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User Manual Chapter 07 - Chapter 13

1. EVEN NUMBER OF LONGITUDINAL LINES The maximum width of holes will be the largest failure path among the following La Lb Lf La Lb Lx Lg La Le Lh La Le Lx Lg La Lx Ld Lg Where La 0 5 hole diam Lb No Long 2 2 hole diam Lc No Long 2 hole diam No Long 2 p 4 g2 Ld No Long 2 hole diam Lf 0 5 hole diam Lg 0 5 hole diam Lx hole diam p 4 g2 CivilDesign inc Engineering Software 10 31 CHAPTER 10 STEEL DESIGN UNEVEN NUMBER OF LONGITUDINAL LINES The maximum width of holes will be the largest failure path among the following La Lb Le La Lc Le La Lx Ld Lf La Lx Ld Lx Le Where La 0 5 hole diam Lb No Long 1 2 hole diam Lc No Long 1 hole diam No Long 1 p 4 g2 Ld No Long 3 hole diam Le 0 5 hole diam Lf 0 5 hole diam Lx hole diam p 4 g2 Failure Mechanisms Bolted Connection When designing bolted connections VisualDesign uses the appropriate value for p and or g2 in such a way that failure cannot happen in a staggered layout of bolts The failure will always be for bolts in line transverse and longitudinal rows The design and verification of bolted connections is done according to the maximum sheat in bolts and according to member and plate bearing strengths The studied bolted connection failure mechanisms occur on a single leg so we
2. sse tentent 18 Timber Design tab Member Dialog Box sse 20 Sawn Timbers sscceete tee detestatur qa dee e Om prata 20 Glue zLaminated Sectors aie ete ama et troi qu dett e et A eee egit etnies 20 MSR anid MEE Classifications 2i anan n tt bete eee tente terii dedo 20 Timber Member Design Spreadsheet sssssseeeeeeeeeeeteetettn tenens 23 Timber Groups Spreadsheet ede ey ene RD RE REOR DN RENE DARE IRR XRRRRTTS 26 Truss Application e lrurulriruu uuu ae ann n aua ma auam a auam a aun aan 9 27 Sawn Lumber Design for Specific Truss Applications sss 27 M tnbetr Usages ds s de dde s to eas Ceo dis teque eie e ETR 27 Modification Eactot KM eed eee e i e t et i ae ee d 27 Analysis and Results Leere eene enean annu nun u aun n eee 9 28 Brocedute occisa E te tii Pinot O pine dept edet ET deto i dates 28 Timber Design Results Spreadsheet ssssssssseeeeeeenetennte tentent 29 Member Internal Forces from the Design Results spreadsheet cscs 33 Prnt Preyieyw ot Desien Brief cse te esideneteseteodtentesiets 33 IBI aul m 34 Internal Forces and Deflections for Design Groups 35 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN General The Timber Design Module This module designs and verifies wood structure and is working like the steel design mo
3. Column Lux Top Cont Lux Top Noj Hole Width Reduction of Ane a Stiffener or a Intermittent fillers 2L Fr 0 km intermittent fillers Stress Relieved KL r max Lx Ly Cantilever Kux Calculation Description If the shape has continuous lateral support at the top flange choose option x If the shape top flange is laterally supported at node j choose option x Width of the hole if bolts are used Reduction factor used for the calculation of net area Ex A ne Ane x 0 80 I Beam Enter the spacing between web stiffeners for shear capacity calculation OR Double steel angles Enter the spacing between intermittent fillers along the member If you do not want to consider the tension field component of post buckling stress in the calculation of shear resistance of the beam choose option x Refer to clause 10 10 5 CAN CSA S6 00 Standard N B If Ft 0 moment and shear interaction equation will not be verified Factor used in the calculation of effective compression length of double steel angles with intermittent fillers Refer to clause 6 2 4 3 CAN CSA S37 01 Standard For HSS shape or round sections of class H To consider the stress relaxation for the calculation of axial compression clause 13 3 1 choose option x Enter the maximum slenderness for a member if it is different from the default value of 200 Enter a deflection criterion for strong axi
4. e Lee erulririe eerie anna r aaa a nra uana a Rana r aun 13 109 Drawing Conerete D esion iii oak 25 Anan aba haeeieteh 109 Displaying 3D interaction curves columns 109 MiocM pn iteracion CUEtVvesc oem adesset estne iet uet T cer eL ide 110 PForDuctle Columns and Shear Wallss tet Ett te er OR I e Ried etr b e ipo 110 Numerical Results ee eriunenana nuu nananaa aaa naa a Ran aR aHa RR Ra RAE 13 112 Concrete Design Results tere teret REIR dt ias tane ete nd bes 112 Bar List Continuous Systetn eseee eene EXTR XXE XR VERE RE Fere rere rere rere eren eT 114 General Results Spreadsheet eee oit ee eei demie eerie 116 Positive Bending Moment tab ett tret e iei apes tae nb e id aestas 17 Negative Bending Moment tab taceo noinen enu eugts 19 Shear Force tab Beam and Shear Wall 1 eee tete tenerent 22 Shear Force tab Columna eee die ep E stand epa eb eren rend vacate 23 ROSEI LOIRO II TESE e ree ten teret e b etes N eo odia 25 CivilDesign inc Engineering Software v CHAPTER 13 REINFORCED CONCRETE DESIGN General Reinforced Concrete Design module This module designs and verifies reinforced concrete structure such as beams columns shear walls and 2 way slabs VisualDesign supplies the required lengths of main and transverse reinforcement for all concrete elements Continuous beams continuous columns and shear walls are called continuous systems Actually all
5. For many years approximate two dimensional static load analysis is acceptable as the basis for seismic design in many geographical areas and for most types of structural systems During the past twenty years due to the increasing availability of modern digital computers most engineers have experience with the static load analysis of three dimensional structures However few engineers have had experience with the three dimensional dynamic response analysis Therefore the interpretation of the dynamic analysis requirement represents a new challenge to most structural engineers codes allow the results obtained from a dynamic analysis to be normalized so that the maximum dynamic base shear is equal to the base shear obtained from a simple two dimensional static load analysis Most members of the profession realize that there is no theoretical foundation for this approach Howevet for selecting the magnitude of the dynamic loading that will satisfy codes requirements this approach can be accepted in a modified form until a more rational method is adopted CivilDesign Inc Engineering Software 7 5 CHAPTER 7 DYNAMIC ANALYSIS The calculation of the design base shear is simple and the variables are defined in codes It is of interest to note however that the basic magnitude of the seismic loads has not changed significantly from previous codes The major change is that dynamic methods of analysis must be used in the
6. 1 0 NL NL NL NL 15 NL NL NL NL NL NL NL NL 15 Timber structures in accordance with CSA 086 standard Nailed shear walls with wood based panels Shear walls with wood based and gypsum panels in combination Moderately ductile braced frames or moment resisting frames Limited ductility braced frames or moment resisting frames CivilDesign Inc Engineering Software 3 0 2 0 2 0 1 5 sf NL NL NL NL NL B NL NL NL 15 NL NL NL NL NL NL NL NL 15 NL NL NL NL Restrictions 2 NL C NL 60 15 NA NL 60 NL NL NL NL 15 40 NA 30 20 20 15 NL D NL 60 15 NA NL 40 NL NL NL 60 NA 30 NA 20 20 20 15 7 49 NL NL 60 15 NA NL 40 NL NL NL 60 NA 30 NA 20 20 20 15 CHAPTER 7 DYNAMIC ANALYSIS Type of SFRS Rd Other wood or gypsum based 1 0 SFRSs Masonry structures in accordance with CSA S304 1 standard Moderately ductile shear walls 2 0 Limited ductility shear walls 1 5 Conventional construction e Shear walls 1 5 e Moment resisting frames 15 Unreinforced masonry 1 0 Other masonry SFRSs 1 0 Refer to article 4 1 8 10 Osher Restrictions Precisions relatively to restrictions NA means Not allowed e Numbers represent limits for maximum
7. 2D Trucks 3D Trucks 2D Axle factors with a single lane 2D HL93Tr 90 3D HL93Tr 90 See also Moving Load Cases Spreadsheet Moving Load Case Generation Wizard Load Combinations and Moving Load Envelopes Moving Load Envelopes spreadsheet CivilDesign inc Engineering Software 8 9 CHAPTER 8 MOVING LOAD ANALYSIS The Trucks Tab This spreadsheet which is accessible through Common Trucks includes a list of predefined trucks that are described in several standards CAN CSA S6 88 S6 00 and AASHTO LRFD 04 S6 00 trucks that are used in Ontario and Saskatchewan are also included Each moving load represents a different moving load case according to the position of wheels and axles and the dynamic load allowance Create New Trucks In the Trucks tab insert lines at the end of the spreadsheet and enter your own parameters Then select the Wheel Axle tab and specify the weight and position of each axle composing this truck Group Shared Data VDBase mdb Column Description Editing ID Calculated automatically No Number 12 alphanumeric characters describing the type of Single click truck For more details go to topic Nomenclature of trucks Total W Total weight of truck Single click Dyn Load All Dynamic Load Allowance for truckload moving Single click Truck alone according to clause 3 8 4 5 86 00 standard Dyn Load All Dynamic Load Allowance for truckload with a Single click Truck Lane uniformly distribut
8. CHAPTER 7 DYNAMIC ANALYSIS Linear Seismic Directions UBC 97 Group Load case Data Column ID Number Dir x Dir y Dir z Envelope Tdyn Mode Calibration Torsion Structure Description Calculated automatically Name or number for this seismic direction 12 alphanumeric characters Global x component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Global y component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Global z component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Select an envelope that will include this seismic direction if desired Usually an envelope is assigned per seismic direction But it could also include more than one seismic ditection Refer to the Load Combination Generator to include these envelopes into the generation This vibration mode has the biggest modal contribution for this direction VisualDesign automatically initializes it To calibrate seismic forces activate this option x Enter the factor that represents the ductility and over strength of a structure or one of its components and the capability to dissipate energy through inelastic behaviour Activate this option x to include accidental torsion effects into seismic calculations The torsion moment will be supplied at column Torsion M when the spec
9. Editing 13 115 CHAPTER 13 REINFORCED CONCRETE DESIGN Column Description Editing Total Mass Total mass of all rebars No General Results spreadsheet This spreadsheet is available in the Rebar Placement window when the design is completed It includes many results that can be displayed in a graphic form through the View Options of Rebar Placement window Please verify that ratio c d does not exceed c d max clause10 5 2 of Code A23 3 95 which is given as a result in this spreadsheet If you used the Bridge Evaluation module you will also find results related to this evaluation Please note that some results will be available in the spreadsheet only if they are displayed in the Rebar Placement window This is the case for cracking factors 62 or z and fatigue in main rebars Variation of stresses in rebars diagtam Do not forget that if you want to obtain these results load combinations having a Service ot Fatigue status must be defined Lines that are marked with yellow mean that there are some parameters exceeding the limits permitted per code The General Results spreadsheet in split into five spreadsheets to make consultation easier Positive Bending Moment Negative Bending Moment Shear Force Axial Force and Position of Cables The latter is for prestressed concrete projects only See also Bridge Evaluation Load Combination Status View Options Rebar Placement window 13 116 CivilDesign inc Engin
10. Editing the cross section You can delete edit and move a cross section To move the cross section itself activate the Move icon select the cross section by clicking on its contour and move it with your cursor in the y and z direction Only the drawing will be moved not the line of cut Double click on a cross section to call up the Cross sections spreadsheet Modify parameters N B The Undo and Redo functions can be used while editing a cross section See also Stretch Move Add a Main Rebar The Add a Main Rebar icon of Edit toolbar Rebar Placement window Use this function available in Edit toolbar to graphically add a longitudinal rebar on the elevation view of any continuous system of the S ab type with variable geometry Procedure e Activate the icon on Edit toolbar e Use your cursor and click on a first point beginning of the rebar and then on a second point end of rebar representing the length of the rebar that you want to add Then the following dialog box will appear on your screen Add Longitudinal Rebar x From outer side C From inner side Longitudinal Rebars 15M Concrete Cover 50 mm 20 Spacing 0 mm Cancel CivilDesign inc Engineering Software 13 99 CHAPTER 13 REINFORCED CONCRETE DESIGN e Choose the location of the bar relatively to continuous system outer or inner side Select a type of rebar concrete cover and transverse spacing e Press OK e Check forc
11. Modal Combination Rounding for levels Levels c c of floors Add inelastic effects Add ductility effects Definition Horizontal velocity at ground level for this zone expressed in m s units Factor representing level of protection based on experience as described at paragraph 4 1 9 1 4 Seismic importance factor of the structure as described at paragraph 4 1 9 1 10 Essential public services 1 5 School buildings 1 3 Other buildings 1 0 Foundation factor as specified at paragraph 4 1 9 1 11 Refer to topic Foundation Factor F Total height of the structure from the base where the base of the structure is corresponding to the level at which horizontal earthquake motions are considered to be imparted to the structure Total number of stories above the mean exterior grade up to the total height hn Proportion of V to apply as accidental torsional effects during spectral and time history analyses Method of calculation used to evaluate likely internal stresses in elements Choose the SRSS or CQC method SRSS Square Root of Sum of Squares CQC Complete Quadratic Combination Refer to topic The CQC Method Tolerance that is used to distinguish a dynamic level from another If the distance between two levels is within this tolerance seismic loads will be merged Seismic levels will be considered c c of floors Activate this option to add inelastic effects in analyses P Delta as spe
12. See also Rebar Placement window Transverse reinforcement Spreadsheet Main reinforcement Spreadsheet Design of a continuous system Rebars Bending Shapes Editing Cross sections Automatic Generation of Cross sections 13 86 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Automatic Generation of Cross sections Use this function Rebar Placement menu of Rebar Placement window to automatically generate cross sections For continuous beams cross sections are always generated at mid span If supports ate present or columns cross sections will also be drawn at the left and right of supports The Cross sections spreadsheet will be posted on your screen Cross sections to be generated will be listed in this spreadsheet Elevations and scales can be modified and the 3D interaction curves can be masked or displayed through the Mask interaction column To create cross sections yourself select Cross sections in Rebar Placement menu Rebar Placement window See also Cross sections Editing Cross sections CivilDesign inc Engineering Software 13 87 CHAPTER 13 REINFORCED CONCRETE DESIGN Rebar Placement Window General Rebar Placement Activation Mode The Rebar Placement icon of Activation toolbar To open the Rebar Placement window e Activate the Rebar placement mode and do one of the following e Double click on any continuous system e Click once and press the Properties
13. Sx st Elastic section modulus at the top of steel shape No on strong axis Sx sb Elastic section modulus at the bottom of steel No 12 28 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Filled HSS Spreadsheet Group Structural data Column ID Number Composition Infilling Material Linear Mass Ix ly Area kx ky See also Description Automatically calculated 12 alphanumerical characters Shaded field indicating that this member is a composite beam Choose the type of concrete filling the HSS Linear mass of the transformed section Inertia of transformed section for strong axis Inertia of transformed section for weak axis Area of transformed section Torsional constant of transformed section Parameter used in the calculation of deflection considering shear energy for strong axis Parameter used in the calculation of deflection considering shear energy for weak axis Deflection including shear energy CivilDesign Inc Engineering Software Editing Double click No No 12 29 CHAPTER 12 COMPOSITE BEAMS Loads amp Load Combinations Thermal Gradient and Shrinkage Effects A thermal gradient can be applied to a composite slab It will be applied to the top and bottom of the slab PROCEDURE Select Loads Load Cases Members Temperature Enter the temperature variation at the top and bottom of the concrete slab Then select op
14. The program creates a bar list for a chosen continuous system or for the whole project Bar list for a particular continuous system While you are working in the Rebar Placement window select Bar List heading under Rebar Placement menu Bar list for the whole project While you are working in the VisualDesign main menu you are allowed to print the bar list for one or several selected continuous systems Select the heading Bar List Continuous System under Results menu However if you have not selected any continuous system the bar list will include all rebars for the whole project 13 114 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Group Continuous System title Column ID Continuous System Rebar Quantities Diameter Length Bend shape Protection Material A R Mass Mass m of width Description Automatically calculated Continuous system number which elements belong Type of rebar longitudinal open or closed ties cross tie etc Number of bars of this type in the continuous system Rebar diameter Rebar length Bend shape of this type of rebar Epoxy coated or not Rebar steel grade Length A Length B Length C Length D Length E Length F Length G Length H Length J Length K Length O Length R Mass for this type of rebar Mass per metet of width for a constant spacing of rebar CivilDesign inc Engineering Software
15. teinforcement CivilDesign inc Engineering Software 13 17 CHAPTER 13 REINFORCED CONCRETE DESIGN Many options are available in the list box Look at the table below to know each one of them Option None Weight Weight M Weight M Optimization No optimization will be done This option must be selected for prestressed concrete design because cables are placed as longitudinal reinforcement This option is mostly used for the design of beam and column main reinforcement Optimization is based on the weight of rebars VisualDesign will change to bigger rebars if the weight is 10 higher than required as specified in the Concrete Design tab of Project Configuration This option based on the weight of rebars will optimize the main reinforcement for positive bending moments only This option based on the weight of rebars will optimize the main reinforcement for negative bending moments only Constant s M amp M This option allows getting a design of main reinforcement for positive and negative bending moments with a constant spacing between rebars or a multiple of this spacing The Beam Column Joist tab Group Structural Data Column Number Maximum no of layers in tension Maximum no of layers in compression Optimization Transverse reinforcement Transverse reinforcement Material Description Specification number 16 alphanumerical characters Specify the
16. 24 Steel Specification ee erer ule ilul lira eee a naar nana aun a na 11 25 Steel Specifications Spreadsheet rte rie te poesis 25 Design Specifications co eb ote tpe i ute ete en Od ee Re ite EPIRI 25 Adding specifications 203 002 ede a RE e ees 25 Member Design GrobBps aee cheat eiie er i iie nine dan DR TREO MEI IAEA 25 Specifications used fot A verificato cu aec len db eti e pe ei notet epe tie etes 25 During modeling een aed emet ine tired n dete ice ae donnie 26 Assign Specifications to Members decns de e e ee ce dtes 28 Selectionot Boltsin Steel Specificato e o re ER E RI edes 28 Design Groups eoe near nen n nun u nu nu annua uu nu annuus ANAN Nnnna 11 29 Grouping Selected Element 4 entier oer e edet root 29 Grouping Members Automatically ciii toti tintosei tiir obti tinto ket toner aoi 29 Steel Design Groups Spreadsheet sse tentent nennen 30 Viewinod VESON OTOUp c ocean E E o tede eene ener es 31 Loads Definition eere Le eller Lern lrr nur lnrr III nr Inr nre 11 32 Loads Definition Spreadsheet eese ertet titio tetti rte testi tinis tetti aa 32 Load Cases taba eR HH RR EUER A A A A A A ande ined Tag 33 Load Case Families 2i rho tte ei t e e e d e e eges 34 Restrictions Wand and Ice Eo ds et tet Et o RP e tot iat 34 CGAN GSA S37 01 Lo2ad Gases de eere erected ee ea cedvedes Hove d ve esum 35 Wind tab Lo
17. AISC LRFD 95 Results are also available for American Standard AISC LRFD 95 Group Load Combination Results Column Description Editing Number Member number No Section Steel shape assigned to this member No Group Group in which belongs this member No Usage Member usage No Ag Gross area of this member No Aw Web area of this section No Aw Ag Web area divided by the gross area No Zx Plastic section moment on strong axis No Ry Factor applied to Fy for evaluating the probable No yield strength of this member Fy Yield strength of steel No Class Calculated class for bending on strong axis Mx No Bending Mx Class Calculated class for bending on weak axis My No Bending My Class Class considered in the calculation of web No Web buckling resistance 10 92 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Column Class Compression Pf Vf Vp Mp Mp Qo V p 2 pM p e 1 1 RyMp AgRyFy 1 2 Cpr 0 2 AgRyFy y max e min e max 1 15 Ry Vn 1 30 Ry Vn Description Class considered in the calculation of compression strength Length of the link beam Factored axial force in the link beam for current load combination Factored shear force in the link beam for current load combination 0 55wdFy Value V p based on clause 27 7 2 Link beam Resistance for current load combination Resisting plastic moment Z Fy Value M p based on clause 27 7 2 Link beam Resistance
18. Deflections will be calculated using a ratio n equal to 1 0 and 3 0 respectively corresponding to short term and long term deformations With the Steel Design Module A design of composite beams can be carried on according to construction stages defined in the Composite Beam tab of Project Configuration Ratios n can be specified also in this tab and the transformed properties of sections wil be considered for the calculation of short term and long term deformations See also The Composite Beam tab Project Configuration Composite Beams Spreadsheets Short term and Long term Calculation of Long term Deflection for a Shored Composite Beam CivilDesign Inc Engineering Software 12 37 CHAPTER 12 COMPOSITE BEAMS Composite Beams Results Interpretation There are two types of results for composite beams depending on the analysis with or without construction stages Read carefully the following Composite beam without construction stages The Internal stresses in members spteadsheet Results Load Combination and Results Envelope includes stresses in the steel section only It does not include stresses at the top and bottom of the slab To get these results select graphical results Results Load Combination Stresses in Composite beams To obtain stresses in the slab AND in the steel shape create Service load combinations or and Fatigue load combinations and go to graphical results Results Load Combination
19. General sscssssscssnscnsensensececsonsonsensenensonsonsegsosonsonseneesensonsensesensonsonsensosennen 12 1 PM Owed Steel Shapes terret mter tet eee cone anoo eer ee req denotes 1 Codes and Standards tie ein eter irte tito te ipei ibo eri io iiaia 1 Construction Stages T 1 Analysing Composite Beams without the Steel Design Module ieee 2 Shored Composite Beams Steel Design c cccceessessssesesesessessssessssesssseensseensseensseansseensseenees 2 Calculation Method eerte eerte E CLE Fe Ee UL esee E Un ht e rt bin 2 Calculation of Posr ve MOomehit ier peti oed tide de et cb EP t ed edi eed leemos 2 Calculation of Negative Moment ida icta eei teet esecto eerie dried eina ea andes 3 Definition of variables iie beoe aee e eae dudes 3 Project Configuration urere rere enun ununi nun nnnnnn unu un uuu un ua ua 12 16 Composite Beam tab eerte tek t ea eoe eei iii 16 Ratio ni E st el B concrete 5c sete eo t e T eet E die e DARE cg i guns 17 Ratio of modulus E and Grengen snore airis Aii iai A ESEE En testet ine tei etin eerie 17 Bridge Design Fatbue m SUAS entender erepta eR eMe 17 Modeling Composite Members eee r urere enn n nnn n nnn un un 12 19 Create Composite Slab ttt ere ere ee a 19 The Composite Bani tab retorno eer oet tee eet ee ete eae SE ARRA 19 Definition of Parameters e RO HO RH ARE REA Det e Adios 21 Eitective bs mee esteononu M
20. If you split up the beam showed in the above example in two segments of 2m each the factor Fri beam at the left and the factor Frj beam at the right will be adjusted to 6 2 4 3 because the stiffness of the two beams Rki and Rkj must the same as before the splitting See also Connection tab Member Characteristics dialog box CivilDesign inc Engineering Software 13 29 CHAPTER 13 REINFORCED CONCRETE DESIGN Concrete Design tab This tab is only available for users owning the Reinforced Concrete Design module This tab appears if design criteria are activated in the Member Characteristics dialog box and if a concrete material is assigned to the member Member Characteristics j t dor dv from fase ml Fome 1 ge The table below gives a description of fields included in the Concrete Design tab of the Member dialog box Field Description Height of Section You have to complete this section for a member that will be part P P of a continuous system with a variable geometry Nodei Height of section at node i for a continuous system with a variable geometry Node j Height of section at node j for a continuous system with a variable geometry 13 30 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Field Description Design near Maximum Forces Consider Vy Choose an option Consider Vy at d from face of support Simplified method or dv General metho
21. Le gt 0 0 Ld g2 hole diam p 4 g2 em 0 5 hole diam 0 6 Le No Trans 3 p No Trans 3 2 hole diam 0 6 g2 hole diam p 4 g2 Lf g2 emp 0 5 hole diam And Lt Minimum Lt among failure paths 10 38 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Case 2 PP Even Longitudinal Even Transverse Tr phi 0 85 Lt min t Fu No Member shear planes Where t Thickness of steel angle leg Fu Member specified tensile strength La No Trans 2 p em No Trans 1 2 hole diam 0 6 g2 hole diam p 4 g2 Lb No Long 2 g2 No Long 2 2 hole diam Le No Long 2 g2 No Long 2 hole diam No Long 2 p 4 g2 Ld g2 emp 0 5 hole diam Le No Trans 1 p em No Trans 1 2 hole diam 0 6 And Lt Minimum Lt among failure paths Case 2 IP Uneven Longitudinal Even Transverse Tr phi 0 85 Lt min t Fu No Member shear planes Where t Thickness of steel angle leg Fu Member specified tensile strength La p em 0 5 hole diam 0 6 Lb No Long 1 g2 No Long 1 2 hole diam Lc No Long 1 g2 No Long 1 hole diam No Long 1 p 4 g2 Ld g2 hole diam p 4 g2 em 0 5 hole diam 0 6 Le No Trans 2 p No Trans 2 2 hole diam 0 6 Lg emp 0 5 hole diam And Lt Minimum Lt among failure paths CivilDesign inc Engineer
22. See N21 5 8 5 See also Overall Ductility of a Structure for Seismic Analysis According to NBCC 95 Participating Mass for Spectral Analysis To get an accurate spectral analysis building codes generally require that the mass participation to displacement of a structure in a given direction be at least 90 of the structure dead weight plus 25 of the snow load To get this percentage the number of calculated modes can be increased in the modal analysis ot the dead weight that is distributed to supports can be modified in such a way to minimize this weight and to maximize the weight acting above supports The weight of a member is equally distributed at end nodes Typically half of column weight is distributed to support node in the first story of a building so this weight is lost and is not considered in the participating mass of the structure To reduce the distributed weight that goes to supports split the columns at a level of about 0 5m above suppotts Shear Wall The same principle applies to a shear wall that is composed of plates and beating on support nodes It would be interesting to specify the first row of nodes above supports as Level Nodes for the design of such wall Refer to Node Characteristics dialog box CivilDesign inc Engineering Software 13 65 CHAPTER 13 REINFORCED CONCRETE DESIGN See also Modal Analysis Spectral Analysis Procedures Accidental Torsion Effects Seismic Analysis Modeling to Satis
23. Stresses in Composite beams when analysis will be completed Composite beam with construction stages Only graphical results are valid Results Load Combination Stresses in Composite beams N B Results included in the Internal stresses in members spreadsheet are not valid Steel Design Results Consult this spreadsheet to know the number of required studs Results Structure Design Steel See also Internal stresses in members min max Stresses in Composite Beam Number of required studs Steel design results Design Results at Construction Stages The design brief for steel concrete composite beams can be obtained for load combinations that correspond to construction stages To do so go to the Load Combinations spreadsheet and duplicate construction stage load combinations Modify their statuses to Ul imate ot Service any status other than Construction Stage but keep the construction stage number 12 38 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS When the steel design will be completed the Design Results activation mode will be on You will notice that the word Standard will appear in the Title Selection box on Activation toolbar Select a load combination among the list box Select a composite beam and press the Properties icon to open the Steel Design Results spreadsheet Consult the Design Brief or print it See also Interpreting Composite Beams Results Load Combination
24. The following method S6 00 is used for calculation Where Cb 0 85 dx te be fc Cr Dr Ar Fy CaT TaMax Cb Cr 2 because Ta Cb Cr Ca and Ta TaMax Ca hc CaT b1 t1 Fy w Fy ht d ti hc t2 hc2 850w V Fy Code 6 00 or 685w V Fy Code S6 hem hc he2 ht2 ht hcm Asc2 b1 tl he2 w Ast2 b2 t2 ht2 w dc2 b1 t1 t1 2 hc2 w t1 hc2 2 Asc2 dt2 b2 t2 t2 2 ht2 w t2 ht2 2 Ast2 Ca Asc2 Fy 12 8 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Eb d dt2 to te 2 Er d dt2 dr Ea d dt2 dc2 And Mtc Cb Eb Cr Er Ca Ea If Minimum stress Qr The neutral axis is located in the steel section governed by concrete and steel reinforcement gt CASE 3 Qr relating to the shear connection Ca TaMax Qr 2 because Ta Qr Ca and Ta TaMax Ca CaMax Q b1 t1 Fy Ca lt CaMax The neutral axis is located in the web of the steel section gt CASE 3a Codes distinctive features S16 01 Qr 2 40 If not consider the steel section only Qr acting at a 2 not at te 2 a thickness of the concrete transmitting Qr S6 88 Ok S6 00 This case is not covered Qr shall be equal to 100 steel section only Or d hi aie tk ti Ca l t Eq Ea d H uat Ta i fe Where tfc Ca b1 Fy thickness of the compressed part CivilDesign Inc Engineering Software 12 9 CHAPTER 12 COMPOSITE BEA
25. This function available under the Structure Tools menu calculates the effective length factor K for a restrained member located between two joints The user has to specify K factors for particular cases In fact the program verifies if lateral bracing has a minimum stiffness to prevent the buckling of the member that is attached For example if VisualDesign found that some lateral members have not a sufficient stiffness members that are attached to those members will be design with a greater KL r The calculation of the ideal stiffness is based on the theory of Theodore V Galambos Guide to stability design criteria for metal structures 4th edition 1988 pages 55 to 57 Kx and Ky values are generally equal to 1 If elements are continuous and make up a sole column between two floors VisualDesign calculates new K values for each element in order to obtain KL value equal to the total length Example Lux Inf Noi ate UT L22 Ke25 L K 3 xl L K 3 L 3 K 1 667 L K 3 For truss crossing members connected at their centre the program considers a K factor of 1 on half of their total length distance between end connection and bolt connection If you wish to consider the total length of crossing members in the case where the two bracings are in compression at the same time you must create a group for these members and specify Kx and Ky factors in the Steel Design tab of Member Characteristics dialog box Automatic ca
26. Available options are SMRF Steel moment resisting frame CMRF Concrete moment resisting frame Other Editing No Single click Single click Single click Single click Double click Single click Double click or Space bar Single click Double click or Space bar Double click CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Column T Met T Met C Met C Met hod A hod B hod A hod B V Method A V Method B V Vdyn Torsion M Modal M M Desctiption Empirically period calculated according to art 1630 2 2 Equation 30 8 Fundamental period calculated according to art 1630 2 2 Equation 30 8 Seismic coefficient indicated at Table 16 Q Seismic coefficient indicated at Table 16 R Total weight of the structure acting towards this direction Design base shear exerted at the base of the structure according to art 1630 2 1 Equation 30 4 Minimal lateral seismic force exerted at the base of the structure according to art 1630 2 1 Equation 30 6 Lateral seismic force exerted at the base of the structure and obtained from the dynamic analysis This result is available when the spectral analysis is completed Torsional moment at the base of the structure Percentage of modal mass used This result is available when the spectral analysis is completed CivilDesign Inc Engineering Software Editing No 7 57
27. Canada Normal amp Level 1 8 16 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS Here is a description of fields included in this page Field Specifications Code Transitory Loads Description Select the code or standard that will be used for the design and for the generation of required moving load cases Specify the loads to be used in this project Normal amp Level 1 Design Level 1 2 or 3 Bridge Evaluation Alternative Select the moving load to be used in the generation in the Moving Loads list box below Moving Load Cases to be Generated 2D or 3D Moving Loads Activate the radio button that represents the modeling of your project N B For a 2D project you must define axles factors and apply them to spans and supports Refer to 2D Axles Factors spreadsheet If alternative transitory loads have been specified select a moving load among the list Characteristics of Moving Load Cases Prefix Moving Load Axis Traffic on Moving Load Axis Managing Moving Load Cases CivilDesign inc Engineering Software If needed specify a prefix that will be used for the generated moving load cases Select the axis from which moving load cases will be generated The local axis system of moving load axis is represented by the X and Y axis on the image above Specify the direction of traffic on this axis Forward gt gt Backward l
28. Click on this icon to mask or display the series legend of the diagram Properties Click on this icon to modify the diagrams view options through the Chart FX 98 Properties dialog box It is composed of the General Series Axes and 3D tabs Look at the tables below to learn more about each tab The General tab This dialog box allows you to set general settings in the chart like Major Unit Gridlines and Colors for the chart Field Description Effects 3D Check this box to switch from 2D 3D views Cluster Z Axis When displaying a clustered chart each series will have its own position in the z axis This means if you have a 3 series chart each data series will occupy one row of data and there will be 3 rows z axis clusters in the chart Stacked This function is not activated Axes styles This option allows you to change the axis drawing style CivilDesign inc Engineering Software 11 65 CHAPTER 11 TOWER DESIGN Field Grid lines Colors Palette Scheme Background Chart box Title Description This option allows you to draw vertical and or horizontal gridlines This option allows you to change the entire chart palette This will affect all elements in the chart This option allows you to change the color scheme for markers This option allows you to set a color for the background This background is the box where the chart is enclosed This option allows you to set a color
29. Column Tf max Tf max Load Combination Cf max Cf max Load Combination Tension Gross atea Resistance Tension Gross atea Design load Tension Gross atea Derogation Tension Net area Resistance Tension Net area Design load Tension Net area Derogation Compression Pure Resistance Compression Pure Design load Compression Pure Derogation Description Maximum tension force calculated for this member Name of the load combination that created the maximum tension force in this member Maximum compression force calculated for this member Name of the load combination that created the maximum compression force in this member The tensile strength of the member considering the gross area The tensile design load of the member considering the gross area Check box x The tensile strength of this member is insufficient considering its gross area The tensile strength of the member considering the net area The tensile design load of the member considering the net area Check box x The tensile strength of this member is insufficient considering its net area Pure compression strength of this member The member design load regarding pure compression Check box x The pure compression strength of this member is insufficient CivilDesign inc Engineering Software Editing No 11 57 CHAPTER 11 TOWER DESIGN Column Description E
30. Define the left top right and bottom margins in inches Orientation Portrait Check this box to look at the diagram in the vertical way Landscape Check this box to look at the diagram in the horizontal way Use by default Check this box to use the above parameters by default Print Press this icon to print the diagram In the Layout tab choose the Landscape orientation This option must be selected even if you activated the Landscape orientation in the Page Setup dialog box Print Preview function Zoom a Click on this icon and with your cursor draw a window around the elements that you wish to zoom in The icon will still be activated to let you zoom again To go back at a normal view click on the icon again Horizontal grid Click on this icon to display a horizontal grid Vertical grid Click on this icon to display a vertical grid Series Legend 12 42 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Click on this icon to mask or display the series legend of the diagram Properties Click on this icon to display a vertical grid Click on this icon to modify the diagrams view options through the Chart FX 98 Properties dialog box It is composed of the General Series Axes and 3D tabs Look at the tables below to learn more about each tab The General tab This dialog box allows you to set general settings in the chart like Major Unit Gridlines and Colors for the chart F
31. Design Brief M M suede 70 Numerical Display of Members Design Load sentent enne 71 Steel Design Results eere erre erre eene nnn nnn nana nana annua 10 72 Steel Design Results Spreadsheet eene tette 72 Member Internal Forces from the Design Results spreadsheet sss 76 Print Preview ot Design Bite b e eret thi ert t DU e eras 76 Desir di 77 Internal Forces and Deflections for Design Groups 78 Bolted Connection Design Results essent 79 CivilDesign inc Engineering Software iii CHAPTER 10 TABLE OF CONTENTS Seismic Steel Design S16 01 ee eere eere eene nnn nnn 10 81 Commentary on Seismic Design Requirements Clause 27 CAN CSA S16 01 81 Member Usages for Seismic Design 816 01 sss tenen 82 Moment Resisting Frames auus 82 Concenttically Braced Frames dede ed tede I RR PRA Rer d eR oria d 84 BecentticallyBraced ETAtnes ceci rt etia e e ee er eget e Re KEREKERE KETIA 86 Plate Walls not yet available aate ab dte eter tritt ene saii 88 Procedures Seismic Steel Design 816 01 89 Seismic Design Results cree erre eren nnne anna nnn nana nana 10 92 Steel Design Results Seismic Design ssssssseseeeeeeeeeene tentent 92 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN General
