of local stability of the web and flanges to perform it use the Local Stability mode 4 Kris Genea properties tall Sesion Eisers EHactive lar in tha XY par Etiese length in tha az plara Height ot cohen 5 m Lint dlendemess Plane of loading fo Menbert i comgrettion 100 L Members in torsion 300 K fay 2 Cr ess 3 y De Senice lacio 1 1 Safety lacho ku responsibilty 1 15 Dengn model mor plane Design mode in Xa plane C Seperate cobren and poste Comotart sector kame colma Type of haris Numba of shodine F hee ge soy Fig 1 7 5 1 The General tab of the Columns mode Fie Mode Settings Tools Hep Genas peopacting Section Coats CHactive length in the XoY plina Ciactive angh in tha Xoz plane Tjojo zTioin DaI AH Diagonal Lae Js Ey 48 E r aK s I Allows for corosar IN ls Nip FA p s Stas 5 IN Fa 1 b Probie ov Poatie an om N Stuy 65 1000 4 or w L wW Pet O Fig 1 7 5 2 The Section tab of the Columns mode Fig 1 7 5 3 The Efforts tab of the Columns mode The dialo
25. SCAD Soft Software system Structure CAD Office tor Windows NCAD aDiructure KRISTALL structural analysis and assessment of members and joints in steel structures User manual Kiev 2007 1 2 Table of contents The Kristall application iia A Wy oW 238 Senet baad saeco te oa dos reach Setade san a owas fac cuaies dase aac naan suis ate oaases toate RS 4 On L l o Construction Ol Cross Secon a a a a autres a dag games a a AA 8 LERS renos Mod E Suer A Raras 12 O A O E RR RRA 12 42 Catalo ones ol toledo dead 14 A A O dese Seka oo nie EE OEE ae eke EEES ruse REE A ESA NITES P E areata 15 LA Ait SIGN CRNGSS ai iii 16 AS SERVICE TACOS autho cl toes e Ate lick aside A asides ae Soaks Lek ken Eads alee gre Sk Laden wee Sd 17 1 4 6 Wel dino Tata 25 va E S E 17 ateo A reser sua o O ieee 18 LAS Catalogs Or cl dret ideada 18 DA TALS sn t DONS ana 18 E O o ee 19 A A Healer cn dle atch acnd re Mes duteiesta lee A 19 WeDo LIE UNC A O II O II II A enone 21 LS comete Properties OL sections iia 22 DSA a A tvautent ised tencuceneeeneead 23 IOC heks AMC ASS CSINICINLS 2 5 occccasoecea ss tics a a 26 OL SSC CUOIN SIS LINCS ices cd eda a eed irae a ae hace a ced te ttn ced wc cee kn TE aca Aca ca ea colapsada cata 26 TO dB OWler COMMCC ON EAN 30 16 5 FCO CONNECTIONS nc ua asis 34 LAW Edic OMIM CONS ets har ost tr tati 35 Es amp even ste ee re A A A A ee ee eee 36 FEDER OF SEMICU ARTIC ID CES a 37 A A CS I RR een e
26. T 6240 85 Channel with parallel edges Channel with inclined inner Channel with parallel edges Channel with parallel edges Light channel per GOST Ez Special channel per GOST Column l beam GOST 2602 I 20K ae T 20k2 Brrr SSeS eee 2K D 26K 26K2 16 TL 263 cm T 30K1 T 302 bas T 30k3 Fig 1 3 2 c Third level of the tree selection of a profile To work with compound sections which include connecting lattices between their branches or stanchions there are buttons for selecting the type of the connecting lattice After you choose the lattice type a table appears Fig 1 3 2 d which includes buttons for selecting sections of the lattice members and text fields for entering numerical properties of the lattice The limitations imposed on the properties of the lattices are listed in Tables 1 3 1 and 1 3 2 Sector Gacesatne pecparas LIT C Oj O O I Tjoj AR swe a E310 CIII 0 p B y Potin Compound welded cross sections defined in the application s session can be saved in a custom user database To invoke the saving of the section click the button Save Section in User HiT User sections Section name 51 v K x Cancel Database Clicking this button will open the User Defined Sections dialog box where you define a name for the section to be saved under Fig 1 3 3 As the application lacks control of the name uniqueness it is you the user who has t
27. The equivalent forces can be used to allow for a possible imperfection of the braced structure in compliance with Sec 5 2 4 3 and 5 2 4 4 of ENV 1993 1 1 15 The dialog box contains the General and Bracing Properties tab The General tab Fig 2 5 3 1 has two buttons for the Type of Bracing with which you choose one of possible bracing arrangements The type can be either vertical bracing which are used with a multistory frame or horizontal bracing over the roof of a building Each kind of bracing can be described with one of the following design models e a compression tension model in which the bracing members should be able to resists to both compression and tension e a pure tension model in which a compressed flexible member is excluded from consideration after it loses its stability To choose a mode use radio buttons in the Behavior of Members group The cross section can be selected from the rolled profile database or from a custom user database The cross section of bracing members can be a rolled or welded profile You choose it using controls of the Section group E Furocode Kristall E Care MY Factor MO Pepa Y Hp Fig 2 5 3 2 b The Bracing Properties tab vertical braces are selected The Bracing Properties tab Fig 2 5 3 2 is used to enter numerical properties of the structural scheme and loads transferred to the system of bracing For horizontal bracing Fig 2 5 3 2 a the axial force N
28. V 1993 1 1 If you choose first option you should also specify the parameter yw In addition you specify the distance from the load application point to the upper chord level z The sign z is being set according to a schematic shown in the tab Clicking the Calculate M button initiates the calculation of the critical moment Mer Further actions depend on the section type according to a schematic shown in Fig 2 4 6 where it is indicated how to handle Meo in sections of various types Calculation is performed With these relationships between the sizes the sections are not prone to buckling in a rl arl Le E al tt fad rt bending and torsion mode For these sections ENV 1993 1 1 15 does not give any recommendations how to determine the critical moment Fig 2 4 6 A response of the Critical Moment mode to the section type ag kristall Eurocode Fig 2 4 7 The Interaction Curves tab of the Section Resistance mode The Interaction Curves tab Fig 2 4 7 lets you build curves which bound the load bearing ability area of the section when it 1s subjected to various couples of efforts potentially acting in it L Sections like A O a4 a and HY are analyzed for the action of axial forces only see Table 2 4 1 In this case the display area becomes one dimensional and the interaction curve degenerates To build an interaction curve choose a couple of efforts and click the Show button see more in Sec
29. a table will become accessible where you enter the compliance of the respective constraint Factors k L L describe the ratio of the effective length Z to the geometric length of the bar in different planes They are displayed in the respective fields of results When you click the Other button you will be allowed to enter your preferred values of k in the result fields and confirm your choice by clicking the Apply button In all the other cases the said fields do not allow any data to be entered The Critical Moment tab Fig 2 4 5 is used to calculate the critical bending moment for beams It implements a method of analysis presented in Annex F to ENV 1993 1 1 The calculation is performed only for double tee cross sections If a different cross section type is selected this tab will not appear at all and the planar bending mode is assumed to be stable due to the use of appropriate bracing or restraints It is further assumed that there are fixations against warping at the ends of the span k 1 To calculate the critical moment specify a moment diagram Sacticn Cleats Efecto lnngth in the XoY plana Efecte length in the Waz plane Critical manei irntaasction curves Type of manent dagan gt 1 1 The Te 100 mm ML for comprnciod chad O gt Fig 2 4 5 The Critical Moment tab of the Section Resistance mode L i fen ie Kristall Eurocode type by choosing it from six options given in Annex F to EN
30. ance with SNiP II 23 81 related to strength stability and flexibility slenderness The modes are also capable of making partial checks if those are of particular interest such as the investigation of the load bearing ability area by constructing iteration curves They include Section Resistance where the limitation utilization factors are calculated for every cross section type available in the application s database under arbitrary loads or efforts in addition this mode constructs the interaction curves for any admissible combination of effort couples Bolted Connections where the limitation utilization factors are calculated for a certain set of structural designs of bolted connections in addition the interaction curves are built for all admissible combinations of effort couples Friction Connections the mode is similar to the previous one but works with a different set of structural designs Welded Connections where the limitation utilization factors are calculated for a certain set of structural designs of welded connections in addition the interaction curves are built for all admissible combinations of effort couples Local Stability where the local stability of webs and chord plates of flexural or compressed members is checked the mode does not deal with crane runway beams or beams with webs reinforced by longitudinal ribs Finally some types of most popular structural members can be subjected to a complex check and
31. anchion s bending Section 5 15 stability of the stanchion under compression with biaxial eccentricity Section 5 34 stability of the stanchion under compression in the XoZ and XoY plane Section 5 3 strength of the lattice or cleats which connect the stanchions kristall The checks for slenderness use values specified in the Limit Slenderness mode Only the member s cross section is subjected to the check Checks of the following are NOT available weakened sections where there are bolt holes stability of webs reinforced by stiffening ribs for double tee channel and box members for channel and box profiles local stability of the webs reinforced by stiffening ribs analysis of connecting lattices and cleats except for the Columns mode local stress in the beam s web according to Section 5 13 SNiP H 23 81 except for the Beams mode strength of continuous and clamped beams allowing for a redistribution of the efforts in the plastic phase of deformation according to Sections 5 19 5 20 5 22 5 23 SNiP 11 23 81 Peculiarities of the current implementation l SNiP does not consider the problem of stability for a bar in simultaneous tension and bending but it would be unwise just not to check it for stability because in a relatively small tension the buckling of the bar may still take place in an elastic bar this would happen when some fiber were in compression while in an elastoplastic bar this boundary would
32. and for the end of the beam either with or without end undercuts There is also an edit field to enter the span length To choose the profile use the same approach as in Section 5 3 The Supports tab Fig 2 5 1 2 contains three groups of selection buttons with which you define how the beam is fixed in the bending plane out of the bending plane and against warping To make your choice depress an appropriate button If the last option has been selected for the out of plane fixation an edit field will open where you enter the number of subspans to divide the beam s span into The same tab contains a table that describes the selected system of constraints or fixations in a tabular form You can use it to verify your input Fig 2 5 1 3 The Loads tab Erotel Beane AE Fie Mode Settings Tools Hep Sacti n Supports Lossi Stein ste Spacing of an me E Ea Ww Pear He Fig 2 5 1 4 The End Undercut tab Kristall Eurocode The Loads tab Fig 2 5 1 3 is used to specify loads imposed on the beam Working with the mode follows the same rules as earlier see Section 2 4 The difference is that the height of the application point is to be specified for the loads of this kind the Height of Load Application Point group This point is assumed to be the same for all components of the current load case In addition a conditional width of the concentrated load application is to be specified The Stiffening Ribs ta
33. anical Behavior of Bolts where you choose a type of mechanical behavior for the bolts in the joint The Shear Only option should be selected for all joint types in the Bolted Connections mode Climatic Region as per GOST 16350 80 where you indicate one of temperature modes of operation defined by SNiP I 23 81 After you have made all the selections in the first tab click the Bolts button or the tab under the same name to switch to the next tab of the dialog box The Bolts tab Fig 1 4 3 2 contains a list of recommended bolt classes and bolt catalogue data The Regulatory Codes tab Fig 1 4 3 3 lists regulatory building codes which are used in the design of bolted joints 13 Kristall 1 4 4 Limit slenderness The dialog box of this mode Fig 1 4 4 1 contains data presented in SNiP II 23 81 Choosing one of the tabs Members in Compression Members in Tension under Static Loads or Members in Tension under Dynamic Loads will open either Table 19 or Table 20 of SNiP H 23 81 eh If the Limit Slenderness mode has been invoked from a design mode then clicking the Apply button will remember the selected value of the limit slenderness for use in the assessment of structural Cheidi and cupping iuli 6d piina mutis frih Seen ci eat members As the construction in question can be checked for various Lose chadi of crane rumeigg beams ai upas A ee loading patterns including ones where the longitudinal force s s
34. atically for any truss member its appearance and starts looking like 7 Kristall The assessment of mechanical behavior of a damaged construction complies with recommendations of 11 The analysis takes into account the possibility for the cambered member to experience buckling in a spatial mode therefore the set of values generated by the analysis may not contain the results of in plane or out of plane stability checks or the results of both checks at the same time The Loads tab Fig 1 7 1 5 is much similar to that described in pame sad the Envelopes mode see Section 1 5 1 However there are peculiar 30 differences First only a uniformly distributed load or a concentrated load upon nodes is allowed No of the load application node is to be selected from a drop down list Second the distributed load is applied to either the whole chord or to half of it The load application area 1s defined using appropriate radio buttons After you choose a chord selection button to apply the load the display pane will show a schematic of the respective chord with marks in locations of the nodes When you have specified a load after you click the Add button a schematic of the respective load case with all the loads added to 1t will appear To edit the values of particular loads you can use a table Fig 1 7 1 5 The Loads tab invoked by the button see Section 1 5 1 of the Trusses mode Clicking the Efforts in Truss Members button
35. b Fig 2 5 1 4 is used to specify data concerning intermediate and extreme stiffening ribs The tab will be accessible in cases when you have chosen one of design options with stiffening ribs in the Beam Configuration group of the Section tab The End Undercut tab Fig 2 5 1 4 lets you specify data about a weakening in the beam s cross section where it touches the supports This tab will be accessible in cases when you have chosen one of options with the presence of end undercuts in the Beam Configuration group of the Section tab You select a configuration of the end fixations using appropriate buttons and then you should enter sizes Note that you specify the diameter of bolt holes rather than of bolts A list of checks performed in this mode is presented in Tables 2 5 1 1 and 2 5 1 2 The same table lists clauses of ENV 1993 1 1 15 which require the checks to be performed a full listing of results produced by the checks will go to the report document In addition a table of support reactions will go to the report 69 kristall Eurocode Table 2 5 1 1 A list of checks defined for rolled beams by ENV 1993 1 1 Factor analyzed Reference to Eurocode 3 5 4 6 1 shear resistance of the web for a group of holes in the end fixation of the 6 5 2 2 beam buckling of the beam under a local shear load 5 7 4 strength of the bearing rib Table 2 5 1 2 A list of checks defined for welded beams by ENV 1993 1 1 stability
