SCAD Soft
Contents
1. Fig 50 The Stresses in Truss Elements dialog box 3 11 Truss element The Truss mode described above suggests a most frequently used but not complete set of truss constructions To analyze elements of any arbitrary truss the application suggests a special mode entitled Truss Element capable of analyzing the load bearing ability of a truss element the static analysis is assumed to have been done earlier and the stresses are assumed to be already known The General tab Fig 51 is used to specify data concerning the section of the element its type chord element web element wood and service factors Also there is a table to specify stresses longitudinal forces for any desired number of loadings 34 A iq Decor Truss element uit Fig 51 The Truss Element dialog box The truss element is checked for the following e slenderness out of the truss s plane Sec 4 4 of SNiP I 25 80 e slenderness in the truss s plane Sec 4 4 of SNiP II 25 80 e strength of the element under a tensioning longitudinal force Sec 4 1 SNiP 11 25 80 e strength of the element under a compressing longitudinal force Sec 4 2 of SNiP H 25 80 e stability in the truss s plane under a longitudinal force Sec 4 2 of SNiP II 25 80 e stability out of the the truss s plane under a longitudinal force Sec 4 2 of SNIP II 25 80 nalvsis 35 APPENDIX 4 APPENDIX 4 1 Formula calculator 5 SENT2. absolute value sqrt square root Depending on the state of the Degrees Radians switch buttons arguments of the trigonometric functions sin cos tan and results of inverse trigonometric functions asin acos atan can be presented in degrees or radians respectively Only parentheses are allowed for grouping arguments together these can be nested as deeply as desired Example The following formula 1 2 sin 0 43 6 7 6 8 0 003 must be written as follows 1 2 sin 0 43 6 7 sqrt 6 8 0 003 1 5 There is an additional option of using three independent variables x y z in formulas Values for the variables should be specified in respective edit fields This makes it possible to perform a series of similar calculations with different parameters For example to use this mode with the following formula 1 2 sin x 6 7 6 8 sly write it as 1 2 sin x 6 7 sqrt 6 8 y 1 5 The application accepts into its main input field symbolic expressions that depend on variables x y z enable one of the switch buttons E LE to get a symbolic expression of the respective partial derivative 4 2 Converter of measurement units EA This calculator can be invoked either from the SCAD Office program group with the icon or from the Tools menu This application converts data between different systems of measurement units Fig 53 To do the action select a tab of respective measures Length Area etc 36
3. 16 io User sections x Section name Beam144 Y 0K x Cancel Fig 16 The User defined Sections dialog box The application does not make any check of uniqueness of the names you use so you have to do it yourself The geometry of a section specified can be checked by clicking the Preview button It opens a dialog box under the same name where a schematic of the section 1s presented Fig 17 When you access the database of sections a dialog box appears Fig 18 that contains a list of all sections stored in the database The sections can be deleted from the database or renamed using the respective buttons Delete and Rename previewed Preview or loaded into the application s environment for subsequent use To do the latter action select a line with the name of your desired section and click the Apply button 15 Analysis li User s section i AAA A 5 gt A E i gt Preview Fig 18 A dialog box that lists user defined cross sections stored in the database Fig 17 The Preview dialog box The Geometric Characteristics button located in the Section group calls up the Section Properties dialog box Fig 19 where geometric characteristics of the section its area its moments of inertia etc and a draft of the section with its sizes and axes are displayed Decor Geometric characteristics ectional area 5 Conventional shearing ME Angle of principal inertia 90 Inertia moment a
4. APPENDIX The procedure of conversion depends on whether the units of measurement are simple like length area or mass or compound like pressure or velocity z Converting units of measurement Linear size Square Volume Force Distributed force Mass Angle Pressure ls MN To convert between simple units just enter a number in one of 200 In gt fe y the edit fields The other fields will display values of the same gt Fe quantity in other units of measurement If the units are compound you 0 2 a A E A choose the name of units to convert from in the drop down lists of one line and then choose the name of units to convert into in the lists of the second line Enter a number in the edit field of the first line and you will see the results of this conversion in the edit field of the other line Scan Mi rc raed Stee I CULOS G A Exit Fig 53 The Convert Units of Measurement dialog box 37 a eS 38 References References SNiP 11 25 80 Wooden constructions State Committee of Russia for Construction Moscow 2001 30 p GOST 24454 80 Softwood timber Dimensions GOST 7307 75 Parts made of wood and wooden materials Allowances for machining GOST 27751 88 Structural safety of constructions and foundations Principles of analysis SNiP 2 01 07 85 Loads and actions State Committee of Russia for Construction Moscow 2001 44 p V Karpilovsky E Kriks
5. The formula calculator can be launched from the SCAD Office program group by clicking the icon The Tools menu can be used to start either the standard MS Windows calculator provided it has been installed with the system or a special kind of calculator Fig 52 that performs calculations of formulas The calculator takes a formula specified in its input field and does the calculation of it The following rules should be observed when entering a formula e names of functions must be entered in lowercase Roman letters e the fractional and the integral parts of a number are separated by a period e arithmetic operations are specified by symbols raising to a power for example 2 5 2 5 2 5 can be written also as 2 573 The following mathematical functions can be used in the formulas floor the greatest integer not greater than the argument tan tangent sin sine cos cosine asin arc sine Formula calculation 1 2 sin 0 43 5 7 sqrt 6 8 0 00371 75 18 3661 af af af m t 0 Values of variables Deg i acos arc cosine na Rad atan arc tangent y 0 Language E EE exp exponent y ceil the least integer greater than the argument tanh hyperbolic tangent N i NN A na Q w sinh hyperbolic sine Fig 52 The dialog box of the calculator cosh hyperbolic cosine log natural logarithm log10 decimal logarithm abs
6. 1 of SNiP II 25 80 The rated humidity depends on given service conditions for the construction Also types and grades of glues required for glued wood are presented in compliance with Table 2 of SNiP II 25 80 Decor Wood Fig 13 The Wood dialog box 13 Information modes 2 6 Limit slenderness 3 Decor Limit slenderness Fie Mode Settings Service Help Limit Slendernez Structural members f The compressed belts support diagonals and support columns of trusses columns The other compressed members of trusses and other through open constructions Compressed members of bracing Tensioned members of trusses in the vertical plane The other tensioned members of trusses and other through open constructions Members of supports of overhead power lines Major members columns add ons support diagonals Other elements Bracing Y Compressed member of variable section Member with rectangular cross section l shaped and bos haped member with SUES Seine Mts pee s Member with constant height of a belt H 260 nm Limit slendencss he 198 73 Calculate a Help m m Fig 14 The Limit Slenderness dialog box The limit slenderness is calculated for various kinds of structural members on the basis of data from Table 14 of SNiP 11 25 80 The dialog box of the mode Fig 14 contains two groups of radio buttons which define the type of members members of supports of overhead power lines make up a se