32. Design of reinforcement in positive bending zones Design of reinforcement in negative bending zones considering rebars that have been placed in the previous step At the launching of design there is no bar placed in the continuous system VisualDesign will start by placing the required rebars for positive bending moments lower part of the section Then the program will place rebars for negative bending moments considering the rebars in the upper part When the window is open all rebars are present in the elevation view and the calculation of Mr considers these rebars in all points If VisualDesign cannot find a solution for the design the chosen solution will respect the c d ratio and will show the biggest Mr value CivilDesign inc Engineering Software 13 3 CHAPTER 13 REINFORCED CONCRETE DESIGN Materials Steel Grades amp Reinforcing Bars Concrete Materials Spreadsheet Group Shared Data VDBase mdb Column ID Number Distribution G u Density Density E f c Thermal Coeff fic fct a max ef Ect Description Calculated automatically 12 alphanumeric characters Assign a Public or Private distribution to your personalized object A private object will not be merged into another database at the opening of the file The distribution of a pre defined object is Public and is not editable Modulus of elasticity of concrete Shear modulus Poisson s ratio Material de
33. If you modified data in a spreadsheet the multiple selections will not be transposed on the screen You must exit the modified spreadsheet and call it up again Spreadsheets allow multiple selections of elements in the Rebar Placement window if this selection is homogeneous meaning that elements must be of the same type If this is the case the Properties and Delete functions will be activated Translation Function You ate allowed to translate elements in the x y and or z direction with the function Translation available in the Edit menu of Rebar Placement Window The translation can be apply to some elements only or to all elements include in a continuous system such as longitudinal rebars stirrups or prestressing cables Delta of translation is always given according to the continuous system local axes of a beam or column 13 94 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN The Translation function calls up this dialog box Translation Ed r Objects to Translate I Stirrups V Longitudinal Rebars Cables Coupes r Translation delta EI Longitudinal 2 0 78 Elevation y Transverse x Cancel IT Options Definition Objects to be The Szrrups Longitudinal rebars and or Cables boxes will be shaded translated and checked if you selected elements on your screen before selecting the Translation function Checked boxes inform you on elements
34. Maximum Length Maximum manufactured length for this bar CivilDesign inc Engineering Software Editing No Single click Double click Single click Single click Single click Single click Single click 13 9 CHAPTER 13 REINFORCED CONCRETE DESIGN Column Colour Factor k Plain bar Surface Description Colour assigned to this bar To modify it double click in the cell and choose another one among the list box This factor is used to calculate the development length for pain bars It must exceed 1 0 Ex Dev length of plain bar k development length for deformed rebar calculated by VisualDesign Type of surface for bars that are composing this mesh Rebar Bending Shapes Editing Double click Single click Double click This spreadsheet located in the Common Reinforcement menu includes a list of standard bending shapes that can be used for Concrete Design If you own the Reinforced concrete design module you will choose bar bends within the Main Reinforcement spreadsheet and Transverse Reinforcement spreadsheet in order to design continuous systems in your structure In fact these two spreadsheets have a column titled Bending Shape which includes all the bending shapes that you will find in this table Group Shared Data VDBase mdb Column ID Distribution Image Bend number Alias Description Automatically calculated Assign a Public or Private
35. Min Height Max Width Min Width Maximum Capacity Factor Service Condition Description Design Choose the group of sections that can be used for the design Verification Not required Choose an option for the design Standard or Truss 610mm Interaction equations are different VisualDesign will search for this type among the selected group of sections Vetification Not required Design only Specify the maximum height for optimized sections Design only Specify the minimum height for optimized sections Design only Specify the maximum width for optimized sections Design only Specify the minimum width for optimized sections The design is done with respect to this given percentage of capacity For example if a value is inferior to 100 it means that you are more severe than the chosen code Select the conditions that will be applied to this building Dry or Wet Treatment Indicate the treatment Treated unincised Treated incised lt 89mm Fire Retardant Treated or Not applicable Kt Specify the Kt factor to be considered as stipulate Fire retardant in table 5 4 3 of CAN CSA O86 01 Standard treatment Kt E Specify the Kt factor to be used with the Young Fire retardant modulus E as stipulate in table 5 4 3 of treatment CAN CSA O86 01 Standard Description Describe this specification if you want to See also Truss Application Timber Design Spreadsheet Members Ed
36. Nomenclature of Trucks Axles Wheels Tab Definition of Moving Loads Moving Load Cases Generator Moving Load Cases Spreadsheet Imbalance Factor 2D Axle Factors Bridge Spans Factors Tab The Moving Load Cases Components Tab The Moving Load Analysis Dialog Box Moving Load Analysis Procedures Moving Load Axes Definition of Moving Load Envelopes Moving Load Analysis and Culvert Design Copying a Moving Load Case along with Components Moving Load Axes Three moving load axes can be defined in VisualDesign within a single project Axes can be located on members along plates one side and along floors one side The moving load axis must be selected in each of these elements dialog box The side of the floor or plate must also be specified as the location of the moving load axis CivilDesign inc Engineering Software 8 1 CHAPTER 8 MOVING LOAD ANALYSIS Then when moving load cases are defined Loads Moving Loads Moving Loads Cases a moving load axis must be selected for each moving load case If you do not want to include one particular case in a moving load envelope simply select the option Not required in the column titled Moving Load Axis Display moving load axes through the Attributes tab of View Options dialog box Plate Local Axis System e Go to the Attributes tab of View Options dialog box and activate the option Local Axis system in the Plates section Plate Local Axis System j Point 0 0 0 corre
37. Selection of Reinforcement in a Concrete Specification 22 Concrete MemberS s nnn 13 23 Modeling a Concrete Member ssnsnennisieaiiini iati i 23 CivilDesign inc Engineering Software i CHAPTER 13 TABLE OF CONTENTS Rigid Extensions i 23 Automatic Calculation of Rigid Extensions essent terne 24 COME HOT Dinen EER EE ertet nette ferte Rio i erar tete RRN 25 Ahpnments CY Be CR M M M 25 Rieid Extensiofis ez ee donee e SEE eue 25 Weight Of RipicsPxtensiOns ned c edente teda tende ee dod dete e en dec e eques 27 Modeling Valid Rigid Extensions sse tentent tenens 27 Semi Ripid Connections s i pnt perti e rte reper E esd 28 Concrete Design gcip 30 Modeling a Continuous System with a Variable Geometry sse 31 Members Spreadsheets Leere er irer erae nean aan aaa nana ua 13 34 The Members Spreadsheet ean iei titor tori e Hit siete Rodeo edet deo 34 Connection Spreadsheet titer tore eter re ba rere eee oki 36 Concrete Desion Spreadsheet i etre ee eet e e oh eae o ga estis 38 Continuous Systems General e eere erre eren nnn nnn nnn nnn 13 40 Definition of Continuous Systems sese nee inisin ii i 40 Standard Continuous Systetis 2 deed ede redet pd disnosensserbsasspdesssydedaaussdighsden ssabeltessdsvenctebesens 40 Conti
38. Up to eighteen loading diagrams can be drawn e Finally the third part includes the following verification e Name of section and selected building code e Shape properties e Material properties e Critical load combination for combined bending compression forces in the member and forces that are considered in the design e Critical load combination for maximum shear force acting on the member and corresponding forces e Verification of KL r max Mr with and without lateral buckling verification of code provisions and deflections for Deflection load combinations if any e A list of geometric constants and K factors used for the design or verification e Conclusion 9 34 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN MESSAGES ABOUT KL R If you get a message telling that the parameter KL r is exceeding the allowable limit it means that a load combination created this maximum value for KL r It may not correspond to the critical combined forces governing the design Internal Forces and Deflections for Design Groups Activate an envelope go to Results Envelope and select this spreadsheet to look at maximum and minimum forces for a specific design group Group Envelope Results title Column Number Shape Value Bending Mx Shear Vy Bending My Shear Vx Axial Nz Torsion Tz u weak axis v strong axis w axial Description Design group number 12
39. amp Reinforcing Bars 13 4 Concrete Materials Spreadsheet cs scssocsssoesssssenssnasvosensasensssensovansosensavaassvensovanvenonvasanvevonvanceveee 4 Rebar Steel Grades Spreadsheet sus eer eda ee three pe ge tertia 5 Standard Reinforcing Bars Spreadsheet ss sss 6 The FRP Reinforcing Bars Spreadsheet sss etes 8 The Meshes Spreadsheet deerat ema er t e RARE IRI ded uis 9 Rebar Bending Shapes ssiisssisssicssiscsissssssssasisseassesescsssssvanassedbensticdessssasaeseausedtaeisssseabisasdossisesssvasedeanses 10 Project Configuration ec er urere enun ununi nnn u unu u nun u nuu ua ua 13 14 Concrete Desion Tab eee eee e eR PRENNE Re eee toi eie o deua 14 Specifications url llulllluluuuu nean a mara aan nana a Rau aun au RA 13 16 Concrete Specification Spreadsheet sss 16 The General tabes sten optet pt o RR PRETI enge Fines 16 Note 1 Maximize Mr and Maximize Vr eene nennen nennnnenennn 17 Optimization of Main Reinforcement ede de eee tete testet estne tn rt tenni detener 17 The Beam Colutan7 Joist tabasin ipee te erai a Ei UR ee Gd 18 The Beam slab tab s tenerte sduteeeeetinettene mies iie tie e epe ied e eben EE 19 The FE Slab tab Concrete SpecificationS ess ssssessssesssseessreessreessreessrreereessntensntennreesnrsnrrensee 20 The Shear Wall tab Concrete Specifications essent 20
40. cold formed without stress relieved or class H hot formed with stress relieved The user must indicate if the section is stress relieved or not by ticking the appropriate box in the Member dialog box CivilDesign inc Engineering Software 10 5 CHAPTER 10 STEEL DESIGN Elastic Lateral Torsional Buckling This topic describes equations that VisualDesign when verifying the bending strength of steel members considering torsional buckling Reference Guide to Stability Design Criteria for Metal Structures John Wiley amp Sons 5 d Theodore V Galambos p 194 197 Simply supported doubly symmetric beams of constant sections Non uniform bending Mcr CbMOcr Equation 5 3 MOcr Critical buckling moment Cb Equivalent uniform moment factor MOct is equal to M ocr CANET y GJ A A W 2 Where L is the span length E and G are the elastic and shear moduli respectively and Iy J and Cw are respectively the minor axis moment of inertia the St Venant torsion constant and the warping constant W 4A EC w LN GJ Equation 5 2 ae 12 5M max 2 5M max 3M 1 4M s43Mc Equation 5 4c Equation 5 1 Where Cb applies to any shape of the moment diagram curve between the brace points M max absolute value of the unbraced in the unbraced segment MA MB and MC are the absolute value of the moments at the quarter point centre and three quarter point respectively in the unbraced segment See also Steel Design
41. continuous system Subdivisions of continuous system as specified in Project Configuration Envelope of maximum shear strong axis Envelope of minimum shear strong axis Design load for shear at this location within continuous system Strain in longitudinal reinforcement for the calculation of shear resistance on strong axis Angle of inclination between diagonal stains in compression and the element longitudinal axis Factor that takes into account the shear resistance of cracked sections Concrete shear resistance Editing No No No No No No No No 13 122 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column dv Description Shear resistance of steel reinforcement Shear resistance Vr of the section at this location within continuous system Distance from extreme fibre in compression to the centre of gravity of the tensioned reinforcement at this location within continuous system Distance between extreme fibre in compression and centre of gravity of bending reinforcement VisualDesign uses the smallest calculated value if it is relevant Bridge Evaluation only F U Xi Live load Capacity Factor Code S6 00 Reduction factor applied to shear resistance Shear Force tab Column Group Concrete Results Column On Strong Axis Member Number Vfy max Vfy min Design load for Shear Vey Vsy Vry Desc
42. of snow load if applicable Number of requested modes It represents the number of specific values and vectors For a spectral analysis in keeping with the National Building Code Canada 1995 you must select 2 to 3 modes per story Number of calculated modes Number of modes to be calculated in order to obtain a quicker convergence of the analysis A default value is suggested depending on the number of desired modes Refer to topic Number of Calculated Modes Consider horizontal DDF Activate this option if you want to get horizontal only vibration modes only Gravity vibration modes will not be considered Include non linear effects Activate this option if there are cables in the structure ot if the building is very tall 40 stories Number of iterations Number of iterations for modal analysis Default value is 500 Tolerance Tolerance for modal analysis convergence Default value is 1E 10 and is usually satisfying Results window This window shows the modal calculations in progress If you get a message that is warning you about the Jacobi matrix it means that the structure is not stable DATE AND TIME VisualDesign now displays the date of analysis in the Modal Analysis dialog box You will also find the time it was launched and the time it ended in the upper part and lower part of the dialog box 7 32 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Number of Calculated Modes The Number
43. 16 Total height of the structure from the base where the base of the structure is the level at which horizontal earthquake motions are considered to be imparted to the structure Proportion of V to apply as accidental torsional effects during spectral and time history analyses Method of calculation used to evaluate likely internal stresses in elements Choose the SRSS or CQC method SRSS Square Root of Sum of Squares CQC Complete Quadratic Combination Refer to topic The CQC Method Tolerance that is used to distinguish a dynamic level from another If the distance between two levels is within this tolerance seismic loads will be merged Seismic levels will be considered c c of floors Activate this option to add inelastic effects in analyses P Delta Inelastic effects are calculated according to article 4 1 9 1 28 of NBC 1995 Check this option if the building has a regular geometry Activate this box to consider ductile frames for a seismic steel design according to section 27 of 816 01 standard Click on the button to open a selection tree that allows you to select an accelerogram The accelerogram is graphically shown and can be printed with the toolbar on top of the graphic 7 28 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Parameters Definition Duration Fix a maximum time in seconds for applying the accelerogram This time shall be less than or equal to 200 sec Be
44. 4 9 1 of CAN CSA A23 3 95 Standard Select option x if you want VisualDesign to create a polyline and place rebars in such a way to fit the varying surface of concrete elements for a member that will be part of a continuous system with a variable geometty Activate this option x if this member is prefabricated Activate this option x if there is backfill over the top of the section for the placement of temperature reinforcement according to article 7 8 11 2 of CAN CSA S6 00 Standard Activate this option x if there is backfill over the bottom of the section for the placement of temperature reinforcement according to article 7 8 11 2 of CAN CSA S6 00 Standard Shaded field that informs the user of the member order among the continuous system Editing No No Single click Single click Double click Double click Double click ot Space bar Double click ot Space bar Double click ot Space bar Double click ot Space bar No 13 38 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Description Editing Continuous Shaded field that informs the user of the No System continuous system number in which the member belongs See also Continuous System Continuous Systems Spreadsheet Rebar Placement window CivilDesign inc Engineering Software 13 39 CHAPTER 13 REINFORCED CONCRETE DESIGN Continuous Systems General Definition of Cont
45. 40 If not consider the steel section only If the steel reinforcement is not considered gt Cr 0 S6 88 Criterion for hc w 685 V Fy not for h w 1700 V Fy 12 6 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS S6 00 Criterion for hc w 850 V Fy not for h w 1700 V Fy Qr 100 If not consider the steel section only If h w 1700 N Fy gt Web of class 1 or 2 gt CASE 2b TM dl h Where Cb 0 85 Gc te be fc Cr Or Ar Fy Ca TaMax Cb Cr 2 because Ta Cb Cr Ca and Ta TaMax Ca hc Ca b1 t1 Fy w Fy Asc b1 tl hc w As total area of the steel section dc b1 tl t1 2 he w t1 he 2 Ase dt As yb Asc d do As Asc Eb d dt to te 2 vt Er d dt dr Ea d dt dc And Mrc Cb Eb Cr Er Ca Ea If hc w gt 685 V Fy according to S6 00 or hc w gt 850 V Fy according to S6 00 gt Web of class 3 or 4 CASE 2c Codes distinctive features CivilDesign Inc Engineering Software 12 7 CHAPTER 12 COMPOSITE BEAMS S16 01 This case is not covered The code uses the steel section only S6 88 Criterion for hc w gt 685 N Fy none for h w gt 1700 V Fy Calculation Elastic for steel and plastic for concrete S6 00 Criterion for hc w gt 850 N Fy none for h w gt 1700 V Fy Qr 100 If not consider the steel section only Calculation Plastic and removing the excess
46. 495 00 292 00 Not applicable 1 1 GL80x38 2 GL80x38 2 Timber x x L Public 75 00 80 00 GlueJaminated 1 2 GL80x38 3 GL80x38 3 Timber x x L Public 114 00 80 00 GlueJaminated 1 3 GL80x38 4 GL80x38 4 Timber x x L Public 152 00 80 00 GlueJaminated 1 4 Glue laminated sections A Glulam composition is selected for glue laminated sections The number of laminations must be specified for local x and y directions The member local x axis is always corresponding to the strong axis Y local Y local X local X local Customized sections Create your own sections by inserting lines at the end of the spreadsheet Specify the dimensions b and d only If it is a glulam section the columns shown just above must also be filled Use the same prefix or GL to localize your customized sections into the Material selection tree or use a new prefix This Material selection tree is accessible through the Member Characteristics dialog box by pressing the I Beam Icon See also CivilDesign inc Engineering Software 9 9 CHAPTER 9 TIMBER DESIGN The Rectangular Sections Spreadsheet Timber Design tab Timber Species and Properties Timber Nomenclature Availability of Timber Sections Rectangular Shapes Spreadsheet Rectangular section Group Shared Data VDBase mdb Column Description Editing ID Calculated automatically No Metric The metric designation for this section 12 Single click Designati
47. 95 Clause 4 1 9 1 7b The empirically calculated period as per code Period based on dynamic analysis Seismic response coefficient empirically calculated as per code Seismic response coefficient calculated using the appropriate period of dynamic analysis Selected seismic response coefficient Equivalent lateral force exerted at the base of the structure and representing the elastic response Total mass of the structure acting in this direction Minimum lateral seismic force at the base of the structure Lateral seismic force exerted at the base of the structure based on the dynamic analysis This value does not include factors R and E The result is available when the spectral analysis is completed Torsion moment at the base created by accidental torsion effects Percentage of modal mass used This result is available when the spectral analysis is completed empirical period according to CNB 95 According to the type of frame the user must select one of the following options the formula is written to avoid any confusion Editing Double click Single click 7 52 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS RF General where T 0 1N General moment resisting frame RF Steel where T 0 085 hn Steel moment resisting frame RF Concrete where T 0 075 hn Concrete moment resisting frame Other where T 0 09 hn Ds 2 Braced structure Force modificat
48. Analysis and Cyclic Design Limitations e Interstory sliding and lateral deflection caused by earthquakes are evaluated at each floor level The user has to verify these drifts to make sure that they are within the allowable limit e The calculation of the unsupported length is not valid for continuous members having different beta angles For construction this case is very rare almost impossible e Lateral buckling of built up sections is not included in this module e Torsion that reduces bending capacity is not included except for the Tower Design Module See also Convention Forces in Member P Delta Effects Inelastic Effects caused by an Earthquake Classification of Sections Code Provisions Considered in the Design Deflection Calculation Method Shear Energy Definition of Bolted Connections Bolted Connection Design Results Steel Design Procedure Steel Design Result Steel Design Criteria CivilDesign inc Engineering Software 10 1 CHAPTER 10 STEEL DESIGN Convention Forces in members Sections strong and weak axes BE GL F Fa L L h The resistance of sections Mr and Vr and results internal stresses and deflections are given in accordance to the local axes system x y z The local z axis is longitudinal to the member Mry vir Mrx Vrx4 Vry t ay Mrx Vrx Mry N N N N 10 2 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN For steel
49. Bars PRP Reinforcing Bars Meshes Bending Shapes Cable Steel Grades Strands Post tensioning Mechanisms CivilDesign inc Engineering Software 13 89 CHAPTER 13 REINFORCED CONCRETE DESIGN REBAR PLACEMENT Continuous System Concrete Specifications Main Reinforcement spreadsheet Transverse Reinforcement spreadsheet Cross sections Cable Groups and Layout Bar List Automatic Generation of Cross sections RESULTS Loss of Prestress in Cables Stresses at each construction stage Graphs Intermediate Results General Results 3D Interaction Curves HELP Using Help Reminder Editing Keys About VisualDesign See also Rebar Placement window Legend List of Toolbars Toolbars Icons Standard Exit Save Rebar Placement Copy Paste Undo Redo Print Print Preview Contextual Help Kt 8 3 amp ole ala vj Cursor Activate Cursor Mode Move Stretch Th t 13 90 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Toolbars Icons Edit Properties Delete Add a longitudinal rebar Edit r amp 4 View Zoom Window Zoom Global Zoom Zoom Dynamic Pan View Options UTERE 1 Increase Font Size Reduce Font Size Graph Qlalalay mo um v a a a See also Rebar Placement Window Legend A legend is posted at the right of the continuous system elevation view It includes the project title and n
50. Design Results Column Description ID Automatically calculated Number Section number Design Load Ratio between the maximum factored shear force Shear in the shear wall and the shear wall resistance to shear Design Load Ratio between combined factored compression Interaction and bending and resistance of the shear wall to these combined forces As Ag Maximum ratio of supplied area of steel to the max gross atea of concrete section CivilDesign inc Engineering Software Editing Editing No No No 13 113 CHAPTER 13 REINFORCED CONCRETE DESIGN The Beam slab tab Group Design Results Column Description Editing ID Automatically calculated No Number Section number No Design Load Mf max Mr No Positive Moment Design Load Mf max Mr No Negative Moment Design Load Vf max Vt No Shear Cracking Ratio between the calculated cracking under No Positive Moment positive bending moment and the specified crack control parameter for positive bending Cracking Ratio between the calculated cracking under No Negative negative bending moment and the specified crack Moment control parameter for negative bending Design Load Ratio between combined factored compression No Mf Nf and bending and resistance of the slab to these combined forces Design Load Ratio between combined factored tension and No Mf N f bending and resistance of the slab to these combined forces Bar List Continuous System
51. Duration Time pitch Save node displacements 20 sec joo sec m Number of subdivisions for diagrams Loaded members Unloaded members Unloaded hinged members Reinforced concrete members fio sj fio s fio s 20 sj Cancel This table describes the fields in this dialog box Field Type of analysis Description Help Activate a linear or non linear static analysis or a static analysis with release if supports or members need to be released during analysis Refer to topics Types of Static Analysis and Tension only Members CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Field Tributary Area Parameters for Non linear Analysis Max Variation for axial P Max Variation on Displacements Number of iterations Rigidity factor axial release Parameters for Cyclic Design Number of cycles optimization Number of cycles corrections Number of subdivisions for the diagrams General Dynamic Loadings Duration Time pitch Save Node Displacements CivilDesign inc Engineering Software Description You must specify if the reduction factor due to tributary area should apply to compression or bending With the drop down list box select the code that will be use for the reduction of tributary surface Parameters ate shaded if you activated a linear analysis If you activated an analysis with release only the number of
52. Forces spectral Forces accidental torsion Forces inelastic effects The contribution of displacements due to seismic effects must not be multiply by the factor R Then we get Displacements seismic R x Displacements spectra R x Displacements accidental torsion Displacements inelastic effects See also Linear Seismic Directions spreadsheet 13 66 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Shear Wall Ductility and Design of Shear Walls The following flow charts represent the CAN CSA A23 3 code provisions that the software uses to design shear walls considering three ductility Not ductile nominal ductility and ductile Shear Wall Not Ductile Simplified Method Aw min always there Art 11 2 8 s stirrups s horiz rebars Wall thick ness gt 250mm 4 bars at junctions and ends of wall s stirrups and horiz rebars s vertical bars Art 143 2 As gt 0 0015Ag Calculation of Vc amp Vr Art 11 2 8 Art 14 3 2 Vf 0 5 Vc As gt 0 002Ag Art 14 3 4 2 layers reinforcement Art 11 2 8 4 Min stirrups A A i 0 Art 11 3 5 1 Calcul of Ve for 0 06 sqri f c bw s fy fs iiie RM mE Vcz 0 2Lamda Phi csqri f c bud Placed at d lt 4 3 wall thickness Art 11 3 4 Calcul of Vr Art 11 2 11 s max stirrups VeEVoerVs b 300mm or 0 35d if nm Vr lt Vct0 8Lamda Phi c sqri fc bwd Virbwd gt 0 1Lamda Phi esqrffc
53. ID Number Specification Group Kx computation Ky computation Ky Kz computation Kz Description Automatically calculated Member number Choose a steel specification in the drop down list box Specifications are defined in the Steel Specifications Spreadsheet Choose a member design group if desired Specification is included in the Groups spreadsheet Choose an automatic or manual computation of effective compression length factor relative to strong axis Effective compression length factor relative to strong axis For an Auto computation the Kx coefficient is automatically calculated Choose an automatic or manual computation of effective compression length factor relative to weak axis Effective compression length factor relative to weak axis For an Auto computation the Ky coefficient is automatically calculated Choose an automatic or manual computation of Kz If the Automatic box is activated VisualDesign will consider the specified value in the Steel tab of Project Configuration See also topic Automatic Calculation of Kx Ky Kt and Kz Effective compression length factor in the orthogonal z axis CivilDesign inc Engineering Software Members Spreadsheets Editing No Single click Double click Double click Double click Single click Double click Single click Double click Single click 11 19 CHAPTER 11 TOWER DESIGN Column Kt computatio
54. Length e 50 mm Length e 50 mm Fastenings Nails Syst Factor Kh p Auto o v Auto N A Kh 1 0 7 m Calculation of effective net area m Allowable Deflection Lx strong axis Hole Width o mm Lx fo Ly o mFactor Kx strong axis rFactor Ky weak axis Cancel Apply Help Sawn Timber The species and classification must be specified through the list boxes Glue Laminated Sections The species must be specified but the classification is not required MSR and MEL Classifications The value for shear stress fv must be specified This value is obtained with the mechanical tests Otherwise results will not be valid because the default value for fv is zero 9 20 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Look at this table to learn more about parameters included in the Timber Design tab Field Design Parameters Design or Verification Specification Design Group Bending Laterally Supported Members Top and Bottom Fibre Fixed Lex Description N B You must choose between a design group OR a Specification This shaded field informs you about the type of analysis that is going to be carried on as you specified in the timber specifications spreadsheet Choose a timber specification among the drop down list box If it does not exist press the button next to this field and define one Select t
55. Loads D2 MV Stage 8 Extra Dead Loads D3 Bridge Design Fatigue in Studs Design life v I years Nd 0 1L support 5 Nd elsewhere n Lane Factor p 1 85 ADTT 4000 Studs in the negative bending zone m Ratio n E steel E concrete Long Term Effect Short Term Effect r Ratio of modulus E and G Non effective stiffness E original stiffness K Cancel Apply Help 12 16 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Ratio n E steel E concrete Long Term Effect Ratio z is equal to 3 0 for the calculation of inflexion points and long term deflection under permanent loads Short Term Effect Ratio 7 is equal to 1 0 for the calculation of forces due to live loads for a short term period Ratio of modulus E and G Non effective stiffness E original stiffness This ratio represents the difference between the stiffness of liquid and solid concrete for the analysis of construction stages Bridge Design Fatigue in Studs This topic is based on Code S6 00 clause 10 17 2 titled Live Load induced Fatigue Here is a description of each field Field Description Design life y Design life equal to 75 years unless otherwise specified Nd 0 1L support Refer to Table 10 17 2 3b Values of Nd Code S6 00 Nd elsewhere Lane factor p p is 1 0 0 85 or 0 8 for the cases of 1 2 or 3 or more lanes avai
56. Move selected cable towards Ctr Move direction z along continuous system length Elevation view Create a cable deformation Shift Move towards y direction Elevation view Create a cable deformation N a Move towards z direction 13 102 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Editing Cross sections Location Action Control Keys Select Function Cross section Selected the cross section N a Move outline and move it towards y or z direction The line of cut on elevation view will not move Line of cut on Move the line of cut along N a Move Elevation view continuous system z direction The cross section will move along the line of cut See also Activate Cursor mode Move Stretch Editing Cross sections Save Rebar Placement As Copy Identical Continuous system Moving a Whole Cable Layout Deforming a Cable Segment Modifying Spacing between Cables CivilDesign inc Engineering Software 13 103 CHAPTER 13 REINFORCED CONCRETE DESIGN View Options Rebar Placement Window View Options Dialog Box The View options icon of Rebar Placement window While designing continuous system reinforcement in the Rebar Placement window press this icon to call up a View Options dialog box that will help you visualizing elements The View Options dialog box that will appear is composed of three tabs Rebar Placement Dimensions and Colours Use these tabs to select what you want to
57. Mr L Weight A23 3 Desian CAN CSA4 423 3 94 Design 100 00 Maximize Mr Maximize Mr L Weight 4 CAN CSA A23 3 94 Verification 100 00 Maximize Mr Maximize Mr L Weight Generation modules Culverts and Abutments Piers amp Retaining Walls automatically create concrete specifications and assign them to continuous systems The General tab Group Structural Data Column Description Editing ID Automatically calculated No Number Specification number 16 alphanumerical Single click characters Code Choose the building code that will be used for the Double click design or verification of continuous systems Type of Analysis Indicate in which case the specification will be Double click used for Design or Verification If you selected code S6 00 the option Bridge Evaluation will be available 13 16 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Maximum Capacity Factor Calculation Method Mr Vt positive Calculation Method Mt Vr negative Epoxy coated bars Optimization Main teinforcement Material Main reinforcement Selection of Main Reinforcement Design method Calculation method for beta2 Description The design is done with respect to this given percentage of capacity For example if a value is inferior to 100 it means that you are more severe than the chosen code Choose an option for the calculation of main and transverse reinforce
58. Results CivilDesign Inc Engineering Software 7 79 MOVING LOAD ANALYSIS CivilDesign inc Engineering Software CHAPTER 8 TABLE OF CONTENTS TABLE OF CONTENTS Chapter 8 Moving Load Analysis General sscsssssnssnsccsensenseseesensonsonsocecsonsonsensonensonsonsecsesonsonsoneesensonsonsenensonsn 8 1 Moving Eoad Analysis eee terreri ete eee tee o t qe pte iei eee 1 Moving Load Axe8 c M 1 Tracks Nomenclature itte ier tb teet bb a e ta tree vu indubie b rebut 3 Position of Truck Axlesand Wheels ertt eee etd 4 Imbalance actor uie tetto obti ei bet etii te ETSE Ss otii SENO i dirae aia 5 Pre Defined Trucks ce ere e eer a nra nnaunana nana Rara nan aan aHa ana RR RR RR a RR ARRA 8 7 Definition ot Moving Loads eret tee Rent entrent eaaa e EEE GN 7 Moving Loads s CAN GSA S6 00 2 etie tte a e ed ER dei ente adde ien 7 Moving Loads AASETEO EREDJYOSd iit tette ettet ee reete tane coge atte hc d RR 9 The Frocks aba oec toes Lakes tse cS ais eeu ae deus sr clas aes ts eee Soaa ova va lone tette s 10 Create New Iraeksz dece HI RT nite e di HET gent RE CH IRE 10 The Axles W heels Tab nennen nne sne trees estne reset rr sne trente teste ns 11 Copying a Moving Load along with Axles Wheels seen 12 Axle Factors for 2D Models e erre eee ener n nnn n nnn n nnn a unn 8 13 2D Dynamic Load Allowance Factors iciscccsssasssosevsssascseteauasatevovesassosstsa
59. Results Spreadsheet Code Provisions for Steel Design In the evaluation of member capacity VisualDesign verifies each load combination according to CAN CSA S16 01 at each subdivision of every member It is very important that engineers create adequate load combinations and specify enough member subdivisions Refer to Analysis tab in Project Configuration to get a good design 10 6 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN VisualDesign verifies the following clauses 13 2 Axial Tension 13 3 1 Flexural Buckling 13 3 3b Class 4 members in Compression 13 4 1 1 Elastic Analysis Shear 13 4 2 Webs of Flexural Members not having Two Flanges 13 5 Bending Laterally Supported Members 13 6 Bending Laterally Unsupported Members 13 8 2 Member Strength and Stability Class 1 and Class 2 Sections of I Shapes Members 13 8 3 Member Strength and Stability All Classes of Sections Except Class 1 and Class 2 Sections of I Shapes Members 13 9 Axial Tension and Bending Clause13 8 4 is not considered in VisualDesign because of the method used in the calculation of stresses in the members Deflection Calculation Method VisualDesign verifies the deflection under service loads However users must specify a load combination having an Instantaneous Deflection status in the Load Combinations spreadsheet before proceeding with a design The deflection is usually calculated with live loads on
60. S6 00 Indicate in which case the specification will be used for Design or Verification If you chose code 6 00 option Bridge Evaluation will be available Design Choose a type of shape optimization for the design Area Inertia or Height of the section Vetification Not required Design Choose the group of sections that can be used for the design Vetification Not required Design Specify the steel shape that will be assigned to selected members VisualDesign will search for appropriate shapes among the selected group of sections Vetification Not required Design only Select the steel material that will be assigned to optimized sections If a HSS shape is specified as the design shape you must select its design thickness in the list box 1 0t CASC Can 0 9t CISC US or 0 93t AISC US Editing No Single click Double click Double click Double click Double click Double click Double cl Double cl lick lick 10 64 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Column Category Max class Max height Mx Min height Mx Max width My Min width My Maximum Capacity Factor Interaction Analysis of Connections Type of Connection Type of Hole Contact Surface Selection of Bolts Description Cold Formed Section only Specify a category This name must correspond to the one entered in the cold formed section spreadsh
61. Seismic Directions UBC 94 Linear Seismic Directions UBC 97 CivilDesign Inc Engineering Software 7 45 CHAPTER 7 DYNAMIC ANALYSIS Linear Seismic Directions CNBC 2005 Group Load case Data Column ID Number Dir x Dir y Dir z Envelope Tdyn Mode Calibration Torsion Structure Seismic Force Resistance System Description Calculated automatically Name or number for this seismic direction 12 alphanumeric characters Global x component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Global y component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Global z component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Select an envelope that will include this seismic direction if desired Usually an envelope is assigned per seismic direction But it could also include more than one seismic direction Refer to the Load Combination Generator to include these envelopes into the generation This vibration mode has the biggest modal contribution for this direction VisualDesign automatically initializes it This parameter is used to calculate the value of S dyn To calibrate seismic forces activate this option x Activate this option x to include accidental torsion effects into seismic calculations The torsion moment will be supplied at column To
62. Semi Rigid Connections Semi rigid connections or partial connections can be modeled at member ends 1 and j through the Connection tab Member Characteristics dialog box When the member has rigid extensions partial connections will be located at the interior ends of rigid extensions as shown below with spirals Therefore it is always located at the face of support beam or column Considering a beam of length L of stiffness EI L with rigid extensions and semi rigid connections of stiffness equal to Rki and Rkj we will obtain this model Rki Rkj 3 ELL 3 Inga Distance to face of supports m Ext Ext Noi Noj Where Rkj Fr El L Rkj Fr EL WARNING To model such partial connections appropriate stiffness factors must be specified Before using this option read the theory about semi rigid frames 13 28 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN This example shows a beam of 4m long with fixed ends with a uniform load of 20kN m If stiffness factors are equal to 6 Fri Frj 6 the positive bending moment and negative bending moments will be equal 20 00 20 00 20 00 20 00 D Friz6 E Frj 6 20 00 Note The calculated value of Rki or Rkj depends on the length of the member If you split up a member the partial rigidity will be adjusted to account for the partial rigidities that have been defined at the ends of original member