36. be either welded or bolted joint The Web Reinforcement group defines what stiffening parts are used none stiffening ribs or a reinforcing plate The same tab contains also two groups of controls for choosing the girder s cross section and that of the column The Properties tab Fig 2 5 4 2 is used to specify sizes of particular parts in the joint Kristall Eurocode The Efforts tab Fig 2 5 4 3 is used to specify efforts applied to the joint The schematic shows their positive directions M pristali ean To Cokumn joints Fie Pde Salir Took Hop Germa dota Properties Eart Fig 2 5 4 3 The Efforts tab of the Beam to Column Joints mode A list of checks that the mode performs is presented in Table 2 5 4 1 The same table lists articles of ENV 1993 1 1 which require the checks to be performed a full listing of results produced by the checks goes to the report document Table 2 5 4 1 A list of checks applied to joints between beams and columns as per ENV 1993 1 1 Factor analyzed Reference to Eurocode 3 strength of the joint s tensile area under N and M J 3 2 strength of the joint s compressed area under N and M J 3 5 4 J 3 5 3 shear strength of bolts 6 5 5 bearing of the bolt strength of corner welds ES kristall Eurocode 2 5 5 Beam To Beam joints File Mode Sets Toots Heb General properier proper IIA oe Biosdbianged bean pa GOST 26020 61 7 Fig 2 5 5 1 The G
37. be harder to locate The building codes do not define any boundary for such a relatively small tension so we overdesign by assuming it equal to zero hence a purely flexural bar pA As SNIP 11 23 81 does not provide a general recommendation for checking the stability of the planar mode of bending with arbitrary fixations and arbitrary positioning of the loads an overdesign check is implemented it is based on an assumption that there are no intermediate braces of the member 1 e the effective length of the member in the respective formula is equivalent to its geometric length There is no separate strength analysis of members which bend T in two principal planes This check is included in the strength Mateial Section iets Tact kangh in the Me plana Eesi lingih in tha Waz plara Interaction curvas assessment under combined action of the longitudinal force and AS bending moments as a particular case at N 0 a aaa The mode s dialog box contains six tabs Materials Section a ie Efforts Effective Length in XoY Plane Effective Length in XoZ nda Plane Interaction Curves The first five tabs are used to enter input licita s data and the sixth one to review the results of the analysis The Materials tab Fig 1 6 1 1 contains buttons for accessing SH ei O the reference modes Steel cr Service Factors de and Ju Limit Slenderness ER Properties selected in the reference modes will be rememb
38. ble is placed above the table If you select a particular profile the dialog will show its draft with basic sizes 1 4 3 Bolts Kristall This mode is used to choose bolts for the structure being designed The selection is available for four groups of constructions according to Table 57 of SNiP II 23 81 Krivtell Bolts Pi El Fie Mode Settings Tools Hep Operation consort Geis Suerte and codes Type of structee G Structure not ansiced for endeance Structure ariond for endurance Woetking conifers of baits eiaa oo Climatic region according to 1650 00 Design negative tempararnae CU gt gt 47 ll ete gt 307 Cha Ma and ih 40 gt t gt S07 50 gt t 457 Fig 1 4 3 1 The Conditions of Operation tab of the Bolts mode Ermtall Bolts Mi El Fie Mode Settings Tools Mep Assortevert of boks ranulactunng nfomabon tor 1938 TPE al acen Ad foei 2 Asea Abn om2 Maniche bots of anses Mig 2m 187 10 Hd 114 245 109 MA 452 352 109 uz 572 439 10 9 MIO 7 06 500 eo u 3017 1 an ue 1208 121 T as 19 09 M12 113 08 464056586600103 154 15 464056586688109 20 sy 464056586688109 254 e 464056586688109 464056586688109 464056586688109 Fig 1 4 3 2 The Bolts tab of the Bolts mode Kristell Bolts Fii EJ Fie Mode Settings Tools Hep Operation condors Dots Standands and codes A list of regulatory documents required for designing bolted joints Regulatory codes thot define clases of strexgth and th
39. bs Fig 1 6 4 1 contains nine buttons which you can use to choose the type of the structure subject to the check Also it contains two drop down lists for entering data about the welding type and the position of the weld in the course of works You need to choose one option in each group which helps you determine the Py and B factors in accordance with Table 34 of SNiP II 23 81 Other properties needed for the analysis have been already defined or calculated previously in the modes Steel Welding Materials Service Factors Their values are displayed in appropriate fields and can be modified by the user when necessary The Properties tab Fig 1 6 4 2 is used to specify information about the sizes of the connection and to enter data about efforts acting on the connection The same tab is used to specify the legs of welds checked for compliance with Section 12 8 of SNiP II 23 81 The values subject to check are presented in Table 1 6 4 1 Table 1 6 4 1 0O lt p lt 45 b h tg gt 4 cm ba 0 8 tangle 35 Kristall The Interaction Curves tab Fig 1 6 4 3 displays curves of interaction between stress or force factors which bound the connection s load bearing ability area The display is controlled in the same way as described in the Bolted Connections mode Fig 1 6 4 3 The Interaction Curves tab 1 6 5 Local stability The mode implements checks of local stability in members the cross section of which may be a sy
40. calculated by the above formulas To get the envelope curves for the diagrams you select items of interest from a list above the diagram pane Note that the diagrams of moments and shear forces are not capable of displaying two different values in the same cross section of the beam Therefore in cases when there is a leap of values in a moment diagram under a concentrated moment or in a shear force diagram under a concentrated force it cannot be shown explicitly Instead values in two different but very close cross sections will be displayed This may produce a seeming violation of equilibrium If you keep your mouse pointer still for some time in a particular point of the beam there will be displayed values of the moment and the shear force in the cross section that corresponds to the position of the pointer Fig 2 4 5 3 Also the report document will contain a table of support reactions Kristall Eurocode 2 4 6 Critical moment This mode calculates an elastic critical bending moment for a flexural member that has a double tee cross section The dialog box for the mode contains two tabs Properties and Critical Moment The Properties tab Fig 2 4 6 1 is used to specify the member s cross section and its span length The cross section can be taken from the standard rolled profile database or from a user defined welded profile database The latter profiles can be also defined by the rules described in Section 1 3 of the Krista
41. construction Erectie langthe C Separata colma and ports C Contan secton hame cobra C Spis aice merter nade of anges Acceeding to Eusocode 3 ka hanes Fig 1 5 4 1 The Construction Type tab of the Effective Length dialog box Typa el conuiuction Elective lengths Fig 1 5 4 2 The Construction Properties tab for Separately Standing Columns and Posts The main dialog for this mode Fig 1 5 4 1 contains two tabs The first of them Construction Type is used to choose a construction type in question This is what you can choose e separately standing columns or posts e verticals of constant section frames as per SNiP II 23 81 and ENV 1993 1 1 Eurocode 3 e members of spatial lattice structures made of angles Solutions for truss members defined by Sections 6 1 6 4 of SNiP II 23 81 are implemented in the Trusses mode see further below After you have selected your construction s type the Construction Properties tab opens Its configuration depends on the choices you have made When you select the construction type Separately Standing Columns and Posts there appears a tab where 25 options for end fixations are shown Fig 1 5 4 2 For the fixation where idealized boundary conditions are assumed the respective button is depressed the Effective Length Factor will display a value that corresponds to instructions given in Table 71 a of SNiP II 23 81 Only the cases where the force is applied to the en
42. ction Checks Table 39 of SNiP II 23 81 m2 0 CmaxL Z 2 1 5do dy is the bolt hole s diameter dua 1 da max 18 the maximum distance r 0 95do R tr between bolts of the extreme row bL r2 1 2do m gt 1 Aamaxt 1S the maximum distance tae CSAS between bolts of the middle row AmaxL 2 a gt Amin AmaxL gt b gt 0 5 Amin r gt 0 95do Ry tr bi r b gt 1 2dy R is the radius of rounding of the rolled profile Amin 1S the minimum distance between the bolts m gt 1 tt is the angle s thickness Cn 2 1 5do bi is the angle s width AmaxL 242 amin ImaxL 2 b 2 Amin h is the double tee s flange r 0 95do Ry t thickness bh r b2 1 2d H is the double tee s height m gt 1 CmaxL 18 the maximum distance to the 4 profile s edge Cmax Z 1 5do AmaxT 2 a 2 Amin AmaxT 2 b gt Amin m 1 n 1 Cmax Z C1 2 1 5dp AmaxT 2 a 2 Amin AmaxT 2 b gt Amin n21 Cmax 1 L5dy c 2 1 5do Amax D Amin H nb22L L c2 H h 2 Ja Kristall 1 6 3 Friction connections reer re Fle Mode Settings Tools Heb Type of conmmetion Properties Interaction curves 1 1 TER Gerecal propias Cr Ce Safety tector bu reipombdty Servico Eachd hoe mambas to be weksed Sermee lector Da fms Stet E Blacken 10 Method of ear hor tul ace bo be prod ai ewro of het theirs two idas rail arriva wo Pet O Hb Type of conemction Properties rerasan cu
43. ction Resistance Bolted Joints and Welded Joints implement particular operations for calculation of resistance of cross sections and joints as defined by ENV 1993 1 1 34 Kristall Eurocode The auxiliary modes Envelopes Critical Moment and Geometric Properties implement some frequently used stages of analysis which may be of particular interest The information mode Catalogue of Rolled Steel is used to browse catalogues ranges of sizes of rolled steel When you click one of the mode selection buttons a mutlitab dialog box appears where there is a main tab which hosts common controls for all working modes These controls include the menus File Modes Settings Tools and Help Next the Help and Exit buttons perform the usual Windows operations calling up reference manual information and exiting the application respectively The purposes for which the other buttons are used will be described below To return to the main window of the application use the Menu button when in any of the working modes To switch to the SNiP mode choose the respective row in the drop down list 2 2 Application settings Application settings E Unis of mespasrent Nepas and Languages Vievakzation Sectors Uniecal National regulations of wage 0C National regadations of wage EC 1 Steel properbes Fig 2 2 1 The Materials tab of the Application Settings dialog box Links of meaturerment llegan and Langage Vinzon Masasi Mational r
44. d are under consideration If end fixations with elastic supports with respect to displacements or slopes are selected you need to specify numerical data about the support stiffness in the respective edit fields After you click the Calculate button the dialog will generate an answer calculated by formulas from the Guide to Design of Steel Structures addition to SNiP II 23 81 In some design models where the fixations are not sufficiently stiff the column may lose its stability as a rigid whole In such cases the result will be a value of the least critical force under which the member suffers a deformation 23 Kristall Kristall Elbectree lengths Type of combien Elective lengta Properties tab or columns of constant Jor sles Fig 1 5 4 3 The Construction section frames single story Kristal Elfective lengths Type ol combracion Elective lengtne Properties tab for columns of constant Fisna Dears Number ct spens 3 y Silinen of beare abutting on lop of ourm L MA 2110 ot i apt Lg 2110 a Sines of bearer abutting on bottom of cohen i bet J 64135 1 ES Location Upper storey Madde storey IL Stites of cok J Menu Cuse Ww fer Bele Fig 1 5 4 4 The Construction section frames multistory wit Select profile 24 Channel with inclined inner edges of flanges per GOST 8240 a PPA oe ee ee ee ee ee ee co iC 304 AI ye b 119
45. e see Section 1 6 1 of the Kristall application to analyze the behavior of the created section You should remember SNiP H 23 81 does not give any recommendations on calculating some properties of custom sections such as shape influence factor n factors a and B from Table 10 etc Therefore the analysis is conservative and assumes worst possible values of those factors The check of stability of the planar bending mode is not performed at all under the assumption that such a loss of stability is not likely to occur because appropriate bracing is applied 2 You can use the SEZAM application see 8 to proportion an equivalent section and thus replace the nonstandard custom section with a standard one which 1s close to it in an appropriate sense for example with a double tee or a box 3 In some frequent cases you can use tricks which will help you to analyze for example a double channel beam SNiP II 23 81 does not define any planar bending mode stability assessment nor a method for calculation of the factor for cross sections of this kind The stability is ensured for sections which comply with the limitation imposed by Kristall on the arrangement of the channels the distance between their webs exceeds two flange widths and in other cases we assume the stability of the planar bending mode is ensured by bracing or constraints Then you can proceed in the following way Choose a cross section consisting of one channel and define its m
46. e storey frames is that the length and stiffness values refer to the left from the column in question There is no calculation of the effective length for particular segments of stepped columns columns out of a frame s plane and stanchions of flat pillars under transporter galleries If members of the frame are rolled profiles you can set their stiffness by choosing from the catalogue of steel to do it click the button T This will open the Choose Profile dialog box Fig 1 5 4 5 where you choose a desired profile and click the Apply button for stiffness J or 2 Kristall Kristall Elfective lengths Pi ES Pla Hace Saiting Tela Hob If you have selected Members of Spatial Lattice Structures es Made of Angles as the Construction Type there opens a tab Fig 1 5 4 6 depicting designs defined by Section 6 5 of SNiP Il 23 81 You choose a desired structural scheme by clicking a button that displays the respective scheme Sections for the ZAZALWeS members are selected from the catalogues using buttons Chord o A tence Diagonals Strut Only equal angles are allowed for the struts and pal aN the chord while the crossing diagonals can be made of unequal lems sian mea angles assuming they are attached to the chord via their narrower Sar Elias E flange Ca Feces Dial prr Mco For some configurations you can choose a type of joint at the intersection of the diagonals using an appropriate group of buttons At the same time you c