7. 164 Fig 46 The Bracing out of Plane dialog box The Materials tab Fig 47 1s used to specify following standard rules see Section Error Reference source not found data concerning wood and service factors 32 Analysis a Decor Trusses File Mode Settings Service Help General Materials Section Loads Structural concept Service factors Safety Factor for responsibility i 1 7 Kind of wood 1 Grade of wood 1 Glued Non glued a Menu 7 EE 3 201 Stability of upper chord in tuss 6 Calculate BS Factors E plane under longitudinal force lt F Report de Help Fig 47 The Trusses dialog box The Materials tab The Sections tab Fig 48 is used to specify sizes of cross sections for every group of the truss members the upper chord the lower chord diagonals stanchions supporting diagonals The Loads tab Fig 49 is much similar to the respective tab of the Continuous Girders mode described earlier see Section 3 6 however it has its peculiar features First only a uniformly distributed load or a concentrated force is allowed second the location of the concentrated force is defined by No of its application node As for the distributed loads the application makes 1t possible to specify simultaneous loads on a group of members selected by the user the upper lower chord or the left right half of a chord a Decor Trusses OF x File Mode Settings Service Help General Materials
8. 1s used to specify according to standard rules from Section 3 1 data about the section wood and service factors Also you need to specify by entering or choosing from a drop down list limit slenderness values for compressed and tensioned members All stresses are specified together for each loading on the Stresses tab Fig 42 Note that all loads act either in the XoY plane or in the XoZ plane the X axis is oriented along the member s axis To choose a plane use the General tab 29 Analysis m Decor Columns ermanent variable long term variable short term wind Fig 42 The Columns dialog box The Stresses tab Clicking the button opens the Preview dialog that displays curves of the N M and O stresses Fig 43 Preview Fig 43 The Preview dialog box Tabs on which to specify the effective length are similar to their counterparts in the Section Resistance mode see Section 3 5 The columns and stanchions are checked for the following slenderness in the XoY plane Sec 4 4 of SNiP II 25 80 slenderness in the XoZ plane Sec 4 4 of SNIP II 25 80 strength of the member under a tensioning longitudinal force Sec 4 1 of SNiP II 25 80 strength of the member under a compressing longitudinal force Sec 4 2 of SNiP H 25 80 stability in the XoZ plane under a longitudinal force Sec 4 2 of SNiP II 25 80 30 Analysis stability in the XoY plane under a longitudinal force Se
9. Section Loads Cross section Select cross section Lower chord 7 Diagonals Columns Support diagonals Geometric properties Apply to all members a Calculate F Report de Help Fig 48 The Trusses dialog box The Sections tab 33 Analysis 3 Decor Trusses Of x Fie Mode Settings Service Help General Materials Section Loads variable long term variable short term Create wind anom 2 Delete Group of members ie Upper chord Left side upper chord Lower chord Right side upper chord Calculate F Report e Help Fig 49 The Trusses dialog box The Loads tab Stresses in the truss s elements for the current loading are displayed as distribution diagrams on the Preview tab opened by clicking the button Fig 50 The trusses are checked for the following e slenderness out of the truss s plane Sec 4 4 of SNiP I 25 80 e slenderness in the truss s plane Sec 4 4 of SNiP I 25 80 e strength of the element under a tensioning longitudinal force Sec 4 1 of SNiP II 25 80 e strength of the element under a compressing longitudinal force Sec 4 2 of SNiP 11 25 80 e stability in the truss s plane under a longitudinal force Sec 4 2 of SNiP H 25 80 e stability out of the the truss s plane under a longitudinal force Sec 4 2 of SNiP II 25 80 hi Efforts in the truss members Iof x 36 056 36 056 20 044 20 044 36 056 36 056
10. function of principal variables that implements j th check verification S are generalized loads loading actions or effects R are generalized resistance strength numbers Based on the values of functions F we can introduce the concept of a limitation utilization factor K and thus represent a particular analysis criterion as max K lt 1 where all required analyses are included The value of K itself will define a reserve of strength stability or another design parameter available for a particular element joint part cross section etc If the requirement of the design code is met excessively then the K factor is equal to the fraction of the design parameter which is exhausted for example K 0 7 corresponds to the reserve of 30 If the regulatory design requirements are not met the value of K gt 1 evidences a violation of some requirement i e it describes an extent of overloading Thus K is the left hand part of the design inequality in the form presented above Fig 1 X K gt 1 K gt 1 E X X2 1 K lt 1 K lt 1 Ss Fig 1 A geometric illustration of the validity area for two variables All values of the K factors obtained by analysis are available for reviewing in the Criteria Diagram dialog box Fig 2 or in the full report of the respective analysis Appropriate dialog boxes display the value of Kmax a maximum hence the most dangerous value of K detected and indicate an analysis t
11. groups of controls for entering wood data and service factors For the case of a scarf notch cog joint information about the section also needs to be provided 3 Decor Joint resistance q Decor Joint resistance zl Ed File Mode Settings Service Help File Mode Settings Service Help General Parameters General Parameters Type of joint gt p Service factors Type of joint m Service factors yp Safety factor for Safety factor f Scarf notch cog joint Ma fi y responsibility C Scarf notch cog joint Ma f y Dd Sg C Dowel pin joint mo fi Dowel pin joint mo Moo a a a 3 fF al m Wood general data Ma fi be eae general data 3 Ma fi Kind of wood Pine y Kind of wood Pine m Grade of wood 1 Ma fi Grade of wood h El Ma f Y Glued c Bed D C Non glued me M Cross section b h mm mm wo fas a Geometric characteristics Menu Calculate te O te Menu Calculate W Report elp ee wW Report g Help a 6 Fig 27 The Joint Resistance dialog box The General tab Depending on the type of a joint to be analyzed the Parameters tab is used to specify the following data a for a scarf notch cog joint Fig 28 a e parameters of the joint e type of the joint either symmetric or asymmetric e forces b for a dowel pin joint Fig 28 5 type of the pin nail steel aluminum fiberglass oak arrangement
12. mode can be used to analyze simply supported girders by specifying the zero distance between the support and the hinge Only two types of loads can be specified for the suspended spans a uniformly distributed load on all spans or a self weight load The spans are checked for the following strength of the member under bending moment M Sec 4 9 of SNiP II 25 80 strength of the member under bending moment M Sec 4 9 of SNiP H 25 80 strength of the member under shear force Q Sec 4 10 of SNiP II 25 80 strength of the member under shear force Q Sec 4 10 of SNiP 11 25 80 strength under combined action of M and M Sec 4 12 of SNiP II 25 80 stability of a planar mode of e Sec 4 14 4 15 4 18 of SNiP I 25 80 deflection Sec 4 33 of SNiP II 25 80 3 Decor Suspended spans A ES File Mode Settings Service Help General Loads Service factors Safety factor far responsibility Length of a standard span L 14 m Kind of wood Location of hinges Pine C equalmament model C equal deflection model f other a 10 34 m Nor glued Density Fixation spacing in the roof plane i m 0 65 Tima Cross section I Limitation of deflection b max pos pos Length mm 120 C o Geometric characteristics Le Menu Ea 3 273 strength of member under My Calculate BS Factors bending moment a EF Report de Help Fig 38 The Suspended Spans dialog box The General tab 3 7 1 Limitations