63. Species refer to the tree species Four species are available S P F D Fir L Hem Fir or North Species See also Timber Design tab Timber Species and Properties Timber Nomenclature Timber Nomenclature The name that appears in the Material Selection tree and in the Timber Properties spreadsheet is explained below Description of nomenclature The first term represents the classification of material the second term its species and the third its grade quality Example V1C_Northern_s e V Visual classification 1C indicates that available cuts are 6x10 8x12 10x14 etc e Northern The species is North Species e s The grade is Select Structural See also Member Dialog Box Defining a member section Timber Properties Spreadsheet CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Timber Sections Shape Designation Timber Sections ate listed in the Rectangular Sections spreadsheet Common Shapes for timber materials Shapes beginning with this symbol are sawn timber standard sections as per CAN CSA O86 1 Standard Glue laminated sections begin with letters GL Rectangular Shapes Spreadsheet Metric Imperial Material Canada USA Europe Distribution b Composition Number Designation Designation of pieces in local in local mm X direction Y direction 1282 445 12x18 Timber Public 445 00 292 00 Not applicable 1 292 495 112x20 Timber x x L Public
64. This column represents the type of 2D axle factor Double click to be used that applies to this envelope for a 2D project according to the chosen code 2D axle factors are defined in the 2D Axle Factors spreadsheet for a single loaded lane and for many loaded lanes Type of Load VisualDesign shows the required load Double click Combinations combinations and moving load envelopes as per or Space bar selected code Disable the option to withdraw the load combination from the generation See also The Moving Load Analysis Dialog Box 2D Axles Factors spreadsheet Load Combination Generation Wizard Moving Load Envelopes and Load Combinations Moving Load Envelopes and Load Combinations The following tables describes the required moving load envelopes along with the load combinations that are considered according to the selected code You wil find these default values in the Definition of Moving Load Envelopes spreadsheet Loads Moving Loads Envelopes CAN CSA S6 2000 Envelope Load Combinations Lane Overload Type of 2D Axle Factor Lm01 ULS all of them Yes Multiple lanes ULST no 1 Lm02 ULST no 2 No Single lane FLS CivilDesign inc Engineering Software 8 25 CHAPTER 8 MOVING LOAD ANALYSIS AASHTO LRFD 2004 Envelope Load Combinations Lane Overload Type of 2D Axle Factor Lm01 Strength all of them Yes Multiple lanes Extreme event all of them Service I Service II Service III Lm02 Fatigue Yes Single lane L
65. Upright member must be part of a closed polygon Procedure e Create a Wind type of load in the Loads Definition spreadsheet e Select the Wind tab and enter the wind parameters to be applied to panels According to S37 01 Standard Cd must be equal to 1 0 for wind applied on members For guys Cd must be equal to 1 2 and the wind load must be of the Auto wind type e Activate the Load Case mode and select this Wind load case in the list box e Select a panel by clicking on members To obtain wind forces considering the projected area with or without ice coating or with or without equipments go to Loads menu and select Load Cases Automatic Generation Wind on Panels 11 42 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN e If equipment is attached to this panel enter the corresponding bare flat area Afa round area Ara and radial ice area Aia in the spreadsheet Parameters will be automatically recalculated e Press the Add button to add these loads in this load case Here is a description of fields included in this spreadsheet Group Load case title Column ID Node Number Level Coord Y qh Pressure Af Afa Ar Ara Rs Kdf 1 Cdf Kdr 1 Cdr Description Automatically calculated Loaded Node Level of this node relatively to this panel Node coordinate in structural model Site specific wind pressure profile Design wind pressure Face area of
66. When a three dimensional mathematical model is used the accidental torsional effects need to be considered statically and combined with the design parameters to arrive at the final design values For cases where more detailed knowledge of the building motion or forces near the ultimate limit state is required a non linear step by step approach is indicated with consideration of a number of approptiately selected ground motions Overturning Moments A more refined method of accounting for the maximum overturning moments is through dynamic analysis CivilDesign Inc Engineering Software 7 3 CHAPTER 7 DYNAMIC ANALYSIS Torsional Moments The inertia forces induced in the structure by earthquake ground motions act through the centre of gravity of the masses If the centre of mass and the centre of rigidity do not coincide because of asymmetrical arrangement of structural elements ot uneven mass distributions torsional moments will arise Accidental torsion moments ate intended to account for the possible additional torsion arising from variations in the estimates of dead and live loads at the floor levels addition of wall panels and partitions after completion of the building variation of the stiffness with time and inelastic or plastic action The effects of possible torsional motion of the ground should also be considered In buildings with complete diaphragms such as complete reinfor
67. a up RO e Er he re erp tret i abel eate 33 Load Combinations 5L eee tite eate et epit neta iud 33 Anal IUE 12 34 Extra Calculations Composite Beams sssssssseeeen entente 34 Calculation of Forces and Sx for M and M ssssssssssssessssesssreessrressnrensnressnrensnrensnrensnressnesnreess 35 Negative Bendine Moments ide traced eie A eant ia eee amid vede te ami dati pet 35 Positive Bending Moments ee tete iie tette iet ee ie ied n d cr rada da 35 Value ot Vy cte o a uere tn aree oris A rh pedo et eb aur 36 Calc lati ni Ob Sx iate tpe hg tp D den edt t he rt id ab hee E ARE 36 Stresses inthe slapina en e t Rete e et he cette ts 37 Calculation of Deflection for Composite Beams sse 37 Without the Steel Design Module tie tert hei etre ei rn Pe doa 37 Wathithe Steel Design Module e e adparet relat eerte aise anteaters 37 Composite Beams Results eee ee err irn eene n anneau annua ana 12 38 Interpretation ausos ais ananas abut aluet e dts 38 Design Results at Construction Stages sse ttes 38 Nur bet of Required Studs nee ettet aii a 39 Stressesm Composite Beans etiaai ette abet ten icti 40 Prtocedutes i ed ed ule tdeo ba eem edente idet 41 Graphs Toolbat ChattEX totes eat n dieere re t et etre t a ina 41 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS General Allowed Steel Shapes I Shape S Shape and WRF are allowed as comp
68. according to one of these options e Grouping continuous members These members must be rectilinear and assigned to the same specification e Grouping mirror members according to vertical planes The user can specify the horizontal position of the mirror plan e The specification assigned to a group is corresponding to the one that was assigned to the first member composing this group The group number corresponds to the number of the first member part of this group Viewing a Group of Members If you want to look at a group that was just created e Select the Member Groups spreadsheet under Structure Groups e Highlight the line in the spreadsheet that corresponds to the group that you want to look on the screen e Click OK Members that are part of this group will be highlighted on screen If you do not like the way members are grouped delete lines in the Member Groups spreadsheet and use the function Group under Structure Groups CivilDesign inc Engineering Software 10 59 CHAPTER 10 STEEL DESIGN Steel Specifications Sections Groups This spreadsheet available in Structure Specifications allows creating groups of sections that will be used for the design A group of sections must be selected afterwards in a steel or timber specification before launching a design During the optimization process VisualDesign will search among the sections that are included in the selected group of sections Users can include m
69. angles Mw and Mz values are always transformed into the orthogonal axis system once that the design is completed y z Mz 4 My x Mx Mw See also Major minor and Orthogonal Axis Systems Tension only Bracings e Go to Analysis tab Project Configuration and increase the number of iteration 10 or 12 for non linear analysis e Goto the Member tab e Select a tension only axial end condition lt gt and select the usage Diagonal Xt in the Usage list box If you are planning a dynamic analysis and a ductile steel design according to section 27 of S16 01 Standard refer to section Seismic Steel Design in this chapter Convergence problem In some cases convergence cannot be reached during a steel design with tension only bracings Lateral loads or gravity loads applied directly at the top of braced bays can induce compression in the bracings The compression causes instability in the structure when VisualDesign remove the compressed elements bracings during the release process In fact the structure looses the bracings during the process To resolve this problem do as follows e In the Member tab Put back tension comptession axial end conditions and assign a Standard usage to bracings Specify a value of 0 5 as effective stiffness for bending axial and shear CivilDesign inc Engineering Software 10 3 CHAPTER 10 STEEL DESIGN e In the Steel Design tab Disable the automatic calculati
70. axis at No this location within continuous system dx Distance from extreme fibre in compression to No the centre of gravity of the tensioned reinforcement on weak axis at this location within continuous system dvx Distance between the centroid of rebars in No compression and those in tension on weak axis VisualDesign uses the smallest calculated value if it is relevant 13 124 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Axial Force tab Group Concrete Results Column Member Number Nfz max Mfx max Nfz min Mfx min Maximum Mf Nf Design Load Minimum Mf Nf Design Load Description The number of the member that is part of this continuous system Subdivisions of continuous system as specified in Project Configuration Envelope of maximum axial force Envelope of maximum bending moment on strong axis Envelope of minimum axial force Envelope of minimum bending moment on strong axis Maximum design load due to combined bending amp forces for a continuous system with variable geometry of the ab type Minimum design load due to combined bending amp forces for a continuous system with variable geometry of the ab type CivilDesign inc Engineering Software Editing No No 13 125
71. can be automatically generated or created at desired locations through the Cross sections spreadsheet When the design is complete the user has access to the Rebar Placement window which includes all functions needed to edit rebar location dimensions concrete element dimensions and to simultaneously verify the design with diagrams View options are helpful to look at forces and strength diagrams Resistance diagrams are simultaneously recalculated as the user edits rebars The user can also look at displacements graphically interaction curves for a column and dimensions for rebar placement and finally print all At the end of the project the user can get a partial or complete bar list which includes rebar numbers lengths partial and total mass of reinforcement steel for all types of rebars used in his project CivilDesign inc Engineering Software 13 1 CHAPTER 13 REINFORCED CONCRETE DESIGN Design of 2 Way Slabs VisualDesign designs 2 Way slabs and places four layers of reinforcing bars according to the obtained stress force contours Openings are allowed in the slab The display of calculated layers of bars Mx Mx My et My is done through the FE Results tab of View Options dialog box The rebar placement can be printed directly or imported as a DXF file A powerful mesher is available to create a 2 way slab along with finite elements composed of triangular plates Any slab geometry can be created and meshed with this
72. can support TsteelMax If CconcMax gt TsteelMax The neutral axis is located in the concrete slab gt CASE 1 Plastic design the beam may be of class 3 or 4 because the whole beam is in tension If CconcMax TsteelMax The neutral axis is located in the steel shape either in the flange or in web 12 2 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS The position of the neutral axis is in the flange gt CASE 2a Plastic design the beam may be of class 3 or 4 because the whole web is in tension and the flange is laterally supported by the slab The neutral axis is located in a class 1 or 2 web gt CASE 2b The neutral axis is located in a class 3 or 4 web gt CASE 2c If the governing case is the shear force in studs gt CASE 3a 3b and 3c according to Case 2 criteria Calculation of Negative Moment As the concrete in tension is neglected the position of the neutral axis is always located in the web of the steel section If the web is of class 1 or 2 gt CASE 4a If the web is of class 3 or 4 gt CASE 4b Definition of variables be effective width of the slab b1 width of the top flange b2 width of the bottom flange te effective thickness of the slab tl thickness of the top flange t2 thickness of the bottom flange qtr qrs maximum stress of a stud Qr stress transmitted by the studs Qr Nb studs qrr or qrs Vh studs required shear strength to obtai
73. careful with this parameter because the time history analysis calculation can go on for a very long time Time pitch Time pitch of the selected accelerogram If you type in another value VisualDesign will use this time If you select another accelerogram and want to use its time pitch enter a value of zero Save node displacements Activate this option to save the time responses for node displacements in VisualDesign results file vr1 Look at note 1 below Maximum Accelerations g Horizontal Maximum horizontal acceleration that will be considered for linear and non linear time history analysis It can also be required for a spectral analysis if some vibration mode s act towards the gravity axis Vertical Maximum vertical acceleration that will be considered for linear and non linear time history analysis It can also be required for a spectral analysis if some vibration mode s act towards the gravity axis Non linear Time History Analysis Tolerance Tolerance that applies to the tension and compression force in elastoplastic members and compared to the maximum values that a Pa system friction dampers can absorb Add vertical effects Activate this box to statically add the contribution of vertical effects to the structure for the non linear analysis Note 1 Save Node Displacements If you prefer to save only a few nodes to shorten the time of analysis select the desired nodes before launching the analysis Then from m
74. choose nil for the deck SLAB DIRECTION The slab direction represents the orientation of main reinforcement ribs with respect to the member direction SLAB REINFORCEMENT Two layers of reinforcing bars are considered one at the top and the second at the bottom of the slab They are perpendicular to the member The Composite Beam tab If you specified a composite beam in the Composition field of Member dialog box you must select this tab in order to complete the following pat ameters Member Characteristics Ea Member Connection Composite Beam Steel Design Bolted Connection Evaluation m Composite section Slab fstab x mct y yr1 yr2 te b1 Stud Neilson 19mm z E H b1 b Effective 1500 mm b2 Actual b 1500 mm zr 1100 x No of Studs Row B Stong ans end conditions stage to amp Add the dead load of the slab 3 Effective Composite Section at Stage IV Use composite properties for analysis FC Consider reinforcement if Mf Consider reinforcement if Mf Extra Calculations Stresses m Properties of Transformed Section Neutral Axis Below slab Ix 10e6mm4 Sx ct 860 47 1 mn yt aso mm Jr 10e6mm4 Sx eb 1608 7 1 mn 370 0 69 yb 230 mm A 10400 mm Sx st 1608 7 16mm Es Ec fle o20 Linear Mass p 64 kg m Sx sb 1608 7 10 mn CivilDesign Inc Engineering Software 12 19 CHAPTER 12 COMPOSITE BEAMS Fiel
75. considering stresses that can be developed according to clause 11 4 9 1 of Code A23 3 CivilDesign inc Engineering Software Editing No No No No Editing No 13 119 CHAPTER 13 REINFORCED CONCRETE DESIGN Column FE Mrx Design load Description Editing Forces in tensioned reinforcement considering No stresses that can be developed according to equation 11 4 9 1 of Code A23 3 Factored moment resistance No Bending moment at this location within No continuous system Bridge Evaluation module only F U Xi Mcr fcr Mn Mp dv bw Live load Capacity Factor Code S6 00 No Reduction factor applied to flexural resistance No Moment at a section where a tensile stress of fcr No is induced in the concrete Cracking strength of concrete No Nominal moment nominal Refer to Ch 21 of No A23 3 95 standard Probable moment Refer to Ch 21 of A23 3 95 No standard Distance from extreme fibre in compression to No the centre of gravity of the tensioned reinforcement at this location within continuous system N B VisualDesign considers all tensioned rebars even those that have not attained the yield stress fy The value of d that appears here does not correspond to the value of d used in the code equations except at the beginning of continuous system Distance between tension and compression No resultant forces due to bending at this location with
76. considers each plate dimensions using a thickness b that corresponds to the wall thickness and a width d equals to 1 meter Therefore the software must obtain Vf lt Vr for all load combinations From this calculated value VisualDesign can place the required transverse reinforcement and spacing as per code provisions 14 3 3 and 21 5 5 A23 3 94 standard The calculated spacing will be uniform for one level It can vary from one level to another Studying the First Level 1st strip of plates K t de b amp y b t1 or t2 Vxy per m of width d 1000mm This calculation is conservative because VisualDesign considers the worst shear force along the wall even if it varies along the length of the wall for a particular level IMPORTANT Critical values that were used for the design are written in the General Results spreadsheet in the form of kN meter of width If a shear wall is composed of walls having different thickness as shown here VisualDesign will take the worst design of each wall The worst spacing will be chosen and apply to the considered level CivilDesign inc Engineering Software 13 71 CHAPTER 13 REINFORCED CONCRETE DESIGN T Vxy 3000 kNm Vxy 10000 kNm s 100mm s 2150mm VD s choice 100mm Ductile Shear Wall R gt 2 0 The location of the plastic hinge is based on the A23 3 94 code provision 21 5 2 1 When the plastic hinge is located within a level VisualDesign will consider all
77. continuous elements except 2 way slabs are automatically grouped to form vertical or horizontal continuous systems which are represented by this icon F on Elements toolbar The design is done according to the user defined concrete specifications design criteria concrete cover code selection of main and transverse rebars The module includes all types of rebars standard imperial metric epoxy coated meshes and FRP reinforcing bars which are fibre reinforced polymer Different steel grades and bending shapes are also included in the database VisualDesign calculates all required reinforcement to resist shear forces axial forces and bending moments that are present in concrete elements Furthermore the program determines lengths of rebars and places opened or closed ties hoops with or without cross ties etc according to member dimensions and position of rebar Finally the user can modify his specifications and re run a design Design of Beams Columns and Shear Walls VisualDesign stands apart from other reinforced concrete design programs because users have the power to edit rebar or create and verify their own design Actually with the Stretch and Move function the user is allowed to stretch main rebats or move stirrup sequences if he wishes to modify the design or to create his own In addition the user can create his own patterns of transverse rebars and check his design To help in editing rebars cross sections
78. distribution to your personalized object A private object will not be merged into another database at the opening of the file The distribution of a pre defined object is Public and is not editable Image of the bending shape Type of bend See figures below Rebar bending type C tie E stirrup F hoop L L bent bar R bent up bar U U bent bar Y miscellaneous bent bar Editing No Double click No Double cl Double cl lick lick 13 10 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Modified Alias Number of Vy planes Number of Vx planes Family Category Availability Description Some bending shapes may possess two aliases Number of stirrup legs that may be used in the calculation of the section shear capacity according to strong axis Number of stirrup legs that may be used in the calculation of the section shear capacity according to weak axis Bending shapes family 1 Transverse Reinforcement Closed tie Cross tie Hoop Stirrup 2 Longitudinal Reinf 1 plan 3 Longitudinal Reinf 2 plans Type of reinforcement main or transverse If this bending shape is available choose option x Editing Double click No No No Types 1 to 26 and type L represent standard bending shapes for longitudinal reinforcement bars They are shown below CivilDesign inc Engineering Software 13 11 CHAPTER 1
79. done by pressing down a control key such as Ctrl or Shift and by clicking on either Stretch or Move function Editing Longitudinal Reinforcing Bar Location Action Control Keys Select Function Cross section Move the selected bar layer N a Move towards direction x Cross section Modify the spacing between N a Stretch selected bars towards x axis Cross section Move selected bars towards Shift Optional to Move direction y move towards y without moving the x coordinate Elevation view Stretch selected bars towards N a Stretch direction z Elevation view Move selected bars towards N a Move direction z CivilDesign inc Engineering Software 13 101 CHAPTER 13 REINFORCED CONCRETE DESIGN Editing Stirrups Location Action Control Keys Select Function Cross section Move selected stirrup towards N a Move direction x ot y Cross section Stretch selected stirrup leg N a Stretch towards direction x or y Elevation view Move the whole selected N a Move stirrup sequence along continuous system z direction Elevation view Modify the spacing of stirrup N a Stretch in the selected sequence z direction Editing Prestressing Cables Location Action Control Keys Select Function Cross section Move selected cable towards N a Move direction x Cross section Modify spacing between N a Stretch selected cables x direction Elevation view Move selected cable towards Ctrl Shift Move direction y Elevation view
80. e Select the Timber Design Groups spreadsheet under Structure Groups e Highlight the line that corresponds to the group that you want to look at e Click OK Members that are part of this group will be highlighted on screen If you do not like the way members are grouped delete lines in the Timber Design Groups spreadsheet and use the Group Members function 9 19 CHAPTER 9 TIMBER DESIGN Member Timber Design tab Member Dialog Box If you activated design criteria and selected a wood material in the Member tab of Member Characteristics dialog box the Timber Design tab will be activated A Design specification or design group must be assigned to each member to be designed Design groups are automatically assigned to members when the Group function is used For members that need to be check only select the Verification specification Member Characteristics x Member Connection Timber Design m Design parameters Design or verification Specifications Design Group Verification cs 086 1 veit x Nut x Support definition for bending Laterally Supported Members Top Fiber Iv Nol Continuous Iv NoJ Fixed Lex p m Bottom Fiber M Nol Continuous M NoJ Fixed Lex E m r Bearing Condition at Node i Bearing Condition at Node r General Bearing mm Bearing mm Essence ps e Notch Bottom Notch o Fl Classe No 1 Depth dn p mm Depth dn p o mm C Py MPa
81. end Hooks shall engage peripheral longitudinal bars The 90 hooks of successive crossties engaging the same longitudinal bar shall be alternated end for end Summary Objectives of Clause 21 Standard A23 3 94 R values vary from 1 5 to 4 0 and are chosen according to the capacity of a system to absorb energy Clause 21 applies to structures designed using a force modification factor R greater than 1 5 Clause 21 contains special requirements for the design of reinforced concrete members of a structure for which the design forces related to earthquake motions have been determined on the basis of energy dissipation in the non linear range of response These structures shall be the subject of capacity design energy dissipating elements or mechanisms are chosen and suitably designed and detailed and all other structural elements are then provided with sufficient reserve capacity to ensure that the chosen energy dissipating mechanisms are maintained throughout the deformations that may occur So Factored Resistance Effect of factored loads EFL The structure is expected to go well into the inelastic range to absorb the energy from the earthquake event The expected loads exceed the capacity of some members CivilDesign inc Engineering Software 13 61 CHAPTER 13 REINFORCED CONCRETE DESIGN Capacity Design To avoid having to design all of the structure to be ductile in all of the possible failure modes the capacity de
82. features S16 01 This case is not covered steel section only S6 88 Criterion for hc w gt 685 N Fy or 905 V Fy Calculation elastic for steel section and plastic for concrete S6 00 This case is not covered Qt shall be equal to 100 steel section only The following method S6 00 is used for calculation CivilDesign Inc Engineering Software 12 11 CHAPTER 12 COMPOSITE BEAMS Where CaT TaMax Qr 2 because Ta Cb Cr Ca and Ta TaMax Ca hc CaT b1 t1 Fy w Fy ht d tl hc t2 hc2 850w V Fy Code S6 00 or 685w V Fy Code S6 hem he he2 ht2 ht hcm Asc2 bl t1 hc2 w Ast2 b2 t2 ht2 w dc2 b1 t1 t1 2 hc2 w tl hc2 2 Asc2 dt2 b2 t2 t2 2 ht2 w t2 ht2 2 Ast2 Ca MAsc2 Fy Eb d dt2 to te 2 Er d dt2 dr Ea d dt2 dc2 and Mrc Cb Eb Cr Er Ca Ea Behaviour while in negative moment gt CASE 4 If hc w lt 685 Fy Code S6 or hc w lt 850 Fy Code 6 00 gt Web of class 1 or 2 gt CASE 4a Codes distinctive features 12 12 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS S16 01 This case is not covered steel section only S6 88 Qr shall be equal to 100 If not consider the steel section only Criterion for hc w lt 685 V Fy S6 00 Qr shall be equal to 100 If not consider the steel section only hc w lt 850 N Fy The user must verify the stability of the bottom fla
83. flat members bare Enter the face area flat of equipment bare if any Face area of round members bare Enter the face area round of equipment bare if any Face area of radial ice on members Enter the face area of radial ice on equipment if any Net projected area of this panel Strength ratio As Ag Factor multiplying Cdf and depending on solidity ratio Rs Drag factor for flat members Factor multiplying Cdr and depending on solidity ratio Rs Drag factor for round members CivilDesign inc Engineering Software Editing 11 43 CHAPTER 11 TOWER DESIGN Column Description Editing Angle Angle of wind applied on this panel No F Total wind load applied on this panel No Fx X component of wind force F No Fy Y component of wind force F No Fz Z component of wind force F No Note 1 Refer to clause 4 9 1 1 CAN CSA S37 01 standard See also Wind tab Loads Definition spreadsheet Automatic Generation of Ice Loads The Automatic Generation of Ice Loads function under Loads menu Load Cases allows you to generate ice loads on open structure such as towers during all cycles of design N B You must define an Auzo ice type of load in the Load Cases tab of Loads Definition spreadsheet Then in the Ice tab complete the required parameters Tower Design When shapes change VisualDesign calculates new ice loads according to new shapes VisualDesign will apply the ice a
84. for current load combination Shear resistance of the link beam This resistance represents the lesser value of DV p and 2DM p Probable moment for developing a plastic hinge Probable tension to attain plasticity of the section Probable compression calculated with 1 1 fy This value must be used along with 1 2 Cpr Link rotation according to clause 27 7 4 Maximum link rotation according to clause 27 7 4 Minimum length of the link beam Maximum length of the link beam Probable shear force to attain plasticity of the section Probable shear force to attain plasticity of the section CivilDesign inc Engineering Software Editing No 10 93 TOWER DESIGN CivilDesign inc Engineering Software CHAPTER 11 TABLE OF CONTENTS TABLE OF CONTENTS Chapter 11 Tower Design General sscsssssssccscesensensecensonnonsensenensonsensecsonensonseneesennonsonseseneonsonsonsosennen 11 1 The Tower Design Module eet ertet eq ep ee pne pene s 1 Project Configuration cer er eren nnn nnn ununi nn nnun unu un uua u uua a 11 2 Analysis dabis oett ettapen btt its 2 The Steel 2 o edu eed e M ee ERR e IRE E Qa uot ed un peser daba Ue UR Penn eR edi og 4 Member Characteristics Leere eee eese nennen nnn nnam a nnn n uana nan un n 11 6 Major minor and Orthogonal AXIS SySEeInqucens cse eerte nie IR EGER URERRE S TOU CURL RR RAT 6 Member Usage for Tower Desert si oc eto cene ne n
85. geriet ja zn thick ness and lt 500mm Art 7 6 52 Stirrup spacing s lt atthe lesser of 18 x db smaller bar 48 xstirrup diam Wall thickness Si fc gt 50 MPa s x075 Art 7 6 5 5 Stirrup required for bars located at a net distance gt 150mm Stirrup max angle 135 deg Art 14 3 5 s max s lt 3x wall thickness and lt 500mm Basic Criteria CivilDesign inc Engineering Software 13 67 CHAPTER 13 REINFORCED CONCRETE DESIGN Shear Wall Nominal Ductility Nominal D uctility Refer to Basic Criteria and art 21 9 3 s stirrups and horiz bars s wertical bars Calcul of Vc amp Vr Art 21 9 3 4 1 Vt gt Vf Art 21 9 33 1 Art 21 9 3 3 1 Rho min 0 0025 Rho min 0 0025 Us e Vf min Art 21 5 6 5 At hinge s stirrup the less er of Art 219 34 1 a Art 21 9 3 4 1 b 6x db long bar Vf calculated with R vt calculated with R 1 0 24x tie diameter where R Mn Mf 1 2 wall thickness or art 21 5 7 if applic Art 219 3 3 3 Rebar Placement Corners and junctions well attached Horiz bars continuous in the wall juction with 90 deg hooks Except walk in angle must be designed by user Plastic hinge Art N21 5 2 1 Location of Plastic Hinge at Mrp hu gt hl 6 At 219 3 4 2 z2 hw Ve 0 2Lamda Phi csqri fc bw d Art 21 9 3 4 2 Voz0 1Lamda Phi csqri f c bu d 13 68 CivilDesign inc Engineering Software CHAPTER 13 REINFORCE
86. hundred degrees of freedom the three components of mass are lumped at each of the eight floor levels Therefore only 24 three dimensional shapes are possible Each three dimensional mode shape of a structure may have displacement components in all directions For the special case of a symmettical structure the mode shapes are uncoupled and will have displacement in one direction only Since each mode can be considered a deflection due to a set of static loads six base reaction forces can be calculated for each mode shape The magnitude of the forces and moments has no meaning since the amplitude of a mode shape can be normalized to any value Howevet the relative values of the different components of the shears and moments associated with each mode are of considerable value CivilDesign Inc Engineering Software 7 7 CHAPTER 7 DYNAMIC ANALYSIS The codes define an irregular structure as one which has a certain geometric shape or in which stiffness and mass discontinuities exist A far more rational definition is that a regular structure is one in which there is a minimum coupling between the lateral displacements and the torsional rotations for the mode shapes associated with the lower frequencies of the system Therefore if the model is modified and tuned by studying the three dimensional mode shapes during the preliminary design phase it may be possible to convert a geometrically irregular structure to a dynamically r
87. in the Steel Specifications spreadsheet Ex You specified a W shape for the design of columns in the Steel Specifications spreadsheet Bigger shapes of this type are not included in the selected Group of sections Modify the Group of sections y including bigger shapes If results are not good choose a shape that is more resistant such as WWF in the Steel Specifications spreadsheet but make sure that these shapes are also included in the group of sections Problem 2 After having ran a steel design of a structure with bracings as shown below the design load of columns is equal to only 15 Answer The modeling of bracings is not done the right way You must attach bracings that are crossing the beams because the P delta analysis will consider a global buckling of the columns using their full height Explanation At the first cycle of analysis VisualDesign will choose a small shape such as W200x27 using a K value of 1 0 for local buckling which is correct For the second cycle of analysis there will be a global buckling of the columns because the bracings do not act properly The program will choose a shape that is strong enough to resist this global buckling the value of K is now equal to 3 Results will be incorrect 11 12 ds A Nt MEN Va 1 2 3 Figure 1 First cycle of analysis 10 68 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN XT N Figure 2 Second cycle of analysis Mod
88. in the local x direction Timber design If composition is glulam indicate the number of laminations in the local y direction Perimeter of the section CivilDesign inc Engineering Software Editing Double click ot Space bar Double click Single click Single click Double click Single click Single click CHAPTER 9 TIMBER DESIGN Availability of Timber Sections The availability of timber sections is indicated in the Rectangular Sections spreadsheet at columns Canada USA and Europe The availability of pre defined sections is not editable However it is editable for personalized sections insert lines at the end of the spreadsheet If you didn t create your own group of sections to be used for the design the default one will be called Canada This group will include available sections in Canada if this country was specified at the installation of VisualDesign Refer to Group of Sections Group of sections Example If you added personalized sections in the Rectangular Sections spreadsheet and wish to used these sections only during the design do as follows e Create a group of sections Go to Structure Specifications Sections Groups Insert a line in this spreadsheet give a name to this group and select personalized rectangular sections e Open the Timber Specifications spreadsheet select a type of shape for the design rectangular or round for timber sections and select the g
89. inc Engineering Software 13 81 CHAPTER 13 REINFORCED CONCRETE DESIGN Patterns of Transverse Reinforcement The Pattern tab is part of the Transverse Reinforcement spreadsheet which is accessible through the Rebar Placement menu The Patterns spreadsheet lists the bending shapes and ties that are composing each stirrup sequence You can also create them yourself by combining rebar bending shapes hoop double closed ties cross ties etc to define your own stirrup patterns that you will be using for verification of reinforced concrete members If you are creating patterns yourself you must define the position of each bending shape that will be part of a particular pattern relative to the continuous system local axis passing through the section Look at the cross section below Two bending shapes identical are used for this particular pattern Sysco Stirrup 1 Stirrup 2 y sup X Sysco X left X right To define the pattern the user must enter the following distances for each stirrup x left Distance measured from the outside diameter of the stirrup leg that is located left of the continuous system Y axis passing through the section A negative value can be entered according to the figure below x right Distance measured from the outside diameter of the stirrup leg located right of the continuous system Y axis passing through the section y inferior Distance measured from the outside diameter of t
90. include specific fields for the chosen method Then an Auto wind type of load must be defined in the Load Cases tab of Loads Definition spreadsheet beforehand The wind parameters can be specified in the Wind tab of Loads Definition spreadsheet Generation of Loads From the Loads Load Cases menu select Automatic Generation Wind Loads to automatically generate wind pressure on an open structure according to a given direction of wind x y and z components Furthermore the total projected area is automatically calculated Only members can be loaded with wind VisualDesign transfers wind loads as forces to end nodes Note The Azto wind type of load is used for the calculation of wind on guys only and a Cd of 1 2 must be specified The wind applied to members can be a Wind type of load and a Cd of 1 0 is required as per 537 01 Standard Wind Loads CAN CSA 937 01 Environment Canada Ca NN al D a2 D a3 D Cd qmm zn fom Ice Thickness 25mm s vut wn r Wind Direction Members x fi Y fo z o Usage All m Fn gh Cg Ca Projected Area Total Projected Area o me NT coe r Parameters Cg CivilDesign inc Engineering Software 11 39 CHAPTER 11 TOWER DESIGN During the Steel Design If VisualDesign modifies shapes during its cyclic steel design new wind loads will be calculated according to new shapes and a new analysis will be cartied on with new pres
91. into account the number of bolts of member end connections If you want to verify the T C ratio according to strong axis choose option x Refer to Ratio T C According to 537 01 standard towers Equation that will be used for the calculation of effective length in y which takes into account the number of bolts of member end connections If you want to verify the T C ratio according to weak axis choose option x Refer to Ratio TAG According to S37 01 standard towers Equation that will be used for the calculation of effective length in z which takes into account the number of bolts of member end connections If single steel angles are not otiented in an orthogonal axis system the drop down list box will not be activated Editing No No Double click Double click Double click Double click Double click Double click or Space bar Double click Double click or Space bar Double click CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Guyed Tower Guy Member To define a member as a guy you must choose the option Guys in the Usage drop down list box included in the Member tab Member Characteristics dialog box Guy Section and Material Guys have been included in our databases in the Round Sections spreadsheet and in the Steel Materials spreadsheet The name of guy sections begins with letters GS Guy Strand and BS Bridge Strand Ex Guy BS19x
92. iterations can be specified for said analysis The non linear analysis will terminate when the variation falls below this value This tolerance is applied to the displacements of axially released supports only The non linear analysis or the one considering release will end when the specified maximum number of iterations will be reached Specify a rigidity factor for axially released members Number of optimization cycles for the design of members When the optimized number of cycles is reached the members that have not been optimized are evaluated in the correction mode Number of subdivisions applied to all members no matter the load condition It can be specified for loaded beams unloaded beams unloaded pinned beams concrete members and for rectangular plates Allows fixing a maximum time for the application of this type of dynamic loading on a structure Specify the time pitch Make sure that dti is larger than the time pitch otherwise there will be a warning See the topic General Dynamic Analysis for more details Save the time responses of node displacements in the database Project Name vr1 See the note below 11 3 CHAPTER 11 TOWER DESIGN The Steel tab This tab includes parameters that have to be specified before launching a steel design If you own the Tower Design Module you have to select a calculation method for wind loads before defining an Auto wind type of loads in the Loads Definitio