47. ection Input data check Designations 4t 40 mm gt c gt 1 2 do 4 t 40 mm gt c gt 1 5 do min 14 t 200 mm gt a gt 2 2 do min 14 t 200 mm gt b gt 2 4 do c gt 1 2 do Ci 2 1 5 do Co 2 1 5 do min 14 t 200 mm gt b gt 2 2 do cl c2 nb lt h Table 2 4 4 2 Welded connections sm tL 1s an angle thickness Cy lt 1 2t br is an abutting flange width Cy 18 a weld leg tw is a double tee flange thickness b gt 40 mm t is a strap thickness 30 lt p lt 90 Cy 124 b gt 20 mm 121 h b gt 0 1 64 Kristall Eurocode 2 4 5 Envelopes This dialog box is used to solve a particular analysis problem determine disadvantageous combinations of multiple loads applied to flexural members The load combinations are determined using a simplified approach defined by Section 2 3 3 5 of ENV 1993 1 1 It is based on formulas LG jGkj 150 Lye Gr 1 35L10ki for first limit state and on formulas Gk On XG 0 9210ki for second limit state The factors in the combinations used here w 1 5 or Ym 1 0 Ya 1 35 or y 0 9 and the values of YG inf and Yc sup are by default taken from Section 2 3 3 5 of ENV 1993 1 1 They are displayed in the National Applica tion Rules tab of the Application Settings dialog box see Section 2 2 therefore they can be modified by the user It should be noted that the list of imposed live loads contains a zero one too It is there to impl
48. egulations of waga DC 11 Hatiora sagulsiora of urge 10 11 Loading combination laica ES LIE al bevel alae red bevel aide Taja 1 Tas i Tisa LS Tinas Ye L Ye a3 16 Ta Fig 2 2 2 a The National Application Rules EC 1 tab The Application Settings dialog box contains a tab titled Materials which is different from one in the Kristall SNiP application It also hosts additional tabs National Application Rules The Materials tab Fig 2 2 1 lets you choose a grade of steel The choice can be made from a list of grades recommended by ENV 1993 1 1 Reference data on strength properties of the chosen materials are provided rated values of the yield point f and ultimate strength failure limit fua for rolled steel up to 40 mm thick which is most often used in steelwork The National Application Rules EC 1 tab Fig 2 2 2 a lets you choose loading combination factors in compliance with Eurocode 1 and the similar tab EC 3 lets you work with partial safety factors Fig 2 2 2 b in compliance with ENV 1993 1 1 boxed values are used or in compliance with national Eurocode application documents NAD To make a choice mark a desired row of the list where either the national flag or that of EEC is shown The numerical values of the respective partial safety factors will be displayed in text fields If the Other item is selected in the list 1t becomes possible to enter explicit values for the factors Thus y
49. eir corresponding mechanical properties coatings and methods of texting GOST 1750 27 Bolts ecrewe thode and mute Techrecal requirements GOST 18123 82 Washers Techeveal requeements GOST 222546 77 Boke and nutes high etrength and washers Technical requaremente Regulatory codos that define the designs and sizes of bolas nuts axd washers Bolas GOST T305 70 Bolts heragor head Gxquoved sccuracy Desigos and ses GOST 7796 70 Botts small hexagoo head incent accuracy Desngns and ses GOST T798 70 Bole hexagon head normal security Dengra and exec GOST 13329 70 Bolts hemagom heed rough arcuercy Designs end smes GOST 15591 70 Boke emal hexagon heed rough accuracy Designe and ener QOST 2253 77 Bolts tagh sirengih normal acoucecy Dengue md saeg GOST 22355 77 Waehere of the C etrength clace foe bigh etrangth bote Deeigne and eme GOST 913 10 Nuts hexagonal normal eccuracy Desigos and sites GOST 1552670 Nuts heregonel rough eccuracy Designs end sues GOST 22354 70 Nuts high strength normal accuracy Designs and eres Washers Fig 1 4 3 3 The Regulatory Codes tab of the Bolts mode The Conditions of Operation tab Fig 1 4 3 1 contains three groups of controls Type of Construction where you choose one of two cases defined by the codes according to requirements imposed on durability of the bolted joints Mech
50. ement the capability of removing the live loads altogether Therefore when any maximum values such as those of moments are being calculated the analysis takes into account the greatest of the positive moments and zero value and when minimum values are being calculated the analysis takes into account the least of the negative moments and zero The Envelopes dialog box Fig 2 4 5 1 is used to specify a beam s span You use buttons to choose one of support methods clamping on both sides hinged support on both sides a hinge on one side and clamping on the other a cantilever scheme Before you enter your next load case including the very first one click the New button in the Load group After that you choose a type of load case in the respective list Permanent or Live The type of load case defines combination factors with which particular loads from this load case will be used in the load combination analysis Loads are specified using five buttons which indicate the load type distributed over the span concentrated force concentrated moment trapezoid and evenly distributed over a part of the span Clicking a desired button will open edit fields for entering Fig 2 4 5 1 The Envelopes dialog box numerical parameters of the load e intensity of the load for a distributed one e magnitude of the force and its position in the span for a concentrated force e value of the load at the beginning of the application area dista
51. eneral tab of the Beam To Beam Joints mode Ba wiz Class ol bolt e E Fig 2 5 5 2 The Properties tab 70 ed ye TR in hh Ti The mode implements an analysis of flange connections between double tee beams It contains two tabs General and Properties The cross sections for the beams can be either welded or rolled double tees To choose a profile from the database or to specify the sizes of a welded joint use the same approaches as in other modes The General tab Fig 2 5 5 1 is used to specify loads acting on the joint positive directions are shown in the schematic Particular numerical properties of the joint are entered in the edit fields of the Properties tab Fig 2 5 5 2 After you click the Calculate button the Ka field will display the value of the respective factor At the same time the Critical Factor field will display a message about the type of check where the maximum took place In addition you can have a diagram where the utilization factors for other checks will be shown the Factors button Kristall Eurocode 2 6 Assumptions and voluntary decisions in treatment of Eurocode 3 This section describes some assumptions taken by the developers of the software application in order to generate solutions or decisions for cases undefined directly in ENV 1993 1 1 Eurocode 3 The assumptions of this kind are generally part of the treatment of a regulatory code and they are usually made by a design e
52. ength of bolts Table 2 4 2 2 A list of checks of resistance of welded connections in compliance with ENV 1993 1 1 Factor analyzed Reference to Eurocode 3 strength of angle by its net section 5 4 3 1 full resistance of corner weld resistance of corner weld in a direction perpendicular to the weld s axis 2 4 3 Bolted connections a The Type of Conncetion tab Fig 2 4 3 1 contains a group of Typ ot conection Papert rece cave buttons to choose a type of the bolted connection and a table to enter values of efforts acting in the connection Genet a peoperters HE le Seal y PRD SB The Dts PH A T 2 ti Fe E FE The Properties tab Fig 2 4 3 2 contains edit fields for entering numerical parameters of a particular structural scheme In cases when a connection between rolled profiles angle or double tee is under consideration you will be allowed to access the database of the rolled profiles Fig 2 4 3 1 The Type of Connection tab the Bolted Connections mode 6 1 Kristall Eurocode Fig 2 4 3 2 The Properties tab the Bolted Connections mode Fig 2 4 3 3 The Interaction Curves tab the Bolted Connections mode 2 4 4 Welded connections Type of fort Properes Interact curves Dareia piopertas E THe Shel yw SMe AE Do El is Wik Fig 2 4 4 1 The Type of Connection tab the Welded Connections mode 62 You select the diameter of a bolt for the purpose of analysis of
53. ent of Eurocode 3 ccccccccccceeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeees 7d 206 CalculanonvOr a CritialbIMOnient AAA AA ARA AAA AA TRA 77 RREIERENCES nao L Kristall l The Kristall application The Kristall software application is used to make a structural analysis and various checks of members and joints in steel structures for compliance with requirements of the building code SNiP II 23 81 Steel Structures Design Regulations 13 The design efforts are supposed to conform to loads defined by SNiP 2 01 07 85 Loads and Actions 12 and rules for choosing design effort combinations implemented in the software application also comply with the same document The design part of the application is also based on standards of the state related to SNiP II 23 81 13 and the Manual on Design of Steel Structures as addition to SNiP II 23 81 11 A particular submodule of the Kristall application performs checks of members and joints for compliance with Eurocode 3 It can be useful for experts who develop design documentation to orders of European companies ENV 1993 1 1 Eurocode 3 Design of Steel Structures Part 1 1 General rules and rules for buildings 15 defines checks of members and joints in steel structures Generally the Kristall application performs various checking analyses of constructions and joints the sizes of which are predefined by the designer 1 e the application actually does a structural appraisal rather than desig
54. eous combinations of multiple loads applied to flexural members It should be noted that the imposed live loads include implicitly a zero load it 1s needed to describe the case of absence of all imposed loads Therefore when calculating maximum values of the say bending moments we take the greatest of the positive moments and zero while when calculating minimum values we take the least of the negative moments and zero In the Envelopes dialog box Fig 1 5 1 1 you specify the span of your beam to apply and fix the entered value click the Apply button Using buttons on the top right choose one of support methods two sided clamping hinged support on both sides hinge on one side and clamping on the other or a cantilever design The application is capable of analyzing several up to ten patterns of loading and each load case can in its turn consist of multiple loads To enter a new load case including the first one follow these steps click the New button in the Load cases group choose a load case type permanent imposed sustained short term snow or wind which will determine combination factors according to SNiP 2 01 07 85 to be used with the loads of this loading pattern in a combination of loads modify if needed the value of the safety factor for load case click a button where the needed load case type is depicted enter values for the parameters of the load click the Add button A few load components ca
55. ered in the respective fields and they can be modified only by repeatedly accessing the same modes Safety Fig 1 6 1 1 The Materials tab of the Section Resistance dialog box Factors for Responsibility th are specified in the Material tab of the Application Settings dialog box This tab is used also in the cases when the properties of steel or values of the factors should be set to something different from those defined by the building codes and regulations 27 Kristall Eritall Resihane of accion Fi Pisia Dating Ton Help Matias Sect E Hons Eicke Large in the MS pana inci length in tha Kaz pls Interaction cures LjZ c oO o o FR ae T T Ci fay MEL id a A PROA J OC A Gecraslrr poama 11 z T ZK 340 E PEELELEEEE ee E da A le BS of p a Pu Fig 1 6 1 2 The Section tab of the Section Resistance dialog box wit Thickness of corrosion layer E3 Properties of corrosive medium Conditions of placement non conosive Open air slightly corrosive Under shed moderately corrosive C In unheated room highly corrosive C In heated room Type of yrnepoqucran cTanb aTakoKe cTanh mapok 18fnc 107201 157204 15x 20M P 3 1 y Turn of axes T 30 degree ae el Lifetime 40 year Y OK XK Cancel Fig 1 6 1 3 The Thickness of Corrosion Layer dialog box The Sections tab Fig 1 6 1 2 contains eighteen buttons clicking which lets you set
56. ethod of restraint against moving from the plane as Uniform Then analyze this half section for the action of half the load The said type of restraint does not allow the buckling of the planar bending mode A section made of two coupled double tees can be treated in the same way 1 8 4 On seismic actions The Kristall application lacks the notion of seismic load The reason is that Section 2 14 of SNiP II 7 81 Construction In Seismic Regions 13 requires using an additional service factor which is greater than one see Table 7 of SNiP IJ 7 81 When a construction is being analyzed for simultaneous action of multiple loads which JZ Kristall is nearly always the case for structural constructions one of the loads being seismic SNiP requires formally that the factor be used even in cases when the fraction of the seismic action is small comparing to other sustained loads A requirement like this may produce dangerous results The user can always take seismic actions in account by setting the service factor to 1 4 for example in the Kristall application s preferences according to Table 7 of SNiP II 7 81 With this auxiliary operation off the analysis will be conservative 53 kristall Eurocode 2 The Kristall Eurocode 3 software application The Kristall Eurocode 3 software application is used to make checks assessments of members and joints in steel structures for compliance with requirements defined in ENV 1993
57. f SNiP II 23 81 The General tab Fig 1 7 3 1 is used to specify the span of the beam In addition the Structural Design group contains radio buttons to indicate what system of stiffening ribs is to be used e noribs e only bearing ribs e both bearing and intermediate ribs If a construction with intermediate ribs is under consideration you need to specify the spacing for those in the respective field It does not have to be an exact submultiple of the beam s span the extreme pieces of the beam will be adjusted to fit After turning on the desired options you can specify limitations of the absolute deflection value or of the natural oscillation frequency in the Limitations group In the latter case we are allowed to specify a value of the associated mass which will be added to the own mass of the structure The deflection limit for the beam is to be specified in fractions of the span s length it will be compared with the relative deflection caused by the rated values of the loads The beam deflection can be also specified as a fraction of the span s length in the form of 1 4 where A is the set of most frequently used values such as 500 750 etc Note that no special factor or mathematical function is introduced for the deflection in the Kristall application the software only calculates and outputs the maximum deflection value 42 Diosddanged bajen pee GOST 2000089 oui zw aa su IWI IU 303 J 5 Fal
58. g box for the Columns mode contains five tabs General Section Efforts Effective Length in XOY Plane Effective Length in XOZ Plane The General tab Fig 1 7 5 1 contains an edit field for entering the column s height and two buttons for choosing a loading plane an orientation of the deformation plane For frame structures the loading plane is defined by the way the column is incorporated in a planar frame The same tab contains radio buttons for you to specify a design model according to which the application should calculate the free length for each of the principal planes The Section tab Fig 1 7 5 2 lets you choose a cross section for your column and specify its properties If a rolled profile is to be used you choose it from the database To enter properties of welded sections use appropriate edit fields where the thickness and the width of the sheets are to be specified For lattice cross sections you use buttons for choosing the lattice type and edit fields where numbers are required Profiles of the lattice members are selected from the catalogue of equal or unequal angles To choose particular members for the lattice cross section turn on the respective checkboxes You can allow for corrosion in your analysis much in the same way as in the Section Resistance mode The difference is that when the built in corrosion prediction module is used it is invoked by the button you don t have to specify the slope of the