13. of a variable rectangular section factors k and c are calculated according to row 4 of Table 3 of Appendix 4 1 e k 0 15 0 85f c 15 4 3 8f Row 5 of Table 3 of Appendix 4 1s used for beams of a variable double tee section 1 e k 0 4 0 6B c 45 3 6 9B y 3 9 Columns This mode is used to do checks of stanchions or columns The whole set of checks of strength stability and limit slenderness is implemented in compliance with Section 4 of SNiP II 25 80 A planar pattern of loading is assumed The dialog box of the Columns mode consists of four tabs General Stresses Effective Length in XOY Plane Effective Length in XOZ Plane 3 Decor Columns Mel ES File Mode Settings Service Help General Efforts Effective length in the ov plane Effective length in the saz plane Structural concept Safety factor for responsibility Service factors Plane of loading Ma Mio unioa Molees Kind of wood Grade of wood Limit slendermness ER Compresse members 120 60 Tensioned members 120 Aa aa fa Geometric characteristics Meru ON 1 858 Strength under combined Calculate FS Factors action of longitudinal force and My bending moment HF Report A Help Fig 41 The Columns dialog box The General tab The General tab Fig 41 contains an edit field for entering the column height and two buttons for choosing a plane of loading an orientation of the deformation plane The same tab
14. of stresses is deemed admissible when Kmax lt 1 All the other stresses are assumed to be zero The mouse pointer can be used to explore the stress variation area shown in the picture Each position of the pointer conforms to a certain couple of numerical values of the stresses the values are displayed in appropriate fields The limit slenderness factors do not depend on the stresses therefore they are not calculated for the interaction curves At the same time a maximum value of the limitation utilization factor that corresponds to those stresses and a type of check that has produced this maximum are displayed If the pointer is placed onto a point where Kmax gt 1 a warning sign appears Clicking the right mouse button lets you browse a list of checks performed and values of analysis criteria for the set of stresses that conforms to the position of the pointer on the interaction curve 3 5 1 Limitations of the current version 1 The design modulus of the weakened section is assumed to be equal to the gross modulus of section we do not have any data about the shape of the weakening therefore we cannot calculate the moment of inertia of the weakened section 2 The kf factor for the analysis of stability of a planar mode of deformation is assumed to be 1 13 The power of n in 33 is assumed to be 1 4 The analysis of stability of a planar mode of deformation for members in combined bending and compression is performed for a rectangul
15. the load for distributed loads an intensity a location and a width of application for a distributed load upon a part of the span a magnitude of the force and its location in the span for a concentrated force a magnitude of the moment and its location in the span for a concentrated moment a magnitude of the load at the beginning and at the end a binding point a point of application for a trapezoid load no additional data are required to specify the self weight load Analysis 3 Decor Continuous girders Fie Mode Settings Service Help General Loads Loadings Distribution plots of current loading A variable long term All Force Morment km varlable short term Create wind Diagrams FICA Delete el Safety factor for load i voo Ab span 1 Add 0 Tm x 0 698659 m aL 0 3147 gif 0 691 T m Calculate F Report de Help Fig 34 The Continuous Girders dialog box The Loads tab For each load except for self weight you need to specify a span to which it is applied use the Span drop down list to do it To delete a loading not a particular load from it use the Delete button To start specifying the next loading click the Create button again clicking it will increase the number of existing loadings by one If you need to review or revise data for any of the previously defined loadings just choose its No in the Loading list Clicking the Add button
16. 3 ko COn VOUS on bo di 24 3 6 1 CE A a a E A O a a ete E 26 3 6 2 DAMItAtiOns of THe CUTTS versioi sot ta it a 27 RT Fo 01 116 2 Sc 0 10 di 2 3 7 1 Limitations of the CUERO versioi aisi A it e a a a a 21 SACA os 27 3 8 1 Limitations of the current Versi n aes ces css edee aeni ENA tia 29 ZOI COUM S A A AAA AAA EAA 29 3 9 1 Limitations of he current Versi N osrin eines ii blends tad 31 3 10 TUS Se Sina tare hese ca setae ange a A E a a tence abuaetesenees 31 3 11 A aaa a A E A RE On Ee ee eT nn 34 APP ENDID ore auaa E A E a A E E E ea 36 Ai Formulace mao A AA OA A 36 Aes Converter Ol me as UMS CIN UniS A E A eas A A 36 Introduction 1 Introduction The DECOR software application does an analysis and checks of wooden structural members and joints for compliance with regulations of SNiP II 25 80 Wooden constructions The application also provides reference data most often used when designing wooden constructions Principles of control methods for preparing data and documenting the analysis results are exactly the same as those in the similar modes of computer aided design software included in the SCAD Office software system All the applications are based on multi tab windows and dialog boxes To swithc to a tab click its title or use an appropriate menu item 1 1 Structural assessment Any set of regulations can be represented as a list of inequalities of the following type FISR lt 1 G 1 n where F is a
17. Maximum deflection group on the General tab Using the la button in the same group you can call up a dialog box where curves of deflections are displayed Fig 37 ji Deflection envelopes x 1 31156 m i Maximum deflection 0 07342 m w Minimum deflection 0 21982 m Fig 37 The Deflection Envelope dialog box Note that if the pitch of the roof is not zero girders are bent in two planes therefore the deformed axis of a girder is a spatial curve Seeing that the pitch of the roof is usually not too big the Deflection Envelope displays the deflections approximately without allowing for the pitch However both the extreme value of the deflection and the respective factor are calculated precisely 26 Analysis 3 6 2 Limitations of the current version Formula 50 is not used to calculate the maximum deflection because girders are assumed to have a constant height and Table 3 of Appendix 4 requires that A 1 c 0 the first row in the table is the most frequently used case 3 7 Suspended spans This mode is similar to the Continuous Girders mode The differences are that the General tab Fig 38 requires only the length of a standard span specified all standard spans are assumed to have the same length and you can specify the location of hinges on the basis of either an equal moment or equal deflection model If the other option 1s selected you need to specify the distance from the support to the hinge Note that this
18. SCGCAD Sort CAD i tructure Decor Analysis of wooden structural members User manual 4 UDC 737 30 Team of authors E Z Kriksunov M A Perelmuter L N Skoruk V V Fursov DECOR Analysis of wooden structural members USER MANUAL Version 1 1 The manual provides a description of functionality controls and recommendations for practical usage of the DECOR software application The software is oriented at structural design engineers who have basic computer skills SCAD Soft 2006 l Table of contents Table of contents TAP OCCU ON A A A A E EA OT A A EEE A IN IN 4 1 1 SUCIA ASOMO A O AEE N 4 L2 EOS MARE WD A A A E EEE E A EATON 5 1 3 MIU o o A o A E rea EN cag a A A E T 6 E E E E E E E O N E A N oe A N E O A N E 7 Lo Workin yt A A A AEA ree ree 8 MoM OM IMO GCS r r a r O A E A EEEE 10 ZA Detection ANG strain IMME dd 10 2 DENSE Sd de dd as 11 o A me eS mee eR em Une ns een ee ee eee eee 11 2a DEE 0G De a nem en eR ee N N 12 D AN O E E A E ee A AA A 13 ZO Meet SIC MOS NES S eaer titi bi iaa 14 AS S er r a ee ee ee ee 15 Jl General MANA emeni neras is 15 3 1 1 Buildin SCTOSS SCCHONS rita 15 3 1 2 Proper ES Ol WOO tt rta 17 3 1 3 SEVICE TACO boluda 17 3 1 4 CLEAN ATEO AAA A eer T 17 32 AGEOME MICA C MAAC LelISUIC Ss is 18 Jo EEC OA A eee ce ak aout A se BORE Toni 19 Dede SOMA TE SIS A 19 e A A Minoan not SRE SET 21 3 5 1 Limitations of the c rrent CLS IOI sc ix coher A A a td 2