93. matrix K is calculated in a linear manner which excludes P delta effects This method is acceptable as long as non linear effects are not important This option may be activated in the Modal Analysis dialog box and in the Moving Loads Analysis dialog box for a guyed bridge or a 40 storey building where non linear effects are important Modal Analysis By activating the option Include non linear effects the analysis will use the Mass load combination to calculate initial non lineat effects The stiffness mattix that is calculated includes P Delta effects The calculation is done before the eigenvalues and eigenvectors are calculated Spectral and Time History Analysis No option is needed The program uses parameters that had been set for the modal calculation It will use eigenvalues and eigenvectors that include non linear effects Internal stresses for each modal contribution ate calculated including P Delta effects Accidental torsion effects are considered and P A and P 8 non linear effects are included It is the same with the effects due to theta x 7 12 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS CivilDesign Inc Engineering Software Moving Load Analysis By activating the option Include non linear effects the analysis will use the Mass load combination to calculate initial non linear effects The user must create this load combination to run a modal analysis The stiffness matri
94. maximum number of layers for rebars in tension Specify the maximum number of layers for rebars in compression Select a type of optimization for transverse rebars stirrups None or according to the weight of rebars Select a steel grade for stirrups Editing No Single click Single click Double click Double click 13 18 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Selection of Transverse Rebars Structure Supports for stirrups Description Choose the transverse reinforcing bar dimensions that will be used for the design This column is composed of options Buried Prefab Buried standard ot Standard Buried culverts are designed according to clauses 7 8 8 to 7 8 12 at section Buried Structure of Code S6 00 A different resistance factor is applied to prefab structures This default bar will be used as supports for stirrups in beam corners if none have been placed during the design The Beamc slab tab Group Structural Data Column Number Reinforcement Spacing Reinforcement Minimum Spacing Extension of rebars Mesh Transverse Spacing Structure Description Specification number 16 alphanumerical characters Specify the spacing of main reinforcement for positive and negative moment The bar diameter will be chosen according to this configuration Enter the minimum spacing of main reinforcement You
95. mode and the mode shape is assumed to be linear Dynamic Analysis NBC code states that the distribution of forces in the building may also be determined by a dynamic analysis This would apply especially to buildings with significant irregularities either in plan or in elevation and buildings with setbacks or major discontinuities in stiffness or mass Performing a dynamic analysis will lead to a better representation of modal contribution in tall buildings The dynamic analysis in the NBC is based on the linear spectral modal technique If the results of such calculations yield a lower base shear they have to be calibrated to the static base shear as required by the Code The reason is that Code values represent the minimum values commensurate with an acceptable level of public safety Modal Combination The square root sum square SRSS combination rule may be used when the periods are well separated For buildings having closely spaced periods a more refined rule such as the complete quadratic combination CQC rule should be used Enough modes should be included that at least 90 of the participating mass of the structure is included in the calculation of response for each principal horizontal direction When a two dimensional mathematical model is used torsional effects need to be considered statically and combined with the design parameters of interest to arrive at the final design values
96. moment of a laterally unsupported segment strong axis Positive or negative bending moment that No controlled the design on weak axis Resisting bending moment on weak axis when Lu No 0 Indicate the type of axial force acting on the No member Tension or Compression Tensile strength for this section No Compressive strength according to KL rx or No KLy ty Effective compression length on strong axis No Effective compression length on weak axis No Slenderness of compressed member on strong No axis Slenderness of compressed member on weak axis No Net Area of the section gross area minus bolt No holes and affected by the reduction coefficient Shear resistance on weak axis No Shear resistance on strong axis No The factored lateral resistance of the connection No at node i for loads acting parallel to grain 9 30 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Column Fr yj Qr yi Qr yj Trz Message Deflection Result Load Combination Mx Lx Deflection Mx Lx Load Combination My Ly Deflection My Ly Description The factored lateral resistance of the connection at node j for loads acting parallel to grain The factored lateral resistance of the connection at node i for loads acting perpendicular to grain The factored lateral resistance of the connection at node j for loads acting perpendicular to grain The member torsio
97. n nana nana ana n unn ua ua 7 38 Gen tal tetendit tee teat ene e dte eetestes ies edocet n 38 Approximations and Limitations of the Response Spectrum Method ou 39 Participating Mass for Spectral Analysis SheateWall scenes Spectral Aalysis Dialog Box 5 iieri iiiaio Seismic Analysis CQC Method Complete Quadratic Combination oo eee 42 Spectral Analysis Procedures sioe meten o iet ie a rera 44 Modal Analysis cites Ammian e ptite rti sey ere ecrit re ode tee anetus 44 Spectral Analysis e Masi ah t e is 44 Linear Seismic Directions Leere erre rell nrrlrInrIIIru 7 45 Linear Seismic Directions Spreadsheet seen Linear Seismic Directions CNBC 2005 Force Modification Factors Ro and Rd NBC 2005 Linear Seismic Directions CNBC 1995 wocccccccssssescsessssescescseseseescecsesenensesecseseenseseceescseaeaeceeecsesnies Fotce modification factor Ry CN BG 95 2 eee n rer a aa 53 Linear Seismic Directions CAN CSA S6 00 w ccccccccscsssscscsssscsssscscsssscsesssscsesssssssescsessssvsssscsesssssesesces 55 Linear Seismic Ditections UBC294 4 n ae dee ihn us tee a i eid 56 Linear Seismmic Directions UB OT edat edetee ee iet ee la eer erae Roe ERR aea 58 Spectral Analysis Results eere erre eren nnne nnn n nana nana un ua 7 60 Information on Levels According to Seismic Direction 60 Steel Design Results Seismic Design s
98. nodes as Level Shear wall in the Node Characteristics dialog box to get results at these particular levels You can use this option when no horizontal element is linked to the wall because VisualDesign automatically detects levels with those elements e Model supports at the base of the wall e Orient the groups of finite elements using the Groups of Plates Shear Walls spreadsheet Usually plates that are modeled in the same plane are grouped together a footing and a vertical wall should be in different groups VisualDesign will automatically create a continuous system which is a fictitious column e Apply loads e Use the Load Combination Generator to define load combinations and include the spectral envelopes e Go to the Concrete Specifications spreadsheet and fill in the required design parameters in the Shear Wall tab Specify the minimum and maximum spacing of rebars in concentration zones e Open the Continuous Systems spreadsheet and assign the concrete specification to the shear wall e Define two main seismic directions orthogonal in the Linear Seismic Directions spreadsheet and fill in the required parameters CivilDesign inc Engineering Software 13 73 CHAPTER 13 REINFORCED CONCRETE DESIGN e launch the reinforced concrete design Analysis and Design function The modal and spectral analysis will be automatically launched during the design process e Double click the fictitious column represent
99. of Calculated Modes which is part of the Modal Analysis dialog box is automatically initialized by VisualDesign and is equal to Nos of requested modes 8 according to the numerical method Subspace Iteration Method In general this number is sufficient However when a project is composed of many nodes and where the number of requested modes is high such as 200 VisualDesign will calculate the parameter Number of calculated modes as follows Nos of requested modes max 8 and 0 01 3 x nos nodes 1 A higher number of calculated modes reduces the number of iterations that is needed to find the number of requested modes because the Space is much larger Consequently the modal analysis is much faster For example if the number of requested modes is 200 the number or calculated modes will be around 225 or 230 depending on the number of nodes instead of 208 The user can modify this number of calculated modes Modal Contribution of each Mode During the modal analysis VisualDesign automatically calculates the modal contribution for each vibration mode for the three x y and z directions These contributions are written in the Frequencies and Vibration Modes spreadsheet and results are saved During the spectral analysis VisualDesign can evaluate the vibration mode that contributes the most to the participating mass and then determine the proper vibration mode to use for the direction to be analysed You will find the modal co
100. on strong axis Deflection between two inflexion points on strong axis Ration between Lx Deflection Mx Load combination that governs the deflection criterion on weak axis Calculated span between inflexion points on weak axis Deflection between two inflexion points on weak axis Ratio between Ly Deflection My Number of required studs to transfer the shear stress Number corresponding between the zero moment and the maximum positive moment Number of required studs to transfer the shear stress Number corresponding between the zero moment and the maximum negative moment Access to diagrams from the Design Results spreadsheet Print Preview of Design Brief Failure Modes Steel Design Results S37 01 CivilDesign inc Engineering Software Editing 10 75 CHAPTER 10 STEEL DESIGN Member Internal Forces from the Design Results spreadsheet E The Internal Forces icon of Design Results spreadsheet This icon posted in the lower part of the Steel Design Results spreadsheet or the Timber Design Results spreadsheet allows you to display member internal stresses and deformations spreadsheet for a selected member To do so select a line in the spreadsheet and press the icon See also Design Brief Steel Design Result Timber Design Results Print Preview of Design Brief Bl The Print Preview icon for Design Brief This icon is available in the Steel Design Results Spreadsheet and Timber Desig
101. one object The nodes that are composing the polyline are listed in The Position tab spreadsheet which is accessible through the Longitudinal Rebars spreadsheet CivilDesign inc Engineering Software 13 45 CHAPTER 13 REINFORCED CONCRETE DESIGN The Joist Type A Joist type of continuous system can be assigned to a T section a V filled section or others if it acts like a joist as defined by the code Joists concrete cover requirements are different from a standard beam This type of continuous system is not automatically generated The design must be done according to a bonding interaction only as for standard beams The Shear Wall Type This type of continuous system is specific to the design of shear walls When plates are grouped together as Section type of plates VisualDesign creates a continuous system that is composed of a fictitious column and does the design according to data included in the Shear Wall tab of the Concrete Specifications spreadsheet See also Shear Wall tab Concrete Specifications Modeling and Designing a Shear Wall Ductility for Shear Walls Groups of plates Shear Walls 13 46 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Summary Design of Continuous Systems Continuous System Design Type Continuous Interaction Longitudinal Stirrups 2 Example Non rectilinear Rebars Rebars 1 Beam Colum No Bending Number Yes or No Beam with or n 5 wit
102. ote ote a ede ette ore ye 60 Specification Num Dets n teet n RE RO MR deett bee ete A E 61 Groups OE SECHONS a tii tein eto da daten E tud de e e iria 62 W and EP Shapes ise acd trt eb Dre ote tegere ie e eio eek i te EE E 62 Generated Paramietets scie dum M ME 62 Steel Specificatioris Spreadsheet ioide t p HE RI e a Rp Evacuees 63 Design Specifications 2 2 ote eee edet d ema eet c d teet b redii 63 Adding specifications oido ate clo aD Odd edd deb gated o ate dae tees 63 Menbet Design GtOUps dite e ed ie ier ein te Pe tie iet Era ERE natin 63 Specitications used fora veriiCaHon sssi e niae iee na hen ee eet unlit 64 D ring modeling e etes edad erret cte p te e ert 64 Standard Steel Design cree erre eren nennen nana anna nana 10 66 SIzJuBI ue P C 66 Steel Design Procedure sisssissssssssseassssesesesssbiesbseasiesscssacinssstseassvssscseassbaesenabesstvesbevddosvassebeestesaveaeinaes 67 Optimization Problems tette eo e eH er XE PER ee eR eon abge 68 View Obptions e erurrlrilululuiunu nae au ana nr auam a aua a Rau a aua aA 10 70 Graphic Display pe M 70 Coloured Display for Design Io d 5rd etate pet er e decir eire e 70 Coloured Display of Design Groups sssini ienis areir rien einnar es nennen nennen ennennens 70 Numerical Display ettet ettet enar e entere etae re o a ke oed 70 Internal Forces andsDeflections oot eR LU uU LAU 70
103. point labels Visible Sample Description When All series is selected in the Combo Box settings will apply to all series in the chart and the property set is different if a specific series is selected Therefore 2 different screen shots are included for this particular dialog This option allows the user to change colors for series This option is activated if a specific series is selected It will match the color of lines to the one used for markers This option is activated if a specific series is selected Change the line color style and weight for this specific series Look at the sample that is displayed in the dialog Choose a line color for this specific series Choose a line style for this specific series Choose a line weight for this specific series Markers represent points on the series This option allows you to change the chart type Choose a marker shape such as cylinders or cones for a bar chart ot cube chart Repetition of markers Markers size This option allows you to show hide point markers on the series This option allows you to show hide a particular series in the chart Look at the sample displayed in this box CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS The Axes tab This dialog allows you to manipulate axis settings including Major Interval Minor Intervals Scales Min Max and Gridlines amp Tickmarks Field Combo Box Major unit Tick mark typ
104. reaction among the list to know the most critical case for this force and or reaction e Click the Analyse button to launch the analysis The moving load analysis can supply up to 10 Lm envelopes which can be integrated into static or design load combinations 8 30 CivilDesign inc Engineering Software TIMBER DESIGN CivilDesign inc Engineering Software CHAPTER 9 TABLE OF CONTENTS TABLE OF CONTENTS Chapter 9 Timber Design General sscsssssnsscsccsensensencesensonsensececsonsonseneosensonsensegsosonsonsonsosensonsonsnensonne 9 1 The Timber D esieti Module 1 erecti et etti eee eed teres 1 Convention Forces in Members siipiin decedere pr pol rive erp 2 Deflection Calculation Method eter etaient ea bata 3 Shear Efletpy ene eee taedet e e dte S o e Dv m PR Or oceans 3 P Doel ta Be ct sui ses EE 3 Project Configuration cccccseseeeeeeeneeeeeneeeeeneeeeeeeneeeeeeeeeeseeeeeeeeesenenenenen 9 4 Analysis CAD use seed enea aenea Oa Oea Aa Pa KAEA Ea E E A A A E MEN IR RE Re UAE EE ERA DAN oe RES 4 Materials and Species s 9 6 Timber Materials Spreadsheet meet titia 6 Classification of TimberMembets eese tte petet eite pertice e e eee ere E Re 7 js E D 8 More MER 8 Timber Nomenclat te ied tee seditio e eii b eerie cen 8 Timber Sections cerae oen nnannananaan arra R ERR RRRRRRRRSA
105. requited parameters and click the Analyse button Spectral Analysis e Open the Linear Seismic Directions spreadsheet and insert two lines Give a name to each seismic ditection and enter the direction vectors usually 1 0 in appropriate columns VisualDesign will automatically initialize main vibration modes according to maximum modal contributions obtained in the Frequencies and Vibration modes spreadsheet e Open the Spectral analysis dialog box and click the Analyse button At least 90 of participating weight must be attained for the two main directions To be sure open the Linear Seismic Directions spreadsheet again and consult the percentages obtained at the far right of the spreadsheet The spectral analysis provides seismic envelopes and generates static torsion loads induced by accidental torsion effects VisualDesign transforms torsion loads into equivalent static loads See column Auto generated Torsion in the Loads Definition spreadsheet Seismic envelopes E01 E02 E03 can be included in load combinations using the Load Combination Generator 7 44 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Li S m Di ti Linear Seismic Directions Spreadsheet The Linear Seismic Directions spreadsheet must be completed before launching a spectral analysis If the spreadsheet is empty insert the required number of lines usually two because you need to analyse at least two orthogonal seismic directi
106. scenario spreadsheet In 3D this factor will be used as the Modification factor when several lanes are loaded In 2D this factor can be used as the Axle Factor only for Standard S6 88 Offset Value of the lateral offset of the truck with Single click respect to the moving axle on your bridge To be used only in 3D See also The Moving Load Cases Dialog Box The Moving Load Cases tab Copying a Moving Load Case along with Components Copying a Moving Load Case along with Components To simultaneously copy a moving load case along with its attributes Offset and factor included in the Components tab use the Duplicate function available in the spreadsheet s contextual menu PROCEDURE e Open the Moving Load Cases spreadsheet e Select the line that corresponds to the moving load case you want to copy e Right click and choose function Duplicate in contextual menu See also Duplicate function 8 22 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS Moving Load Envelopes Definition of Moving Load Envelopes This spreadsheet which is available in the Loads Moving Loads menu allows activating and defining moving load envelopes according to a selected code It is also useful to know the type of 2D axle factors that must be used for each envelope This spreadsheet can also be open with the button Mov Load Envelopes posted in the Moving Load Analysis dialog box and in the Specific Options pa
107. sections with b 38mm and d all dimensions Standard sections with b 38mm and d all dimensions Glue laminated sections only all dimensions The compatibility is based on the desctiption of materials as defined in the CAN CSA O86 1 Standard See also Classification of Timber Elements Timber Specification Timber Species and Properties Timber Nomenclature CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Specificati Sections Groups This spreadsheet available in Structure Specifications allows creating groups of sections that will be used for the design A group of sections must be selected afterwards in a steel or timber specification before launching a design During the optimization process VisualDesign will search among the sections that are included in the selected group of sections Users can include many types of shapes in the same group of sections W C 2L rectangular round etc through a selection tree Sections Groups Spreadsheet 4iNumber___ Selection of sections Beams W250x108 W250x37 5 W250x157 W250x14 Columns W360x1 202 w 350x1086 W360x990 W360x9 Bracings L203x152x25 L203x152x22 L203x102x25 Beams Timber 1404445 1404334 1404343 T1 40 teca A group of section MUST be selected in the steel specifications spreadsheet or timber specifications spreadsheet The default group of sections is Canada This group includes sections and shapes that are available
108. see on your screen elements numbers display of beams diagrams moments shears deflections etc display 3D interaction curves for columns and also reinforcing bars detailing for your concrete elements Modify colours through the Colours tab of the same dialog box Rebar Placement tab Select this tab and select what you want to see on screen The tab is composed of a selection tree that has four roots General Beams Diagram Columns Diagrams and Dimensions Expand the roots and check the items that correspond to your choice of display Modify the diagrams colours through the Colours tab General The General root includes the following items Project Number Project Name Continuous system number Continuous system local axes Beam Diagrams NOTES Vfy max without stirrups This diagram represents the shear resistance of the concrete section without any stirrups according to the selected construction code For example this value is equal to 0 5 Vc in the A23 3 94 Code The Variation of stresses in rebars will be displayed if at least two Service load combinations ate defined and calculated 13 104 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN iew Options Beam Diagrams Mix Mrs vs z O VfyMax without stirrups vs Vfy 1 33 Mfx Mrs vs z Proportioning of Longitudinal Reinforcement O Stresses Variation in Rebars O Design Load vs z Ll ler le vs z Colu
109. selected cross section To select a plane enter an angle in appropriate field and look at the displayed cutves Resistances P and M Use the Graph toolbar that is supplied with this dialog box to print or edit the graph attributes Refer to the Graph toolbar See also Rebar Placement tab Colouts tab General Results Columns Mr amp Mp in Interaction Curves For Ductile Columns and Shear Walls i i 102481 42 kN 102481 42 kN 33230 92 kN 33230 92 kN i 4547 25kN 12535 28 kN I E 4542 43 KN LE 12800 00 kN ln 40167 80 kN m 51635 88 kN m 155006 19 kN m T 8899 98 18565 40 kN 24305 64 kN 50062 04 kN m Mrx vs Nrz Mry vs Nrz Mpx vs Npz Mpy vs Npz 13 110 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN In the images shown above we can see that the Mr curve is very small to the Mp curve It can be explain by the following To obtain probable forces the yield strength fy of steel must be multiply by a factor of about 1 25 to1 3 Capacity equations use a factor of 0 85 Furthermore when the amount of supplied steel reinforcement is smaller than the required amount CAN CSA A23 3 95 code provision 10 10 5 reduces the axial strength of such elements to limit its creeping See also 3D Interaction Curves Shear Wall Ductility CivilDesign inc Engineering Software 13 111 CHAPTER 13 REINFORCED CONCRETE DESIGN Numerical Results Concrete Design Results
110. tab activate the display of design groups and select one among the list box Numerical Display Internal Forces and Deflections Select the Results tab of View Options dialog box to display results in a graphic or numerical form You can display support reactions and moments at nodes shear stresses axial stresses torsion and deflection of members by activating the Numerical option Design Brief Display the member design brief by selecting the appropriate line in the members design results spreadsheet Access this spreadsheet by selecting Design Structure under the Results menu Then highlight a spreadsheet line that corresponds to the chosen member and click the Design Brief icon Use the Print Preview icon to have a look on the design brief before printing it More you can look at the internal stresses diagram from the same spreadsheet by clicking on the icon Access to internal stresses diagrams that is posted in the lower part of the spreadsheet See also The Attributes tab The Limits tab The Results tab The Colours tab Displaying Members Results Design Brief Access to Internal Forces Diagram 10 70 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Numerical Display of Members Design Load Select the View tab of View Options dialog box and activate the Member check box Then go to the Results tab and activate the Design load and Numerical options Percentage of members design load
111. that will be translated If you did not select any elements and you call up the Translation dialog box check the box corresponding to elements that you want to translate Translation delta Enter deltas of translation according to the continuous system local axes The Translation function can be used in two different ways e If no element is selected on the screen delta of translation will be applied to all elements longitudinal rebars stirrups and cables All boxes will be checked and shaded in the Translation dialog box This function is useful if you modified node zi or zj coordinates or if you modified the locations of rigid extensions because the placement of rebars and cables is always relevant to the axis that goes through rigid extensions So use this function to replace the position of all cables and reinforcement CivilDesign inc Engineering Software 13 95 CHAPTER 13 REINFORCED CONCRETE DESIGN e Double click on any element that you wish to translate and select the Translation function in Edit menu The delta of translation will be applied to this element only One box will be checked and shaded in the Translation dialog box Delete The Delete icon of Edit toolbar Rebar Placement window The Delete function deletes the selected elements on your screen reinforcing bars and cables Short cut key Del Activate Cursor Mode The Cursor mode icon of Cursor toolbar Rebar Placement window Use this fu
112. the beam choose option x Refer to clause 10 10 5 CAN CSA S6 00 Standard N B If Ft 0 moment and shear interaction equation will not be verified Editing Double click Single click Double click ot Space bar Double click ot Space bar Double click ot Space bar Double click or Space bar Double click or Space bar Double click ot Space bar Single cl Single cl Single cl lick lick lick Double click ot Space bar CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Column km intermittent fillers Stress Relieved KL t max Lx Ly Cantilever Kux Calculation Kux Position of Load See also Description Factor used in the calculation of effective compression length of double steel angles with intermittent fillers Refer to clause 6 2 4 3 CAN CSA S37 01 Standard For HSS shape or round sections of class H To consider the stress relaxation for the calculation of axial compression clause 13 3 1 choose option x Enter the maximum slenderness for a member if it is different from the default value of 200 Enter a deflection criterion for strong axis Enter a deflection criterion for strong axis Indicate if cantilever is located at node i or node j If any of these cases choose Not applicable See topic Cantilever Automatic calculation or user defined Kux value Specific factor used for the calculation of cantilev
113. the bending compression interaction must be specified Variable Geometry This type of continuous system is used to model concrete walls that may be a monolithic structure such as culverts The design considers bending and compression in the slab and the main reinforcement is calculated per meter of width There is no stirrup design VisualDesign when generating culvert walls and the foundation slab of piles abutments and retaining walls automatically creates the slab with a variable geometry By default VisualDesign uses a concrete section of 1000mm of width The slab thickness can be modified through the Height of Section fields of Concrete Design tab in the Member Characteristics dialog box If you model yourself a slab or concrete walls that will be part of a continuous system with variable geometry you must activate the design criteria and then specify the member height at node 1 and j and finally activate the option Continuous Non rectilinear Reinforcement for variable geometry in the Concrete Design tab of Member Characteristics dialog box Otherwise the program cannot recognize such members VisualDesign will place rebars in such a way to fit the varying surface of concrete elements If the following option Continuous Non rectilinear Reinforcement for variable geometry is activated VisualDesign builds a polyline with member end nodes in such a way that longitudinal rebars for each member are put end to end and become
114. the fields included in this tab when the Canadian National Building Code 2005 is selected in the Building Code list box Parameters Definition Equivalent Static Force Building Code Each building code uses a normalized spectrum according to the occurrence probability of each country The selection of a building code automatically fixes the spectrum to be used Location Category Location category A B C D E or F as specified at paragraph 4 1 8 4 Total height hn Total height of the structure from the base to level N where the base of the structure is the level at which horizontal earthquake motions are considered to be imparted to the structure Number of stories N Total number of stories above exterior grade up to level N 7 16 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Parameters Importance factor Ie Acceleration factor Fa Velocity factor Fv Te Fa Sa 0 2 Spectral Accelerations g City Sa 0 2 Sa 0 5 Sa 1 0 Sa 2 0 Spectral Analysis Accidental Torsion Modal Combination Rounding for levels Levels c c of floors Add inelastic effects SFRS oriented towards orthogonal axes CivilDesign Inc Engineering Software Definition Seismic importance factor of the structure as specified in Table 4 1 8 5 Acceleration factor depending on the location as specified at paragraph 4 1 8 4 4 Velocity factor depending on the location as
115. to 127r 2 H V Therefore the load imbalance is L 127r See also The Moving Load Cases tab 8 6 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS Pre Defined Trucks Definition of Moving Loads Select Trucks under Common menu to have access to the Moving Loads dialog box It is composed of two spreadsheets Trucks and Axles Wheels The Trucks spreadsheet includes a list of predefined trucks 2D amp 3D that are described in several standards CAN CSA S6 88 S6 00 and AASHTO LRFD 04 To know the weight and the number of axles that are considered for each truck listed in the spreadsheet select the Axles Wheels tab Trucks that ate used in Ontario and Saskatchewan are also included for S6 00 standard For more details refer to Moving Loads CAN CSA S6 00 Moving Loads AASHTO LRFD 04 Each truck represents a different moving load case according to position of axles and the dynamic load allowance DLA factor For example refer to clause 3 8 4 5 of S6 00 standard Do not modify data in this spreadsheet To add new data insert a line at the end of the spreadsheet and define parameters for the new truck See also The Trucks Tab The Axles Wheels Tab Moving Loads CAN CSA S6 00 The following tables include a list of predefined trucks based on standard CAN CSA S6 00 They are listed in the Trucks spreadsheet which is available in the Common menu under Trucks Use the Moving Loa
116. tool Structure Generator FE Slab The user specifies the maximum areas of plates the material and thickness along with vectors to otient finite elements The slab surface is defined by selected nodes located on the slab outline and members surrounding openings optional The mathematical concept used in VisualDesign is called the Convex Hull A concrete specification is required and concrete covers are specified in the Groups of plates Surfaces spreadsheet When the design is over stress force contours can be displayed along with layers of rebars one at a time of all together A different colour is assigned to reinforcing bars in accordance with the size and the pen weight vaties with the size for a better display The colour of rebars can be modified and disabled in respective rebars spreadsheets Bar lists ate available for each group of plates representing a 2 way slab These results are located in the Results Bar lists menu See also Reinforced Concrete Design Project Configuration Rebar Placement Window Rebar Placement Activation mode Definition and Type of Continuous Systems Design of Shear Walls The Slab amp Mesh Generator Design of 2 Way Slabs The Groups of Plates Surfaces The Groups of Plates Shear Walls Rigid Extensions Concrete Specifications Longitudinal Rebars Transverse Rebats Rebars Bending Shapes Pattern of Transverse Rebars Cross sections Stretch function Move function Bar List Co
117. will be displayed on screen See also Steel Design The View tab The Results tab CivilDesign inc Engineering Software 10 71 CHAPTER 10 STEEL DESIGN Steel Design Results Steel Design Results Spreadsheet The spreadsheet includes among others the name of shapes critical load combination and clause that controlled the design members design load bending shear and axial resistances net area and members stability A message also informs you if the design is OK or not If not lines will be coloured in red in the spreadsheet However the colour will not appear at the printing of the spreadsheet As soon as the design is finished the Design Results mode Y is automatically activated You can look at results in many ways e Go to Results menu and select the heading Structure Design Steel or Structure Design ASD Steel If no members were selected the spreadsheet will include all members e Double click a member to access the spreadsheet Results are supplied in the spreadsheet for this member only e Click on many members while pressing down the Ctrl key and click the Properties icon Al Selected members will be part of the Steel Design Results spreadsheet Three buttons are posted in the lower part of this spreadsheet They give access to internal forces in member and to a print of a design brief if a member line is selected in the spreadsheet A print preview is also supplied for the design brief To lear
118. 3 3 95 z Code S 6 00 p2 Single click Enter the parameter for crack control that will be applied to the bottom of the section according to appropriate building code Code A23 3 95 z Code S6 00 B2 Single click Double click or Space bar If this continuous system is part of a primary lateral resisting system choose option x Bar lengths will be developed to reach the yield strength fy See clause 12 11 2 CNBC and the note below Select the ductility of this continuous system Double click among the following Not ductile R 1 5 Nominal ductility R 2 0 or Ductile R gt 2 For a ductile continuous system This factor will multiply the obtained value for Vf max in order to get probable forces when R gt 2 and nominal forces when R gt 1 5 Default values are 1 3 for nominal ductility 1 7 for ductility and 1 0 for a not ductile continuous system Single click Note For the moment VisualDesign considers all continuous systems as lateral force resisting systems So all bar lengths will be developed in order to reach the yield strength fy However if you delete hooks VisualDesign will not warn you if you no longer respect the code provisions CivilDesign inc Engineering Software 13 43 CHAPTER 13 REINFORCED CONCRETE DESIGN Continuous Systems Types The Beam Column Type The Beam Column type is mostly used because it represents a single beam continuous beams or columns in a typical buil
119. 3 REINFORCED CONCRETE DESIGN Types S1 to S11 SP included represent bending shapes for transverse reinforcement bars for various concrete members You will notice that the following bending shapes are open ties only AnH G ui G H AG A G A s Tr ep TI E GI Lc J ens yg C C Type 1 Type 52 Type S3 Type 54 Type S5 A G a s A G AG bh HP BP E LC C C C Type SB Type S7 Type S8 Type 59 H MANN UJ u H AI Type SP Type 511 13 12 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Types T1 to T9 are closed ties including hoop reinforcements cross ties and seismic cross tie for transverse reinforcements that must carry only shear stresses present in concrete members These bending shapes are used in seismic design They are the following Pia SN A A N B G CIO ER or D B J A AE B T5H T1 T2 T3 T4 5 AE E K ag K A T5V G Ga ND D C e J B 5 T6 T T8 TSH T9v See also Standard Reinforcing Bars FRP Reinforcing Bars Rebats Steel Grades CivilDesign inc Engineering Software 13 13 CHAPTER 13 REINFORCED CONCRETE DESIGN Project Configuration Concrete Design Tab Select this tab in the Project Configuration dialog box and specify default values to be used for a reinforced concrete design of your structure Project Configuration Analysis Foundation Seismic Steel Composite Beam ASCE 10 97 Concrete Design Prestress 4 gt m Rounding of Dim
120. 5 8 A 19 wire Bridge Strand guy of 5 8 diameter Material must be BS19 Young Modulus and Guy Area In VisualDesign the definition of cables includes the cable nominal diameter and area represents the real amount of steel Consequently the Young modulus defined in the corresponding materials 1s calculated considering the real area of steel Young modulus is the average value of Prestretch E bigger value and E that is calculated by the manufacturer which is smaller In the same way density is computed considering the real weight of cable Dead Load of Guys The load factor for guy dead load 1 0 is different from the structure dead load 1 25 according to CAN CSA S6 00 AASHTO LRFD 04 bridges and CAN CSA S37 01 towers So when using the Load Combination Generation Wizard be sure to specify the appropriate type of dead load for guys D Guy in the Dead load tab of Load Definition dialog box Then this dead load must be assigned to guy members in the Member tab of Member Characteristics dialog box Automatic Split of Guy Members When modeling guys they must be split up into smaller pieces in order to get accurate results and to speed up convergence of computations Use function Multiple Split and check the specific option to automatically divide guys into smaller members of appropriate lengths They are as follows 1 2 guy lengths of about 1 m 1 2 or 5 8 guy lengths of about 2 m 3 4 guy lengths of abou
121. A S16 01 Iv Verification Types of Shapes Ig T Ww Ww HP SLB D I 5 M OC C MC L L M L L b d OL w T 25L 2LL 2EL DT wT wwT td Q1 HSS A Rectangular and Round O T Special or e lg I WF avv O F3 Cold Formed Sections El 4 8 Managing Specifications Add generated specifications to existing ones C Delete all existing specifications VisualDesign creates as many specifications as selected types of analyses and types of shapes When the OK button is clicked generated steel specifications will be listed in the Steel Specifications spreadsheet Steel Specifications Spreadsheet Type of analysis Optimization Group Class max of sections 1 S16 WWF Des 011 CAN CSA 516 01 Design 3 Noncompact 5000 00 2 S16 WWF Ver 013 CAN CSA S16 01 Verification Area Null WWE 3 Noncompact 5000 00 3 1516 W Des 015 CAN CS4 516 01 Design Area USA wW 3 Noncompact 5000 00 4 516W Ver 017 CAN CSA S16 01 Verification Area Null Ww 3 Noncompact 5000 00 5 516 HP Des 019 CAN CSA4 S16 01 Design Area USA HP 3 Noncompact 5000 00 6 S16 HP Ver 021 CAN CS4 S16 01 Verification Area Null HP 3 Noncompact 5000 00 7 516 SLB Des 023 CAN CSA4 S16 01 Design Area Canada SLB 3 Noncompact 5000 00 8 S16 SLB Ver 025 CAN CSA4 S16 01 Verification Area Null SLB 3 Noncompact 5000 00 9 516M Des 027 CAN CS4 S16 01 Design Area USA M 3 N
122. Bolts Failure in a connection having bolts in a staggered layout of type B may be of four types depending on an odd or even number of longitudinal and or transverse lines of bolts We have to verify the following cases 2 PI 2 II 2 PP and 2 IP NY Longitudinal even Transverse uneven Longitudinal uneven Transverse uneven Longitudinal even Transverse even Longitudinal uneven Transverse even CivilDesign inc Engineering Software 10 37 CHAPTER 10 STEEL DESIGN Case 2 PI Even Longitudinal Uneven Transverse Tr phi 0 85 Lt min t Fu No Member shear planes Where t Thickness of steel angle leg Fu Member specified tensile strength La No Trans 1 p em No Trans 2 hole diam 0 6 Lb No Long 2 g2 No Long 2 2 hole diam Le No Long 2 g2 No Long 2 hole diam No Long 2 p 4 g2 Le g2 hole diam p 4 g2 Lf No Trans 2 p No Trans 2 2 hole diam em 0 6 Lg emp 0 5 hole diam And Lt Minimum Lt among failure paths Case 2 Il Uneven Longitudinal Uneven Transverse Tr phi 0 85 Lt min t Fu No Member shear planes Where t Thickness of steel angle leg Fu Member specified tensile strength La p em 0 5 hole diam 0 6 Lb No Long 3 g2 No Long 3 2 hole diam Lc No Long 3 g2 No Long 3 hole diam No Long 3 p 4 92