59. hoose the type of stress in the reinforcing Fig 1 5 4 6 The Construction member according to Table 14 of SNiP II 23 81 a compressed Properties tab for members of spatial member darkened in the respective icon is under consideration lattice structures made of angles You need to choose one of the suggested structural schemes by turning on an appropriate radio button in the Fixation of Lattice group The scheme is supposed to describe both ends of the lattice member There is no consideration of structures where for example the fixation of one end 1s directly to the chord and that of the other 1s via a gusset plate Table 13 of SNiP II 23 81 suggests various options of usage for the section s stiffness properties in spatial structures along principal axes of inertia or along axes parallel to the flanges therefore the effective length factor should have been accompanied by the information which method is used That s why this dialog box will display after you click the Calculate button the slenderness of the members in compression unlike all other cases rather than the effective length factors Using the slenderness value this is one number you can find the buckling coefficient and do the check of stability For lattice members the Kristall application gives the greater of two slenderness values in the plane and out of the plane of the face which is defined by Table 19 SNiP II 23 81 Both slenderness values in the face
60. ies entering numerical parameters of a particular structural scheme In E cases when a connection between rolled profiles angle or double tee is under consideration you can access the database of rolled profiles For unequal angles you can use radio buttons to specify what flange wide or narrow should be used to attach the angle Interaction curves can be built on the tab under the respective title as described in Section 1 6 1 Flite I 3 I I 2 I I Ta I I I I I I Fig 2 4 4 2 The Properties tab the Welded Connections mode Table 2 4 4 1 Bolted connections Draft of a connection Input data check ET 5 do 3 mm 3 lt bi tL 4 t 40 mm gt c 2 1 2 d min 14 t 200 mm gt a gt 2 2 d by t 2 gt 1 5 do t is an angle thickness e 2 1 2 do b is an angle width d is a bolt hole diameter e b 5 do 3 mm 3 lt b t b gt 2 2 do e 1 2 do 4 t 40 mm gt c gt 1 2 dy min 14 t 200 mm gt a gt 2 2 do min 14 t 200 mm gt b gt 2 4 do bt tL b 2 gt 1 5 do e b 5 do 3 mm 3 lt by t b 3 0 do e 2 1 2do 4 t 40 mm gt c 2 1 2 dy min 14 t 200 mm gt a gt 2 2 do min 14 t 200 mm gt b gt 2 4 do bi t b 2 1 5 do t is a strap thickness 4 t 40 mm gt c gt 1 2 do 4 t 40 mm gt c gt 1 5 do min 14 t 200 mm gt a gt 2 2 do min 14 t 200 mm gt b gt 2 4 do 63 Kristall Eurocode Draft of a conn
61. ign 1 De oie Gloria Cra ert ud cr 2 is altered the Apply button should be used twice when the T Componenti of baramecion line supports in eddi bo thane indicated in items G and A earnest T ahane ard renn shaped ets eel sol 18 member is in tension and when it is in compression The selected Se values can be modified in the Application Settings dialog box Fig 1 2 1 Fig 1 4 4 1 The dialog box of the Limit Slenderness dialog box Limitation of the version Members in tension defined by Table 20 SNiP of II 23 81 which are subjected to loads from cranes and railway trains are not under consideration 16 Kristall 1 4 5 Service factors Kristall Service lactor The dialog box of this mode Fig 1 4 5 1 contains data from Centnaton Cee overt bed nts Heron ted nt _ Table 6 of SNiP 11 23 81 In addition to eleven items included in ba IZ Sesto Sec en the table the dialog box lists seven more cases to implement e Saige a alana al instructions of Note 2 and Note 4 to Table 6 of SNiP II 23 81 Ss i cae There are separate tabs with appropriate factors and we Sep ts pac a e an em coefficients for joined members bolted connections and high _ i gaina strength bolted connections You open them by clicking the tabs at f ane e cae e the top of the dialog Ma z The specified service factors will be applied in addition to the upocrtng ones ol a verted ol a compound shaped erp
62. ing a dacissta and Goo operwngs cropibars and ruwer dos of he os grg load Geer pat ed wardors door Hing pleced urda the pat Sane ss mien Notation in the table lis a rated Span of a structural part ais a spacing of beams or trusses to which aerial crane runways are attached Notes 1 Fora cartdever g double outreach should be used instand of 1 Carmina dir n sendos ation ans T a dainntinn bate ahan hd ha deta and bee A Fig 1 4 7 1 The Limit Deflections dialog box 1 4 8 Catalogues of sheet steel Kristall At of tee tls z This dialog box presents information about the steel sheets Aen wea ls manufactured in compliance with GOST 19903 74 19904 90 82 a sti llore dea ac pw GOSTI B 70 and 103 76 Rolled steel in sheets plates Thickness mmy 0 4 0 45 0 5 0 55 0 6 0 63 0 65 0 7 0 75 0 8 OO 1 L2 1 3 14 1 5 14 1 8 2 2 2 2 5 DAF Fibs Sete Hees Fe NPE CTER PET A 6 Ged Fe Fete 70 89 9 907 10 20 5 1 19 5 12 12 5 13 13 5 14 143 15 15 5 16 5 165 17 175 12 185 19 19 5 20 20 5 21 21 5 22 22 5 23 9 5 M 145 23 25 5 26 27 28 FW 32 Bh WH BD 4B dS BH 452 5 98 2 5 6B 70 72 75 78 BD BS 87 90 92 95 100 105 140 113 139 125 130 133 140 143 130 155 160 Width mer 300 510 600 650 670 T00 710 730 300 50 900 930 1000 1100 1250 1400 1420 1500 1600 1700 1300 1900 2000 2100 2200 2300 2400 2300 2600 7700 2200 2700 30
63. ing ability of bolts Sec 11 13 e strength of the strap s weakened section Sec 5 1 e strength of the beam flange s weakened section Sec 5 1 In the Interaction Curves tab Fig 1 6 3 3 you can build interaction curves for effort factors which will bound the connection s load bearing ability area This tab bears total resemblance with the tab of the Bolted Connections mode under the same title see Section 1 6 1 1 6 4 Welded connections ral Welded connections Type of conemction Progestins Inersion curves 10 tL OO VL iO 10 Ol IL Derecal peopedias Cr ce th Safety tactor bot rerponiblly Yes Services Litros hoe mambas to be welded Service lector Progestins of waking Type of weking Manus al ol weld Lower Cinai mor at per GOST 1535090 t kristall The mode enables you to perform checks of welded connections of the following three types e attachment of single and double angles to a gusset plate e overlapped conncetion between sheets e butt attachment of a sheet double tee channel or rectangular pipe The set of checks in compliance with SNiP II 23 81 depends on the connection type and the set of loads acting upon it All types of conections are checked as defined by Section 11 2 and in necessary cases by Sections 11 3 11 5 of SNiP II 23 81 The dialog box contains three tabs Type of Connection Properties Interaction Curves The first of the ta
64. is defined as an effort in the upper chord of the roof s braced trusses If the girders of the roof are braced against buckling then in compliance with Sec 5 2 4 4 3 of ENV 1993 1 1 the force N is defined via the value of the greatest bending moment The N force is assumed to be the same for all girders For vertical bracing Fig 2 5 3 2 b the force N is a load transferred to the column within the bounds of the storey It is assumed to be the same for all columns and all storeys After you click the Calculate button you will have the respective field display a value of the Kmax factor and the name of a check in which it took place 2 5 4 Beam To Column joints Genera date Prestes Etleets Imsa ori Fieder dl web i 2 Moree 2 Fibbed Dy que HP E E S ct n of column S cti n of besa e ia iaa Fig 2 5 4 1 The General tab of the Beam to Column Joints mode Fig 2 5 4 2 The Properties tab 4 This mode Fig 2 5 4 1 performs an assessment of the load bearing ability of joints between beams and columns All checks included in the general assessment comply with Revised annex J Joints in Building Frames 90 which is an addition to rules defined in ENV 1993 1 1 The dialog box contains three tabs General Properties Efforts The General tab Fig 2 5 4 1 is used to choose a structural scheme for your joint The Type of Joint group is used to set a method of joint between the beam and the column it can
65. l a ten Aa teller Ae dad acetate 37 BN AA Ea A AE E E A A AAEN EA EE O E AE EN E AIEE A EA AA ee AN A AAE 40 A AA er a aa EA 42 LT AC OnUMUOUS beams see c cavers A daa ies AAA A AAA E EaR 45 EZS COMS oe cts ere II ated ts a ae lag te Seed faa ella ee Lah tng tes Su adelante LR aka is a Retest el aol ats ie Sl 47 VARO Paes oa 49 EDESA aa 40 PE A A O A en oe 50 1 8 1 Building codes the requirements of which are implemented in the Kristall application ccccccccncncccncnncinnn 50 Ls 1 Om Formula 49 rrom S NIP IF SIE a le Mide ale id 51 13 2 On Formula 14 trom SNTPLLE23S 1 A A A di 52 Eeo Analysis Ol CUSTOM SECOS ide 32 PeO OMe SISTING ACOSO E a AE aE LEa 52 The Kristall Eurocode 3 software application oocccooomss D A AA AE O thea E E AEE E E AS 54 APC AOS N hc ene eee a a aa a a MRT on eee EA S 55 E a a a a r eae a a G 56 A N o E AE 57 Sl A O A A A E A acted sta bP A ttn Mead 57 DAZ Sn AAA aaa a aa a aaa a aaa aaa daea anedes 61 ZAS BOWER COMME CIONS aE E E EIEE TE NOATE ONE NE LORETO na me AA 61 Pa ABA ehed Connec ions ee Ce ree ne Nee eee E ne Re enn ee slo o a als ed 62 PR NN A Ta a ene eae 65 ZAC iCal Mi Mia OG nod 67 A GEOme MIC Pr OPel A O AE 67 25 DES strucmrail Mem DELS ic bit eesti ee asthe E atta ie ls cilia rs E alee 68 DD TSC AU cantata tan nae RA RN 68 23 2 COMMS E A E A IN A Mohan 71 DO E a 73 Do Beam Oe COn OMS eii 74 2D al A EEE E A 76 2 6 Assumptions and voluntary decisions in treatm
66. lculate button will display the value of Kmax and a type of assessment strength stability slenderness in which the maximum took place Using the Factors button you can browse the values of all the other limitation utilization factors The proportioning follows the same rules as in the Trusses mode 4 Kristall 1 7 3 Beams This multitab dialog box is used to make assessments of beams made of rolled or welded double tees and channels The dialog oan m contains five tabs General Sections Supports Loads Stiffening Croas Ribs apenas ae a The beams are checked for the following in compliance with n SNiP 11 23 81 Fs e strength under bending moment M Section 5 12 e strength under shear force O Sections 5 12 5 18 e stability of the planar bending mode under moment M Section 5 15 e stability under compression with biaxial eccentricity Section 5 34 e buckling of the web and flange overhangs Sections 7 3 7 4 7 6 7 24 e requirements to transverse stiffening ribs Sections 7 10 7 12 Germ properties Section Suppoms Loads Fig 1 7 3 1 The General tab of the Beams mode Limitations of the version There is no analysis of welds that attach the stiffening ribs and no check of minimum sizes of the welds for compliance with Table 38 of SNiP II 23 81 There is no assessment of stability of the beam webs allowing for development of plastic deformation as defined by Sec 7 5 o
67. le orientations horizontal and vertical three types of sections welded of sheets plates and eight types of compound sections constructed from rolled profiles In addition the Section Resistance mode suggests the capability of checking for strength any section built in the Section Builder Consul or Tonus application If the section is a rolled or roll formed profile or if it contains one of such then a tree like profile database opens for selection Fig 1 3 2 a First level of the tree is used to choose a catalogue of rolled profiles from which to select the desired section Only catalogues included in the Use list will be searched Second level Fig 1 3 2 b enables you to select a group of similar rolled profiles such as double tees channels angles etc What list of profile groups will be available is defined by the selected cross section type For example if you have selected the first section type you will have only Equal angles and Unequal Angles available while selecting the last section type will open access to the groups of profiles Double Tees with Parallel Flange Faces or Double Tees with Oblique Internal Flange Faces Kristall jr GOST Third level Fig 1 3 2 c provides you with the capability of Equal legs angle per GOST selecting a particular profile which then will be used in your Unequal legs angle per GO member s cross section Channel with parallel edges Channel with inclined inner Channel per GOS
68. lempershure LA gt t ALi eto k gt 307 dy th and il 40 gt t gt 501 1 50 gt t gt 45 E Mew He Fig 1 4 6 1 The Conditions of Usage tab of the Welding Materials mode Kristall Materials lor melang Fle Mode Settings Tools hep This tab Fig 1 4 6 2 contains a list of recommended materials flux and welding wire grade electrode types If the Welding Materials mode has been invoked from a design mode then clicking the Apply button will remember the properties of the selected materials for subsequent use in assessments of structural members Operstonel condinona Materials tot welding Gada 6Gixk ot Grade of fax electode wire ot ha cng Clectode ora on hunde the desde AM 383 SBA Sy 08625 Ea 40 100 E Neu He Fig 1 4 6 2 The Welding Materials tab of the Welding Materials mode 17 Kristall 1 4 7 Limit deflections Ertl Defi tion nits a Tabs of this dialog box Fig 1 4 7 1 present data from Vesta an ee Tables 19 21 and 22 of SNIP 2 01 07 85 Loads ter determing _ vertical deflection al J Sta pati itanwayi ttarceset impar Aeitebcal and Some am tem 2 Sone as mien 2 a bulcoraes boar pacho a Prynologc al See detrition n See cefinton n Pasgach 1010 Pangarh 1010 4 Floor slate lamaaya and grounds the 4 0 7 mm Concertrated bad 1 laci n of vai n ret cectared by scr KN 100 kg a the pats center of the span E Lihal and cutten wall parai ower raros 14200 Chut
69. lenderness of members in tension and in compression Service Factors is used to browse and select values of service factors yc for constructions members bolted joints and high strength bolted joints according to SNiP II 23 81 Welding Materials implements rules of Section 2 from SNiP H 23 81 for selection of materials for welded joints and Section 3 for selection of the design strength values for welded joints Limit Deflections provides Tables 19 21 22 from SNiP 2 01 07 85 Loads and Actions with limitations of deflections in structural members Catalogues of Sheet Steel provides information about catalogues of standard steel sheets High Strength Bolts provides sizes and properties of high strength bolts nuts and washers The auxiliary modes include Envelopes where disadvantageous combinations of multiple loads applied to flexural members are found out and envelope curves of the moments and the shear forces are constructed Influence Lines where influence lines are constructed for multi span continuous beams of constant or variable cross section Geometric Properties calculates the geometric properties of a given cross section Effective Length which implements recommendations from Tables 11 12 13 and 17a of SNiP I 23 81 and from ENV 1993 1 1 Eurocode 3 Kristall The modes described below are functional used to make checks of structural designs of steel constructions and connections for compli
70. ll application manual The Critical Moment tab Fig 2 4 6 2 is used to specify a type of the bending moment diagram one of six defined by Annex F to ENV 1993 1 1 For the rectilinear diagram you indicate the relationship between the end moments y Defining the moment diagram type defines also the fixations of the member in the bending plane Bracing against the member s moving out of the plane is defined by the ratio of the effective length to the length of the span L which is to be specified for the compressed chord Restraints against warping at the ends of the span are also assumed ky 1 You should also specify the height of application of the transverse load Zz After you click the Calculate button the value of the critical moment Fig 2 4 6 2 The Critical Moment tab will be displayed This 1s the result of the work done by the mode 2 4 7 Geometric properties This mode is used to calculate geometric properties of cross sections in the same way as described in Section 2 4 1 The input data are entered in the Section tab Fig 2 4 7 1 Results in the form presented in Fig 2 4 7 2 are displayed in the Geometric Properties tab hich Geometric properties Fla Mods Tetiga Toole Hulk Section tssometic properen HAGER I TIO Alo airj 00 0c errr E La Mnmun merda morena EGU ent i Mamun dun of mera 211 i ran rada of renta 15 042 a Melu of geton donge E4 Ae Helu of get