19. acting in the section of the member are specified on the basis of a static analysis performed externally therefore you need to indicate what design model has been used to calculate the stresses either a second order model a nonlinear analysis where the deformed shape is used or a first order model a linear analysis where the original shape is used If the analysis has been nonlinear the Stresses are calculated by second order analysis checkbox should be turned on 3 Decor Section resistance File Mode Settings Service Help General Efforts Effective length in the Xo plane Effective length in the XoZ plane Interaction curves N M Coefficient Critical factor Strength under combined action of longitudinal force and My bending moment N 4 799 1 Calculate Report D Help Fig 32 The Section Resistance dialog box The Interaction Curves tab The Section Resistance mode suggests a capability of switching the plane of loading the Switch Plane of Loading button Clicking this button will replace M by M and Q by Q for each loading in the table of stresses The Interaction Curves tab Fig 32 is used to build curves which bound a load bearing ability area for the section under various couples of stresses that may act upon it The interaction curves Fig 32 surround the coordinate origin by a closed curve that confines points of condinitionally admissible couples of stresses A couple
20. ance with GOST 7307 75 3 Decor Range of timber Fig 10 The Range of Timber dialog box The Softwood Timber tab Decor Range of timber Fig 11 The Range of Timber dialog box The Timber for Glued Constructions tab 11 Information modes 2 4 Design strength To determine the design strength of a member in compliance with Sec 3 1 3 2 of SNIP II 25 80 set the following parameters using appropriate lists of the Design Strength dialog box Fig 12 e type of the stress ans strain distribution e characteristics of the member e kind of wood e grade of wood g Decor Design strength Bending along fibers 7 a rectangular ection members except hor tho Pre E 2 E I 1 E Fig 12 The Design Strength dialog box Now use radio buttons to specify the type of section glued or non glued and set the service factors ma mr ma by choosing their values from lists or entering the values directly in the list fields if the factors are to differ from those recommended by the design codes the lists contain all values presented in the respective tables of SNiP The value of the design strength will be displayed in the field under the respective name after you click the Calculate button 12 Information modes 2 5 Wood This mode Fig 13 presents data concerning the maximum allowable humidity of wood in compliance with Table
21. ar section only because formula 33 makes use of the m factor calculated by 23 Formula 23 is intended for rectangles only 5 In the analysis of stability of a planar mode of deformation for beams of a variable rectangular cross section the kam factor is taken equal to 1 because when the number of bracings from the plane is n gt 4 UY 23 Analysis the SNiP document Sec 4 14 requires that kgy 1 and for other values ofn it refers to Table 2 of Appendix 4 where nothing is said about what to do with an arbitrary curve of moments 6 When analyzing the strength of eccentrically tensioned and tensioned bent members by formula 28 of SNiP 11 25 80 the value of Mg is calculated by 29 30 3 6 Continuous girders This mode is used to analyze continuous girders of a round or rectangular section The dialog box of the mode Fig 33 consists of two tabs General and Loads The General tab is used to specify the number of spans and their lengths Here you also specify according to rules described in Section 3 1 information about the section wood and service factors The angle of slope of the roof can be specified here too to take into account the pitch component of the stresses If the second limit state analysis is required enable the Limitation of deflection checkbox and choose or enter in the respective drop down list a maximum allowable ratio of the greatest deflection to the length of the span 24 3 De
22. ble 2 of Appendix 4 where nothing is said about what to do with an arbitrary curve of moments 5 When analyzing the strength of eccentrically tensioned and tensioned bent members by formula 28 of SNiP II 25 80 the value of My is calculated by formulas 29 30 3 10 Trusses This mode implements all required checks of truss elements for strength and stability it also checks the slenderness The work begins with calculating design stress values caused by given external loads for structural designs most frequently used in practice This mode is oriented at the analysis of wooden trusses To analyze combined metal and wood trusses the following trick can be used First you need to specify a configuration of the truss and a load upon it All admissible trusses are statically determinate therefore the stresses in their members do not depend on the material Every wooden member can be checked for compliance with SNiP II 25 80 using DECOR and steel members can be checked using the KRISTALL software see 6 Source data for the mode are specified on four tabs General Materials Sections and Loads The General tab Fig 44 contains a group of buttons to choose a configuration of the truss All trusses are statically determinate and are assumed to be fixed in extreme nodes of their lower chord in a statically determinate way according to the beam pattern Decor Trusses Iof x Fie Mode Settings Service Help General Materials Sectio
23. bout ce 833 333 cmt Inertia moment about ce 833 333 887 om om 2 om adius of inertia about Z 2 887 cm 1 om 1 om oOo 1 om lem Pamo vae 1000 F 66 667 66 667 66 667 Maximum inertia moment 833 333 emt A Minimum inertia moment 833 333 cmt EP Perimeter 40 S Static moment of half se1125 em ereere Fig 19 The Section Properties dialog box 16 Analysis 3 1 2 Properties of wood Safety factor tor responsibility kind of wood Pine Grade of wood fi Density 0 65 T a f Glued C Non glued Fig 20 A group of controls used to specify properties of wood The properties of wood are required by all analysis modes To specify this information you use as a rule a standard group of controls Fig 20 Properties like the kind of wood pine fir oak the grade of wood the density are selected from lists The latter of the parameters is required only in modes where a self weight load can be applied to a construction such as a beam or a girder Radio buttons are used to indicate whether a section is a glued one Most often this group of controls contains a list for choosing or entering the safety factor for responsibility in compliance with GOST 27751 88 4 3 1 3 Service factors To analyze a structural member or joint one needs to know service factors ma Mr Ma To specify the service factors choose appropriate values from lists the lists conta
24. c 4 2 of SNiP 11 25 80 strength of the member under bending moment M Sec 4 9 of SNiP 11 25 80 strength of the member under bending moment M Sec 4 9 of SNiP 11 25 80 strength under combined action of M and M Sec 4 12 of SNiP 11 25 80 strength under combined action of longitudinal force and bending moment Mz Sec 4 16 4 17 of SNiP II 25 80 e strength under combined action of longitudinal force and bending moment My Sec 4 16 4 17 of SNiP II 25 80 e strength under shear force Qz Sec 4 10 of SNiP H 25 80 e strength under shear force Qy Sec 4 10 of SNiP II 25 80 e stability of a planar mode of deformation Sec 4 14 4 15 4 18 of SNiP II 25 80 3 9 1 Limitations of the current version 1 The kp factor for the analysis of stability of a planar mode of deformation is assumed to be 1 13 2 The power of n in 33 1s assumed to be 1 3 The analysis of stability of a planar mode of deformation for members in combined bending and compression is performed for a rectangular section only because formula 33 makes use of the py factor calculated by 23 Formula 23 is intended for rectangles only 4 In the analysis of stability of a planar mode of deformation for beams of a variable rectangular cross section the kom factor is taken equal to 1 because when the number of bracings from the plane is n gt 4 the SNiP document Sec 4 14 requires that kom 1 and for other values ofn it refers to Ta
25. can be selected from an appropriate list The set of regulations that has been selected is displayed in the bottom left corner of the active mode s window In this first version of the application only the analysis based on SNiP 11 25 80 is implemented Working modes are activated using their particular buttons they can be classified into reference information modes the Information group or analytic modes the Analysis modes Here is the set of reference information modes Deflection and strain limits helps browse limit values of the deflections in wooden structural members and limit values of strains in joints as shown in Tables 15 16 of SNiP II 25 80 Densities provides data concerning the density of wood from Appendix 3 of SNiP 11 25 80 Range of timber provides data concerning the sizes of softwood timber according to GOST 24454 80 Design strength calculates the design strength for a type of stress and strain distribution selected by the user Wood provides data concerning the maximum allowed humidity of wood the types and brands of adhesives Limit slenderness provides information about the limit slenderness ratios of structural members The Analysis group of modes performs the following actions Geometrical characteristics calculates the geometrical characteristics of a cross section Effective length implements recommendations of Sec 4 21 of SNiP II 25 80 for calculation of effective length va