123. Bolts Steel Grades Group Shared Database VDBase mdb Column Description Editing ID Automatically calculated No Number Enter a number for this bolt steel grade Up to 12 Single click alphanumerical characters Distribution Assign a Public or Private distribution to your Double click personalized object A private object will not be merged into another database at the opening of the file The distribution of a pre defined object is Public and is not editable Bolts Spreadsheet Go to Common menu and select heading Bolts Bolts For each type of bolts metric and imperial listed in this spreadsheet you will find its diameter nominal area hole diameter steel grade and corresponding tensile strength Fu Group Shared Database VDBase mdb Column Description Editing ID Automatically calculated No Number Enter a number describing this bolt Up to 12 Single click alphanumerical characters Distribution Assign a Public or Private distribution to your Double click personalized object A private object will not be merged into another database at the opening of the file The distribution of a pre defined object is Public and is not editable Nominal Area Bolt nominal area Single click Diameter Bolt diameter Single click Hole Diameter Required hole diameter for this bolt Single click CivilDesign inc Engineering Software 10 13 CHAPTER 10 STEEL DESIGN Column Description Editing Head thickness Thickness
124. C method SRSS Square Root of Sum of Squares CQC Complete Quadratic Combination Refer to topic The CQC Method Rounding for levels Tolerance that is used to distinguish a dynamic level from another If the distance between two levels is within this tolerance seismic loads will be merged Levels c c of floors Seismic levels will be considered c c of floors Add inelastic effects Activate this option to add inelastic effects in analyses P Delta Inelastic effects are calculated according to article 4 1 9 1 28 of NBC 1995 Regular structure Check this option if the building has a regular geometry CivilDesign Inc Engineering Software 7 25 CHAPTER 7 DYNAMIC ANALYSIS Parameters Definition Add ductility effects Activate this box to consider ductile frames for a seismic steel design according to section 27 of S16 01 standard Time History Analysis Accelerogram Click on the button to open a selection tree that allows you to select an accelerogram The accelerogram is graphically shown and can be printed with the toolbar on top of the graphic Duration Fix a maximum time in seconds for applying the accelerogram This time shall be less than or equal to 200 sec Be careful with this parameter because the time history analysis calculation can go on for a very long time Time pitch Time pitch of the selected accelerogram If you type in another value VisualDesign will use this time If you select another accelerogr
125. CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Steel Specification Steel Specifications Spreadsheet This spreadsheet is completed if the steel specifications generator has been used Refer to chapter 10 Sve design for more details Steel Specifications Spreadsheet Number Code Type of analysis Optimization Group Shape Material of sections 5 537 Design 2L CAN CSA S37 01 Design Area Canada 2EL 350G AW AT AAT 6 S37 Design_L CAN CSA S37 01 Design Area Canada L b d aug WA TAT i Specifications must be assigned to members that will be design or verify The type of analysis design or verification and design code or Standard must be specified among others Design Specifications A steel material a group of sections and a type of shape must be selected in each specification Therefore if different shapes are composing the structure specifications must be added in the spreadsheet because each type of shape must possess its specification Interaction can be specified in this spreadsheet Two options are available namely Compression Tension ot Standard meaning Compression amp Bending If many types of steel shapes ate composing the structure simply add specifications insert lines at the end of the spreadsheet select the steel shape and assign the appropriate specifications to members Adding specifications Insert lines at the end of the spreadsheet or copy paste a line and give a name to ea
126. Cross sections Main Reinforcement Spreadsheet This spreadsheet describes the main reinforcement for the displayed continuous system in Rebar Placement window It can be accessed from elevation view by double clicking on a longitudinal rebar or by selecting many and clicking on function Properties If the option Continuous non rectilinear reinforcement for a variable geometry of Concrete Design tab has been activated for a continuous system with a variable geometry VisualDesign will build a polyline with each member end nodes Consequently longitudinal rebars are put end to end and form a sole object You will find nodes that are composing this polyline in the new spreadsheet entitled Position It will appear next to the Main Reinforcement spreadsheet Group Continuous System title Column ID Number Bar size Bending Shape Flip Horiz Flip Vertical No Rebars X start X end zi Description Rebar ID automatically calculated Rebar number 16 alphanumerical characters Type of main rebar Rebar bending shape Choose x to flip the rebar horizontally mirror Choose x to flip the rebar vertically mirror Number of rebars in this layer for a standard continuous system no variable height Distance from outside diameter of the bar located at the far left in the cross section to continuous system axis See the cross section below Distance from outside diameter of the bar locate
127. D CONCRETE DESIGN Shear Wall Ductile Refer to Basic Criteria and art 215 s stirrups and horiz bars s wertical bars Calcul of Vc amp Vr Ant21723 Art 2155 Art 21 5 5 C alcul of Vf Rho min 0 0025 Rho min 0 0025 smax 450mm s max 40mm Use Vf min Art 21 5 6 5 Art 21 5 4 s stirrup lap splice 1 5xld in conc zones rho max 0 06 See Art 7 6 db lt 1 0 wall thickness Aut 21 7 2 3 a Art217 2 3 b Vf calculated with R Vf calculated with where R Mp Mf R 1 0 Art 21 5 63 As min 0 001 bwuku at Art 21 5 65 Hinge each corner s stirrup the smaller of 6 db long rebar Plastic Hinge 24xtie diam 1 2 wall thickness or art 21 5 7 if applic Art 21 5 5 4 Hinge As min 0 OO2 buha at each corner Art N21 5 2 1 Location of plastic Art 217 3 Vf due to seismic forces hinge at Mrp Design according to hu Clause 11 except gt hw 6 Art 217 3 2 Walk Art 21 57 Ductility lt 2 lw F or column rho_v min 0 005 Ar 217 3 2 Where vert reinforce is expected to yield Vc 0 b Ductile walk epsilon v 0 015 Outside hinge 7 CI 11 Art 2155 3 2 curtains of reinforcement are required where Vf gt 02 Lamda Phi_csqriffc Acv d dv CI 11 but gt 08 Ww e vf lt O 15phi_cfe if eps wv lt 0 005 If eps w gt 0 005 vf table 21 1 f Vert reinforce in hinge must extend beyond a distance where yielding will occur distance d eff Id g I
128. Design will automatically fill in the appropriate values for net area and shear lag in the Steel Design tab of Member Characteristics dialog box See Steel Design tab Transverse failure of member through bolt holes with Shear Lag Member Steel Design Results The value of Tr that is written in the Steel Design Results spreadsheet is calculated with the reduction factor due to shear lag for a transverse failure of member through bolt holes This value may differ from the one that is written in the Bolted Connection Design Results spreadsheet In fact the design of bolted connections is done according to bolt shear strength bearing and failure mechanisms without shear lag See Steel Design Results spreadsheet Bolted Connection Design Results spreadsheet Transverse Failure of Member with Shear Lag VisualDesign calculates the maximum bolt hole widths as shown below for a connection with bolts in line or a staggered layout of bolts When the verification of bolted connection is done values ate written in the Steel Design tab of Member Characteristics dialog box For connections with bolts in line Maximum bolt hole widths Number of longitudinal lines hole diam 10 30 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN For connections with staggered layout of bolts Type A and B Two types of failure can occur depending on the even or uneven number of longitudinal lines of bolts
129. Design will then initialize the continuous system as a Beam Column type in the Continuous Systems spreadsheet and the design of stirrups will be adjusted according to the height and width of each member with variable height The design of main reinforcement considers bending only If the following option Continuous Non rectilinear Reinforcement for variable geometry is activated VisualDesign builds a polyline with member end nodes in such a way that longitudinal rebars for each membet are put end to end and become one object The nodes that compose the polyline are listed in The Position tab and are accessible through the Longitudinal Rebars spreadsheet 13 44 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN The Beam slab Type The Reinforced Concrete module does not design two way slabs as ADOSS does VisualDesign is much more accurate A Beam slab of continuous system can be assigned to a flat slab or a footing This type of continuous system is not automatically generated The user must create a concrete rectangular section of 1m width and of thickness x through the Rectangular Sections spreadsheet VisualDesign will recognize this type of continuous system and will check the shear resistance Choose a bending interaction Continuous Systems spreadsheet for a slab without compression and specify no stirrup design in the concrete specification spreadsheet If the slab acts as a rigid diaphragm
130. ESIGN VisualDesign will calculate equivalent loads as follows M Pa 2 Equivalent Loads on Rigid Extension Calculated by VisualDesign See also Automatic Calculation of Rigid Extension Modeling Valid Rigid Extensions Automatic Calculation of Rigid Extensions The tool Automatic Calculation of Rigid Extensions located in the Structure Tools menu calls up a dialog box that will help you model steel or concrete member rigid extensions by calculating them automatically This functionality will automatically create rigid extensions at the face of each support for concrete members only or for all members of your structure It can also replace the already defined rigid extensions or keep the old ones More you can choose to automatically add these weights to columns or to beams or not considering any rigid extension weight in your project Automatic calculation of rigid extensions r Type of members C All members m Rigid extensions Replace rigid extensions ezi and ezj of all members C Keep existing rigid extensions ezi and ezj Add the mass Add the mass of rigid extensions to columns Add the mass of rigid extensions to beams Do not add mass to extensions Number of selected members 40 13 24 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN See also The Connection tab Rigid Extensions Modeling Valid Rigid Extensions Connection tab Alignmen
131. Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Rigid Ext 225 mm Column 450x450 Rigid Ext 575 mm ww 25 x3 Pir X For the Design e Select all members and open the Member Characteristics dialog box Select the Concrete Design tab and check the box Continuous non rectilinear reinforcement for a variable geometry e Activate the continuous system icon and double click on the beam Select the Beam Column option in the Type column of Continuous Systems spreadsheet See also Continuous Systems spreadsheet Concrete Design tab Member dialog box Summary Design of miscellaneous continuous systems The Beam Column continuous system with variable geometry CivilDesign inc Engineering Software 13 33 CHAPTER 13 REINFORCED CONCRETE DESIGN Members Spreadsheets Access this multi spreadsheet by selecting Members under Structure Menu The first spreadsheet which is Members is the main one because it contains basic characteristics about the member connections composition and behaviour and this is where you activate the member design criteria concrete or steel Other tabs can be the following if you own all other modules Concrete Design Steel Design Timber Design Bolted Connections Evaluation The Members Spreadsheet Group Structural data Column ID Number Node i Number Bending Mx Bending My Torsion Mz Axial Fz Node j Number Shape Material Descrip
132. Environment Canada mph Single click See also Wind on Panels Steel tab Project Configuration Defining and Applying Loads on Elements Modifying Applied Loads Deleting Loads Applied on Elements Ice tab Loads Definition An Auto ice type of load must be selected in the Load Cases tab of Loads Definition spreadsheet in order to activate this tab If sections are modified during the design process VisualDesign will automatically calculate and apply new ice coatings over members Group Load case data Column Description Editing ID Calculated automatically No Number 12 alphanumeric characters Single click Ice thickness Enter the ice thickness on members Single click Density Enter the density of ice Single click Member Select the member usage for which this load will Double click Usage be apply See also Automatic Generation of Ice Loads Generating Ice Loads Load Case Families Defining and Applying Loads on Elements Modifying Applied Loads Deleting Loads Applied on Elements 11 38 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Automatic Generation of Loads Automatic Generation of Wind Loads Method for Wind Calculation The method that will be used for the calculation of wind load must be selected in the Steel tab of Project Configuration dialog box before selecting the generator Available methods are according to standard CAN CSA S37 07 or Environment Canada The Wind Load dialog box will
133. Hole Allowable Deflection Lx Ly See also Member Dialog Box Timber Groups Timber Specifications Truss Application Description Select a grade for the design n a Select No 1 No 2 No 3 Construction or Standard The grade specified in this field takes precedence over the material selected in the Member tab Enter a value for the maximum shear stress according to MSR Machine Stress Rated or MEL Machine Evaluated Lumber methods If the member is composite choose the fastening that is used Nails Bolts Split Ring or n A Select the case that applies to this member for the calculation of System Factor Kh The default Load Duration factor Kd is equal to 1 0 To modify this value check the Kd box and enter a value in the field next to the box See topic Automatic Calculation of Kx Ky Kt and Kz Effective compressive length factor relative to strong axis If Auto is checked Kx coefficient is automatically calculated Effective compressive length factor relative to weak axis If Auto is checked Ky coefficient is automatically calculated Width of the member hole if bolts are used as connections Enter a deflection criterion relative to strong axis Enter a deflection criterion relative to weak axis Automatic Calculation of Kx Ky Kt and Kz CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Timber Member Design Spreadsheet The Timber Design Member spreadsheet includ
134. Khb Khs Kl Kx Kzbg Kzc LxouLy Cv Slenderness factor for compressed elements System factor for bending System factor for shear Factor for lateral stability of bent elements Curvature factor Size factor for bending for glulam Size factor for sawn timber in compression Unsupported length between inflexion points for calculating deflections Coefficient for shear force Editing Non Non Non Non Non Non Non Non Non Non Non Non Non Non Non Non Non Non Non Non Non Non 9 32 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Column Description Editing We Total factored load Non See also Print Preview of Design Brief Internal Forces and Deflection Results Member Internal Forces from the Design Results spreadsheet E The Internal Forces icon of Design Results spreadsheet This icon posted in the lower part of the Timber Design Results spreadsheet allows consulting internal stresses and deformations for the selected member To do so select a line in the spreadsheet and press the icon See also Design Brief Timber Design Results Print Preview of Design Brief The Print Preview icon for Design Brief This icon is available in the Timber Design Results Spreadsheet It allows consulting the Design Brief before printing To activate this function select a line in the Timber Design Results spreadsheet and press this ic
135. MPOSITE BEAMS The Scale Tab This dialog allows you to manipulate axis scales including min max and logarithmic scales among others Field Selected Axis Minimum Maximum Scale unit Format Decimal places Logarithmic scale Zero line Description This option allows you to set the minimum for the selected axis This option allows you to set the maximum for the selected axis Set the scale unit for the selected axis Set the axis format None Number Currency Scientific notation or Percentage Set the number of decimals for the selected axis Set logarithmic or linear scales Set the starting point at zero For example if you have a bar chart with a minimum value of 50 the starting point will be zero and you will have bars that go up and down depending on their value The Labels Tab This dialog allows you to manipulate labels displayed on the axis including Rotation Fonts and Axis Title Field Selected Axis Orientation Show labels 2 Levels Rotate with chart Title Description Use the Degrees arrows to set the rotated angle for labels in the selected axis Check this box to show the labels in the selected axis Check this box to show the selected axis labels on two levels Check this box to rotate labels with chart Set the title for the selected axis 12 46 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS The Grid lines Tab This dialog allows
136. MS dce te 2 position of c g of the compressed part Asc tfc bl area of the compressed steel section As total area of the steel section a Qr 0 85 Wc be Pc dt As yb Asc d de As Asc Eq 4d dt to te 2 Code S6 or d dt to a 2 Code S16 Ea d dt dc and Mrc Qr Eq Ca Ea Ca gt CaMax The neutral axis is located in the web of the steel section gt CASE 3b or 3c If h w x 1700 V Fy according to 16 1 or hc w 685 Fy according to 6 gt Web of class 1 or 2 gt CASE 3b Codes distinctive features S16 01 VoQr 2 40 If not consider the steel section only Qtr acting at a 2 instead of te 2 a thickness of concrete transmitting Qr S6 88 Criterion for hc w lt 685 N Fy or 905 V Fy S6 00 This case in not covered Qr shall be equal to 100 If not consider the steel section only 12 10 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Where Ca TaMax Qr 2 because Ta Qr Ca and Ta TaMax Ca hc Ca bl t1 Fy wFy Asc b1 t1 hc w As total area of the steel section a Qr 0 85 Dc be fo only for S16 dc b1 t1 2 he w t1 hc 2 Acs dt As yt Asc d do As Asc Eq d dt to te 2 Code S6 ot d dt to a 2 Code S16 Ea d dt dc And Mrc Qr Eq Ca Ea If h w gt 1700 V Fy Code S16 ot hc w gt 685 N Fy Code S6 gt Web of class 3 or 4 gt CASE 3c Codes distinctive
137. N CSA S16 01 pp 2 104 2 105 The objective of Clause 27 is to provide details that will exhibit ductility consistent with the R values assumed in the analysis The Clause applies to all structure in Canada for which energy dissipation capability is required The NBCC 1995 assigns force modification factors ie load reduction factors R to various structural systems in relation to their capacity to dissipate energy by undergoing inelastic deformations The greater the ability of the structure to dissipate energy the higher is the assigned value of R which is used as a divisor to reduce the magnitude of the seismic forces R values greater than 1 0 can only be justified if the structure has the ability to undergo inelastic deformations without loss of resistance This edition of the Standard also introduces an additional moment resisting frame category that provides the more limited ductility associated with a force reduction factor of R 2 0 and that was judged appropriate for lower seismic zones The force modification factors for the more ductile moment resisting frame systems have been increased to R 3 5 and 5 0 and the associated detailing requirements have become more demanding in the light of experience in recent earthquakes and it was recognized that as a result these systems were less likely to be chosen in lower seismic zones Although limited the ductility of the new system provides for an improved design compared with the
138. N CSA S16 01 Standard member usages must be defined according to the type of system and dissipating elements Usages are assigned through the Usage list box which is part of the Member tab Member Characteristics dialog box Moment Resisting Frames Types D R 5 MD R 3 5 and LD R 2 0 _ C e E LS T a R T a Usages Beam Column C Create design groups for theses members See also Commentary on Seismic Design Requirements Clause 27 CAN CSA S16 01 Member Usages for Seismic Design Concentrically Braced Frames Eccentrically Braced Frames Plate Walls Seismic Design Results CivilDesign inc Engineering Software 10 83 CHAPTER 10 STEEL DESIGN Concentrically Braced Frames Excerpts from Standard CAN CSA S16 01 pp 2 104 2 105 Concentrically braced frames are those in which the centre lines of diagonal braces beams and columns are approximately concurrent with little or no joint eccentricity Inelastic straining must take place in bracing members subjected principally to axial load Compression members dissipate energy by inelastic bending after buckling and in subsequent straightening after load reversal Cyclic local buckling can lead to early fracture and consequently width to thickness limits are restricted for braces These frames usually have limited redundancy and are prone to weak and soft storey response in which energy dissipation is localized In this
139. Pipe Canada ASTM A53 B35 Solid Rectangular Nil ASTM A572 50 10 62 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Activated Shape Default Group of section Default Material Solid Round Nil ASTM A572 50 Z Nil G40 21M 350W WRF Canada G40 21M 350W V Canada G40 21M 350W Steel Specifications Spreadsheet This spreadsheet is completed if the steel specifications generator has been used Assign specifications to members Specifications must be assigned to members that will be design or verify The type of analysis design or verification and design code or Standard must be specified among others Design Specifications A steel material a group of sections and a type of shape must be selected in each specification Therefore if different shapes are composing the structure specifications must be added in the spreadsheet because each type of shape must possess its specification Adding specifications Insert lines at the end of the spreadsheet or copy paste a line and give a name to each one Select the type of analysis design code a group of sections and a steel shape Then assign specifications to members During optimization VisualDesign will select the specified type of shape among the sections that are listed in the group of sections Member Design Groups A specification must be assigned to each design group The same specification can be assigned to many design groups Refer to the Design Groups sp
140. RRRRRRRSRSRRRRRRRRRRRARRARRR 9 9 shape esignation CEimbet edet tiretiter ot Hte o OR n E uter Heiden ette 9 Gluelaninated eile P 9 Customized sections erede deer eerie eet ise o eene ee eterna Pa tosbeasees SENE RR Qa 9 Rectangular Shapes Spreadsheet sse eene 10 Availability f Timber SectiOBs 2 te etie tnde ti e eiii E tdt m eve eet ig 12 Group OF sections aeo ed eat en eene ben edited eitis 12 Compatibility of Material amp Section eterne 12 Specifications er rlrllulllriluui eun an aan r aaa aan a aaa a ana a auam a uH 9 14 SECHONS Groups smettere liter pei pete Pn tee diee 14 Timber Specifications Spreadsheet ccseessecessesssesessessssesssessssesessessssessssesessesessesesseaeeeaeeseaeey 14 Specitications used for design eate ete aedi tie i rrt er ens 15 Adding specifiCatioris tt c epe i e re Ra xe e esee iy eee eee Feet ho de pi dus ne e pd 15 CivilDesign inc Engineering Software i CHAPTER 9 TABLE OF CONTENTS Specitications used for A v rification ta beste eed ete ertet 15 During modeling ardere dela tere R ete ede ee t EP bote taedet eae eR 15 Timber Design Groups e rere rere nne n enu nununununununnnanananan nnn a Rau an 9 17 Groupinp Members cervo ep e P ORO OPUS UE re Hg ote rere aa 17 luii M 17 Timber Design Groups Membets sssssssssseeeeeneeeete nitent tette nnne 18 Grouping Members Automatically
141. S method exactly the same results will be obtained regardless of the orientation of the orthogonal reference system Therefore the direction of the base shear of the first mode defines a reference system for the building If site specific spectra are given for which scaling is not required any orthogonal reference system can be used In either case only one computer run is necessary to calculate all member forces to be used for design Torsional Effects Possible torsional ground motion the unpredictable distribution of live load mass and the variations of structural properties are three reasons why both regular and irregular structures must be designed for accidental torsional loads Also for regular structure lateral loads do not excite torsional modes CivilDesign Inc Engineering Software 7 9 CHAPTER 7 DYNAMIC ANALYSIS The codes allow the use of pure static torsional loads to predict the additional design forces caused by accidental torsion The basic vertical distribution of lateral static loads is given by the codes equations The static torsional moment at any level is calculated by the multiplication of the static load at that level by 5 percent of the maximum dimension at that level it is recommended that these pure torsional static loads applied at the centre of mass at each level be used as the basic approach to account for accidental torsional loads This static torsional load is treated as a separate
142. Specify the minimum height for optimized sections Design only Specify the maximum width for optimized sections Design only Specify the minimum width for optimized sections Design only The design is done with respect to this given percentage of capacity For example if a value is inferior to 100 it means that you are more severe than the chosen code Design with 37 01 only The Compression Tension option is used to verify and design tower or antenna members according to compression and tension forces only without bending The Standard option with bending is automatically selected for all other users Design ot verification of Bolted Connections Analysis of Connections Type of Connection Type of Hole Contact Surface Selection of Bolts Description Choose the type of analysis that will be done for connections None Verification or Design Type of bolted connection Bearing or Slip Resistant Specify if holes had been punched or drilled Specify the contact surface of connections None class A class B or class C Choose the bolts that can be used for the design of bolted connections Give a description of this specification CivilDesign inc Engineering Software Editing Double click Single click Single click Single click Single click Single click Double click Double click Double click Double click Double click Double click S
143. Staggered A 3 Pattern 1 pattern x double shear 1 memb pattern x 1 pattern 2 pl pattern x 1 pattern 2 2 1 2 10 25 CHAPTER 10 STEEL DESIGN Bolted Connection Model 9 Type 9 Steel Angles with Equal Legs Only Example Data Bolts Layout Staggered A No of transverse lines Pattern No of longitudinal lines No of planes Bolts 2 patterns x single shear No of planes Member 1 memb pattern x 2 patterns No of planes Plate Notes Verification Exterior steel angle must be specified in the Section column of Bolted Connections Definition spreadsheet by double clicking in the cell Design Exterior steel angle that will be chosen as connector will be of the same size or bigger than the connected steel angles 10 26 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Bolted Connection Model 10 Example Data Bolts Layout No No No No No CivilDesign inc Engineering Software of transverse lines of longitudinal lines of planes Bolts of planes Member of planes Plate Type 10 Steel Angles with Equal Legs Only feet ts patterns x single shear memb pattern x 2 patterns plate pattern x 2 patterns 10 27 CHAPTER 10 STEEL DESIGN Bolted Connection Model 11 Type 11 V Sections only Example gl g2 Data Bolts Layout Staggered A No No No No No of transverse lines 3 Pattern of longit
144. T 14 Project Configuration cer er urere enun ununi ununi unu u annua u unu un unu 7 15 Seisimic tab Grenietal ssepe pe ux EHI RD nitet in recede EHE 15 Seismic tab CNBG 2005 scsssscssssesessessoeiesvinsnvedssoinsnsedesvssanveaeiosusnvedeivsnsnvedotvaesnsedeinsesnvedetnansesedeioan 16 e Tstsw tear OS c 19 Seismic tab C SA 56200 s ee tpe ediie edite e pe e n ret tpe e rte tiend 22 NsbteariESB QU 24 ersten P EMBJL OR rm ai 27 Modal Analysis eurer een n nuu u nuu u unu nu nun u aua nau aua u aun au aua R Run uR ua 7 30 cz M 30 Modal Analysis Dial g BOX eerte eerte ree etin pe ione Nen 31 Number of Calculated Modes eese teet e ede fece edi Pe deed hc d 33 Modal Contribution of each Mode eerte 33 Damping Modal oett rite eere ned te trennt ee eee 34 Modal Analysis Ptocedu tes etie tee ettet erede e atre eene e tds 34 Jacobitnattti ce ete oe nme demens rather ct ee tr tede i ie oe ebd 35 CivilDesign Inc Engineering Software i CHAPTER 7 TABLE OF CONTENTS Modal Analysis ReSults scscseseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeseeeeeeeeeeeeeeeeenenenees 7 36 Frequencies and Vibration Modes Spreadsheet sss 36 Node Displacements for a Vibration Mode sse tene 37 Spectral Analysis e eere ren n nnne nnn nnn n nhan nhan
145. The mass of the structure can be estimated with a high degree of accuracy The major assumption required is to estimate the amount of live load to be included as added mass For certain types of structures it may be necessary to conduct several analyses with different values for mass The lumped mass approximation has proven to be accurate In the case of the rigid diaphragm approximation the rotational mass moment of inertia must be calculated The stiffness of the foundation region of most structures can be modeled by massless structural elements It is particularly important to model the stiffness of piles and the rotational stiffness at the base of shear walls The computer model for static loads only should be executed prior to conducting a dynamic analysis Equilibrium can be checked and various modeling approximations can be verified with simple static load patterns The results of a dynamic analysis are generally very complex and the forces obtained from a response spectra analysis are always positive Therefore dynamic equilibrium is almost impossible to check However it is relatively simple to check energy balances in both linear and non linear analysis Three Dimensional Mode Shapes and Frequencies The first step in the dynamic analysis of a structural model is the calculation of the three dimensional mode shapes and natural frequencies of vibration For example consider an irregular eight story concrete building with several
146. VisualDesign software or about the present documentation shall be sent to CivilDesign inc 61 St Chatles St W Suite 50 Longueuil Qu bec J4H 1C5 Phone 450 674 0657 Tool Free Number 1 800 724 5678 Fax 450 674 0665 ot E mail support civild com www civild com CivilDesign inc Engineering Software DYNAMIC ANALYSIS CivilDesign Inc Engineering Software CHAPTER 7 TABLE OF CONTENTS TABLE OF CONTENTS Chapter 7 Dynamic Analysis General sscsssssnsscscesensensensesensonsensececsonsonsneosensonsensegeosonsonsonsosensonsonsenensonnn 7 1 Dynamic Analysis Modules uere ette rere tien tiere eere on dea 1 Distinction between Modal Spectral and Time History Analysis sss 1 Effects of Earthquakes According to CNBC 1995 sss 2 Seismic Analysis Modeling to Satisfy Building Codes sse 5 Calibration of Analysis in Seismic Design 11 Inclusion of Non Linear Effects into Analysis eerte 12 Modal Analysis ertet ttg ie dot d e m eh abe vea o AR Never eR ea e EUR 12 Spectral and Time History Analysis rite eese tereti rete dte S 12 Moving Load Amnalysisuzs iiis en dee ee ee been etant 13 Accidental Torsion Effects 1 eee testeitekeset ettet e be EXE IR iraina Ra 13 Tension only Bracing D Ei Ni 13 Convergenceptobl m eee tui deiectis need E 14 Guys ChOwet design cu eedem e DL RE GER TERR ER RE AD ARI TIR R
147. Volume CIVILDESIGN INC VisualDesign Software Version 5 9 April 2006 Complete User s Manual VISUALDESIGN SOFTWARE Disclaimer CivilDesign inc Engineering Software 1995 2006 All rights reserved VisualDesign is a trademark of CivilDesign inc Engineering Software All rights reserved Windows NT 2000 Xp and 95 98 Me are trademarks or registered trademarks of Microsoft Corporation The software described in this document is furnished under a license agreement or nondisclosure agreement The software may be used or copied only in accordance with the terms of those agreements Although we have taken all precautionary steps to ensure the reliability of VisualDesign software as well as the accuracy of data given in this manual it must be understood that neither the authors nor CivilDesign nor distributors can be held responsible in any way whatsoever for inaccurate or improper use of the material Users must explicitly understand the assumptions of the program and must independently verify the results Information in this document is subject to change without notice No part of this publication may be reproduced stored in a retrieval system or transmitted in any form or any means electronic or mechanical including photocopying and recording for any purpose other than the purchaser s personal use without the written permission of CivilDesign Inc CivilDesign inc Engineering Software Any comment about the use of
148. WAll with nominal ductility 2 0 15 Other lateral force resisting systems not defined in Cases 10 to 14 1 5 Timber Structures Designed and Detailed According to CSA 086 1 16 Nailed shear panel with plywood wafer board or OSB 3 0 17 Concentrically braced heavy timber frame with ductile connections 2 0 18 Moment resisting wood frame with ductile connections 2 0 19 Other systems not included in Cases 16 to 18 1 5 Masonry Structures Designed and Detailed According to CSA 304 1 20 Reinforced masonry wall with nominal ductility 2 0 21 Reinforced masonry 1 5 22 Unreinforced masonry 1 0 23 Other lateral force resisting Systems not Defined in Cases 1 to 1 0 22 Refer to clause 4 1 9 3 Special Provisions paragraph 1 2 and 3 Read the Commentary J Effects of Earthquakes User s Guide NBC 1995 Structural Commentaries Part 4 See also Local Ductility for the Design of a Lateral Forces Resisting System Seismic tab of Project Configuration Dynamic Spectral and Time History Analysis Effects of Earthquakes NBC 1995 7 54 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Linear Seismic Directions CAN CSA S6 00 Group Load case Data Column ID Number Dir x Dir y Dir z Envelope Vdyn Modal M M See also Description Calculated automatically Name or number for this seismic direction 12 alphanumeric characters Global x component of seismic direction as calcul
149. When the concrete design is completed go to the Results menu in VisualDesign main window and select Structure Design Concrete to have a look at the calculated design loads of all continuous systems in your project The spreadsheet is composed of the following tabs Beam Joist Column Shear wall and Beam slab The Beam Joist tab Group Design Results Column ID Number Design Load Positive Moment Design Load Negative Moment Design Load Shear Cracking Positive Moment Cracking Negative Moment Description Automatically calculated Section number Mf max Mr Mf max Mr Vf max Vt Ratio between the calculated cracking under positive bending moment and the specified crack control parameter for positive bending Ratio between the calculated cracking under negative bending moment and the specified crack control parameter for negative bending Editing CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN The Column tab Group Design Results Column ID Number Design Load Shear Strong axis Description Automatically calculated Section number Vfy max Vry Design Load Vfx max Vtx Shear Weak axis Design Load Ratio between combined factored compression Interaction and bending and resistance to these combined forces As Ag Maximum ratio of supplied area of steel to the max gross atea of concrete section The Shear Wall tab Group
150. a variable geometry can be of two types Beam Column and Slab 13 40 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Local Axis System for Continuous System The continuous system local axis is dependent upon the members local axis systems that are composing the continuous system Members must be oriented in the same direction to be part of the same continuous system Display the members local axis system through the View Options to make sure that members local z axis are pointing in the same directions Creation of Continuous Systems Continuous systems are automatically created if the user activates the design criteria in the Member tab of Member Characteristics dialog box The program gives a name for each continuous system such as S_1 S_2 S_3 ete and writes data in the Continuous Systems spreadsheet available in the Structure menu The Continuous Systems spreadsheet can be selected in the Structure mode only Double click on a continuous system and the spreadsheet will include information for this continuous system Select all continuous systems and click on the Properties icon the spreadsheet will include information for all continuous systems See also Member tab Member Characteristics dialog box Summary Design and Types of Continuous Systems Continuous System Properties and Restrictions Continuous System Properties and Restrictions Members rigid extensions ate required be
151. acteristics dialog box e Activate design criteria in the Member tab and complete the Concrete Design tab in the same dialog box e Make sure that the local axis systems of members that will be forming a continuous system are pointing in the same direction Otherwise VisualDesign will not consider these members as continuous See also Member Dialog Box Modeling a Member with Variable Heights Modeling Valid Rigid Extensions Rigid Extensions Rigid extensions are required at the left and right of a support for continuous members beams They are also required at the junction of transverse beams and where a concrete section changes VisualDesign needs this information to calculate the required development lengths of reinforcing bars If a building is composed of beams and columns rigid extensions can be automatically calculated with the function Calculation of Rigid Extensions Structure Tools However if members are very thick this tool can generate rigid extensions that are too long If this is the case we recommend that you define rigid extensions yourself through the Connection tab Member Characteristics dialog box Distributed Loads on Floors and Rigid Extensions VisualDesign computes the load on each rigid extension Distributed Load on Floor kPa VisualDesign will automatically transform the transferred load on each rigid extension CivilDesign inc Engineering Software 13 23 CHAPTER 13 REINFORCED CONCRETE D
152. activate the moving load envelopes that you want to analyse when the moving load analysis will be launched Close the dialog box Definition of Moving Load Envelopes 0 Number To be analysed 2D Axle ULS FLS SLS nol SLS no2 Factors c to be used 1 Lm01 x 2 lanes or x x L 2 Lm02 Pe Single lane L x L x 3 Lm03 LI 2 lanes or L L L L 4 Lm04 L 2 lanes or L L L L 5 Lm05 L 2 lanes or L L L L 6 Lm06 L 2 lanes or L L L L 7 Lm L 2 lanes or L L L L 8 Lm 8 L 2 lanes or L L L1 L 9 Lm09 L 2 lanes or L L L L 104 Lm10 L 2 lanes or L L L L e Complete the Load Combination Generatior Procedure 2 e If you haven t use the Load Combination Generator open the Moving Load Analysis dialog box and click the button Mov Load Envelopes e Follow the steps as explained in Procedure 1 8 24 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS Here is the description of columns included in this spreadsheet Column Description Editing ID Automatically calculated No Number Number of moving load envelope Lm01 to Single click Lm10 To be analysed Activate this box x to include this moving load Double click envelope in the moving load analysis and or in ot Space bar generated load combinations when using the Load Combination Generator 2D Axle Factors