71. loads in structural schemes most often used in practice There is an option of section proportioning using a pre composed range of sizes of the rolled profiles For each member of a truss the mode performs the following checks in compliance with SNiP I1 23 81 e strength Section 5 2 e stability in and out of plane of the truss Section 5 3 e limit slenderness Sections 6 15 6 16 Limitation of the version The following values of the service factor ye are used for proportioning and check of truss members e 0 95 for chords bearing diagonals lattice members in tension lattice members in compression with cross shaped sections e 0 8 for lattice members in compression of tee section the slenderness being greater than 60 The dialog box for this mode contains four tabs General Sections Materials and Loads The General tab Fig 1 7 1 1 contains a drop down list for choosing the truss type by its chords shape and a group of buttons for choosing the truss s configuration Four types of trusses can be analyzed parallel chord triangular trapezoid and with a top polygonal chord All trusses are statically determinate and are supposed to be fixed in extreme nodes of their lower chord in a statically determinate way a beam scheme Once the configuration is selected you choose the span of the truss and its height on the support If the trapezoid design is used you should specify the slope of the upper chord
72. ls and of welded double tees The dialog box of the mode Fig 1 7 4 1 contains four tabs General Sections Loads and Stiffening Ribs Beams are checked for the following in compliance with SNiP II 23 81 strength under bending moment M Section 5 12 strength under shear force O Sections 5 12 5 18 stability of the planar bending mode under moment M Section 5 15 stability under compression with a biaxial eccentricity Section 5 34 e buckling of the webs and flange overhangs Sections 7 3 7 4 7 6 7 24 e requirements to transverse stiffening ribs Sections 7 10 7 12 The General tab in the Structural Design group is used to specify the design of a multi span beam which is defined by the number of its spans their lengths and the presence or absence of cantilevers If you specify a stiff clamp on the right and or on the left the respective cantilever can no longer be used on the same end This tab also contains an edit field to specify the spacing between points of bracing imposed on the beam s compressed chord to prevent its deformation out of the bending plane The spacing is assumed to be uniform over the whole beam s length In or addition such bracing is supposed to exist on all supports De Sar ca brete i Solety hacias hor remporbler 115 To put stiff clamping on either end of the beam use the respective checkboxes Fig 1 7 4 1 The General tab If you need to make any a
73. mbers B Electric power pylons and structures of outdoor switch gears OSG e pylons for overhead electric lines pylons for OSG switches A e pylons for other OSG equipment B Aerial equipment e scapes of masts and towers A e diaphragms of towers stairways transition decks B Vents and chimneys e chords and lattices of towers shells of separately standing pipes A e flue pipe scapes pipe shells with braces B e decks mantles stiffening ribs C Cooling towers water towers e chords of lattice towers lattices A e framing decks covering of cooling towers C Bunkers silos A Other groups serve to characterize the stressed state Presence of Tension under Design Load and Tensile Stresses from Dynamic Loads and to indicate the temperature mode of operation Climatic Region as per GOST 16350 80 2 The latter group requires that you indicate whether there 1s welding in the tensioned area Welding in Areas under Tension above 30 of Design Strength After you have filled all data in the first tab click on the Steel tab to open the next page of the dialog box 13 Kristall Kristall Steel Pi ES uta Group of combustione pes Table 50 of SN ae Pr Potes shes ype Pip Ma hoien flu MPa hen CI cagar 3 het 2103500 200 12050 00 7001 C375 camer 3 LI C4 heich ple 400 lO eer 220 250 330 140004 thelch plate over 100 20 men 270 2750 230 29001 Compatitie
74. member with respect to the horizon The Efforts tab Fig 1 7 5 3 is used to specify all applied loads for each loading pattern The general equilibrium conditions may not be violated by the applied forces and moments In particular shear forces Q and O as well as nodal moments M and M should be taken from the general analysis of the whole structure The equilibrium conditions are as follows O Q ql 0 M a qL 2 0 Clicking the button E will open the Preview dialog box where diagrams of N M u O are displayed Clicking the Apply button will invoke the calculation of lacking effort functions if only some have been defined on the basis of the equilibrium conditions It should be reminded that all loads act in the XOY plane or in the XOZ plane the X axis is oriented along the bar The plane is selected in the General tab 1 7 6 Base plates Kristall Base plates ME Fie Mode Settings Tools Peb Bate pises Type of basing 1 A y TORRERTIANTP TEN Dd A a e a a e Y TEREETNNTEEIT AN ram a General propertes 02 Cr G5 gii Fig 1 7 6 1 The Base Plates dialog box 1 7 7 Sheet constructions Fig 1 7 7 1 The Sheet Constructions dialog box kristall The tabs Effective Length in XoY Plane and Effective Length in XoZ Plane are equivalent to those presented in Section 1 5 4 and implement the same capabilities except for the rules for calculation of the effective lengths in co
75. mmetric or asymmetric double tee or a box You enter input data and browse the results in a dialog box shown in Fig 1 6 5 1 Local stability is checked for webs of beam constructions The cases under consideration include only designs where there are TT lol Merny Fe mninga p transverse two sided stiffening ribs over the whole web s height or designs where there are no ribs at all According to SNiP II 23 81 the following checks are required e level of critical stress in the web of a flexural member Sections 7 3 7 4 7 6 e critical ratio of the web s height to its thickness for members in eccentric compression or in combined compression and bending Section 7 16 e critical ratio of the flange s overhang to its thickness Crios rane beteen ovetang Cridve Eo uo mme a JO Section 7 22 The mode calculates the value of Kmax and provides the display of all factor values using a diagram which opens when you click the Factors button Fig 1 6 5 1 The Local Stability mode Limitation of the version Constructions of crane runway beams and one sided stiffening ribs are out of consideration Section 18 of SNiP II 23 81 36 Kristall 1 7 Design of structural members 1 7 1 Trusses This mode performs all required checks and assessments of trusses strength and stability and it also assesses their slenderness The work begins with calculating design values of the efforts caused by given external
76. mpliance with Eurocode 3 The tabs let you choose a configuration for your column and specify numerical properties needed for calculating the effective length values The lengths are calculated for a fragment of a frame structure located in the plane of loading The Factors and Proportioning buttons the latter works for rolled profile columns only allow you to review the analysis results or perform a proportioning of the cross sections Working with these buttons is described in Sec 1 7 1 This mode is used to calculate the thickness needed for a base plate under a column Parts of the base plate divided by the column s butt crossarms and ribs are under consideration The dialog presents five configurations of base plates supported along one two three or four sides edges After you have chosen a configuration specify the sizes and the load caused by the foundation s backpressure The Proportioning mode Fig 1 7 6 1 will calculate the needed thickness of the plate after you click the Calculate button while the Check mode will ask you for the thickness and calculate the value of Kmax To perform a detailed analysis you can switch between the Proportioning and Check modes repeatedly This mode is used to calculate the limitation utilization factors for strength and stability of sheet constructions of one of three types circular cylindrical or conical shells or cylindrical panels The construction type is to be set with an appr
77. n However for some cases the application implements a mode of cross section proportioning which follows the requirements of first limit state To check the section for second limit state the user should use the appraisal mode The application suggests reference help on catalogues of rolled steel and bolts recommendations of SNiP I 23 81 Reference modes are included to implement these features see below In some cases the dialog box has the button il clicking which displays additional helpful information As SNIP II 23 81 provides recommendations not for all possible design solutions sometimes the application will not be able to perform a required check In most of such cases the application s control system will not allow such a request to be even created A warning will be displayed and an appropriate message will go to the report document 1 1 Main window When you start the application the first thing to appear on the screen 1s 1ts main window Fig 1 1 1 which contains a set of button for selecting a working mode The modes can be subdivided into the following groups e reference modes e auxiliary modes for designing steel structures e assessment modes which assess sections and connections for compliance with design rules of SNiP II 23 81 e design modes for designing simple structural members Further below you will find a detailed description of each mode Here only a brief characterization is presented Kristall
78. n be specified for each load case It is design values that should be entered Depending on the load case type its numerical parameters may include e for distributed load the load s intensity e for a distributed load on a part of the span the intensity of the load its position and width of application e for a concentrated force the magnitude of the force and its position in the span e for a concentrated moment the value of the moment and its position in the span Fig 1 5 1 1 The Envelopes dialog box Distribution plots of current loading SA Diagrams GEESE Fig 1 5 1 2 Curve diagrams of moments and shear forces 19 Kristall Mmax by values of design loads a Diagrams Fig 1 5 1 3 Envelope curves Mmax by values of design loads Diagrams FG tes be be x 1m gi 7 406 Tm Fig 1 5 1 4 Indication on the diagram of the moment and shear force values in a particular cross section Wit Table of loads E OL E Loading 1 Type ofload Value Position x E j2 Tm is e Delete Y OK X Cancel Fig 1 5 1 5 The Table of Loads dialog box To delete a load case not a particular load included in it you use the Delete button To switch to the next load case click the New button and the number of load cases will be automatically incremented by one If you need to view data from any of the previously entered load cases just select its No in
79. nce from the beginning of the bar to the beginning of the application area width of the load application area magnitude of the load at the end of the application area for a trapezoid load 65 Kristall Eurocode 66 Fig 2 4 5 2 The Envelopes dialog box Fig 2 4 5 3 Display of numbers on the moment diagram e value of the load distance from the beginning of the bar to the beginning of the application area width of the load application area for a load distributed over a part of the span e magnitude of the moment and its position in the span for a concentrated moment After specifying the properties of the load click the Apply button To switch to the next load case click the New button to increase the number of the loadings by one If you need to make corrections in any of the previously defined loadings you can return to 1t by selecting 1t from the Load cases list To remove a load case use the Delete button Deleting particular loads from a load case 1s possible also via a table of loads which is called up by the respective button mE After you click the Apply button the Diagrams pane will display a schematic of the load case Immediately under it a merged schematic of the moment diagram and the shear force one will be displayed After you have entered all loading data you can browse values of extreme moments and their respective shear forces or extreme shear forces and their respective moments
80. nd Q and vice versa The tabs Effective Length in XoY X0Z plane Fig 1 6 1 5 Fig 1 6 1 5 The Effective Length tab Y the exact replicas of the Effective Length tab for the case Separately Standing columns and Posts from the Effective Length mode and they suggest 25 options for end fixations in the respective load planes for a compressed bar member which differ from one another in combinations of the boundary conditions free end hinge elastic support elastic clamping fully immured d 4 Working with this dialog was described in Section 1 5 4 Unlike Check Factor the Effective Length mode this dialog has the button titled User Strength of branch under bending moment My 0 136 Strength of branch under lateral force Vy 0 017 Strength of branch under combined action of longitudinal force and bending moments no 0 14 plasticity a po i Defined Effective Length Factor Clicking this button will is of branch under compression in XoY 0 001 i enable you to enter any desired values for the effective length factor and confirm your choice by clicking the Apply button In all other cases this field does not allow any data to be entered Stabilty of planar mode of bending in branch 0135 After you have entered the input data you can click the ee ae a A Calculate button and the field Kma located at the bottom of the A se A dialog will display the maximum i e the most dangerous value of the limitati
81. neral the description of which is provided by Section 1 2 The Properties tab Fig 1 6 2 2 is used to specify information about the sizes of the joint the diameter and class of bolts used the blackness the difference between rated diameters of the holes and of the bolts The application checks the sizes being specified for compliance with requirements of Sec 12 19 SNiP II 23 81 The values subject to the checks are presented in Table 1 6 2 1 The Current Profile group is included to specify which flange is to be used for attachment the wide or narrow one in joints between unequal angles Another purpose of it is to provide the geometric properties for all kinds of profiles The button enables you to interactively browse limitations of the sizes which are currently in effect For constructions which use rolled profiles angles double tees there is a reference help on the recommended arrangement of the bolt holes within the perimeter of the profile the Drill Marks button Jd Kristall The Interaction Curves tab Fig 1 6 2 3 displays curves of Type e crraci n Progestins nacion cae interaction between effort factors which bound the connection s z load bearing ability area The display is controlled in the similar way as described under the title Section Resistance see Section 1 6 1 Feed values of forces 1 Fig 1 6 2 3 The Interaction Curves tab J7 Kristall Table 1 6 2 1 Drafts of conne
82. ngineer internally during his practical activities However seeing that the internal world of a software product is often closed from external observers the developers deem it right to explicitly describe the assumptions here 2 6 1 Calculation of a critical moment The calculation of the critical moment in buckling is an issue considered in a special appendix Annex F to ENV 1993 1 1 For beams with solid cross sections it defines a formula for calculating the elastic critical moment that causes a flexural and torsional buckling PEL k YI kL GI er 1 Ly TO de C z a cz Cz gt I vE where Ci Cy and C3 are coefficients which depend on the load type and conditions of support for the beam The coefficients are presented in Tables F 1 1 and F 1 2 15 for six basic cases defined by the shape of the moment diagram When the free length factor k 1 0 and the moment diagram is a straight line with the end values M and yM the said Annex provides the following formula in addition to the table values of C C 1 88 1 40y 0 5247 For other values of k and the other coefficients similar formulas were obtained by us as an approximation that minimizes the root mean square deviation from the table values in the class of third order polynomials The calculations were done with MS Excel and gave the following result 1 2 k w l O 0 6674y 0 0279w 1 54864 1 9639 0 2354w 0 44544 0 2697y