26. cor Continuous girders File Mode Settings Service Help General loads Design solution Service factors Safety factor for h E Numbers of spans Mg f responsibility Fi Kind of wood ma Pine a mM Grade of wood Inclination of root Glued Non glued Density 0 65 Temo M Limitation of deflection max 0 003 ka Length h ay Maximal deflection C o Geometric A b El A 10 01 54 m Er Menu E i af Strength under combined Calculate BS Factors action of My and Mz F Report de Help Fig 33 The Continuous Girders dialog box The General tab The Loads tab Fig 34 is used to define loads applied to the girder The application can do the analysis of multiple loading patterns each one containing a few loads To enter a new loading including the very first one follow these steps click the Create button in the Loadings group choose a loading type permanent temporary but sustained short term snow or wind which will define the combination factors used according to SNiP 2 01 07 85 to multiply the loads from this loading by when including them in combinations of loads click a button that depicts the desired type of load enter numerical parameters of the load click the Add button Multiple load components can be specified for each loading Design values of the loads are to be specified Depending on the load type its parameters may include an intensity of
27. e line with the currently selected font opens the standard Font dialog box where the font is to be set up 1 5 Working with tables In most cases source data for any kind of analysis are provided as tables Fig 7 The following general rules are used for working with the tabular data e the data are entered in a table as decimal numbers a particular separator between the integral and fractional parts of the number either comma or period depends on the settings of the Windows environment e inthe cases when the number of rows in the table is assigned by the user the table has the Add and Delete buttons next to it the former adds a new row after the selected one and the second deletes one or more selected rows e to select one or more successive rows place the mouse pointer on the No of the first one click and hold the left mouse button and drag the pointer across the Nos of the rows to be selected e to switch between the cells of the table press the Tab key on your keyboard New rows are added after the selected one therefore you need to do the following to add a new row before the very first one of the table o select the first row in the table and click the Add button to add a new one after it o select the first row in the table and press the Ctrl Insert keys together this will copy the contents of the first row to the Clipboard o select the second new row of the table and press the Shift Insert keys together this will i
28. earing of a middle member Sec 5 13 5 15 of SNiP II 25 80 20 Analysis bending of a steel pin Sec 5 13 5 15 of SNiP H 25 80 bending of a nail Sec 5 13 5 15 of SNiP H 25 80 bending of a fiberglass pin Sec 5 13 5 15 of SNiP II 25 80 bending of an aluminum pin Sec 5 13 5 15 of SNiP H 25 80 load bearing ability for bearing of a thicker member Sec 5 13 5 15 of SNiP II 25 80 load bearing ability for bearing of a thinner member Sec 5 13 5 15 of SNiP H 25 80 bending of an oak pin Sec 5 13 5 15 of SNiP H 25 80 3 5 Section resistance This mode calculates the load bearing ability of any cross section that the application can work with Generally the analysis involves the action of a longitudinal force bending moments and shear forces in the principal planes of inertia The mode implements the whole set of checks for strength stability and limit slenderness in compliance with Section 4 of SNiP II 25 80 The section is analyzed by the following criteria slenderness of the member in the XoY plane Sec 4 4 of SNiP II 25 80 slenderness of the member in the XoZ plane Sec 4 4 of SNiP 11 25 80 strength of the member under a tensioning longitudinal force Sec 4 1 of SNiP II 25 80 strength of the member under a compressing longitudinal force Sec 4 2 of SNiP H 25 80 stability in the XoZ plane under a longitudinal force Sec 4 2 of SNiP IJ 25 80 stability in the XoY plane under a lon
29. g mode or to use a Service tool There are five menus File Modes Settings Tools Help The items of the File menu are used to do the following Menu to switch from any working mode to the main window Exit to finish the current session The Modes menu helps launch any of the implemented working modes whether for information or analysis it duplicates the respective buttons of the main window The Settings mode calls up the Application Settings dialog box where you set up whatever preferences or settings exist in the application s environment there is a button in the main window that does the same The Tools menu items call the standard Windows calculator a formula calculator and a measurement unit converter utility The Help menu provides helpful information on how to use the DECOR software how to use the Windows help system and basic information about the application No of its version abd the date of its last modification Auxiliary tools and operations on getting help are described in the appendix Introduction 1 4 Settings The Application Settings dialog box Fig 4 1s called up by the Settings menu item or by a button under the same name located at the bottom of the main window It contains three tabs Units of Measurement Report and Languages Visualization Application settings Ed Units of measurement Report and Languages Visualization Show as O Section size Section properties cm MENE Linea
30. gitudinal force Sec 4 2 of SNiP 11 25 80 strength of the member under bending moment M Sec 4 9 of SNiP II 25 80 strength of the member under bending moment M Sec 4 9 of SNiP 11 25 80 strength under the combined action of M and M Sec 4 12 of SNiP II 25 80 strength under the combined action of a longitudinal force and bending moment M Sec 4 16 4 17 of SNiP 11 25 80 e strength under the combined action of a longitudinal force and bending moment M Sec 4 16 4 17 of SNiP 11 25 80 e strength under lateral force Q Sec 4 10 of SNiP II 25 80 e strength under lateral force Qy Sec 4 10 of SNiP II 25 80 e stability of a planar mode of deformation Sec 4 14 4 15 4 18 of SNiP I 25 80 3 Decor Section resistance O Ed File Mode Settings Service Help General Efforts Effective length in the XoY plane Effective length in the xoz plane Interaction curves Structural concept Service factors Safety factor for responsibility fi i IV Presence of weakening Member length 3 m vs i My Kind of wood Pine h Mn Grade of wood 1 v Ma Me Weakening area Glued 127 ome C Non glued m Cross section Limit slenderness mm Menu Calculate W Report D Help Compresses members 120 y Tensioned members 120 y Fig 29 The Section Resistance dialog box The Genera
31. in all values defined in Sec 3 2 and the respective tables of SNiP 11 25 80 or enter ones directly in the list fields Fig 21 Service factors Fig 21 Service factors Some of the factors may be absent in particular modes or sometimes depending on the state of other controls For example non glued sections do not require knowing the m factor 3 1 4 Creating a report All working modes that do an analysis have a button entitled Report Clicking this button starts the following actions provided there are no mistakes in the source data e all analyzes calculations are performed e a file is created in the RTF Rich Text format that contains a list of source data and results of the analysis Depending on what option is selected in the Options dialog box whether Full messages or Short messages the report document will or will not contain results of certain intermediate calculations such as geometric properties of the sections used values of some not only maximum load bearing ability utilization factors etc e a Windows application is launched associated with the RTF type files Depending on what is set in the Options Other dialog box Print or View Edit the application will either print the document 17 Analysis immediately or suggest it for viewing and possible editing In the latter case it is the user who is responsible for making a hard copy she can use the printing command of the external application N