153. ad Permanent Loads N a D Guys Permanent loads of guys N a Refer to Dead load of guys D Ice Overload due to ice 1 coating on members D Auto Ice Overload due to ice 1 Generation of Ice Load coating on members W Wind Overload due to wind 2 forces acting on the tower W Auto Wind Overload due to wind 2 Generation of Wind forces acting on the Load tower T Temperature Overload due to 3 temperature variations T Deformation Overload due to 3 deformations other than those created by temperature loads and settlements T Interaction Overload due to resulting 3 Refer to Soil Structure forces induced by Interaction differential settlement under the structure foundation CivilDesign inc Engineering Software 11 35 CHAPTER 11 TOWER DESIGN Type of Load Description Family 1 Note E Seismic Overload due to seismic N a Spectral Envelope E forces Note 1 In this table the number representing the family means that these load cases can be part of the same family It does not represent the number that has to be entered in the Family cell of Load Definitions spreadsheet Wind tab Loads Definition A Wind ot Auto wind type of load case must be selected in the Load Cases tab of Loads Definition spreadsheet in order to activate this tab A calculation method must also be selected in the Steel tab of Project Configuration dialog box Fields that will appear in this spreadsheet are those relative to the chosen calculation m
154. ads Definition 1 tette trt reto ostc trt etia eerie Ere ke p a Ei od 36 Wind Loads According to CAN CSA S37 01 sseeeeee teens 36 Wind Loads According to Environment Canada seen 37 Ice tab Eoads Detmnition ete eee rete e e eoe Pe Ee EKE Ea Ein 38 Automatic Generation of Loads 11 39 Automatic Generation of Wind Loads sessi 39 Method tor Wand Calculation cb nie eee tete ee e eere c ne tt nes 39 Generation ot Loads ette te ta teta qute ient oe dete eek ae r EEEE 39 Diutting the Steel Design iue cem de ue n eiie e eet iet eed 40 Generating Wind Loads isn eerte kettle doeet bingo toties sotto 42 Wiad Oth Rates MP 42 CivilDesign inc Engineering Software CHAPTER 11 TABLE OF CONTENTS Ptoted te ico ist a Sens heat idt rtaetien medien d eerte 42 Automatic Generation of Ice Loads sese 44 Generating lce Loads ette eroe Ren HERR OR DR veterea ex eas 44 Calculation of Ice Goa ng s ie cinta i aes Gated aii t teu td adea cies 45 Numerical Results ecce cerne enne nennen anna n ununi anna nan uana 0n 11 47 Steel Design Results Spreadsheet eset tenente netter pr to cauehiassoneusnntavenductivabens 47 Reactions at Supports min max and Critical Load Combinations sss 51 Internal Forces and Deflections for Design Groups 52 Bolted Connections Desig
155. al expansion D AG90 AG180 DS AG90S AG135S Description Specify the coefficient for longitudinal thermal expansion for this bar if temperature loads are applied to the structure Mandrel diameter for a FRP bar Length A or G for a 90 deg standard hook Length A or G for a 180 deg standard hook Mandrel diameter for stirrups and cross ties Length A or G of a 90 deg standard hook for a FRP bar used as a stirrup or a cross tie Length A or G of a 135 deg seismic hook for a FRP bar used as a hoop or seismic cross tie The Meshes Spreadsheet Editing Single click Single click Single click Single click Single click Single click Single click This spreadsheet accessible through Common Reinforcement menu includes information about available meshes that can be used to reinforced concrete structures Group Shared Data VDBase mdb Column ID Number Distribution Area Diameter Linear Mass Perimeter Description Automatically calculated Name of this mesh 12 alphanumerical characters Assign a Public or Private distribution to your personalized object A private object will not be merged into another database at the opening of the file The distribution of a pre defined object is Public and is not editable Area of bars composing this mesh Diameter of bars composing this mesh Linear mass of bars composing this mesh Perimeter of bars composing this mesh
156. al condition Results may be calculated from an initial condition that was chosen by the user in this dialog box Therefore displayed values will be withdrawn or added depending on this initial condition and calculated values This applies for the following results Twist and tilt angles total angle average x and y displacement and total average displacement 11 62 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Load Combination Results Towers Twist Angle ha Ice 55mm Longit load shedding 5d nar ERE Graph Toolbar A toolbar is also supplied to let you modify the display of diagrams This toolbar comes from ChartEX and you will find its description in the following topic ChartFX toolbar See also Failure Modes Steel Design Results CivilDesign inc Engineering Software 11 63 CHAPTER 11 TOWER DESIGN Graphs Toolbar ChartFX Toolbar xu BS amp Q E Ww LS E When activating graphical results of prestressed concrete analysis Results Graphs menu a toolbar is provided in all the results diagrams to help you managing diagrams copy print view options etc You will find below a description of functions represented by icons and also a description of dialog boxes that can be called up by pressing some icons Copy to clipboard Click on this icon to copy the diagram as a Bitmap as a Metafile as Text data only or as OLE Object Print Preview Cli
157. alphanumeric characters Chosen shape for this design group Type of results Max or Min An empty field indicates a standard analytical result Min or max bending moment on strong axis for this design group Min or max shear force on strong axis for this design group Min or max bending moment on weak axis for this design group Min ot max shear force on weak axis for this design group Min or max axial force for this design group positive in tension Max or min torsion force for this design group Max or min displacement on weak axis for this design group Max or min displacement on strong axis for this design group Max or min axial deformation for this design group accurate solution only at member ends CivilDesign inc Engineering Software Editing No 9 35 STEEL DESIGN including Seismic Steel Design CivilDesign inc Engineering Software CHAPTER 10 TABLE OF CONTENTS TABLE OF CONTENTS Chapter 10 Steel Design General AX M 10 1 Analysis and Cyclic Desiprn Limitatioris ettet tret p rer idera 1 Convention Forces in membets doeet dece odi den eee BEN iti 2 Tension only Bracing ertt rentrer entre e tao e rk EE 3 Convervence problemi ecu eR Am ee ei tte 3 Guys Tower design eerte tentatus edid ass iota te dieere tides ete iet ande E E 4 M mber witha Line r Behaviour terere dbi ie trente seed 4 P Deta Effe
158. am and want to use its time pitch enter a value of zero Save node displacements Activate this option to save the time responses for node displacements in VisualDesign results file vr1 Look at note 1 below Maximum Accelerations g Horizontal Maximum horizontal acceleration that will be considered for linear and non linear time history analysis It can also be required for a spectral analysis if some vibration mode s act towards the gravity axis Vertical Maximum vertical acceleration that will be considered for linear and non linear time history analysis It can also be required for a spectral analysis if some vibration mode s act towards the gravity axis Non linear Time History Analysis Tolerance Tolerance that applies to the tension and compression force in elastoplastic members and compared to the maximum values that a Pa system friction dampers can absorb Add vertical effects Activate this box to statically add the contribution of vertical effects to the structure for the non linear analysis Note 1 Save Node Displacements If you prefer to save only a few nodes to shorten the time of analysis select the desired nodes before launching the analysis Then from menu Results Time History Nodes Displacements observe Node displacements in time 7 26 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS See also Static Analysis Dynamic Analysis Project Configuration Overall Ductility
159. am that will be applied to the structure Indicate the number of cycles that you wish to apply Specify the time interval dt1 Specify the time interval dt2 Specify the time interval dt3 Specify the time interval dt4 Editing No Single click Double click Single click Single click Single click Single click Single click Note dtl dt2 etc values must all be greater than the time pitch in order to obtain interesting results CivilDesign Inc Engineering Software 7 77 CHAPTER 7 DYNAMIC ANALYSIS See also Loads Definition spreadsheet Procedure to Run a General Dynamic Analysis Load Definitions Open the Load Definitions spreadsheet and specify a Dynamic type of load Then go to the Dynamic tab and fill in required parameters If more than one dynamic load is applied specify the start time for each There is no limit to numbers of dynamic loads Use the Load Combination Generator to generate load combinations that will include this dynamic load Applying the Dynamic Load to the Structure e Activate the Load Case mode on the Activation toolbar e Choose the name of the general dynamic load among the drop down list box on the same toolbar e Activate the element icon on Elements toolbar e Double click the element to call up the Loads dialog box or click the element once and click the Properties icon Enter the numerical value for the concentrated or distributed load Cli
160. analysis and a ductile steel design according to section 27 of S16 01 Standard refer to section Seismic Steel Design in this chapter 7 13 CHAPTER 7 DYNAMIC ANALYSIS Convergence problem In some cases convergence cannot be reached during a steel design with tension only bracings Lateral loads or gravity loads applied directly at the top of braced bays can induce compression in the bracings The compression causes instability in the structure when VisualDesign remove the compressed elements bracings during the release process In fact the structure looses the bracings during the process To resolve this problem do as follows e In the Member tab Put back tension comptession axial end conditions and assign a Standard usage to bracings Specify a value of 0 5 as effective stiffness for bending axial and shear e In the Steel Design tab Disable the automatic calculation of effective compression lengths Kx and Ky and put a 0 value everywhere e Launch the design again Guys Tower design Axial end conditions are different for guys Please refer to Modeling and analysing a guyed structure See also Member End Conditions 7 14 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS CivilDesign Inc Engineering Software Project Configuration Seismic tab General When the engineer specifies the R factor that represents the ductility of a structure this allows a certain deflection of the st
161. and Temperature The Load Cases tab is the main one All load case titles and types must be defined in this tab Specific parameters are entered in other tabs Load case families are supplied in the Load Cases tab in order to combine appropriate load cases when using the Load Combination Generation Wizard Families are created for backfill pressure wind and ice loads To learn more about families refer to topic Load Case Families The Dead tab is useful to differentiate dead load cases such as self weight additional dead load and others The Live tab must be filled in if a reduction of tributary areas for loaded floors is required A Live type of load must be selected in the Load Cases tab to activate the Live tab The Dynamic tab is activated if a Dynamic type of load has been entered in the Load Cases tab A dynamic type of load is used to define general dynamic load cases You must own the Dynamic Analysis module The Wind and Ice tabs are used for applying wind and ice loads on open structures such as towers The Wind tab will be activated if a Wind or Autowind type of load is entered in the Load Cases tab and if calculation method CAN CSA S37 01 or Environment Canada for wind loads has been chosen in the Steel tab of Project Configuration The Temperature tab is useful to indicate if this load can be combined with ice and snow loads when using the Load Combination Generation Wizard See also Type of Loads Load Cas
162. and click on the Properties icon amp Only the selected members will be part of the results spreadsheet In the lower part of this spreadsheet you will notice three buttons They give access to internal forces results and to a print of a design brief for the selected member in the spreadsheet A print preview is also supplied for the design brief To learn mote see the following topics Design Brief Access to internal forces and deflections Print Preview of Design Brief Group Design Results Column Desctiption Editing Number Section number No Group Group to which the member belongs No Section Name of shape No Load Load combination that controlled the combined No Combination bending and compression forces in the member Mf Nf CivilDesign inc Engineering Software 11 47 CHAPTER 11 TOWER DESIGN Column Design load Mf Nf Load Combination Shear Design load Shear Clause Class Bending Mx Class Bending My Class Web Class Compression Type of Mfx Mrx Lu 0 Mrx Lu gt 0 Lux w2x Type of Mfy Mry Luy 0 Mry Luy gt 0 Description Member design load considering the combined bending and compression forces A value greater than 100 means that section capacity is too small Load combination that controlled the shear force in the member Member Design load considering the maximum shear force A value greater than 100 means that the shear capacity is insufficient Clause
163. any types of shapes in the same group of sections W C 2L rectangular round etc through a selection tree Sections Groups Spreadsheet i Number Selection of sections o Beams W 250x108 w250x37 5 w 250x157 w 250x14 Columns W 350x1202 W360 1086 w 3504930 w 35043 Bracings L203 152 25 L203 152 22 L203 102 25 Beams Tibe Cancel A group of sections MUST be selected in the steel specifications spreadsheet or timber specifications spreadsheet The default group of sections is Canada This group includes sections and shapes that are available in Canada as indicated in the column Canada in the shapes spreadsheets Common menu See also Steel Specifications Generator of Steel Specifications Timber Specifications Steel Specification Generator A generator of steel specifications is available in Structure Specifications Auto Generation Steel The dialog box is composed of a general section a selection tree and options for managing generated specifications A building code or Standard must be selected in the general section along with types of analyses Verification or and Design Then types of shapes can be selected through check boxes in the expansion tree Generated steel specifications can overwrite existing ones or be added to existing ones 10 60 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Generator for Steel Specifications General M Design Code CAN CS
164. applied based on the fraction of natural sand in the mix Rebar Steel Grades Spreadsheet This spreadsheet located in the Common Reinforcement menu includes a list of rebar steel grades Group Shared Data VDBase mdb Column ID Number Distribution G u Density Thermal Coeff Fy Fu Description Automatically calculated Brief description of the rebar Assign a Public or Private distribution to your personalized object A private object will not be merged into another database at the opening of the file The distribution of a pre defined object is Public and is not editable Modulus of elasticity Shear modulus Poisson s ratio Density of material Coefficient of thermal expansion Yield strength of steel Tensile strength of steel CivilDesign inc Engineering Software Editing No Single click Double click Single click Single click Single click Single click Single click Single click Single click 13 5 CHAPTER 13 REINFORCED CONCRETE DESIGN Column Description Editing Weldable If this steel grade is weldable choose option x Double click or Space bar See also Rebar Bending Shapes Types of Rebars Standard Reinforcing Bars Spreadsheet In this spreadsheet you will find information about steel reinforcing bars Diameters bending dimensions according to grade R W usage S anti seismic and composition E epoxy coating Group Shared Data VDB
165. ase mdb Column Description Editing ID Automatically calculated No Number Rebar number or name 12 alphanumerical Single click characters Imperial rebars number must begin with symbol Distribution Assign a Public or Private distribution to your Double click personalized object A private object will not be merged into another database at the opening of the file The distribution of a pre defined object is Public and is not editable Area Area of the steel bar Single click Diameter Diameter of the steel bar Single click Linear Mass Linear mass of the steel bar Single click Perimeter Perimeter of the steel bar Single click Maximum length Maximum manufactured length for this steel bar Single click Colour Colour assigned to this bar To modify it double Double click click in the cell and choose another one among the list box k Factot This factor gt 1 0 is used to calculate the Single click Plain Bar development length for plain bars Dev Length of plain bar k deformed rebar development length calculated by VisualDesign Surface Surface of this steel bar Deformed or Plain Double click 13 6 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Description DR Standard mandrel diameter for a rebar of grade R AG90R Length A or G for a 90 deg standard hook grade R AG180R Length A or G for a 180 deg standard hook grade R J180R Height J of a 180 deg hoo
166. at created hinges activate the option End conditions in the Attributes tab of View Options dialog box e Use function Auto Group located in menu Structure Groups VisualDesign will automatically group these columns according to the positions of hinges Member Steel Design Spreadsheet This spreadsheet is part of the Members spreadsheet if you own the Steel Design module and if member design criteria were activated Use the spreadsheet to consult and sort data Group Structural data Column Description Editing ID Automatically calculated No Number Member number Single click Specification Choose a steel specification in the drop down Double click list box Specifications are defined in the Steel Specifications Spreadsheet CivilDesign inc Engineering Software 10 49 CHAPTER 10 STEEL DESIGN Column Group Kx computation Kx Ky computation Ky Kz computation Kz Kt computation Kt Lux Bottom Noi Lux Bottom Cont Lux Bottom Noj Lux Top Noi Description Choose a member design group if desired Specifications are assigned to Design Groups Choose an automatic or manual computation of effective compression length factor relative to strong axis Effective compression length factor relative to strong axis For an Auto computation the Kx coefficient is automatically calculated Choose an automatic or manual computation of effective compression length factor relative to weak a
167. at have not been optimized are evaluated in the correction mode Number of subdivisions applied to all members no matter the load condition It can be specified for loaded beams unloaded beams unloaded pinned beams concrete members and for rectangular plates Allows fixing a maximum time for the application of this type of dynamic loading on a structure Specify the time pitch Make sure that dti is larger than the time pitch otherwise there will be a warning See the topic General Dynamic Analysis for more details Save the time responses of node displacements in the database Project Name vr1 See the note below 10 10 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Note Save Node Displacements If you prefer you can save Select the desited nodes be Time History Nodes displacement in time Steel tab This tab includes parameter only a few nodes to shorten the time of analysis fore launching the analysis From menu Results displacements observe the graph of nodes s that have to be specified before launching a steel design If you own the Tower Design Module you have to select a calculation method for wind loads before defining an Auto wind type of loads in the Loads Definition dialog box If you want to design bolted connections consult the Connections Project Configuration General Preferences Analysis Foundation Seismic Steel Composite Beam ASCE 10 37 Co
168. at is going to be carried on as specified in the steel specification spreadsheet Specification Select a steel specification among the drop down list box VisualDesign will design this member according to it Press the button next to this field to add a new specification 10 40 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Field Design Group Description Select the design group that applies to this member if required A steel specification is chosen within a member design group Press the button next to this field to add a new design group Lateral Supports to avoid buckling Top and Bottom Fibre Position of load Cantilever Automatic Kux At node Effective Compressive Length Kx Factor Ky Factor Kt Factor Kz Factor CivilDesign inc Engineering Software Specify lateral supports at the top and bottom of section Tick off the appropriate boxes Node i Node j and or Continuous lateral support Refer to topic Lateral Support By default the load is applied at the centre of section If this is not the case choose among options Top or Bottom Automatic calculation of factor Kux VisualDesign automatically calculates Kux factor in particular cases Warning if you disable the Automatic option you must enter a value for Kux If you don t VisualDesign will consider a factor of 10 as compression length and this member will be a cantilever even if you have not s
169. ate allowed to extend rebars or not Double click and choose one of the following options among the drop down list box No extension All Rebars 1 out of 2 1 out of 3 or 1 out of 4 Specify the transverse spacing between bars for meshes This distance is the transverse bars development length for welded meshes This column is composed of options Buried Prefab Buried standard ot Standard Buried culverts are designed according to clauses 7 8 8 to 7 8 12 at section Buried Structure of Code S6 00 A different resistance factor is applied to prefab structures CivilDesign inc Engineering Software Editing Double click Double click Double click Editing No Single click Single click Double click Single click Double click 13 19 CHAPTER 13 REINFORCED CONCRETE DESIGN The FE Slab tab Concrete Specifications Complete this tab and select this specification in the groups of plates surfaces spreadsheet before launching the concrete design of 2 way slabs Group Structural Data Column Number Temperature reinforcement See also Description Specification number 16 alphanumerical characters Select the rebar dimension for temperature reinforcement in the slab Group of plates Surfaces Editing No Double click The Shear Wall tab Concrete Specifications Group Structural Data Column Number Optimization Transverse reinforcement Transverse reinforcement M
170. ated each including the dead load and one wind load case If W1 and W2 are part of the same family and W3 and W4 another family VisualDesign will generate four load combinations instead of six LC1 D W1 W2 LC2 D W3 W4 LC3 D W5 LC4 D W6 In the Selections page of Load Combination Wizard the wind load cases and corresponding aliases will be as follows W1 1 Wind load W1 included in family 1 W1 2 Wind load W2 included in family 1 W2 1 Wind load W3 included in family 2 W2 2 Wind load W4 included in family 2 W01 single wind load W5 W 02 single wind load W6 Restrictions Wind and Ice Loads VisualDesign calculates wind on iced members The field Ice thickness is part of the Wind tab To avoid problems when using families with wind loads make sure that 11 34 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN All the wind loads that are belonging to the same family have an ice thickness of zero Or All the wind loads that are belonging to the same family have an ice thickness greater than zero CAN CSA S37 01 Load Cases To select load cases that belong to Canadian CAN CSA S37 01 Standard double click in the Type cell of Loads Definitions spreadsheet Expand the CAN CSA S37 01 root and double click on a load case type This table lists load cases per CAN CSA S37 01 standard and available in VisualDesign Type of Load Description Family 1 Note D De
171. ated in the Frequencies and Vibration Modes spreadsheet Global y component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Global z component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Select an envelope that will include this seismic direction if desired Usually an envelope is assigned per seismic direction But it could also include more than one seismic direction Refer to the Load Combination Generator to include these envelopes into the generation Total weight of the structure acting towards this direction Enter the factor that represents the ductility and over strength of a structure or one of its components and the capability to dissipate energy through inelastic behaviour See topic Force Modification Factor R Lateral seismic force exerted at the base of the structure based on the dynamic analysis This result is available when the spectral analysis is completed Percentage of modal mass used This result is available when the spectral analysis is completed Force Modification Factors R NBC 95 Force Modification Factors Rd and Ro NBC 2005 CivilDesign Inc Engineering Software Editing No Single click Single click Single click Single click Double click Single click 7 55 CHAPTER 7 DYNAMIC ANALYSIS Linear Seismic Directions UBC 94 Group Load case Data Column ID Numb
172. aterial Selection of Transverse Rebars Rebars Spacing Local x dir Description Specification number 16 alphanumerical characters Select a type of optimization for transverse reinforcement None or Weight of rebars Select a steel grade for stirrups Choose the transverse reinforcing bar dimensions that will be used for the design Spacing of longitudinal rebars placed along the length of the wall for bending resistance These rebars are located in columns corners and junction of components and resist to bending The shear wall local axis system is shown below This spacing corresponds to parameter sx on the image below Editing No Double click Double click Double click Single click CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Description Editing Rebars Minimum spacing for longitudinal rebars placed Single click Min Spacing perpendicular to the length of the wall These Local y dir rebars are located in columns corners and junction of components and resist to bending The shear wall local axis system is shown below This spacing corresponds to parameter sy on the image below Max number Maximum number of longitudinal rebars placed Single click Rebars perpendicular to the length of the wall These Local y dir rebars are located in columns corners and junction of components and resist to bending Skin This default rebar will be used as
173. ation dialog box Automatic calculation of Kz The Kz factor is used to calculate the buckling of single steel angles in an otthogonal axis system for the design of towers and antennas The automatic calculation of Kz will be done according to the selected option in the Steel tab of Project Configuration dialog box See also Steel Design Criteria Steel Design Results Steel tab Project Configuration The Tower Design Module Auto Hinge Function This function available in Structure Tools adds hinges along selected continuous columns while working in the Structure mode Hinges will be placed according to a specified length This length may represent the maximum length that is manufactured or the capacity of a truck for transport 10 48 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN RESTRICTIONS We recommend using this function for columns only This function can be applied to all materials except concrete Using the Auto Hinge Function e Activate the Structure mode e Make sure that a steel specification is assigned to columns that will be group afterwards using the function Auto Group Structure Groups e Select continuous columns that you want to split with hinges e Go to Structure Tools and select Auto Hinge e Enter a maximum length in the following dialog box and press OK Automatic addition of hinges Max length between 2 connections for columns m e To look
174. available for a selected vibration mode Activate the Vibration mode activation mode on Activation toolbar and select one Then go to Results Modal Spectral Nodes displacements Group Dynamic Results title Column Description Editing Number 12 alphanumeric characters No Displ x Displacement in the global x axis system No Displ y Displacement in the global y axis system No Displ Z Displacement in the global z axis system No 0x Rotation of node around global x axis No 0y Rotation of node around global y axis No 0z Rotation of node around global z axis No See also Modal Analysis CivilDesign Inc Engineering Software 7 37 CHAPTER 7 DYNAMIC ANALYSIS Spectral Analysis General This Spectral Analysis is based on the article NBC 4 1 9 1 13b of the User s Manual NBC 1995 Comments on calculating structures Part 4 prepared by the NRC A modal analysis must be executed before performing a spectral analysis According to the modes shapes obtained from the Modal analysis the spectral analysis will compute for each seismic direction and each mode shape the maximum forces and displacements by using a spectrum and scaling factors given by the code First we determine the minimum static base shear that will be applied to the structure according to the desired seismic direction and considering the empirical period given by the code and the corresponding period calculated from the eigenvectors and eigenvalues The
175. b1 dimension of the V section part that is not bend Indicate if the local axes system is oriented according to an orthogonal or major minor axes system Rotation angle Member length Initial pre tension in the member positive in tension N B This pre tension will be applied to all load combinations Choose the member behaviour Standard Elastoplastic Off load or Linear only Choose the member composition Standard Composite Beam or Filled HSS Choose a design code Steel or Reinforced concrete Timber and Aluminium are not yet available For a cracked section specify the effective inertia of this member on its strong axis as specified by code Otherwise enter a value of 1 0 For a cracked section specify the effective inertia of this member on its weak axis as specified by code Otherwise enter a value of 1 0 For cracked section enter a ratio to reduce the torsional and shear stiffness of the section Otherwise enter a value of 1 0 Specify the effective axial stiffness of this member Otherwise enter a value of 1 0 CivilDesign inc Engineering Software Editing Double click Double click Double click Single click Double click Single click No Single click Double click Double click Double click Single click Single click Single click Single click 13 35 CHAPTER 13 REINFORCED CONCRETE DESIGN Column Moving Load Axis 2D Axle Factor See a
176. be apply Wind Loads According to Environment Canada Column ID Load case number Gust Effect Factor Cg Speed up Factor Ca Drag Factor Cd Ice Thickness Wind in the x direction Wind in the y direction Wind in the z direction Member Usage al a2 Description Calculated automatically 12 alphanumeric characters Gust Effect Factor Cg Speed up Factor Ca Drag Factor Cd Enter the ice thickness on members that will be subjected to wind loads A value of 1 0 represents in this direction A value of 1 0 represents in this direction A value of 1 0 represents in this direction 00 of wind app 00 of wind app 00 of wind appli ied ied Select the member usage for which this load will be apply Site coefficient given by Environment Canada Site coefficient given by Environment Canada CivilDesign inc Engineering Software Editing Sing Sing Sing Double click Editing No Sing Sing Sing Sing Sing Sing Sing Sing Double click ic ic ic ic ic ic ic ic Single click Single click CHAPTER 11 TOWER DESIGN Column Description Editing a3 Site coefficient given by Environment Canada Single click Zh Site coefficient given by Environment Canada Single click Zol Site coefficient given by Environment Canada Single click Vol Wind velocity per
177. c Bolts Layout Specify the number of transverse lines for this connection Specify the number of longitudinal lines for this connection Specify the number of planes considered for bolts This parameter is different from shear planes Specify the number of planes considered for member s Specify the number of planes considered for plate s If bolt threads are intercepted in this connection choose option x Longitudinal distance measured from free edge of steel angle to the first bolt in a row Longitudinal distance measured centre to centre between two bolts Transverse distance measured from outside edge of bent angle to the nearest bolt row Transverse distance measured centre to centre between two consecutive bolt rows Longitudinal distance measured from free edge of plate to the first bolt in a row Thickness of the plate used in the connection If a plate is part of this connection specify its tensile strength CivilDesign inc Engineering Software Editing Double click Double click Single click Double click Double click Sing Sing Sing Sing Sing e click Double click ot Space Bar Sing Sing Sing Sing Sing Sing Sing e click e click e click e click 10 29 CHAPTER 10 STEEL DESIGN Failure Mechanisms Member Failure Mechanisms Design Criteria Shear Lag When designing or verifying members Visual
178. cal force component that is produced by the modal displacement vector Uf max Note that this combination formula is of a complete quadratic form including all cross modal terms hence the reason for the name Complete Quadratic Combination It is also important to note that the cross modal terms in equations 12 may assume positive or negative values depending on whether the corresponding modal responses have the same or opposite signs The signs of the modal responses are therefore an important key to the accuracy of the CQC method In general the cross modal coefficients pij are functions of the duration and frequency content of the loading and of the modal frequencies and damping ratios of the structure If the duration of earthquake is long compared to the periods of the structure and if the earthquake spectrum is smooth over a wide range of frequencies then it is possible to approximate these coefficients by de e Meso je i r a wher ao a j r where r wi wj For constant modal damping C this expression reduces to 8C er T a Crece orc tr Note that for equal damping and r 1 pij 1 0 gij Final Remarks It should also be pointed out that the SRSS method gives good results for some structures subjected to two directional seismic input even when the modal frequencies are closely spaced It can also be shown that this is due to cancelling of the cross modal terms corresponding to the two direction
179. cal or global system Fixing moment around local or global x axis Fixing moment around local or global y axis Fixing moment around local or global x axis Orientation of this reaction local or global axes system Spring Supports Only Soil Pressure x direction Soil Pressure y direction Soil Pressure z direction Soil pressure acting on this spring support towards direction x considering its tributary surface Soil pressure acting on this spring support towards direction y considering its tributary surface Soil pressure acting on this spring support towards direction z considering its tributary surface CivilDesign inc Engineering Software 11 51 CHAPTER 11 TOWER DESIGN Internal Forces and Deflections for Design Groups Group Envelope Results title Column Description Editing Number Group number 12 alphanumetic characters No Shape Chosen shape for this design group No Value Type of results Max or Min An empty field No indicates a standard analytical result Bending Mx Min or max bending moment on strong axis for No this design group Shear Vy Min or max shear force on strong axis for this No design group Bending My Min or max bending moment on weak axis for No this design group Shear Vx Min or max shear force on weak axis for this No design group Axial Nz Min or max axial force for this design group No positive in tension Torsion Tz Max or min torsion force fo
180. case 2 Case 2 ot Fy ytpc Y ot Fy ob Fy ybpc Y If or lt Or Fyr et ob Fy gt Case 2 is satisfying If not use case 3 Case 3 ot Q Fy ytpc ybpc ot Fy Y ybpc ob Fy Tr Aror Ca Tr sum of forces equals 0 Etr yt t dt M ob Arot As Is ybpc because ob Ca As M ybpc Is Mr Tr Etr M CivilDesign Inc Engineering Software 12 15 CHAPTER 12 COMPOSITE BEAMS Project Configuration Composite Beam tab This tab is available for users owning the Steel Design module Activate the Project with steel concrete composite beams box in the upper part of the dialog box in order to activate construction stages You need to define construction stages if you need to e Design or verify composite beams that are not shored e Consider the casting sequences for concrete slabs rectangular and triangular plates e Obtain accurate deflections for long term deformations considering the Woot ratio n Results will depend on these construction stages Project Configuration Analysis Foundation Seismic Steel Composite Beam ASCE 10 97 Concrete Design Prestress gt r Selection of construction stages Stages IV Stage 1 Steel Frame IV Stage 2 Casting Sequence a IV Stage 3 Casting Sequence b v Stage 4 Casting Sequence c MV Stage 5 Casting Sequence d Composite Structure IV Stage 6 Extra Dead Loads D1 v Stage 7 Extra Dead
181. cause VisualDesign needs them to calculate appropriate rebar development lengths A continuous system is composed of continuous members that must be in the same plane Continuous systems may be either vertical columns or horizontal beams A continuous system is unique This means that all the elements composing a continuous system must have the same beta angle and the same eccentricities ex ey and rigid extensions ez at member ends Continuous systems cannot be grouped together N B The Add function of Edit menu cannot be used to add continuous systems They are automatically created CivilDesign inc Engineering Software 13 41 CHAPTER 13 REINFORCED CONCRETE DESIGN Beams and Columns Rebar placement can be copy to a second continuous system by using the function Save Rebar Placement As which is available in the File menu of Rebar Placement window See also Automatic Calculation of Rigid Extensions Continuous Systems Spreadsheet Save Rebar Placement As Continuous Systems Spreadsheet This spreadsheet is accessible in the Structure activation mode and is located in the Structure menu To open it activate the continuous system icon and double click on a continuous system or select many and press the Properties icon Group Structural Data Column Description Editing System ID Automatically calculated No Number Continuous system number 12 alphanumerical Single click characters Specification Select the co
182. ccording to the configuration that you chose before launching the design The program will keep it during design cycles See also Generating Ice Loads Loads Definition spreadsheet Tower Design Module Calculation of ice coating Generating Ice Loads e Select an Awto Ice type of load in the Load Cases tab of Loads Definition spreadsheet Select the Ice tab and complete required parameters e Then activate the Load Case mode on Activation toolbar and select the Aluto Ice load case in the drop down list box e Go to Loads Load Cases Automatic Generation Ice Loads The Ice Load dialog box will appear on screen 11 44 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN r Ice Thickness 20 mm Density 8 99 kN m r Elements All is I Triangular Plates Rectangular Plates Floors Cancel e Specify the ice thickness and the type of element on which ice coating will be applied Click OK e If you wish to delete some ice loads select elements and press Delete VisualDesign will keep this configuration during all design cycles except for tower design where ice coating cannot be deleted They will be automatically added Calculation of Ice Coating Ice loads applied on members are linear loads oriented according to global axis system Ice loads applied on floors and plates are surface loads oriented according to global axis system The weight of the ice coat