83. nt from reference data found in catalogues If the section contains rolled profiles the catalogue that the data of the profile have been taken from must be included in the Use list Fig 1 2 2 The application performs an automatic check of the section s structural scheme The list of limitations is presented below in Tables 1 3 1 and 1 3 2 When some of the limitations are violated an error message will appear where the error will be explained see an example in Fig 1 3 6 Also there is the button E in the respective dialog boxes clicking which lets you see immediately what limitations are imposed on sizes In some cases the application allows you to ignore the warning that some limitations are violated the Ignore button is used for this However no negative consequences of this decision will be analyzed In cases when an invalid numerical value is specified for some parameter such as alphabet symbols instead of digits the error message will look like Data Error This style of check appears in all working modes kristall Table 1 3 1 Limitations of the section sizes From available databases only From available databases only From available databases only f N From available databases only From available databases only be ta gt 5 bp tp gt 5 Mil ty 0 be te gt 5 Rigi te 0 8t lt g lt 2t ll be te 2 5 hee ty gt 5 0 8t lt g lt 2t 5 gt ba h gt 0 2 0 8t lt g lt 2t
84. o track this Fig 1 3 3 The User Defined Sections dialog box specifying a section name Kristall Type Section name R 51 ian 3 TI Whebded 32 l aw Poo Cal Fig 1 3 4 The User Defined Sections dialog box a7 7 b J i fh inerta moment abut cart 12000 06 inertia moment about cert FMI 95 Fig 1 3 5 The Section Properties dialog box Wit Error x I ignore the following report messages Spacing s must exceed the distance between legs 1200 mm Fig 1 3 6 An Error message 10 Access to sections from the user database can be opened b clicking the button Load Section from User Database E The list of sections is displayed in the User Defined Sections dialog box Fig 1 3 4 If repeated names are detected in the database you should use the Rename button to change the name of the respective profile Any of the sections listed in the User Defined Sections dialog box can be selected for working To select a section highlight the respective row in the table and exit the dialog by clicking the Apply button Properties of the selected section can be browsed in the Section Properties dialog box Fig 1 3 5 which opens after you click the Preview button The section is displayed to scale principal central axes of inertia and basic sizes are indicated The geometric properties are calculated by the application with a certain accuracy Therefore some of those may be slightly differe
85. on aloja 6413 8 Heino grion lore 137144 Bo Heino gion alero 13144 E Perae 251 EJ i wo Ren Hee Fig 2 4 7 1 The Section tab Fig 2 4 7 2 The of the Geometric Properties mode Geometric Properties tab 67 Kristall Eurocode 2 5 Designing structural members To choose a mode for the design of particular structural members click an appropriate button in the main window The application implements the design analysis of the following structural members Rolled Beam Welded Beam and Column 2 5 1 Beam Erotel Beams AE Fie Mode Settings Tools Heb Section Supports Lasse Staring ae TITO AAA GOAN opene Lagal pohon Construction O no siering nbs ot undaccute on supports EE ATT 7 Fig 2 5 1 1 The Section tab of the Rolled Beam tab Kretel Beane Mi EJ Fie Mode Settings Tools Melb Section Supports Lande Staring se Fig 2 5 1 2 The Supports tab 68 This mode is used to make assessments of a beam construction which has either a simple rolled profile or a welded profile with or without ribs that reinforce the double tee s flange The dialog box contains four tabs Section Suports Loads Stiffening Ribs End Undercut The Section tab Fig 2 5 1 1 contains two groups of selection buttons which you use to assign a list of checks of two main limit States The Beam Configuration control group contains radio buttons for selecting a structural scheme for the stiffening ribs
86. on utilization coefficients which have been assessed and also the type of the performed check strength stability local Fig 1 6 1 6 The Diagram of Factors stability etc in which the maximum took place You can browse dialog box interactively the values of all the other limitation utilization factors To do it use the Factors button which becomes available as soon as the analysis is completed The Diagram of Factors dialog box Fig 1 6 1 6 displays the respective coefficients and factors numerically and graphically Stability of branch under compression in xaz 0 001 plane Stability of branch in moment My plane under 0 007 eccentric compression i Stability of branch out of moment My plane under 0 136 eccentric compression f YOK 29 Kristall Also in the Interaction Curves tab Fig 1 6 1 7 curves are built which enclose an area of the section s load bearing ability under various couples of efforts which can be applied to the said section To generate such a curve you need to click the Show button A drop down list serves to choose a couple of efforts and clicking the button displays a grid in the view pane The curves see Fig 3 1 6 1 7 surround the coordinate origin by a closed line inside which ee a there are points with conditionally acceptable couples of the selected o efforts Recall that the couple of efforts is deemed acceptable when p sp0 88 Kmax lt 1 All the other efforts are set to the values s
87. opriate radio button in the Construction group The input data include geometric properties and magnitudes of loads Fig 1 7 7 1 To start the calculation click the Calculate button 49 Kristall 1 8 Annexes to Kristall 1 8 1 Building codes the requirements of which are implemented in the Kristall application Steel Table 50 SNiP IIJ 23 81 Catalogue of rolled steel GOST 8240 89 4 GOST 8509 93 6 GOST 8510 86 5 Bolts Table 57 SNiP II 23 81 GOST 1759 4 87 1 Limit slenderness Effective length Sec 6 5 6 6 SNIP 11 23 81 Table 71 a SNiP II 23 81 Table 17 a SNiP II 23 81 Annex F ENV 1993 1 1 Resistance Sec 5 1 SNiP I11 23 81 of sections Sec 5 3 SNiP I1 23 81 Sec 5 8 SNiP I1 23 81 Sec 5 12 SNiP I1 23 81 Sec 5 15 SNiP II 23 81 Sec 5 18 SNiP I1 23 81 Sec 5 24 5 25 SNiP I1 23 81 Sec 5 27 5 28 SNiP I 23 81 Sec 5 30 5 32 SNiP I1 23 81 Sec 5 34 SNiP I1 23 81 Bolted Connections Friction Sec 5 1 SNiP I1 23 81 AO a Truss member 50 Kristall Beams Sec 5 34 SNiP II 23 81 Sec 7 6 SNiP II 23 81 Sec 7 10 7 12 SNiP I 23 81 Sec 7 24 SNiP II 23 81 Continuous beams Sec 1 10 1 12 SNiP 2 01 07 85 Sec 5 12 SNiP II 23 81 Sec 5 15 SNiP I1 23 81 Sec 5 18 SNiP II 23 81 Sec 5 34 SNiP II 23 81 Sec 7 3 7 4 SNIP 11 23 81 Sec 7 6 SNiP II 23 81 Sec 7 10 7 12 SNiP I1 23 81 Sec 7 24 SNiP II 23 81 Columns Sec 1 10 1 12 SNiP 2 01 07
88. ou can use the application for custom nonstandard situations and also when any modifications are made in NAD 33 Kristall Eurocode Unite of mererani fepor and Languages Viualzsion fection Mateial Mational opgulations of usage DE National seguistiona al usage L1 Pastis ealety Lector Dos ES UE Melli of section rengi Y 118 A 1 06 Anel eechon ebength Tus Fy dl bol resar lo cher Tuy 13 el waki isc Te TA 2 bol maniaca lo e Tus aa Fig 2 2 2 b The National Application Rules EC 3 tab 2 3 Bullding cross sections The actions of choosing or building cross sections for structural members are similar to those described in Section 1 3 The only difference is a different set of connecting lattices for compound cross sections A list of the connecting lattices and limitations of their sizes are given in Table 2 3 1 Table 2 3 1 Limitations of lattice sizes h is a distance between the axes of chords A is achord s area Aq is a diagonal s area A 1s a vertical s area 56 Kristall Eurocode 2 4 Auxiliary modes 2 4 1 Section resistance Seien Etats EMective length in the May plane Cittective langi in the Maz plane Ciiical moment interaction curves LiIZi loio Steel fy 27522906 Tin 2 hu JOT OA Tin 2 LL 10 arja CC CITT Profile Lengh of mentee 4 I I 22 i Fig 2 4 1 The Section tab of the Section Resistance mode Section Citerts Eiincsive leg
89. out of the moment s plane strength under combined action of M V 5 6 7 2 5 7 3 5 7 4 5 7 5 70 2 5 2 Columns amoo X ex rr Fig 2 5 2 1 Types of cross sections for columns Fie Mode Settings Tools Help General propentios Sacson Emos CHactive lenge See y TESS Tv IBS 2 Het of coke Plane of loading gt A al gt z eL y G Ea whet He Fig 2 5 2 2 The General tab of the Columns mode Fie Mode Settings Took Mep Genacal peopartiog Section Enoet CHactive lengths I E TP 131103 X I II Ea wo Pear He Fig 2 5 2 3 The Section tab Kristall Eurocode This mode performs a structural assessment of a column the cross section of which can be chosen from types presented in Fig 2 5 2 1 The dialog contains four tabs General Section Effective Length Efforts The General tab Fig 2 5 2 2 contains a number of selection buttons with which you set up a list of checks for first limit state and an edit field to enter the column s height The Plane of Loading buttons are used to define an orientation of the deformation plane All loads applied to the column are assumed to lie in that plane Buttons of the Calculation of Effective Length group let you choose a method for calculating the effective length of the column either as a simple bar or a frame member according to Annex E of ENV 1993 1 1 The Section tab Fig 2 5 2 3 lets you choose a cross section for the col
90. p or down select its name in the Use list and then use the said buttons to move it to a new desired position Fig 1 2 2 The Catalogues of Sections tab of the Application Settings dialog box Kristall 1 3 Construction of cross sections Lz ejolelo Tro ate frfa joja aj Fig 1 3 1 Types of cross sections Reduced GOST STO ASChH 20 93 Old russian Welded profiles ASTH OTUA ARBED DIH British Standard Sections Overseas Shapes Japaneese Steel Indian Fig 1 3 2 a First level of the tree selection of a catalogue gt E qual legs angle per GUS Tl L L Unequal legs angle per GO Channel with parallel edges Channel with inclined inner Channel per GOST 8240 8 Channel with parallel edges o Channel with inclined inner Channel with parallel edges Channel with parallel edges Light channel per GOST 82 Special channel per GOST T Column l beam GOST 2602 oD 20K oD 20K2 D 23K oD 23K2 26K T 26K2 aw T PRE Fig 1 3 2 b Second level of the tree selection of a group The action of selection of a cross section for a structural member is common for most working modes of the application To avoid unnecessary repetitions these operations are described here separately The application works with sixteen member cross section types represented by schematics in Fig 1 3 1 Those include five types of rolled and roll formed profiles rectangular pipes are assumed to have two possib
91. parameters of climatic factors for technical purposes Moscow USSR State Standards Committee 1981 GOST 27751 88 Reliability of structural constructions and foundations Guidelines for analysis ST SEV 384 87 Moscow USSR State Standards Committee 1989 GOST 8240 89 Channels steel hot rolled Range of sizes Moscow USSR State Standards Committee 1989 GOST 8510 86 Angles steel hot rolled unequal Range of sizes Moscow USSR State Standards Committee 1986 GOST 8509 93 steel hot rolled equal Range of sizes Moscow USSR State Standards Committee 1993 A I Kikin A A Vasiliev B N Koshutin V Y Uvarov Y L Volberg Improvement of durability of metal constructions in industrial buildings Moscow Stroyizdat 1984 V Karpilovsky E Kriksunov A Perelmuter M Perelmuter Building of cross sections and calculation of their geometric properties Kiev Compass 2001 96 p V P Koroliov Theoretical principles of engineering analysis of steel structures for corrosion resistance and durability Res papers Donetsk State Academy for Civil Engineering and Architecture Issue 1 95 Donetsk 1995 108 p A V Perelmuter L A Gildengorn On classification of steel constructions Structural mechanics and analysis 1990 N3 pp 67 70 Guide to design of reinforcing for steel structures to SNiP II 23 81 Moscow Stroyizdat 1989 SNiP 2 01 07 85 Loads and ac
92. pecified in the Fixed Values group Using your mouse pointer you can explore the area of the effort variation shown in the picture Every position of the pointer conforms to a couple of numerical values of the acting efforts the Fig 1 6 1 7 The Interaction Curves tab values are displayed in appropriate fields As the limit slenderness factors do not depend on the efforts they are NOT calculated for the purpose of building the interaction curves At the same time the dialog displays also the maximum value of the limitation utilization factor that corresponds to the efforts and the type of check in which it takes place When the pointer is set on a point where Kmax gt 1 a warning sign is displayed Clicking the right mouse button will display the list of performed checks assessments and values of the factors for the set of efforts that conforms to the position of the pointer on the interaction curve 1 6 2 Bolted connections This mode enables you to check bolted connections of the following three types e attachment of single and double angles to a gusset plate e connection between sheet parts using straps e attachment of a beam s web using straps The set of checks in compliance with SNiP I1 23 81 is defined by the connection s type and the set of loads imposed upon it Attachments of angles are checked for e bearing deformation of the angle Sec 11 7 e shear of the bolt Sec 11 7 e strength of the angle s
93. proportioning of their sections These include Trusses this mode implements all required assessments of strength and stability of truss members for structural designs often used in practice The work begins with calculating design values of efforts caused by given vertical external loads The proportioning of the cross sections can be done too Truss Members all required checks of strength and stability are implemented in this mode for a separate bar member which is part of a truss structure The proportioning of the cross sections can be done too Beams this mode is similar to the previous one but it deals with double tee both welded and rolled or channel single span beams in various conditions of end support Continuous Beams the mode implements the same functions as the Beam mode does but in application to a multi span structure up to five spans are allowed which can have cantilevers at its ends The allowed cross sections include rolled or welded double tees and channels Columns the mode is similar to the previous one but 1t works with columns or pillars of various cross sections Base Plates the mode deals with parts of a column s base plate which can be bordered by ribs in various ways Sheet Structures the mode calculates the limitation utilization factors for strength and stability of sheet structures of one of three types round cylindrical or conical shells or cylindrical panels Invoking any of