32. in two versions Word 7 Word Pad or Word 97 and newer the DOC HTML and PDF files are also available To view or print the PDF files you need to have the Adobe Acrobat Reader application installed the application is freeware and can be downloaded at http www adobe com the Paper Margins and Orientation groups are used to customize the format of the report document the Headers Footers group is used to refer to an RTF file that contains headers and footers to be used in the report This file can be prepared by a user Print prints out the report without displaying it on the screen Introduction li Customizations of a unit measure Moment T S Units of measurement Report and Languages Visualization Report Type of report AS 717 RTE er Word 97 Force E ry Ea mE Print T Short report eng m ki Paper Size Margins as 210 x 297 mm y Top 20 mm Bottom 20 mm Width 510 Am Left 30 mm Fight 20 mm D x c Orientation Language ance E Height 297 mm Portrait C Landscape 8 Engish United Ste y Titles Header rtf gt x Cancel Apply 0 Help Fig 5 The Set up Units of Measurement Fig 6 The Report and Languages tab of the Application dialog box Settings dialog box The Visualization tab is used to choose a font for the text messages displayed on the screen and printed out to the report Double left clicking th
33. ion curves Effective length Factor Calculate Report de Help Fig 30 The Section Resistance dialog box The Effective Length tab 3 Decor Section resistance File Mode Settings Service Help General Efforts Effective length in the or plane Effective length in the 0 plane Interaction cunves Section Change force plane i FT Efforts iz taken from the calculation under the deformed scheme y ae ee apas he m a e3 sa roo o 2208 5 687696 9221 7255 fo oi8s Ce js pes rua foe 7 eers 8287 rare jo jom A a 980 foe lons h her Ca amr az osse o foz io seez z455 eser o faa Wi ezo aiz z237 fo 788e 004 Calculate Report Fig 31 The Section Resistance dialog box The Stresses tab The Stresses tab Fig 31 is used to enter stresses that act in the cross section of the member A schematic of the cross section shown in it displays principal axes of inertia and positive directions of the stresses The tab contains a table where you specify the stresses caused in the section by one or more loadings The number of rows in 22 Analysis the table conforms to the number of the loadings The table can be filled by importing data from SCAD which describe design stress combinations DSC The file with the RSU extension is created in the Element Information mode of the SCAD software and imported into DECOR by clicking the z button above the table In this mode the stresses
34. ions is based on nominal values of the loads 25 Analysis If you need to change the value of a load or delete a load remaining within one loading use the table of loads the El button in the Loadings group The Table of Loads dialog box Fig 36 that opens by clicking this button will display the load s type its value and its position Changes made to the parameters of the loads will be remembered after you exit the dialog by clicking the OK button ris Load table A OP x Loading 1 Load type Delete te UE x Cancel Fig 36 The Table of Loads dialog box 3 6 1 Calculation To perform the calculation of the load bearing ability utilization factors click the Calculate button The following criteria are used to check the girders strength of the member under bending moment My Sec 4 9 of SNiP II 25 80 strength of the member under bending moment M Sec 4 9 of SNiP 11 25 80 strength of the member under shear force Q Sec 4 10 of SNIP H 25 80 strength of the member under shear force Q Sec 4 10 of SNiP 11 25 80 strength under combined action of M and M Sec 4 12 of SNiP 11 25 80 stability of a planar mode of deformation Sec 4 14 4 15 4 18 of SNiP 11 25 80 deflection Sec 4 33 of SNiP 11 25 80 If the Limitation of deflection checkbox is enabled on the General tab an envelope of the deflections will be calculated The maximum value of the deflection will be displayed in the
35. l tab The dialog box of the mode consists of five tabs General Stresses Effective Length in XoY Plane Effective Length in XoZ Plane Interaction Curves The first four tabs are used to enter source data and the fifth one displays results of the analysis The General tab Fig 29 is used to specify data about the cross section see Section 3 1 1 wood see Section 3 1 2 service factors see Section 3 1 3 and limit slenderness values Also the behavior of weakened 21 Analysis sections can be analyzed the Presence of weakening checkbox If the latter checkbox is enabled a type of weakening and its area should be specified The Effective Length in XoY XoZ Plane tabs are replicas of the Construction Properties tab for Separately standing columns and stanchions from the Effective Length mode They suggest 5 options of end fixations for a compressed bar member which differ by combinations of boundary conditions a free end a hinge or simple support a stiff clamp Working with this dialog is described in Section 3 3 Unlike the Effective Length mode this dialog has the button Fig 30 clicking which lets you enter any value of the effective length factor and confirm your choice with the Apply button In all other cases this field does not let any data be entered 3 Decor Section resistance File Mode Settings Service Help General Efforts Effective length in the ov plane Effective length in the a2 plane Interact
36. lues Joint resistance calculates limitation utilization factors for scarf notch cog joints and dowel pin joints Section resistance calculates limitation utilization factors for any cross section type suggested by the application under action of any forces this mode also builds curves of interaction for any admissible combinations of stress couples Continuous girders analyzes a continuous girder for limit states of first and second group Suspended spans analyzes a suspended span together with its supporting cantilevers under a uniformly distributed load for limit states of first and second group Beams analyzes a single span beam with various conditions of support for limit states of first and second group Columns this mode performs a structural appraisal of columns or stanchions Truss element this mode does a structural appraisal of a separate element of a truss Trusses this mode works with structural designs most frequently used in practice it implements all kinds of appraisals of strength and stability of truss elements The work begins with determining values of design stresses caused by given vertical external loads When you invoke any of the above listed modes a multiple tab dialog box appears where you enter whatever data are needed and review the results of the analysis that follows 13 Menus The drop down menus are used to customize the application s settings to invoke a desired workin
37. n Loads a m Bracing out of plane User defined V4 Nodes numbers C End and central ones Nodes of upper chord Nodes of lower chord Next to one All Calculate W Report 2 Help Fig 44 The Trusses dialog box The General tab 31 Analysis For the selected configuration you need to specify the span of the truss its height on the support and in the midspan and the number of panels in the lower chord Having entered all required geometric sizes you can review the truss you have defined in the Preview dialog box Fig 45 called up by the E button o Preview Fig 45 The Preview dialog box The Bracing out of plane group has checkboxes and radio buttons to indicate the method of bracing of lower and upper chord s panel points out of the plane of the truss the bracing is assumed to be statically determinate in the truss s plane a hinged immobile support for the left bearing node and a hinged mobile support for the right one A nonstandard arrangement of the bracing out of the plane can be defined To do it enable the User defined checkbox and click the button to open a dialog box with a table Fig 46 Points where there is bracing out of the plane are displayed in green on the schematic of the design model ji Dut of plane fixation Node number Out of plane fisatior El D MM ol Fe wo Fi 41318 1818 18 184