183. ce Connection i j The calculated design load regarding the No Tension maximum tension force in this bolted connection Net Area 2 considering the net area 2 of the member Design Load Connection i j Check box x The tensile strength of this No Tension bolted connection is insufficient considering the Net Area 2 net area 2 of the member Derogation CivilDesign inc Engineering Software 11 61 CHAPTER 11 TOWER DESIGN Graphical Results Tower Results Go to menu Results Load Combinations or Results Envelopes and choose heading Tower Results The Tower Results dialog box allows you to look at the tower behaviour in a global manner for a chosen load combination or envelope and to print the displayed diagram in this dialog box Select one of the following results among the drop down list box that is located in the upper part of the dialog box Twist Angle Tilt Angle Total angle Average Deflection in the x direction Average Deflection in the z direction Total Average Deflection Bending moments Mx Mz in Mast Shear forces Vx Vz in Mast Internal Forces in Upright Members and Compression Strength Internal Forces in Secondary Members and Compression Strength Internal Forces in Horizontal Secondary Members and Compression Strength Upright Member Design Loads Diagonal Member Design Loads Horizontal Member Design Loads Results according to an initial condition Results according to an initi
184. ced concrete floor slabs all elements interconnected by such members can be counted on to resist torsional forces In core type buildings where all stiffening elements are located in a central core away from the periphery accidental torsion and torsional ground motion are particularly significant Setbacks A setback is a sudden change in plan dimension or a sudden change in stiffness along the height of a building The effects of major changes in stiffness ot geometry are best investigated by dynamic methods Deflection Deflection refers to the lateral deflection at any point in the structure relative to the ground Incremental deflection or Interstory deflection refers to the lateral deflection of a story relative to the one just below it The calculations of deflections are intended to be based on accepted practice and should include such items as P Delta effects foundation rotations and the effects of cracked concrete sections when these have an important effect on the structure P Delta Effects When a flexible building is subjected to lateral seismic forces the gravity loads acting through the lateral displacements lead to additional moments throughout the structure These additional P Delta moments reduce the capacity of the structure to resist story shears The procedure recommended to allow for P Delta effects is equivalent to proportioning the structure at each level x to resist an increased seismic sh
185. ceed the limit permitted by the Code e Create a personalized selection for nodes that must be analysed To do so select nodes and go to Edit menu Select Create a selection Give a name to this selection e Open the Time History Analysis dialog box Select the name of the node selection in the Pre defined selection list box and click the Analyse button e When analysis is completed envelope Et will be automatically selected on Activation toolbar e Look at results by selecting the Time History heading under Results menu Study the nodes displacements in time e Runa static analysis e Look at load combination and envelope results CivilDesign Inc Engineering Software 7 67 CHAPTER 7 DYNAMIC ANALYSIS Non Linear Time History Analysis Pall Friction Dampers Canadian researchers Pall and Marsh developed the friction damping system in 1982 The systems main goal was to eliminate the problems caused by the degradation of the hysteretic loops of steel bracing The system comprises of a simple mechanism containing mechanical brakes These brakes are designed to not slip at service loads or during minor earthquakes However during an important earthquake the brake slips at a predetermined load before a plastic deformation occurs in the structural element The slipping of the brake absorbs the seismic energy in a mechanical way without plastic deformation of the bracing or other structural members Links Friction join
186. ch construction stage must be defined as a load combination and must include the load case that is corresponding to this stage only These load combinations must have a Construction Stage statas to be allowed to look at graphic results Load Combination Status Load combinations status must be specified as Construction Stage Deflection or Fatigue to be allowed to look at graphic results for composite beams Refer to Chapter 4 for more details Automatic Generation of Load Combinations When construction stage load combinations are completed use the Load Combination Generator to generate usual load combinations as per selected code Do not forget to activate the option Add generated load combinations to the existing ones in the General Options page of the Generator 12 32 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Usual load combinations are applied to the structure at the end of construction stages and composite effects are considered in the analysis Composite Beam without Construction Stages Load titles and types Define load titles and types as usual in the Load Definition spreadsheet It is not necessary to differentiate dead load cases Load Combinations Define usual load combinations CivilDesign Inc Engineering Software 12 33 CHAPTER 12 COMPOSITE BEAMS Analysis Extra Calculations Composite Beams You can get up to four stress calculations for the selected composite beam The
187. ch one Select the type of analysis design code a group of sections and a steel shape Then assign specifications to members During optimization VisualDesign will select the specified type of shape among the sections that are listed in the group of sections Member Design Groups A specification must be assigned to each design group The same specification can be assigned to many design groups Refer to the Design Groups spreadsheet Specifications used for a verification The selection of a shape material and group of section is not required VisualDesign will verify assigned shapes according to the chosen code or Standatd CivilDesign inc Engineering Software 11 25 CHAPTER 11 TOWER DESIGN During modeling For each member that will be designed select either a design group or a specification in the Steel Design tab Member Characteristics dialog box For each member that needs to be verified select a check specification Look at the table below to know the definition of parameters that are included in this spreadsheet Group Structural data Column Description Editing Specification ID Automatically calculated No Number 16 alphanumerical characters Single click Code Choose the standard that will be used for the Double click design or verification of the structure For bridge Evaluation choose code S6 00 Type of Analysis Indicate in which case the specification will be Double click used for Design or Verificati
188. cified at paragraph 4 1 9 1 28 Activate this box to consider ductile frames for a seismic steel design according to section 27 of 816 01 standard CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Heading Definition Time History Analysis Accelerogram Click on the button to open a selection tree that allows you to select an accelerogram The accelerogram is graphically shown and can be printed with the toolbar on top of the graphic Duration Fix a maximum time in seconds for applying the accelerogram This time shall be less than or equal to 200 sec Be careful with this parameter because the time history analysis calculation can go on for a very long time Time pitch Time pitch of the selected accelerogram If you type in another value VisualDesign will use this time If you select another accelerogram and want to use its time pitch enter a value of zero Save node displacements Activate this option to save the time responses for node displacements in VisualDesign results file vr1 Look at note 1 below Maximum Accelerations g Horizontal Maximum horizontal acceleration that will be considered for linear and non linear time history analysis It can also be required for a spectral analysis if some vibration mode s act towards the gravity axis Vertical Maximum vertical acceleration that will be considered for linear and non linear time history analysis It can also be required for a spectral ana
189. ck OK Procedure to Run a General Dynamic Analysis e Define the Duration and Time pitch variables in the Analysis tab of Project Configuration dialog box Tick off the Save Node Displacements box to save the displacement results e Open the General Dynamic Load Diagrams spreadsheet Loads menu Insert a line and select a type of accelerogram among the list box Give it a name and specify the number of cycles that will be applied to the structure Finally enter the time intervals dt1 dt2 etc Please note that time intervals must all be greater than the time pitch e Select the Loads Definition spreadsheet under the Loads Load Cases menu e In the Load Cases tab select a Dynamic type of load in the Type column e Select the Dynamic tab and select the general dynamic loading that you defined In the column Starting Time enter the accelerogram starting time if there is more than one dynamic load to be applied 7 78 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS e To apply the general dynamic loads on your structure e Activate the Load Case mode on the Activation toolbar e Choose the name of the general dynamic load among the drop down list box on the same toolbar e Activate the element you want to load on Elements toolbar e Double click the element to call up the Loads dialog box or click on the element and press the Properties icon Enter the numerical value for the concentrate
190. ck on this icon to call up the Page setup dialog box Complete the dialog box and look at the diagram The table below explains the parameters included in the dialog box Field Description Options Separate Legend Check this box to move the legend outside the diagram box Use Printer Resolution Check this box to use the printer resolution Force Colors If your printer is black and white the printer driver will match the chart colors to a specific grayscale pattern Margins inches Define the left top right and bottom margins in inches Orientation Portrait Check this box to look at the diagram in the vertical way Landscape Check this box to look at the diagram in the horizontal way Use by default Check this box to use the above parameters by default 11 64 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Print Press this icon to print the diagram In the Layout tab choose the Landscape orientation This option must be selected even if you activated the Landscape orientation in the Page Setup dialog box Print Preview function Zoom al Click on this icon and with your cursor draw a window around the elements that you wish to zoom in The icon will still be activated to let you zoom again To go back at a normal view click on the icon again Horizontal grid Click on this icon to display a horizontal grid Vertical grid Click on this icon to display a vertical grid Series Legend
191. continuous system Gap between two spliced bars where one of the rebar is bent Rotation angle of the bar relative to the local x axis of continuous system Distance from rebar origin to the first bend Distance from rebar origin to the second bend Bridge Evaluation module only Deterioration Bridge Evaluation Module only Enter the percentage of deterioration for this rebar 0 represents no deterioration Editing Single click Single click Single click Double cl Double cl lick lick Double click Single click Single click Single click Single click Single click Single click Single click CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Elevation of a continuous system Y sysco Y sysco X co 140 mm uw 7000 mm zj Beam cross section Y sysco X sysco X start end The yi distance is taken from the centre of gravity of rebars to continuous system axis The x start and x end distances ate measured from the rebar outside diameter located at the ends of the bar layer to the continuous system axis Algebraic sign The distance x start will be negative if located left of the continuous system Y local axis as you can see on the figure below The distance yi will also be negative Warning The continuous system axis does not necessarily correspond to the member local axis system Civ
192. ct the Seismic tab of the Project Configuration and complete parameters for the spectral analysis because these parameters are also used to calibrate a linear time history analysis e Choose an accelerogram that will be used for the linear time history analysis by clicking the button located next to the Accelerogram field Enter appropriate values for Duration and Time pitch and check box Save node displacements e Generate load combinations using the Load Combination Generator and specify the inclusion of the linear time history envelope Etl Ask for the generation of the Mass load combination It should be selected in the Modal Analysis dialog box e Runa modal analysis e Open the Linear Seismic Directions spreadsheet and insert two lines Give a name to each direction and specify direction vectors in columns dir X dit y ot dir z e Corresponding vibration modes are automatically initialized in the Linear Seismic Directions spreadsheet according to the maximum modal contributions calculated by VisualDesign and supplied in the Frequencies and Vibration Modes spreadsheet e Run a spectral analysis Open the Linear Seismic Directions spreadsheet and make sure that you obtained at least 90 of participating mass for each seismic direction 7 66 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS e Select the Information on Levels spreadsheet and look at interstory drift Make sure that they do not ex
193. ction where 1 0 Compressive resistance according to KL rx KLy ty KL rz Effective compression length on strong axis Effective compression length on weak axis Effective compression length according to orthogonal axis system Refer to the Steel tab of Project Configuration Effective compression length for torsional buckling Refer to the Steel tab of Project Configuration Slenderness ratio according to the strong axis Slenderness ratio according to weak axis Slenderness ratio according to orthogonal axis system Maximum slenderness ratio Tension Compression ratio corresponding to maximum design load for this member Net Area of the section gross area minus bolt holes and affected by the reduction coefficient Editing No No No No No No No No No No 10 74 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Column Vtx Vry Trz Message Deflection Load Combination Mx Lx Deflection Mx Lx Load Combination My Ly Deflection My Ly Stud 0 M Stud 0 M See also Design Brief Description Shear resistance on weak axis Shear resistance on strong axis Resistance to torsion Design result Ok Insufficient capacity etc Status of the deflection result n a Ok lt Allowable Deflection Too much deflection Load combination that governs the deflection criterion on strong axis Calculated span between inflexion points
194. ction through the Attributes tab View Options to make sure that it is correctly oriented m Incidence Node i 041 Invert Node i lt gt Node Node 055 If you cannot orient the steel angle properly use the Invert Node i Node j button shown above Orthogonal Axis System and 180 deg Beta Angle Weak Axis Shape outline Strong Axis For a Steel Design When steel angles are correctly positioned select them and switch to a major minor axis system You will notice that the beta angle is automatically readjusted 11 6 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Geometry Length Local Axis System 5 84 m Major Minor Beta Angle Initial Prestress 204 04 degrees o kN Major and minor axis will be displayed as follows Major minor axis system S Minor axis hape of steel anle Major axis Note The orientation of beta angle can vary during cycles of design when steel angle changes in order to maintain the orientation of orthogonal axes See also Convention Forces in Member Steel Design Criteria CivilDesign inc Engineering Software 11 7 CHAPTER 11 TOWER DESIGN Member Usage for Tower Design The Usage list box has been initially created for the Tower Design module Items Upright Guy Horizontal Diagonal Horizontal Secondary Diagonal Secondary Vertical Secondary Stabilizer and Internal Bracing are
195. ctral analysis is completed CivilDesign Inc Engineering Software Editing No 7 59 CHAPTER 7 DYNAMIC ANALYSIS Spectral Analysis Results Information on Levels According to Seismic Direction When the spectral analysis is completed and 90 was obtained as participating mass for the two main directions open this spreadsheet Results Spectral Modal Levels Make sure that interstorey drift does not exceeds the allowable limit as per code Group Spectral Analysis Results Column Description Editing Sis Direction Seismic direction applied to the level No Height Level height No Width Width of level used for calculation of accidental No torsion effects at this level F Lateral forces acting on this level No V Mean shear stress at this level No W Mass for this level No 6 ave Average displacement of all nodes in a level fora No given spectral direction the sum of node displacements at a level is divided by the number of nodes at this level Displacements are not calibrated Refer to topic Calibration max Maximum displacement at ends of the structure No created by equivalent static forces acting at a distance of 0 10Dnx from centre of gravity of each floor Bx Ratio 6 max 6 ave at level x which describes the No building sensitiveness to torsion This ratio also indicates the regularity in the geometry of the building A mx Corrected interstory drift considering structural No ductility hs H
196. cts retento pereo dierete en re ertet sterne Tp e rep pedea eem estet eee edi 4 Classification Of SeCHOrIS iir ciii tit rh nt er E Cb bd o e VE E pr EE rd 5 Elastic Lateral Torsional B ckling 5 ettet e e e to enn 6 Code Provisions tor Steel Design eee Rente ene este opi eniti 6 Deflection Calculation Method ite certet irte tn tete bett ade coda 7 Inelastic Effects caused by an Earthquake s sssssssssessssesssresssresssriessreessriessrresnreessrrennrrensrrennrrensse 8 Project Configuration urere rennen nnn n unn unnn nn nnun unu u unu ua uana 10 9 BOVEM 9 A e 11 jrU X 10 13 Bolt Steel Grades Spreadsheet tuia etant te er ire estre Peine had 13 Bolts Spreadsheet s ie aeae RE AE ERE A AEA EA i 13 Bolted Connection Models csssscessesensensesensnsensensesensensensesensensenees 10 15 lielirdilrides iM 15 Bolied Connecaon Models i trie trit tet nette rmt 16 Required Steel Shapes for Bolted Connection Models seen 17 Definition of Bolted Connections ethernet ite te beers est e nis kesaean 28 Failure Mechanisms eese nennen nn nu nana uana nau a uuu n aua nuu unas 10 30 Member Failure Mechanisms essere tenente tenete nennen nene 30 Design Criteria Shear ag d rh re HR eto e tene e erac e piden dae i
197. d Composite Section Slab Stud Effective b b1 Actual b b2 UoQr Nos Studs Row Linear mass Add slab dead load Composite Properties With Reinf If Mfx With Reinf If Mfx End Conditions on strong axis for stages 1to5 Composite section is active at Stage Extra Calculations Stresses Transformed Section Properties Description Choose a type of slab previously defined in the Composite Slabs spreadsheet Choose a type of stud previously defined in the Studs spreadsheet Effective width of the composite beam Actual width of the composite beam Fraction of full shear connection ex 100 70 40 Specify the number of studs per row to consider fatigue in studs for a bridge design Linear mass calculated by the program Check this box to add the slab dead load to the dead load of the structure Check this box to consider composite section properties for analysis Check this box to consider the steel reinforcement in the slab located at negative moment As a result the position of neutral axis will be modified Check this box to consider the steel reinforcement in the slab located at positive moment As a result the position of neutral axis will be modified Prestressed concrete only Select beam end conditions relative to strong axis during construction stages 1 to 5 VisualDesign will use the appropriate stiffness matrix when transferring to a statically indeterminate str
198. d as specified in the steel specification The calculated maximum design load for this member Check box x The calculated design load exceeds the maximum specified design load Maximum effective slenderness ratio calculated on X axis Name of the load combination that controlled the design load of the member considering the maximum effective slenderness ratio on x axis The calculated T C ratio considering the maximum effective slenderness ratio on x axis Check box x The maximum effective slenderness ratio on x axis exceeds the maximum specified Maximum effective slenderness ratio calculated on y axis Name of the load combination that controlled the design load of the member considering the maximum effective slenderness ratio on y axis The calculated T C ratio considering the maximum effective slenderness ratio on y axis Check box x The maximum effective slenderness ratio on y axis exceeds the maximum specified Maximum effective slenderness ratio calculated on z axis Name of the load combination that controlled the design load of the member considering the maximum effective slenderness ratio on z axis The calculated T C ratio considering the maximum effective slenderness ratio on z axis Check box x The maximum effective slenderness ratio on z axis exceeds the maximum specified Editing No CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN
199. d at the far right in the cross section to continuous system axis See the cross section below In the figure shown below Position of the bar relatively to origin of continuous system axis from rebar outside diameter CivilDesign inc Engineering Software Editing No Single click Double click Double click Double click ot Space bar Double click ot Space bar Single click Single click Single click Single click 13 75 CHAPTER 13 REINFORCED CONCRETE DESIGN Column yi yj Left End Right End Column only Type of Reinforcement Radius Start Qo Gap in lap splice Rotation B 1st bend 22d bend Description In the figure shown below Position of the bar cut off relatively to the same continuous system axis origin Distance from centre of gravity of bars to continuous system axis at the beginning of the section having a variable height Distance from centre of gravity of bars to continuous system axis at the end of the section having a variable height Left end of main rebar No hook With hook Continuous or With sleeve Right end of main rebar No hook With hook Continuous or With sleeve This column only appears if the continuous system is a column Choose a Standard or Circular type of reinforcement Radius used to place rebar in a circular or square column Initial angle used to place bars This angle is relative to the local x axis of the
200. d or consider Vy at face of support Limit Proportioning of Choose an option among the following No For Mx For Mx ot longitudinal Both Mx Mx Refer to clause 8 9 3 10 1 of CAN CSA S6 00 teinforcement to Standard or clause 11 4 9 1 of CAN CSA A23 3 95 Standard Mf dv max Characteristics Continuous non Check the box if you want VisualDesign to place rebars in such a rectilinear way to fit the varying surface of concrete elements for a member reinforcement for that will be part of a continuous system with a varying geometry variable geometry Prefabricated Activate this option if the member is prefabricated Backfilled Structure backfilled side Top of section Check the box if the top of the section is backfilled for the placement of temperature reinforcement according to article 7 8 11 2 of CAN CSA S6 00 Standard Display the member local axis system Bottom of section Check the box if the bottom of the section is backfilled for the placement of temperature reinforcement according to article 7 8 11 2 of CAN CSA S6 00 Standard Display the member local axis system Display the member local axis system See also Member Dialog Box Modeling a Member with Variable Heights Modeling a Continuous System with a Variable Geometry Follow the steps to model continuous members with variable geometry The longitudinal axis of contiguous members with a vatiable geometry cannot exceed an angle of 65 degrees Look at the exampl
201. d Case Generation Wizard to quickly create all the cases that you need according to a selected code or standard and according to a selected layout of trucks over the bridge Design Ultimate Limits States Envelope Lm01 With lane overload factor a 80 and variable DLA 2D Trucks 3D Trucks 2D Axle factors with multiple lanes 2D CL1 625 25 3D CL1 625 25 2D CL123 625 30a 3D CL123 625 30a 2D CL1 625 30b 3D CL1 625 30b 2D CL12 625 30c 3D CL12 625 30c 2D CL12 625 40 3D CL12 625 40 CivilDesign inc Engineering Software 8 7 CHAPTER 8 MOVING LOAD ANALYSIS Bridge Evaluation Normal Level and Level 1 Envelope Lm01 With lane overload factor o 80 and variable DLA 2D Trucks 3D Trucks 2D Axle factors with multiple lanes 2D CL1 625 25 3D CL1 625 25 2D CL123 625 30a 3D CL123 625 30a 2D CL1 625 30b 3D CL1 625 30b 2D CL12 625 30c 3D CL12 625 30c 2D CL12 625 40 3D CL12 625 40 Bridge Evaluation Levels 2 amp 3 Envelope Lm01 With lane overload factor o 80 and variable DLA Level 2 2D Trucks 3D Trucks 2D Axle factors with multiple lanes 2D CL2 625 25 3D CL2 625 25 2D CL123 625 30a 3D CL123 625 30a 2D CL12 625 30c 3D CL12 625 30c 2D CL12 625 40 3D CL12 625 40 Level 3 2D CL123 625 30a 3D CL123 625 30a 2D CL3 625 40 3D CL3 625 40 Fatigue and Deflection Envelope Lm02 No lane overload and variable DLA 2D Trucks 3D Trucks 2D Axle factor
202. d Vibration Modes spreadsheet is in accordance with most Canadian and American building codes However this value is editable The modified damping will be saved when the modal analysis will be launched again and during the design process Modal Analysis Procedures e Specify the seismic analysis parameters in the Seismic tab of Project Configuration The spectral accelerations are determined according to the selected code e Create a Mass load combination that will include all structure dead load plus 25 of snow load if applicable e Open the Modal Analysis dialog box by clicking the icon E e Select the Mass load combination and activate the option Consider horizontal degrees of freedom if you want to get horizontal vibration modes only Complete other parameters e Launch the modal analysis by clicking the Analyse button 7 34 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Jacobi matrix If you get a warning message about the Jacobi matrix it means that the structure is not stable Look at member end conditions Refer to topic Null Pivot in chapter 5 Static analysis e Select a vibration mode on Activation toolbar and look at displacements Use the Increase amplitude function Diagram toolbar Do that for the first 10 vibration modes because it can help you realizing that the structure doesn t behave properly and locating modeling errors e Look at results in the Frequencies and Vibrati
203. d complete the following parameters Member Characteristics Standard M Standard ha Standard M Look at the table below for description of the topics included in the tab Field Description Bolted Connections Node i and Node j Number Connection number at node i or node j Model Choose node i and j connection model if you want VisualDesign to design it for you 11 12 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Field Tower Members Equation for KLx r Verify T C ratio Equation for KLy r Verify T C ratio Equation KLz r Ratio T C Description According to S37 01 standard towers Select the equation that will be used for the calculation of effective length in x which takes into account the type of bracing member and the number of bolts in the member end connections Activate this option if you want VisualDesign to compute the effective compressive length KLx according to clause 6 2 3 3 S37 01Standard Refer to Ratio T C According to S37 01 standard towers Select the equation that will be used for the calculation of effective length in y which takes into account the type of bracing member and the number of bolts in the member end connections Activate this option if you want VisualDesign to compute the effective compressive length KLy according to clause 6 2 3 3 S37 01Standard Refer to Ratio T C According to S37 01 standard towers Select
204. d or distributed load Click OK e Use the Load Combination Generator to generate load combinations as per selected code Ask for the Mass load combination which includes all dead loads plus 25 of snow load This load combination should be selected in the Modal Analysis dialog box e Open the Modal Analysis dialog box by pressing icon Select the Mass load combination and click the Analyse button e Ifyou wish to modify the damping select the Frequencies and Vibration modes spreadsheet in the Results menu under Modal Spectral heading e Runa static analysis You may select only the nodes that you wish to study before launching the static analysis in order to reduce the time of analysis Results Node Displacement in Time will include selected nodes only e To look at the results select the heading Node Displacement in Time under the menu Results Time History Enter the node number in the appropriate field in the appearing dialog box and look at the displacement diagram Press the Spreadsheet button to access the results spreadsheet Note The deflection that is shown on the diagram for a given load combination is calculated for the dynamic load only For the moment it does not include the deflection created by static loads such as the structure dead load Verify the allowable deflection permit by the code See also General Dynamic Analysis Loads Definition spreadsheet General Dynamic Load Diagrams Time History Analysis
205. d shear walls Follow the procedure below e Before displaying interaction curves you must first create cross sections To quickly generate cross sections select Automatic Generation of Cross sections in the Rebar Placement menu To define cross sections by hand use the Cross sections spreadsheet and enter the required information to position the cross sections e To unmask the curve double click in the Mask interaction column of Cross sections spreadsheet e Open the View Options and select 3D interaction curves in the Rebar Placement tab Interaction curves will be displayed next to cross sections CivilDesign inc Engineering Software 13 109 CHAPTER 13 REINFORCED CONCRETE DESIGN To magnify the curve on the screen use functions Zoom window and Zoom T To see all points within the interaction curve click once on the curve and rotate it with the keyboard atrows Check the design If the capacity exceeds 100 points will be located outside the 3D curve The column or shear wall design load is written below the cross section The design load is also supplied at the location of the cross section Blue crosses inside the cutve represent forces acting at this cross section e Go to Results menu and select Interaction curves The appearing dialog box allows you to look at Mr Pr resistance Mn Pn nominal resistance and or Mp Pp probable resistance interaction cutves according to a plane passing through the curves and for a
206. ding VisualDesign will assign the Beam Column type of continuous system to vertical and horizontal continuous elements However the program will initialize a bending comptession interaction for vertical elements and bending only for horizontal elements A concrete specification must be assigned to each continuous system included in the Continuous Systems spreadsheet A concrete specification can be assigned to both vertical and horizontal continuous systems However if a design parameter is different selection of rebars optimization of rebars concrete material or stirrup design a second specification must be created and assigned to appropriate continuous systems Variable Geometry This type of continuous system is automatically created when VisualDesign generates the structural model of an abutment or pier structure which may include a beam with a variable geometry Refer to the Generation of Abutments Piers and Retaining Walls module If you model yourself a beam that will be part of a continuous system with variable geometry you must activate the design criteria and then specify the member height at node i and j and finally activate the option Continuous Non rectilinear Reinforcement for variable geometry in the Concrete Design tab of Member Characteristics dialog box Otherwise the program cannot recognize such members VisualDesign will place rebars in such a way to fit the varying surface of concrete elements Visual
207. ding the maximum shear force obtained for this bolted connection Check box x The shear strength of this bolted connection is insufficient Calculated tensile resistance of this bolted connection considering the gross area of the member Calculated design load of this bolted connection regarding the maximum tension force obtained considering the gross area of the member Check box x The tensile strength of this bolted connection is insufficient The calculated compression strength of this bolted connection The calculated design load of this bolted connection regarding the maximum compression force obtained Check box x The compression strength of this bolted connection is insufficient The calculated tensile strength of this bolted connection considering the net area 1 of the member Editing No No CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Column Description Editing Connection i j The calculated design load regarding the No Tension maximum tension force in this bolted connection Net Area 1 considering the net area 1 of the member Design Load Connection i j Check box x The tensile strength of this No Tension bolted connection is insufficient considering the Net Area 1 net area 1 of the member Derogation Connection i j The calculated tensile strength of this bolted No Tension connection considering the net area 2 of the Net Area 2 member Resistan
208. ding to the diagrams results that you want to display on your screen They will be displayed above the beams elevation view continuous system Check also the roots Dimensions and General in the selection tree e Create cross sections select the Cross sections spreadsheet in the Rebar Placement menu or use the tool Automatic Generation of Cross sections e To display and check 3D interaction curves for columns you must create cross sections first Then check the Mrx Mry vs Nz 3D box in the Rebar Placement tab of View Options dialog box Zoom in by using functions Zoom window and Zoom To look at points included in a 3D interaction curve click once on the curve and rotate it by using the keyboard arrows To mask one or more interaction curves select the Cross sections spreadsheet and select Yes in the column Mask interaction e Select the General Results spreadsheet under Results menu e To know the amount of reinforcement steel for the displayed continuous system select Bar List in the Rebar Placement menu e To know the amount of reinforcement steel for the whole project close the Rebar Placement window and go to Results Bill of Materials Bar List 13 50 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN 10a Editing Rebars after a Design e To modify rebars after a design activate the Cursor mode Click on a longitudinal or transverse rebar on the elevation view or in a c
209. diting Compression The member compression strength considering No Slender x the maximum effective slenderness ratio on x axis Resistance Compression The maximum effective slenderness ratio on x No Slender x axis used to calculate the member compression KL rx strength Compression Name of the load combination that created the No Slender x maximum compression force in this member Load considering the maximum effective slenderness Combination ratio on x axis Compression The calculated ratio T C considering the No Slender x maximum compression force and the maximum Ratio T C effective slenderness ratio on x axis Compression The member design load regarding the No Slender x compression force and the maximum effective Design load slenderness ratio on x axis Compression Check box x The compression strength of this No Slender x member is insufficient regarding the maximum Derogation effective slenderness ratio on x axis Compression The member compression strength considering No Slender y the maximum effective slenderness ratio on y axis Resistance Compression The maximum effective slenderness ratio on y No Slender y axis used to calculate the member compression KL ty strength Compression Name of the load combination that created the No Slender y maximum compression force in this member Load considering the maximum effective slenderness Combination ratio on y axis Compression The calculated ratio T C considering the N
210. do not consider shear lag in those mechanisms Shear lag is verified when designing members Steel Design tab NOTES VisualDesign designs bolted connections according to the maximum tension force obtained in the design Compression is not considered We do not verify plate failure through bolt holes only bearing is verified See also Connection Failure with Bolts in Line Connection Failure with a Staggered Layout of Bolts Type A Connection Failure with a Staggered Layout of Bolts Type B 10 32 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Failure Mechanism for Bolts in Line For bolts in line connections two failures may occur Cases 0 A and 0 B as shown below Dimensions used in out calculation Case 0 A Failure Tr 0 85 phi Ane Fu No Shear planes for member Where Ane No Longitudinal 1 g2 hole diam t No Transverse 1 p hole diam 0 6 t 2 2 em hole diam 0 6 t CivilDesign inc Engineering Software 10 33 CHAPTER 10 STEEL DESIGN Case 0 B Failure Tr 0 85 phi Ane Fu No Shear planes for member Where Ane No Longitudinal 1 g2 hole diam t emp hole diam 2 t No Transverse 1 p hole diam 0 6 t em hole diam 2 0 6 t Failure of Connection with a Staggered Layout Type A of Bolts Failure in a connection having bolts in staggered layout of type A may be of four types depending on an odd or even numb
211. dule Timber specifications must be specified and timber design groups ate available A Timber Design tab appears in the Member Characteristics dialog box once that design criteria have been activated Materials and timber properties have been classified according to the new CAN CSA O86 1 standard The classification Visual MSR MEL or GLT that was chosen for members will not be modified during the design except for Visual C and D However for a given classification VisualDesign will search for available cuts among the database The section and material compatibility is tested during a design and verification Numerical results are in the form of a spreadsheet and a design brief is accessible from this spreadsheet Graphical results are always available from the View Options dialog box or View Options toolbar See also Timber Specification Timber Species and Properties Timber Nomenclature Classification Material and Section Compatibility Availability of Timber Sections Shape Designation Timber Design Spreadsheet Members Truss Application Timber Groups Timber Design Results Spreadsheet Design Brief Print preview of Design Brief Access to internal forces and deflections CivilDesign inc Engineering Software 9 1 CHAPTER 9 TIMBER DESIGN Convention Forces in members Sections strong and weak axes ho The resistance of sections Mr and Vr and results internal stresses and deflections are gi
212. e Minor unit Tick mark type Details Button Description Choose the axis for which you want to look at parameters To change parameters press on the Deza s button posted in the bottom of the dialog Check the Visible box to show hide a particular axis including labels and tickmarks This option allows you to set the Major interval for the selected axis Check the Show gridlines box to show hide gridlines on the major interval Choose the tickmark type for the major interval This option allows you to set the Minor interval for the selected axis Check the Show gridlines box to show hide gridlines on the minor interval Choose the tickmark type for the minor interval Press this button to access the Axis Properties dialog to change the selected axis properties See explanation below The Axis Properties dialog This dialog box includes the selected axis properties and is composed of the following tabs General Scale Labels and Grid lines The General Tab Field Selected Axis Major unit Tick mark type Minor unit Tick mark type Description Choose the unit that will define the major interval of the selected axis Select the tickmark type and show hide gridlines of major interval Choose the unit that will define the minor interval of the selected axis Select the tickmark type and show hide gridlines of minor interval CivilDesign Inc Engineering Software 12 45 CHAPTER 12 CO