94. re under consideration The General tab Fig 1 5 2 1 has the group Structural Scheme where you specify the design of a multi span beam The l design comprises the number of spans their length the presence or arsine 3 absence of cantilevers If you specify stiff clamping on the right FL con and or on the left you no longer have the right to define the respective cantilever The Section group 1s used to choose a span and indicate the distance from its left edge to a section for which you want the influence line built To generate the influence lines click the Calculate button or open the Influence Lines tab The Influence Lines tab see Fig 1 5 2 2 presents the structural scheme of the beam and two lines of influence of bending moments and shear forces If you place the mouse pointer on any point along the beam you will have values of the moment and shear force displayed in the section pointed to Fig 1 5 2 1 The General tab Tables on the left from the influence line pictures contain information about the areas of the influence lines in segments between zero points These values can be used to find the moment Genes poas nee es and or the shear force under an evenly distributed imposed load span 2 J0 40m span 310 1m Kristel Influence lees Fig 1 5 2 2 The Influence Lines tab 21 Kristall 1 5 3 Geometric properties of sections This mode calculates the geometric properties of cross sections
95. red to ES EA the checking analysis mode where the new structure will be Fig 1 7 1 7 The Fit Results dialog box Subjected to analysis wit Fit results Original cross section Resulting cross section Section upper chord E per GOST Sectnione chard ca POST Eales args pe GOST caw Equal legs angle per GOST Equal legs angle per GOST Section diagonal 2509 93 25x5 8509 93 L110x7 Equal legs angle per GOST Equal legs angle per GOST Section column 5509 93 L 2545 8509 93 L90x6 If the proportioning comes to the maximum profile of the whole catalogue and still K gt 1 the dialog will display an appropriate message and the Apply button will become inaccessible Note that the limitation of the deflection does not affect the results of the proportioning In addition a table of support reactions will go to the report document 1 7 2 Truss member The Truss mode described above presents a most popular but incomplete set of truss structures To analyze members of any arbitrary configuration the application suggests a mode titled Truss Member where you can analyze the load bearing ability of or proportion the section for a truss member the static problem is supposed to have been solved previously so the efforts in the member are known The mode performs checks of the following according to SNiP II 23 81 e strength Section 5 2 e stability in the truss plane and out of it Section 5 3 e limit slendernes
96. rength under bending moment M or M Section 5 12 strength under shear force O or O Sections 5 12 5 18 strength under combined action of N M and M Sections 5 24 5 25 stability in the XoZ or XoY plane under eccentric compression Section 5 27 for a single angle section the check is made in the principal planes XoU and XoV although the notation remains the same stability out of the XoZ or XoY plane under eccentric compression Sections 5 30 5 32 sections a4 T L EE are not subjected to the check stability of the planar mode of bending under moment M Section 5 15 sections E a4 f T HE are not subjected to check stability under compression with biaxial eccentricity Section 5 34 excessive deformation in the tensioned fiber Section 5 28 Lattice bars are checked for strength of the stanchion under longitudinal force N Section 5 1 general stability of the bar in the XoZ and XoY planes under central compression Section 5 6 strength of the stanchion under shear force O or O Sections 5 12 5 18 strength of the stanchion under bending moment M or M Section 5 12 strength of the stanchion under combined action of N M and M Sections 5 24 5 25 stability of the stanchion in the plane of action of moment M or M Section 5 27 stability of the stanchion out of the plane of action of moment M or M Sections 5 30 5 32 stability of the planar mode of the st
97. rowest double tee flange The Factors and Proportioning buttons the latter for rolled profile beams only let you review your analysis results or do the proportioning of cross sections Working with these modes is described in Section 1 7 1 43 Kristall Garaa propadat Section Suspans Loads St lering rbe B o oo bahd Intesmechote ms Two sided One sded TA y ti ibe i Ibe E Fig 1 7 3 5 The Stiffening Ribs tab of the Beams mode wit Support reactions Support reactions Force in support 1 Force in support 2 by criterion M ma by criterion M min by criterion O max by criterion O min Fig 1 7 3 6 The Support Reactions dialog box 44 It should be noted that the section proportioning will be based on strength and stability only if you have not specified a deflection limitation in the General tab The limitation of the natural oscillation frequency does not affect the proportioning results A table of support reactions goes to the report document During the working session values of the support reactions or their disadvantageous combinations to be exact will be displayed in the Support Reactions dialog box Fig 1 7 3 6 which opens when you click the button under the respective name al in the Loads tab kristall 1 7 4 Continuous beams This mode is used to make assessments of a beam construction made of rolled double tees or channe
98. ructure located in the plane of loading which has been specified in the General tab The analysis follows instructions given in Annex E of ENV 1993 1 1 and requires data about members which surround the column When you click the Calculate button the respective field will display the value of L It is assumed that if the column was restraint in the other plane the value would be LZ 1 If you have specified Simple Bar as a method for calculating the effective length in the General tab there will appear the Effective Length tab similar to that described in Sec 1 5 4 Fig 1 5 4 2 Fig 2 5 2 6 The Loads tab 2 5 3 Braces Section Progestins cf contes Llorar Pale O 1004 Seely IL Td OA Tn O Type of contain RIII bys Fig 2 5 3 1 The General tab of the Braces mode TO Meru Kae packing iho V y iode Factors a W en to Fig 2 5 3 2 a The Bracing Properties tab constraints over the roof are selected kristall Eurocode The Efforts tab Fig 2 5 2 6 is similar to one described in Section 1 7 5 Clicking the button will give you diagrams of efforts Note that the longitudinal force here unlike that in the Section Resistance mode is always assumed to be compressive so it makes no sense to specify its sign This mode performs an assessment of a system of braces bracing under a wind load which is transferred from a structure onto the bracing or under action of equivalent forces
99. rvas Ca A Bio m 1 Rs e 40 2 10 newb Ei j E 110 Xu le i as B538 ln i Jt hm he BESSHSRSRSEG sa 1HHHHHHHHHHHHH HHH Z ya s s gt EH 5 Type el coneaction Progestins Interaction cawet Feed values of forces 1 Fig 1 6 3 3 The Interaction Curves tab The dialog box of this mode and working with it is much similar to the Bolted Connections mode The mode enables you to make assessments of high strength bolted connections of the following types e connections between sheet parts that use straps e attachment of a beam s web that uses straps To choose the connection s type use the respective buttons of the Type of Connection tab Fig 1 6 3 1 Friction coefficients u and safety factors y defined by Table 36 of SNiP II 23 81 are calculated by the application on the basis of a cleaning method selected in the drop down list Method of Cleaning of Joined Surfaces and a regulation method selected with a radio button To calculate y the difference between the rated diameters of holes and bolts under static load is assumed to be 1 4 mm The Properties tab Fig 1 6 3 2 displays tables for entering data about the sizes of the conncetion and efforts acting on it The same tab is used to specify the beam s profile The set of checks in compliance with SNiP H 23 81 depends on the connection s type and the set of loads applied to it The connections are checked for e load bear
100. s Sections 6 15 6 16 Limitation of the version The following values are assumed for the service factor y in the analysis and proportioning of the truss members e 0 95 for chords bearing diagonals lattice members in tension compressed lattice members with cross shaped sections e 0 8 for compressed lattice members of tee shaped section the slenderness being greater than 60 40 Kristall The Section tab Fig 1 7 2 1 is used to define a cross section for a truss member The sections are composed of double equal or unequal angles arranged as a tee the latter come in two versions or a cross of equal angles or of round and rectangular pipes The database of rolled profiles is used to select a section in addition you specify the gap between the angles You also enter the type and the length of the member In the case when a chord member is under consideration you need to specify the panel length and the distance between out of plane bracing points The following member types F Presence ot dranie load Cr xs can be analyzed a chord member a lattice member a bearing y Sailekoa marti yy diagonal a bearing vertical A separate table is used to specify efforts axial forces in a member under various load cases You are allowed to indicate Fig 1 7 2 1 The Section tab of the whether there are or there are no dynamic loads upon the truss If all Truss Member mode loads are static then Note 1 to Table 20 of SNiP II
101. s of a longitudinal force bending moments and shear forces acting in the principal axes of inertia except for a section made of a single angle for which SNiP provides no flexural analysis recommendations The whole set of checks for strength stability and limit slenderness is implemented in compliance with Section 5 of SNiP 1 23 81 with the following exceptions bars in tension are not checked for strength by Formula 6 being the members the use of which can be continued even after the yield point is reached the application does not use the permission of the last paragraph in Section 5 25 to do the check by Formula 49 under the condition that local stability be ensured the calculation of the effective slenderness values for lattice bars is based on more accurate formulas from Table 13 of the Guide to SNiP II 23 81 rather than those from Section 5 6 SNiP I1 23 81 when calculating the coefficient an overdesign assumption is made that the load is uniformly distributed and applied to the compressed chord which is not restrained in its span against buckling The set of checks as per SNiP II 23 81 depends on the type of the member s cross section and the set of loads it is subjected to No D gt Solid bars are to be checked for strength under longitudinal force N Section 5 1 stability under compression in the XoZ and XoY planes Section 5 3 sections like Eb are checked for stability in the XoU and XoV planes st
102. s plane and out of it can be found in the report document Kristall Elbectree lengths If you have selected the mode By Recommendations of aa ee Eurocode 3 for Frames the Construction Properties tab will s acl at display a schematic of the stanchion in question surrounded by its a adjacent girders and columns Fig 1 5 4 7 Data that concern the length of the stanchion L and its stiffness J are to be specified in the respective edit fields If the stanchion has a rolled section its stiffness can be entered automatically by choosing the section from the rolled steel TON Presas catalogue using the button T EPE on ee oe The table of properties of the surrounding members receives data concerning the length of the members their abutment or slope conditions at the end opposite to the stanchion stiffness and the compressive force value If any of the members is absent is not checked in the first column of the table the respective data edit fields will be inaccessible All calculations comply with the recommendations from Annex E to ENV 1993 1 1 Efectiva length incites Fig 1 5 4 7 The Effective Length tab for the By Recommendations of Eurocode 3 for Frames mode 25 Kristall 1 6 Checks and assessments 1 6 1 Section resistance This mode implements the function of assessing the load bearing ability of any cross section that is available in the application The assessment generally comprises the case
103. service factors of the joint y from Table 35 SNiP I 23 81 If the Service Factors mode has been invoked from a design mode then clicking the Apply button will remember the selected value of the factor for subsequent use in the checks of structural Fig 1 4 5 1 The dialog box of the mode members The value can be modified in the Application Settings dialog box Fig 1 2 1 1 4 6 Welding materials Kristall Materiais lor meldng Fla Mode Settings Tools hep This mode is used to select welding materials for the structure being designed The selection procedure complies with Table 55 of SNiP H 23 81 The Conditions of Usage tab Fig 1 4 6 1 contains two groups of controls The Welded Construction group of controls is used to specify No of the group according to Table 50 of SNiP II 23 81 or after results of the Steel mode s operation to which the welded construction belongs and steel the construction is made of The second group Climatic Region as per GOST 16350 80 is used to specify one of two temperature regimes of operation defined by SNiP H 23 81 After you have made your selections in the first tab you can click the Welding Materials tab or click the Materials button which will take you to the next page of controls in the dialog box Operational cordhora Matena tor wrehdery Welded consrucion Group of Contiructions pet Table ST of SNP f Sieni cos imat regen accord to GOST 1635090 desgn negalwe
104. ssessments or proportioning in of the Continuous Beams mode several or even one span rather than all spans you need to turn on appropriate checkboxes and exclude spans which are to be out of consideration The Stiffening Ribs group contains radio buttons to specify what system of stiffening ribs is in use e noribs at all e bearing ribs only e bearing and intermediate ribs When needed a limitation of the deflection can be imposed similarly to the Beams mode 45 Kristall Regie lda pe GOST 2502083 Geoadtlenged bass par GOST 25070400 Dear wih neined ner ospe of Ranges per G i Addhony teses bean GOST 25020087 Y Fig 1 7 4 2 The Sections tab of the Continuous Beams mode Darin plas of cunent lading Al Force Mei e Fig 1 7 4 3 The Loads tab of the Continuous Beams mode Fie Mode Settings Tools Help Genial progartas Sassen Lossi Sttlening te flog Spacng dl abs no mee h n a T LALARI Interredare nbs El Properticnira we Rem Qi Fig 1 7 4 4 The Stiffening Ribs tab of the Continuous Beams mode 46 The Sections tab Fig 1 7 4 2 1s much similar to the Beams mode s tab under the same title see Sec 1 7 3 The Loads tab Fig 1 7 4 3 lets you specify loads imposed upon the beam in question This tab is nearly identical to one from Section 1 7 3 and working with it is similar to what has been described above The minor difference is that the loads are to be
105. t model of fixations out of the bending plane is set a field will open for you to enter the number of pieces into which to divide the beam s span To check whether the input is correct use a table where the selected system of constraints and braces 1s presented The Loads tab Fig 1 7 3 4 is used to specify loads imposed on the beam The tab 1s nearly identical to that from Section 1 5 1 and working with it is totally similar The only difference is that a height location whether on the upper or lower chord of the loads is to be indicated and this location will be the same for all components of the current load case In addition you need to specify the width of the application area for a concentrated force Fig 1 7 3 4 The Loads tab of the Beams mode LOs The Stiffening Ribs tab Fig 1 7 3 5 which opens after you select the respective design for the beam is used to specify the sizes of the bearing rib and the leg of the weld that attaches the rib to the web When the construction has both bearing and intermediate ribs the spacing between the intermediate ribs 1s to be specified You select a type of the rib design either one sided or two sided ribs using buttons with rib schematics The specified sizes of the ribs are checked for compliance with Section 7 10 of SNiP II 23 81 concerning the width and the thickness of the protruding part The width of the bearing rib is assumed not to be less than that of the nar