38. nloaded member Length 1 m Length 11 5 m Cross section Cross section Construction Type Effective lengths r Connection type mm 160 Effective length factor 0 65 Menu z Calculate Fig 25 The Effective Length dialog box The Fig 26 The Effective Length dialog box The Effective Length tab Construction Properties tab For separately standing columns and stanchions the Effective Length tab has a group of buttons corresponding to particular fixation types The result of the analysis as defined by Sec 4 21 of SNiP II 25 80 the ratio of the effective length to the geometric length of the member will be displayed in the Effective length ratio after you click the appropriate button For intersection of a compressed member with an unloaded one you use the controls on the Construction Properties tab to specify sizes of the sections of the members lengths of the members and the way they are connected The effective length ratio is calculated as soon as you click the Calculate button 3 4 Joint resistance This mode is used to calculate the limitation utilization factors for scarf notch cog joints and dowel pin joints The mode consists of two tabs The General tab Fig 27 helps choose a joint type either a scarf notch cog joint 19 Analysis or a dowel pin joint The same tab contains standard
39. nly may not exceed 1 350 ofthe span 2 If there is camber the deflection limit of glued beams can be increased to 1 200 of the span Decor Deflection and strain limits With skew notches and butt to butt 15 With all kinds of dowels In junctions across fibers In glued joints Fig 8 Dialog boxes of the Deflection and strain limits mode 10 2 2 Densities Information provided by this mode Fig 9 consists of the densities of wood and comes from Appendix 3 of SNiP 11 25 80 Information modes Decor Densities L A Eno ee pine spruce nut pine fir oak birch beech ash maple hardbeam acacia elm Soft leaf wood aspen poplar alder teil 500 ee Notes 1 The density of freshly cut softwood and soft leaf wood should be taken as 850 kg m3 leaf hardwood 1000 kg m3 2 The density of glued wood should be accepted as that of non glued 3 The density of common plywood should be taken equal to the density of wood in veneer and that of bakelized plywood equal to 1000 kg m3 Fig 9 The Densities dialog box 2 3 Range of timber This mode provides information concerning the dimensions of edged and unedged softwood timber in compliance with GOST 24454 80 2 Fig 10 Also the Timber for Glued Constructions tab Fig 11 lets the user specify dimensions of timber before planing and then have the dimensions after planing calculated in compli
40. nsert the contents of the Clipboard in the cells of the second row and now the first row can be filled with other data as necessary The sequence described above can be used also to copy one or more selected rows of a table Introduction Decor Section resistance Al ES File Mode Settings Service Help O6wwe napamerper Efforts Effective length in the sor plane Effective length in the o plane Interaction cumes Section Change force plane gt i F Efforts is taken from the calculation under the deformed scheme oe EATE a Mes fer fors h 243 ETC azn E VE nes a ES STE NES EC 159 842 1 422 0 415 2 409 2 60 i a ee oer p Efforts sign EE Menu Calculate Hr Report a Help Fig 7 An example table of stresses Information modes 2 Information modes The reference information modes provide data presented in the SNiP documents All values in the respective tables are given in the same units of measurement as in the design codes they do not depend on the settings of the application 2 1 Deflection and strain limits This mode Fig 8 presents data concerning allowable limit values of the deflections in wooden structural members and limit values of strains deformations in joints as listed in Tables 15 16 of SNiP 11 25 80 Decor Deflection and strain limits Notes 1 If there is plaster the deflection of floor panel elements caused by sustained load o
41. nstraints Decor Beams File Mode Settings Service Help General Supports Loads Structural concept Service factors Safety factor for responsibility h E Mg i 1 Member length 3 m Kind of wood i oy Grade of wood hy 710 mm EJ Density i 3 E Glued Geometric characteristics Non glued M Limitation of deflection max 0 005 Y Length E A L I o a Maximal deflection E 0 993 strength of member under 5 Calculate Factors lateral force Report t Help Fig 39 The Beams dialog box The General tab 3 Decor Beams Iofs Fie Mode Settings Service Help General Supporte Loads In the bending plat Dut of the bending plane Displacement along Displacement along Rotation about Rotation about 2 Calculate Report de Help Fig 40 The Beams dialog box The Fixations tab Specifying these loads 1s absolutely similar to specifying loads upon continuous girders No of a span the load is applied to is not required The beams are checked for the following e strength of the member under bending moment Sec 4 9 of SNiP II 25 80 e strength under a shear force Sec 4 10 of SNiP II 25 80 e stability of a planar mode of deformation Sec 4 14 4 15 4 18 of SNiP II 25 80 28 Analysis e deflection Sec 4 33 of SNiP II 25 80 3 8 1 Limitations of the current version When calculating the maximum deflection in formula 50 for beams
42. of the current version Formula 50 1s not used to calculate the maximum deflection because spans are assumed to have a constant height and Table 3 of Appendix 4 requires that A 1 c 0 the first row in the table is the most frequently used case The analysis is based on the assumption that the extreme span has a recommended see 7 length 0 85 of the standard span length Maximum values of the bending moments the shear forces and the deflections cannot appear in the extreme span so it is excluded from the analysis 3 8 Beams Use this multiple tab dialog box Fig 39 to do a check of a usual or gable beam The dialog consists of three tabs General Fixations Loads 27 Analysis The mode is similar to Continuous Girders The differences are that only one length is specified for a beam and a gable beam can be analyzed if the section is rectangular the height of the section in the middle of the span should be specified additionally The Fixations tab Fig 40 contains two groups of buttons to choose a system of fixations for the beam in and out of its plane of bending The choice is independent in each group just depress a button that depicts a desired method of fixation If you choose the last option in the group that defines the fixations out of the bending plane a field will open to enter the number of segments the span of the beam is to be divided into To check the correctness of the source data entered use the table of co
43. of the pins direct staggered oblique number of effective seams for one pin diameter of the pin number of the pins and their geometric arrangement forces 4 Decor Joint resistance 3 Decor Joint resistance ON x File Mode Settings Service Help File Mode Settings Service Help General Parameters General Parameters Joint type Efforts Joint type Efforts Symmetric Symmetric N C Asymmetric C Asymmetric T 11 8 E Add X Delete Parameters mye Number of effective seams for one pin 2 y e of the uN al he 0 Y mm Arrangement of the pins Nailing direct y Nailing is not thi y Parameters a Z i 300 mm 3 2 e af 3 T 3 50 mm a Y a E 30 degree A 3 d Menu Calculate Calculate W Report Help Report Help a b Fig 28 The Joint Resistance dialog box The Parameters tab When specifying the forces you can enter multiple values for the longitudinal force which correspond to multiple mutually exclusive loadings The scarf notch cog joints are analyzed for e strength based on conditions of bearing Sec 5 2 of SNIP 11 25 80 e strength based on conditions of shearing Sec 5 2 of SNiP II 25 80 The dowel pin joints are analyzed by the following criteria e load bearing ability for bearing of an extreme member Sec 5 13 5 15 of SNiP II 25 80 e load bearing ability for b
44. omet 614 4 Maximum resisting mome 1310 72 Minimum resisting momet 1310 72 Maximum inertia moment 16777 216 Minimum inertia moment 3686 4 Perimeter 75 2 Static moment of half se 983 04 Menu Calculate W Report 2B Help W Report Y Help Fig 22 The Section Properties tab of the Fig 23 The Geometrical Characteristics tab of the Geometrical Characteristics mode Geometrical Characteristics mode 18 Analysis 3 3 Effective length This mode implements recommendations of Sec 4 21 of SNiP II 25 80 for calculation of effective length values Launching this mode opens the Construction Type tab Fig 24 where you indicate what type of construction you want the effective length calculated for two construction types are implemented Separately standing columns and stanchions and Intersection of a compressed member with an unloaded one Depending on the choice you make the second tab of the mode changes its appearance Fig 25 26 qg Decor Effective length MA ES File Mode Settings Service Help Construction Type Effective lenaths Intersection of a compressed member with an unloaded one Fig 24 The Effective Length dialog box The Construction Type tab Decor Effective length A x 3 Decor Effective length O Xx File Mode Settings Service Help File Mode Settings Service Help Construction Type Construction Properties 7 amp q Compressed member U
45. ote The rtf filename extension is usually associated with the WordPad application If MS Word is installed on the computer then it is Word that will be associated with this format There are differences between the RTF format used by MS Word v 7 or WordPad and that used by MS Word 97 Therefore our software provides you with the opportunity to choose any of the RTF formats by selecting Options Other 3 2 Geometrical characteristics This mode is used to calculate numerical geometrical characteristics of a section following rules described earlier see Section 3 1 1 The source data are entered on the Section Properties tab Fig 22 The results are displayed on the Geometrical Characteristics tab in the form shown in Fig 23 3 Decor Geometric characteristics Iof x Decor Geometric characteristics File Mode Settings Service Help File Mode Settings Service Help Section Properties Geometrical characteristics Section Properties Geometrical characteristics Units of measurement _ A Sectional area cm Aly Conventional shearing a 260 339 cm Conventional shearing a 260 339 cm Angle of principal inertia O degree Inertia moment about ce 16777 216 cm Inertia moment about ce 3686 4 cmt Torsional moment of iner 28387 049 cmt Radius of inertia about Y 7 39 cm Radius of inertia about Z 3 464 Maximum resisting mome 614 4 Parameter Value Minimum resisting m
46. parate group a group of radio buttons for choosing the section s plane radio buttons to select the section s shape rectangular double tee or box If the Compressed member of variable section checkbox is enabled you should use the buttons below it to set the conditions of support The limit slenderness value appears in the field of the respective name after you click the Calculate button this value complies with Table 1 of SNiP and Table 1 of Appendix 4 of SNiP II 25 80 14 Analysis 3 Analysis 3 1 General management Most modes intended for analysis include a number of common controls and techniques of management These include groups of controls for specifying cross sections properties of wood service factors and the like Groups of this kind are described below 3 1 1 Building cross sections The DECOR application provides the capability of analyzing wooden structural members of three section shapes rectangular double tee and round To choose a desired section shape and specify its sizes use the Section group Fig 15 Cross section 20 h EIT dal g Fig 15 Types of cross sections The button 53 provides access to a database of user defined sections The database 1s created gradually in the course of your working with the application To save a newly created section in the database use the button clicking which opens the User defined Sections dialog box Specify a name for your section in this dialog Fig
47. r size Force Moment Square 5 8 Angle Distributed force T m Pressure Teme Unit eight Tin Coefficient AIS SiS Bae adi ee a ed Other e UF x Cancel Apply amp Help Fig 4 The Units of Measurement tab of the Application Settings dialog box The Units of Measurement tab is used to set up physical units of measurement which will be used to enter source data and review results of the analysis The units of measurement can be altered at any time while working with the application To set up simple units such as linear sizes or forces use drop down lists In cases when the units are complex the drop down lists display the current ones and the settings are made in the Set up Units of Measurement dialog boxes Fig 5 To open one of those dialog boxes click the button to the right of the respective list To specify the desired units choose appropriate items from the drop down lists available in the dialog box and then click OK to exit the dialog The Report and Languages dialog box Fig 6 is used to choose a language for the user interface a form of representation for the report a format for the report document etc It includes the following controls View Edit calls up a viewer browser application for viewing the report associated with the report s specific format and filename extension w Report Type a drop down list suggests to choose a file format for the report document The RTF files come
48. unov A Maliarenko M Mikitarenko A Perelmuter M Perelmuter V Fedorovsky SCAD Office Implementation of SNiP in computer aided design software Moscow ASV Press 2004 288 p I M Grin V V Fursov D M Babushkin P G Galushko V I Grin Engineering and analysis of wooden constructions Reference manual Kiev Budivelnik Press 1988 240 p
49. will display the current state of the loading in the Loads area a schematic will display the curves of the moments and shear forces together Fig 34 Having defined all loadings you can review the envelopes of the moments and their respective shear forces or the envelopes of the shear forces and their respective bending moments To choose a criterion maximum minimum moment maximum minimum shear force use a drop down list The envelopes comply with requirements of SNiP 2 01 07 85 Loads and actions 5 The All Force and Moment buttons let you choose a curve display mode the moment and the shear force curves together only the shear forces or only the bending moments Also clicking the q button will display calculated values of the support reactions Fig 35 al Support reactions Support reactions Force in Force in Force In Force in suppor 2 suppor 3 supo 4 by criterion Ma i X 0 21 z O by criterion MM 0 2 396 0 216 0 by criterion O na 1 784 2 396 0 216 0 036 by criterion G ain 1 784 2 396 0 216 0 036 Fig 35 The Support Reactions dialog box As you move the mouse pointer across the curve display area the screen shows values of the moment and the shear force in a particular section that conforms to the position of the pointer If you need a second limit state analysis check whether the safety factor for load is specified correctly for each loading because the calculation of the deflect
50. ype such as strength or stability that has produced this maximum The data presented in the diagram of factors enable the structural engineer to make a proper decision and thus to make modifications needed by the structure in question For example it is hardly of any sense to improve the design strength 1f 1t 1s the stability that has a critical importance 4 Introduction Pey Factors Diagram heck a Slendernezz of member in sor plane 0 563 Slendernezz of member ino plane 0 563 Strength of member under tensioning longitudinal 0 163 force i Strength of member under My bending moment 8 409 Strength under combined action of longitudinal a 577 force and My bending moment i Strength under Qz shear force 1 539 Strength under Qy shear force 4 204 lt Fig 2 An example of the Criteria Diagram 1 2 The main window When the application is started the first thing seen on the screen is 1ts main window Fig 3 where a working mode is to be selected from a map of buttons where design codes can be chosen and settings of the whole application can be customized Decor Ma Decor P y e 1 1 0 E Information A Deflection and strain 2 limits qa Densities ag ty Range of timber EEE Design strength al Columns El a6 wood Sp Tiss element SMP 11 25 80 A Limit slendenriess E Trusses Settings Fig 3 The main window Introduction A particular set of design regulations
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