106. t displays the values of the geometric properties calculated for the cross section in question The cross section thus selected can be saved with the Safe button in the Custom Sections directory which can be accessed by clicking the button The Efforts tab Fig 2 4 3 is used to enter efforts applied to the member s cross section It presents a picture of the cross section where its principal axes of inertia are shown and a schematic of positive effort directions A table below shows admissible effort combinations depending on the cross section type Clicking the Calculate button will eventually produce a result a value of Kmax a maximum of the detected levels of utilization of rated limitations At the same time the Critical Factor field will display a message of the type of check strength stability local stability etc in which the maximum took place I7 Kristall Eurocode Table 2 4 1 Admissible combinations of efforts in the section assessment Type of section Fig 2 4 4 The Effective Length tab of the Section Resistance mode 58 Check for the action of The Effective Length in Plane tab Fig 2 4 4 contains a group of buttons which depict design models of a compressed bar member different from one another in their combinations of boundary conditions free end hinge elastic support elastic clamping stiff clamping If the boundary conditions include elastic clamping or elastic support
107. tern is assumed though all calculations involve two principal planes The slenderness assessments are based on the values specified in the Limit Slenderness mode Solid bars are checked for the following in compliance with SNiP II 23 81 strength under longitudinal force N Sec 5 1 stability under compression in the XoZ and XoY planes Sec 5 3 strength under bending moment M or M Sec 5 12 strength under shear force O or O Sec 5 12 5 18 stability in the bending plane XoZ or XoY under eccentric compression Sec 5 27 stability out of the bending plane XoZ or XoY under eccentric compression Sec 5 30 5 32 stability of the planar bending mode under moment M the XoZ plane being the plane of loading Sec 5 15 excessive deformation of the fiber in tension Sec 5 28 Lattice bars are checked for the following strength of stanchion under longitudinal force N Sec 5 1 general stability of the bar in the XoZ and XoY planes under central compression Sec 5 6 strength of stanchion under shear force O or O Sec 5 12 5 18 strength of stanchion under bending moment M or M Sec 5 12 strength of stanchion under combined action of N M and M when the plane of loading is a nonmaterial one Sec 5 24 5 25 stability of stanchion in the plane of action of moment M or M Sec 5 27 stability of stanchion out of the plane of action of moment M or M Sec 5 30 5
108. the Load case list As you click the Add button the Diagrams pane in the dialog box will show a picture of the current loaded state and under it superimposed diagrams of the bending moments and shear forces Fig 1 5 1 2 After you have entered all load cases you can view what the values of the extreme moments and their respective shear forces look like as well as the extreme shear forces and their respective bending moments To have such a view choose a desired kind of information from the drop down list above the Diagrams pane If you place your mouse pointer in the diagram s area values of the moment and shear force in a particular cross section will be displayed ones that correspond to the position of the pointer see Fig 1 5 1 4 Also the report document will receive a table of support reactions To edit and to delete if needed particular loads from one load case you can use a table of loads which is displayed in a dialog box under the respective name Fig 1 5 1 5 after you click the button mE In this table you can modify the magnitude of a load or its application point area and delete one or more loads In the latter case you highlight the icon of the load to be deleted with your mouse pointer and then click the Delete button Kristall 1 5 2 Influence lines The mode is used to build influence lines in multi span continuous constant section beams Only the influence lines of bending moments and shear forces a
109. the desired cross section type The selected section can be saved in the catalogue User Defined Sections the access to which is provided by the button The mode suggests a capability of recalculation hak that allows for corrosion To do it turn on the respective option specify the corrosion thickness or use the button to invoke the action of calculating the corrosion layer thickness In the Thickness of Corrosion Layer dialog box Fig 1 6 1 3 you should specify data concerning the aggressiveness of the environment positioning of the construction its lifetime the slope of the member with respect to the horizon and the slope of the inertia axes As a result a prediction of corrosion will be generated in accordance with recommendations from 7 9 17 The analysis is based on the assumption that the thickness of the corrosion layer is the same along the whole section s perimeter The button can be used to access an archive of custom sections created with the applications Section Builder Consul and Tonus see 8 It should be noted that any section generated by Section Builder is treated as a custom section one different from a standard section This rule is in effect also in the cases when the section thus built is actually of a standard shape for example 1t may be just a rolled or welded double tee channel etc The application provides a lot of other capabilities for creating standard shapes As SNIP II 23 81
110. tion 1 6 1 The list of checks performed in the Section Resistance mode 1s presented in Table 2 4 2 The same table lists articles of ENV 1993 1 1 which require the checks to be performed a full listing of results produced by the checks goes to the report document Table 2 4 2 A list of checks of sections for compliance with ENV 1993 1 1 displacement of the central axis in the Class 4 section 60 strength under action of M 5 4 5 1 Only the cross section of a member 1s subject to check No checks are defined for weakened sections which have bolt holes members of connecting lattices in lattice type cross sections stability of webs which allows for reinforcing ribs in double tee channel and box members Kristall Eurocode 2 4 2 Resistance of connections The application features two modes for analyzing the load bearing ability of connections Bolted Connections and Welded Connections Structural designs implemented in these modes are most often usable in the engineering practice Lists of checks assessments for bolted and welded connections are presented in the respective Tables 2 4 2 1 and 2 4 2 2 The same tables indicate articles of ENV 1993 1 1 which define these checks a full listing of results of the checks goes to the report document Table 2 4 2 1 A list of checks of resistance of bolted connections in compliance with ENV 1993 1 1 Factor analyzed Reference to Eurocode 3 bearing of angle 6 5 5 2 shear str
111. tions Building rules and regulations State Committee of Russia for Construction Moscow 2001 44 p SNiP II 7 81 Construction in seismic regions Building rules and regulations Ministry of Construction of Russia Moscow 1996 52 p SP 53 102 2004 General rules for design of steel structures S P Timoshenko Stability of bars plates and shells Moscow Nauka 1971 808 p ENV 1993 1 1 Eurocode 3 Design of Steel Structures Part 1 1 General rules and rules for buildings Brussels Belgium CEN 1992 344 p Gorochov E V Korolev V P Balkena A A Durability of Steel Structures Under Reconstruction Rotterdam Brookfield 1999 305 p 01
112. tools while the other may have been generated by Section Builder The Efforts tab Fig 1 6 1 4 is used to specify efforts which act in the cross section of the member It displays a schematic of the cross section where the principal axes of inertia are shown together with the positive effort directions The tab contains a table to enter the efforts into which efforts may be caused in the section by one or more load cases The number of rows in the table conforms to the number of the load cases To increase this number click the Add button To delete selected rows use the Delete button A The table can be filled in also by importing data from SCAD which describe design stress combinations DSCs A file with the e a de su extension is created in the Element Information mode of the EE q Y Y Y 1 SCAD software and then can be imported into Kristall by clicking Mabeciads Section Emoto Election bengeh in tha dci plane Eres length is tha KaT plera Ueveraction creas li Y the button above the table Note that when using sections T Wi designed and generated in Section Builder the efforts must be T specified in the principal axes U V The value of M should corres pond to M a moment with respect to the axis of the maximum iner tia moment M should be replaced by the value to M and so on To change the load plane use an appropriate button This will move the values of M and Q to the respective columns of the table for M a
113. umn and specify its numerical properties If a rolled profile is to be used you can choose it from the database Properties of a welded section can be entered in the respective edit fields These actions were described earlier in sufficient detail Id Kristall Eurocode a File Mode Settings Tools Help Gereral properties Section Efforts Ellectove lengths E Coun teen GOST AD TTITO aa Cola Heem GOST A0200 i I 11 Profle Profile B E aef T wo ALA TES la Longhi Salllenesd Fig 2 5 2 5 The Effective Lengths tab 12 If the cross section should have a lattice buttons for choosing its type and edit fields for entering numerical properties will open Fig 2 5 2 4 a According to recommendations of Sec 5 9 2 2 ENV 1993 1 1 parallel lattices are oriented in the same way For a four angle cross section you need to use appropriate buttons to indicate the mutual arrangement of the lattices in adjacent faces Fig 2 5 2 4 6 b Kristall Column File Mode Settings Tools Help General peopertins Section Efnt Elieser lengths caja a T CI IT SIS Disgonada PAN m mm Lidd 227 L25x3 1 43 too The Effective Length tab Fig 2 5 2 5 is used to specify the configuration of that part of the frame where the column is and to enter numerical properties needed to calculate the effective length values The lengths are calculated for a fragment of a frame st
114. using rules defined above see Section 5 3 The input data for the EJI tolog alee calculation are to be entered in the Section tab Fig 1 5 3 1 TTD Alex zm Results are displayed in the form shown in Fig 1 5 3 2 in the 22 Geometric Properties tab mA Oo Oe IT Profie i Fig 1 5 3 1 The Section tab of the Geometric Properties of Sections dialog box Inetie meet ars ce 77910 Inerhe mone show oc PES Fomonsl moment of me 137 052 se eo A f 4 9 4 44 Sectorial morerd of re 1617225 431 Radu of eres ated 13 129 A Madu of netia stout 7 537 Micra es ratitting moite 1572 00 Mewrarn resistir nome 1573 026 Wee Maru retro more 525 4 Meine ranting nona 525 4 Prete searsiryy meener 1748 450 Prante sesetng moment 739 111 Mesa inerta momen 23910 Mewrern revi moesert 7881 Masaru radur of weet 13129 Mirim radus of iners 7 537 Asst of ganora adora 3757 Radut of archon adora 32797 A 2 68 CA 6 8 4 6 amp 1953117115325 39353 Fig 1 5 3 2 The Geometric Properties tab 22 1 5 4 Effective length Kristall This mode solves a problem of finding the effective length of a member using recommendations from Section 6 of SNiP H 23 81 and ENV 1993 1 1 Eurocode 3 The problem is actually a problem of structural mechanics therefore using the recommendations from Eurocode 3 is not unacceptable The result is the value of the effective length factor or the slenderness of the member Type of
115. value of Kmax and indicate the type of check strength stability slenderness in which the maximum takes place Using the Factors button you can browse also all the other limitation utilization factors The Proportioning button lets you switch to a mode that performs the purposeful proportioning of cross sections for the truss members and modifies numbers of profiles selected by the user the cross section type and bracing conditions are not modified The application switches to the next No of profile greater in area from the catalogue where it initially took the cross sections if the assessment of the member in question such as an upper chord has detected the limitation utilization factor K gt 1 or it switches to the next No of profile smaller in area if K lt 1 It switches in such manner until all checks give K lt 1 and the replacement of the profile with its adjacent smaller one gives K gt 1 1 e until the smallest profile that satisfies the building code requirements 1s found The searches through different groups of members the upper and lower chords diagonals verticals are mutually independent After the proportioning is done a dialog appears on the screen that suggests recommendations on the selection of cross sections Fig 1 7 1 7 The user can reject the recommendations using the Cancel button or accept them In the latter case the Apply button should be clicked in order for all the recommended sections to be transfer
116. xes are displayed red in the schematic and the selection field displays the section The Materials tab Fig 1 7 1 4 lets you specify a maximum allowed limit for the truss deflection in fractions of its span s length it will be compared with the relative deflection under rated values of loads You can specify the deflection of the truss in fractions of the span expressed as 1 A where A 1s one of most often used values 500 750 and the like The mode suggests the capability of making a checking analysis that takes corrosion into account Also you can specify also camber for trusses with their members made of double angles it can be done for each member in addition to corrosion To do it turn on the Allow for Corrosion and Camber checkbox and click the button which opens access to a dialog box see Fig 1 7 1 5 This dialog is used to enter information about damage that the structure has suffered after you have entered the information the button changes The table is used to specify data about the thickness of the corrosion layer for each member of the truss Nos of the members are shown in the schematic and the camber value both in the plane and out of the plane of the truss In addition every row of the table has the button which invokes the action of calculating the thickness of the corrosion layer Fig 1 7 1 2 Note that the slope of a member to the horizon does not need to be entered because it 1s calculated autom
117. y other particulars of building code implementation 1 8 2 On Formula 14 from SNIP I1 23 81 A book by S P Timoshenko 15 pp 257 269 investigates approximate formulas like 14 in SNiP H 23 81 The said investigation shows that the formulas like that are limitedly applicable Unfortunately SNiP II 23 81 does not provide any recommendations on the practical use of Formula 14 As a result its formal application entails the following paradox The stability is ensured for a column under central compression the cross section of which is a double tee while a column the cross section of which consists of coupled double tees and a lattice like loses its stability at certain relationships between the lattice sizes To avoid such a mishap the Kristall application accepts the effective height of the stanchion equal to the least of two values one produced by Formula 14 and the actual height of the lattice column 1 8 3 Analysis of custom sections SNiP II 23 81 regulates assessments or checks applicable to only a limited set of cross section shapes However the practice of structural design often requires that a section be used the shape of which is not defined by SNiP II 23 81 This situation can be handled with software tools included in the SCAD Office package in one of the following ways 1 Using Section Builder see 8 you create a file that contains a definition of the desired section Then you use the Section Resistance mod

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