213. e if VisualDesign found that some lateral members have not a sufficient stiffness members that are attached to those members will be design with a greater KL r The calculation of the ideal stiffness is based on the theory of Theodore V Galambos Guide to stability design criteria for metal structures 4th edition 1988 pages 55 to 57 Kx and Ky values ate generally equal to 1 If elements are continuous and make up a sole column between two floors VisualDesign calculates new K values for each element in otder to obtain KL value equal to the total length Example CivilDesign inc Engineering Software 10 47 CHAPTER 10 STEEL DESIGN Lux Inf Noi E UT L22 Ke25 L K 3 1 L K 3 L 3 K 1 667 L K 3 For truss crossing members connected at their centre the program considers a K factor of 1 on half of their total length distance between end connection and bolt connection If you wish to consider the total length of crossing members in the case where the two bracings are in compression at the same time you must create a group for these members and specify Kx and Ky factors in the Steel Design tab of Member Characteristics dialog box Automatic calculation of Kt The Kt factor is used for the computation of buckling due to torsion for single symmetrical shapes 2L WRF V WT and cold formed sections The automatic calculation of Kt will be done according to the selected option in the Steel tab of Project Configur
214. e 1 amp Q Ez UJ uis Trois Rivi res Artificielle Earthquake Imperial Valley 0 2109 O Test Patch 10 E1 US California amp Imperial Valley S HO Kem County bs H O Long Beach 2 H O Lower California E H O Parkfield H O San Fernando amp gt San Francisco E O Washington 1 i 1 K O Helena Montana 00 100 200 300 400 500 H O Puget Sound zl Time sec Information on ground acceleration Number Imperial Valley 0 2109 Max acceleration jazi 0142 Max displacement joni 37826 Date May 18 1940 2037 Max speed o 036211 Direction sow teen See also Project Configuration Spectral Analysis CivilDesign Inc Engineering Software 7 65 CHAPTER 7 DYNAMIC ANALYSIS Calculation of Stresses and Displacements Displacements are calculated using the Duhamel integrals for coupled systems where the damping is modal see Mario Paz page 69 page 205 The displacements and corresponding stresses are evaluated for each Time pitch chosen by the user or for each accelerogram steps defined in the database generally 0 02sec After the stress calculation is done for each period results are compiled to build the envelope See also Time History Analysis Spectral Analysis Accelerograms Linear Time History Analysis Procedure e Select the Analysis tab of the Project Configuration and activate the radio button corresponding to a linear analysis e Sele
215. e Eee Peas e tee TE MR ERE 61 Participating Mass for Spectral Analysis seen 65 NIGRI M a 65 Calculation of V fina Seismic Design nereiskia dsds 66 Shear Wall 13 67 Ductility and Design of Shear Walls eese tenens 67 Shear Wall Not Ductiles xxt te e e ge tee e eo esp e Ue ve teste ee ines 67 Shear Walk Nommal Ductlity hie doit regrette Sasae 68 Shear WallsDuctile see e ei bete 69 Calculation of Required Transverse Reinforcement in Shear Wall sss 70 Ip 70 GalculationiMethiod see t ence battus tenue at deuten alie 71 Ductile Shear Wall R2 0 ss nasodusi sese deti ete regie ee ede e RD A I fades 72 CivilDesign inc Engineering Software iii CHAPTER 13 TABLE OF CONTENTS Shear Wall and Temperature Effects etit ettet toten to tonta tonta tonno status 73 Procedure to Model and Design Shear Walls sse eerte 73 Reinforcement and Cross sections 13 75 Main Reinforcement Spreadsheet ssssesseeeeeeneetenetent tenete 75 The Position tab Main Reinforcement spreadsheet seen 78 Using the Main Reinforcement spreadsheet nennen 79 Transverse Reinforcement Sptreadsheet seen 79 Using the Transverse Reinforcement spreadsheet 81 Patterns of T
216. e below Split the Member e Create a member CivilDesign inc Engineering Software 13 31 CHAPTER 13 REINFORCED CONCRETE DESIGN Select the member and use function Multiple Split on Split toolbar Split the member into smaller parts Assign a Concrete Section to each Member Click on a member and open the Member Characteristics dialog box Assign a concrete section in the Member tab and activate design criteria Then select the Concrete Design tab and enter the section height at node i and j Look at the example below Align Members and Model Rigid Extensions Once that all sections are defined select them all and go to the Connection tab Member Characteristics dialog box The axis passing through all members must be aligned either at the top or at bottom according to the shape of final beam that you want to model In our example the alignment ey must be set to Above for all members Real Beam gt 450 aay Members section and alignment Now rigid extensions must be added to member ends that are connected to column Rigid extensions are corresponding to ez Connection tab Double click on member M1 and choose option Free Face in the ez list box for node i only Check the box Include weight of rigid extension Double click on member M7 and choose option Free Face in the ez list box for node j only Check the box Include weight of rigid extension 13 32 CivilDesign inc
217. e click system local axes End of Rebar Description of the main rebar end No hook Double click With hook Continuous or With sleeve Order This column indicates the position of this node Single click among the series of nodes in continuous teinforcement See also The Main Reinforcement spreadsheet A Beam Column type of Continuous System with Variable Geometry A Beam slab of Continuous System with Variable Geometty Culvert Design Abutments Piers and Retaining Walls 13 78 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Using the Main Reinforcement spreadsheet You can access this spreadsheet in many ways e Activate the Rebar Placement mode on Activation toolbar e Double click on any continuous system to open the Rebar Placement window An elevation view of continuous system will be displayed on the screen e Select the Main reinforcement spreadsheet in the Rebar Placement menu The spreadsheet will include all longitudinal rebars included in this continuous system OR e Double click on a longitudinal rebar on the elevation view or within a cross section The Main reinforcement spreadsheet will include information on this rebar only Transverse Reinforcement Spreadsheet The Transverse Reinforcement spreadsheet is accessible from the Rebar Placement menu of Rebar Placement window It is composed of two spreadsheets Transverse Reinforcement and Pattern In the Transv
218. e energy Usages ate defined in the Member tab of Member Characteristics dialog box Steel Specifications e Define a group of sections to be used for the design e Open the Steel Specifications spreadsheet Add specifications if different steel shapes are needed for the design Select the group of sections e Class of shapes VisualDesign will automatically select the right class according to the type of braced system and member usages even if a class 3 ot 4 is specified in the steel specifications Design Groups e Create design groups for beams and continuous columns depending on the type of braced system CivilDesign inc Engineering Software 10 89 CHAPTER 10 STEEL DESIGN Design Criteria e Activate design criteria in the Member tab of Member Characteristics dialog box e Go to the Steel Design tab and choose a steel specification or a design group for each member that will be designed Fill in other design criteria e For diagonals Kx and Ky can be fixed to 0 8 or 0 9 e Add lateral supports at the bottom of link beams at node i and j if applicable Load Combinations e Use the Load Combination Generator and include spectral envelopes E01 and E02 in the generation Linear Seismic Directions e Open this spreadsheet Loads Seismic Directions Linear and insert two lines as two main and orthogonal directions are required Give a short name to each direction such as Dir x and Dir z Close the spreadsh
219. e grade in conformance with CSA Standard G30 18 Lateral load resisting systems designed with force modification factor of 2 0 or less shall comply with CSA Standard G30 18 but need not be weldable grade e The reduction of lap splice length permitted by Clause 12 where the area of reinforcing provided exceeds that required shall not be permitted for members conforming to Clause 21 Lateral force resisting elements are expected to develop their yield capacity and deform plastically under the action of seismic forces Under these circumstances all reinforcement provided is expected to yield and must therefore be spliced for full tension capacity Ductile Frame Members Subjected to Flexure for R greater than 1 5 Clause 21 3 A ductile moment resisting frame must be capable of sustaining a series of oscillations into the inelastic range of response without critical decay in strength When a plastic hinge region is deliberately relocated away from the column then hoop reinforcement must be provided within and adjacent to the plastic hinge region Ductile Frame Members Subjected to Flexure and Axial Load for R greater than 1 5 Clause 21 4 The energy dissipation necessary for a multi storey frame to survive a severe earthquake should in general occur by the formation of ductile plastic hinges in beams Plastic hinges in beams are capable of tolerating larger rotations than hinges in columns Further mechanisms involving bea
220. e in another value VisualDesign will use this time If you select another accelerogram and want to use its time pitch enter a value of zero Activate this option to save the time responses for node displacements in VisualDesign results file vr1 Look at note 1 below Maximum horizontal acceleration that will be considered for linear and non linear time history analysis It can also be required for a spectral analysis if some vibration mode s act towards the gravity axis CivilDesign Inc Engineering Software 7 23 CHAPTER 7 DYNAMIC ANALYSIS Parameters Definition Vertical Maximum vertical acceleration that will be considered for linear and non linear time history analysis It can also be required for a spectral analysis if some vibration mode s act towards the gravity axis Non linear Time History Analysis Tolerance Tolerance that applies to the tension and compression force in elastoplastic members and compared to the maximum values that a Pa system friction dampers can absorb Add vertical effects Activate this box to statically add the contribution of vertical effects to the structure for the non linear analysis Note 1 Save Node Displacements If you prefer to save only a few nodes to shorten the time of analysis select the desired nodes before launching the analysis Then from menu Results Time History Nodes Displacements observe Node displacements in time Seismic tab UBC 94 Project Configuratio
221. e mesher to create the slab from selected nodes and members However this tool is satisfactory in most cases The Undo function can be used 13 54 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN The Finite Elements Results Tab The Results FE tab is useful to graphically or numerically display stresses and forces such as bending moments shear forces axial forces and deflections for rectangular and triangular plates Following a static analysis select a load combination on Activation toolbar and open the View Options dialog box Select the Results FE tab Select a diagram among the list box Activate a type of display stress force contour or mesh with or without deflection Click OK N B Finite Element Analysis and results are detailed further on in this chapter View Options x View Attributes Loads Results FE Results Limits Colours Rectangular and triangular plates None X o To C I Deflection u v w Slab Reinforcement Cancel Apply Help Force Stress Contours Activate a load combination on Activation toolbar The left radio button displays graphic results in the form of stress force contours if a graph is selected in the list box Click any icon on Diagrams toolbar to open the Scaling of Intervals dialog box This tool allows modifying the scale upper and lower limits for the displayed values interva
222. e modal and spectral analyses and then the steel shapes will be modified During this process the software automatically considers maximum modal contributions Main vibration modes are modified in the Linear Seismic Directions spreadsheet if they changed Results e Go to Results Spectral Modal and open the Levels spreadsheet Check interstory drifts e Activate the View Options and display the member design loads e Consult steel design results Results Structure Design Steel e Select the Seismic Design Results spreadsheet Results Structure Design Steel seismic Design Convergence e If the convergence is not easy to reach increase the number of correction cycle to 5 7 Analysis tab Project Configuration See also Commentary on Seismic Design Requirements Clause 27 CAN CSA S16 01 Member Usages for Seismic Design Steel Design Results Design Brief Seismic Design Results CivilDesign inc Engineering Software 10 91 CHAPTER 10 STEEL DESIGN Steel Design Results Seismic Design CAN CSA S16 01 This spreadsheet includes calculated parameters and additional seismic results based on clause 27 of standard 16 01 for seismic design for a chosen load combination Therefore load combinations that include a seismic envelope can be consulted Following a steel design with standard CAN CSA S16 01 with seismic loads activate a load combination and go to Results Structure Design Steel Seismic Design
223. e of SFRS Rd RO Restrictions 2 A B C D Steel structures in accordance with CSA S16 standard Ductile moment resisting frames 5 0 1 5 NL NL NL NL Moderately ductile moment 3 5 1 5 NL NL NL NL resisting frames Limited ductility moment resisting 2 0 1 3 NL NL 60 NA frames Moderately ductile concentrically braced frames e Bracings without K elements 3 0 1 3 NL NL 40 40 e K bracings 3 0 1 3 NL NL 40 40 e Tension only bracings 3 0 13 NL NL 20 20 Limited ductility concentrically braced frames e Bracings without K elements 2 0 1 3 NL NL 60 60 e K bracings 2 0 1 3 NL NL 60 60 e Tension only bracings 2 0 13 NL NL 40 40 NL NL NA 40 40 20 60 60 40 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Type of SFRS Ductile eccentrically braced frames Ductile plate walls Moderately ductile plate walls Conventional construction shear wall braced frame or moment resisting frame Other steel SFRSs Concrete structures in accordance with CSA A23 3 standard Ductile moment resisting frames Moderately ductile moment resisting frames Ductile coupled walls Ductile partially coupled walls Ductile shear walls Moderately ductile shear walls Conventional construction e Moment resisting frames Shear walls Other concrete SFRSs Rd 4 0 1 0 4 0 2 5 4 0 3 5 3 5 2 0 1 5 1 5 1 0 RO 1 5 1 6 15 1 3 1 0 sf 4 1 3 1 3
224. e re qe te dett pes 48 A to Hinge duties EH 48 Member Steel Design Spreadsheet sse tentent 49 Design of Bolted Connections 1 eee e eene eene n enean nnn nnn unn un ua 10 53 Tiimitations LL M n 53 Checking or Designing Bolted Connections sss 53 Veritication of Bolted Cofinectiotis acp ie dieat deed cer 53 Design of Bolted Connections icto ne etti tete te e ri e pe Pega d 53 Steel Specification for bolted connections sse tette ttetnnentnntnnnns 53 Bolted Connections Tab Members sse 54 Member Bolted Connections Spreadsheet sees 56 Steel Design Groups eere erre eren nnn hann nana annua annu nana ua ua 10 57 Steel Design Groups Membets sssssssssssseeeeeeeeenenetenttene tentent tntenententntens 57 Grouping Elements Hep 57 Grouping Members Automatically seen tenens 58 Viewing a Group of Membets iscccccrsscssessecsesevcssseonvenstansevesenvasanvevenassevascnvasonvavesersoevasssbasonoeionens 59 CivilDesign inc Engineering Software CHAPTER 10 TABLE OF CONTENTS Steel Specifications cecseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeseeees 10 60 Sections GTOUDS ete Re D HR EUER ARR RBR CREER TRRORE ER LENT OR ARR THE RELE A eg 60 Steel Specification Generator csse e
225. e reference system Therefore the resulting structural design has equal resistance to seismic motions from all directions The CQC3 method uses two spectra in orthogonal directions separated by an arbitrary angle theta The minor spectrum is assumed as a fraction of the major spectrum This fraction is called a If the two spectra are equal meaning that a 1 the CQC3 method reduces to the SRSS method This method should be used if a value of a less than 1 0 can be justified It will produce realistic results that are not a function of the user selected reference system Limitations of the Response Spectrum Method The response spectrum method is an approximate method used to estimate maximum peak values of displacements and forces and has significant limitations It is restricted to linear elastic analysis in which the damping properties can only be estimated with a low degree of confidence Non linear spectra which are commonly used have very little theoretical background They should not be used for the analysis of complex three dimensional structures For such structures true non linear time history response should be used Participating Mass for Spectral Analysis To get an accurate spectral analysis building codes generally require that the mass participation to displacement of a structure in a given direction be at least 90 of the structure dead weight plus 25 of the snow load To get this percentage the number
226. e sequence relative to continuous Single click system origin zj End of the sequence relative to continuous Single click system origin Bridge Evaluation Module Deterioration Enter the percentage of deterioration according Single click strong axis to strong axis for this rebar 0 means no deterioration Deterioration Enter the percentage of deterioration according Single click weak axis to weak axis for this rebar 0 means no deterioration See also Rebar Placement Window Cross Sections Patterns of Transverse Rebars Spreadsheet Deterioration of Rebars and Cables Copying a Stirrup Sequence along with Patterns Using the Transverse Reinforcement spreadsheet You can access this spreadsheet in many ways e Activate the Rebar Placement mode on Activation toolbar e Double click on any continuous system to open the Rebar Placement window An elevation view of continuous system will be displayed on the screen e Select the Transverse Reinforcement spreadsheet in the Rebar Placement menu The spreadsheet will include all designed transverse rebars in this continuous system Select the Pattern spreadsheet and look at the different patterns created by VisualDesign OR e Double click on a stirrup sequence on the elevation view or within a cross section The Transverse Reinforcement spreadsheet will include information on this bar only See also Transverse Rebars Spreadsheet Stirrup and Tie Patterns CivilDesign
227. ear force With the seismic shear capacities at each story increased to allow for P Delta effects the ability of the strengthened structure to absorb inelastic energy during an earthquake is also increased CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Special Provisions Unreinforced masonry buildings have fared badly when subjected to earthquakes The presence of reinforcing embedded in mortar or grout increases ductility and reduces the likelihood of brittle failure Floor systems that act as diaphragms should be studied to ensure that they are capable of distributing the loads to the various elements Special mechanical protection systems such as base isolation or controlled friction damping devices can significantly alter the seismic response of buildings Seismic Analysis Modeling to Satisfy Building Codes Excerpts from Dr Edward L Wilson Articles on Numerical Techniques used in SAP2000 ETABS and SAFE Chap 12 15 and 17 University of California Berkeley Introduction The major advantage of using the forces obtained from a dynamic analysis as the basis for a structural design is that the vertical distribution of forces may be significantly different from the forces obtained from an equivalent static load analysis Consequently the use of dynamic analysis will produce structural designs that are more earthquake resistant than structures designed using static loads
228. ear Mass Ix ly Area and J correspond to the properties of Properties the transformed section kx ky parameters are used in the calculation of shear energy Procedure with the Steel Design module To define members as composite sections do as follow e If the project is done with respect to construction stages go to Project Configuration and select the Composite Beam tab Then activate the Steel Concrete Composite Beam Project check box and select appropriate construction stages listed below If composite beams are shored up with no construction stages do not activate the Composite Beam Project check box CivilDesign Inc Engineering Software 12 23 CHAPTER 12 COMPOSITE BEAMS e Go to the Common menu and consult data for studs rebar steel grades steel decks if required and concrete material in the appropriate spreadsheets e Select the Slabs spreadsheet under Structure menu and create a slab e Activate the Member icon on the Elements toolbar and select members that you wish to define as composite e Click the Properties icon to open the Member Characteristics dialog box e Open the Shape Selection tree by pressing icon T and choose a steel shape Specify a steel material in the Material drop down list box e Select option Composite beam in the Composition field e Then select the Composite Beam tab Select the slab stud and other parameters Don t forget to specify the construction stage at whic
229. ed lane load a Factor applied to a moving load when Single click superimposed to a uniformly distributed lane load according to clause 3 8 3 2 S6 00 standard See Notes below Overload Uniformly distributed lane load Linear load Single click Dyn Load All Dynamic Load Allowance applied to uniformly Single click W Lane distributed lane load Lane Width Lane width Single click Remove Axle If truck axle can be removed to maximize the Double click moving load response choose option x Refer or Space bar to clause 3 8 4 1a of S6 00 standard 8 10 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS FACTOR TO APPLY TO AXLE LOAD WHEN A UNIFORMLY DISTRIBUTED LANE LOAD IS CONSIDERED VisualDesign will take the worst load case of a or b a Mobile 1 DLA Truck b Mobile o 1 DLA Truck Lane Overload 1 DLA W Lane For the CAN CSA S6 88 Standard 0 6 For the CAN CSA S6 00 Standard 0 8 For AASHTO LRFD 98 Standard 1 0 See also Moving Loads spreadsheet The Axles Wheels Tab Copying a Moving Load along with its Attributes The AxlesWheels Tab This tab is part of the moving load dialog box Common Trucks It supplies the weight and position of each axle Group Truck title Column Desctiption Editing ID Calculated automatically No Coord X X coordinates Single click Coord Y Y coordinates Single click W Wtotal Weight of axle or wheel acting o
230. edition of the Standard emphasis in these categories is placed on the presence of redundancy in the system to provide strength and stiffness in the event that the braces in a storey lose much of their stiffness Two categories of concentrically braced frames are considered those with moderate ductility MD and limited ductility LD Both permit several different bracing configurations although some are proscribed Compared with past editions of the Standard the provisions maintain strict limits on width thickness ratios overall slenderness limits of braces are relaxed and changes have been made to the requirements for connection design forces However height limitations are introduced Usages Before executing a seismic design as per CAN CSA S16 01 Standard member usages must be defined according to the type of system and dissipating elements Usages are assigned through the Usage list box which is part of the Member tab Member Characteristics dialog box 10 84 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Concentrically Braced Frames Types MD R 3 0 and LD R 2 0 Tension compression Tension only Usages Usages 1 X Column 1 X Column 2 X Beam 2 X Beam 3 X tic Diagonal 3 X t Diagonal End conditions for diagonals in End conditions for diagonals in tension compression lt gt tension only lt gt Co DG Design groups are required L Co
231. edure To proceed with a cyclic design or a check of your structure you must follow these steps e Complete the parameters in the Analysis tab in the Project Configuration dialog box Two parameters are important to have a correct design namely The number of cycles for optimization and the number of cycles for correction e Activate design criteria in the Member tab of the Member Characteristics dialog box e Go to Structure Specifications and define your own Group of Sections to be used during the design process A pre defined one can also be selected in the Timber Specifications spreadsheet e Select the Timber Specifications spreadsheet Structure menu Choose a Design or Verification specification complete the required parameters and modify the defaults values if needed e If you wish to have identical sections for continuous members or wish to group members select them and use the Group Members function or use the short cut keys Ctrl G in the Structure Group menu e For all members that you wish to design you must complete the information supplied in the Timber Design tab of the Member Characteristics dialog box Select a steel specification OR a design group for the selected members e Use the Load Combination Generator to generate required load combinations for a selected Code or Standard e Click the Analysis and Design icon and start the design process by clicking the Analyse button e To look at the r
232. eed to be released during analysis Refer to topics Types of Static Analysis and Tension only Members CivilDesign inc Engineering Software 10 9 CHAPTER 10 STEEL DESIGN Field Tributary Area Parameters for Non linear Analysis Max Variation on P axial Max Variation on Displacements Number of iterations Rigidity factor axial release Parameters for Cyclic Design Number of cycles optimization Number of cycles corrections Number of subdivisions for the diagrams General Dynamic Loadings Duration Time pitch Save Node Displacements Description You must specify if the reduction factor due to tributary area should apply to compression or bending With the drop down list box select the code that will be use for the reduction of tributary surface Parameters ate shaded if you activated a linear analysis If you activated an analysis with release only the number of iterations can be specified for said analysis The non linear analysis will terminate when the variation falls below this value This tolerance is applied to the displacements of axially released supports only The non linear analysis or the one considering release will end when the specified maximum number of iterations will be reached Specify a rigidity factor for axially released members Number of optimization cycles for the design of members When the optimized number of cycles is reached the members th
233. een 61 Linear Time History Analysis ec er eruere nnn nnn nnn nnum 7 63 Linear Time History Analysis eere ee ert eret pete bk oro eth e ataca Uode she 63 ACCELELOCTAMS c Selection of an Accelerogram Calculation of Stresses and Displacements sse Linear Time History Analysis Procedure sss 66 CivilDesign Inc Engineering Software CHAPTER 7 TABLE OF CONTENTS Non Linear Time History Analysis eee e eere eere renun nnn nnn 7 68 Pall Friction Dampets eee RE ROREM cdesususcdaseansagnasteaspeasastenuslanionuachenadensselscblgegtepies 68 bricaond9amplio Systems cuneo ecce ctetuer tec este e ero e diete 68 Friction Dampet applied toa Bracing nessies ninnisin eben tib ade ld 68 Friction Dampers applied to X Bracings nsnsi i i nennen 69 Friction Damper applied to a Chevron Bracing essssseseeeeeeeeenee nennen 69 Non Linear Time History Analysis vene eiie teret de pete ede tete 70 Non Linear Seismic Directions Spreadsheet sse 70 Non Linear Time History Analysis Procedure eene 71 Time History Analysis Results eere eene n enun ununi nun n unn n un an 7 72 Generali cute coto etsi otia dote t ee tees des etie eife tesi etc dots 72 Nodes Displacement in Time teinte testate testante ii iiis ieii 72 Reactions d ime qoe ete tbe be A tib M egi e a evo etes be
234. eering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Positive Bending Moment tab Group Concrete Results Column Member Number Mfx max Mrx Mnx Mpx Design load Description The number of the member that is part of this continuous system Subdivisions of continuous system as specified in Project Configuration Envelope of maximum bending moment for strong axis Factored resistance of tensioned reinforcement considering stresses that can be developed according to clause 11 4 9 1 of Code A23 3 Forces in tensioned reinforcement considering stresses that can be developed according to equation 11 4 9 1 of Code A23 3 Factored moment resistance Nominal moment Refer to Ch 21 of A23 3 95 standard Probable moment Refer to Ch 21 of A23 3 95 standard Bending moment at this location within continuous system Bridge Evaluation module only fer Live load Capacity Factor Code S6 00 Reduction factor applied to flexural resistance Bending moment when a tensile stress of fcr is induced in the concrete Cracking strength of concrete CivilDesign inc Engineering Software Editing No 13 117 CHAPTER 13 REINFORCED CONCRETE DESIGN Column dv bw Description Editing Distance from extreme fibre in compression to No the centre of gravity of the tensioned reinforcement at this location within continuous system N B VisualDesign considers all te
235. eet Modal Analysis e Launch the modal analysis e Display the deflection of each vibration mode by using the function Animation in order to detect local vibration modes and eliminate them Increase the amplitude of diagram We recommend modifying the model to eliminate local vibration modes The model is adequate when the two main vibration modes are present within the tenth first calculated modes not always possible though e Consult the frequencies and vibration modes spreadsheet Results Modal Spectral Frequencies Find the maximum modal contributions for each seismic direction columns y Note the corresponding components Dir x Dir y and Dir z and copy them in the Linear Seismic Directions spreadsheet for each main direction N B These components can be different from 1 0 Ductility and Spectral Envelopes e According to the building code that was selected in the Seismic tab the following parameters must be selected in the Linear Seismic Directions spreadsheet For CNB 95 complete the columns Structure Ds and force modification factor R For CNB 2005 complete columns Structure Lateral Force Resisting System Ro and Rd Force modification factors can be different for each seismic direction so select a spectral envelope for each one 10 90 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN e launch the steel design by clicking the icon The iterative process will start by th
236. eet with respect to lower uppet case This column is not useful for other shapes Design only Specify the maximum class for optimized shapes Design only Specify the maximum height for optimized sections Design only Specify the minimum height for optimized sections Design only Specify the maximum width for optimized sections Design only Specify the minimum width for optimized sections Design only The design is done with respect to this given percentage of capacity For example if a value is inferior to 100 it means that you are more severe than the chosen code Design with 37 01 only The Compression Tension option is used to verify and design tower or antenna members according to compression and tension forces only without bending The Standard option with bending is automatically selected for all other users Choose the type of analysis that will be done for connections None Verification or Design Type of bolted connection Bearing or Slip Resistant Specify if holes had been punched or drilled Specify the contact surface of connections None class A class B or class C Choose the bolts that can be used for the design of bolted connections CivilDesign inc Engineering Software Editing Single click Double click Single click Single click Single click Single click Single click Double click Double click Double click Double click Double cl
237. egular structure from an earthquake resistant design standpoint it is of interest to note that the mode shapes which tend to have directions that are 90 degrees apart have almost the same value for their period This 1s typical of three dimensional mode shapes for both regular and irregular buildings For regular symmetric structures which have equal stiffness in all directions the periods associated with the lateral displacements will results in pairs of identical periods However the directions associated with the pair of three dimensional mode shapes are not mathematically unique For a response spectrum analysis the codes state that at least 90 percent of the participating mass of the structure must be included in the calculation of response for each principal direction Therefore the number of modes to be evaluated must satisfy this requirement Three Dimensional Dynamic Analysis It is possible to conduct a dynamic time history response analysis by either the mode superposition or step by step methods of analysis However a standard time history ground motion for the purpose of design has not been defined Therefore most engineers use the response spectrum method of analysis as the basic approach The engineer may choose many types of spectra defined in the codes and scale them with the acceleration factor of the zone The El Centro spectrum is always used Furthermore the engineer must not forget that an acce
238. eight between this level and the one below No 0x Stability factor No 7 60 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Steel Design Results Seismic Design CAN CSA S16 01 This spreadsheet includes calculated parameters and additional seismic results based on clause 27 of standard S 16 01 for seismic design for a chosen load combination Therefore load combinations that include a seismic envelope can be consulted Following a steel design with standard CAN CSA S16 01 with seismic loads activate a load combination and go to Results Structure Design Steel Seismic Design AISC LRFD 95 Results are also available for American Standard AISC LRFD 95 Group Load Combination Results Column Number Section Group Usage Ag C C ass Bending Mx ass Bending My ass Web C Compression ass Description Member number Steel shape assigned to this member Group in which belongs this member Member usage Gross atea of this member Web area of this section Web area divided by the gross area Plastic section moment on strong axis Factor applied to Fy for evaluating the probable yield strength of this member Yield strength of steel Calculated class for bending on strong axis Mx Calculated class for bending on weak axis My Class considered in the calculation of web buckling resistance Class considered in the calculation of compression st
239. ement activation mode in on double click on a continuous system and the Properties function will open the Rebar Placement window and will display an elevation view of the selected continuous system Once in this window select an element in a cross section or in the elevation view and use the Properties function to call up an element spreadsheet To do SO e Click on a longitudinal rebar and press the Properties icon to access the Main reinforcement spreadsheet e Click on a stirrup all the sequence will be highlighted and press the Properties icon to access the Transverse reinforcement spreadsheet e Click on a cable and press the Properties icon to access the Cable Groups spreadsheet e Click on a cross section and press the Properties icon to access the Cross sections spreadsheet Use the short cut key Ctrl T See also Rebar Placement window Main Reinforcement spreadsheet Transverse Reinforcement spreadsheet Cross sections Selecting Several Elements of the Same Type Multiple selections in the Rebar Placement window You are allowed to select several elements of same type longitudinal rebars transverse rebars cables or cross sections when you are working in the Rebar Placement window by pressing down the Ctrl key before clicking on elements that you want to select All elements can be selected this way except for stirrups transverse rebars that are drawn in cross sections Main reinforcement cross sections and cab
240. endi aite diq ute iii ta deter ned ui a 21 VOCERO E oE E 22 Sheat co ntiectots msna etta E E te t tire te tian tie reete etta 22 Optlons ss oos tte neci iain incest ie assetto vct ned eis ants 22 The Filled e SION o RM eie E EEEE REEE 23 Procedure with the Steel Design module seen 23 Procedure Static analysis itecto eet eer Ae AV b cr e be Ae a e d d eec 24 Members Spreadsheets Leere reir er reae n eara anra raa aaa ua 12 26 Composite Beam Spreadsheet seen 26 Composite Beams Spreadsheets Short term and Long tetm sss 28 CivilDesign Inc Engineering Software i CHAPTER 12 TABLE OF CONTENTS Filled ASS Spreadsheet is isssssscsssessossssoneieioseinvaseteasanvedeiananvedotseaniededananvedetesvanvededesnazenvadoaioanededosns 29 Loads amp Load Combinations s s csssessesseesenesennesenesenssenesseesenesenees 12 30 Thermal Gradient and Shrinkage Effects trente tete i 30 VisualDesign s apptOAcliza ce eite noeh ando ma i ver e POP DER OR Herr tado 30 Load Au HOS WANK AS i seo ore noie oO a EROR OD ede me 32 Composite Beam with Construction Stages sss 32 Load titlesand typesa eee aa REA EA E E EO md erae adita 32 Load Combinations ui citt e bte RR e n d nt Ra Het t P PO RO RD P P Ned 32 Automatic Generation of Load Combinations sse eene 32 Composite Beam without Construction Stages 33 Load titles and types ien dett
241. ensions Stirrup spacings Rebar lengths Rebar spacing in slab 10 fio mm fio mm Optimization of longitudinal rebars selection of bigger bars Extra steel obtained before changing rebar dimension 10 Shear Maximum number of stirrup sequences for the type of beam Standard 5 Cantilever 3 r Rebars Default bending shapes Rectangular beam T Beam Cancel See the table below to know the definition of headings included in this tab Field Description Rounding of Dimensions Stirrup spacing Specify a rounding for the calculation of stirrup spacing Rebar lengths Specify a rounding for the calculation of bar lengths 13 14 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Field Rebar spacing in slabs Optimization of longitudinal rebars Description Specify a rounding for the spacing of rebars in slabs Specify the amount of extra steel that would be tolerated until the program changes rebars in the design of reinforcement Shear Maximum number of stirrup sequences Standard Beam Cantilever Rebars Default Bend Shape Rectangular Beam T Beam L Beam See also Effective Stiffness Member tab Fix the maximum number of stirrup sequences that you wish to have for a beam located between two supports Fix the maximum number of stirrup sequences that you wish to have for a cantilever beam In the drop dow
242. enu Results Time History Nodes Displacements observe Node displacements in time See also Static Analysis Dynamic Analysis Project Configuration Overall Ductility of a Structure Force Modification Factor R Calibration of Spectral Linear and Non linear Time History analysis CivilDesign Inc Engineering Software 7 29 CHAPTER 7 DYNAMIC ANALYSIS Modal Analysis General The modal analysis calculates the values and vectors frequencies and mode shapes specific to the structure with the Subspace Iteration Method During a modal analysis VisualDesign calculates the modal contribution for each mode and for the three main directions which are needed for the spectral analysis These modal contributions are written in the Frequencies and Vibration Modes spreadsheet Consequently when the spectral analysis is launched the softwate can automatically evaluate the vibration mode that contributes the most for a given seismic direction Before running a modal analysis the engineer has to define a Mass load combination according to the proper building code This mass load combination shall be selected in the Modal Analysis dialog box which appears on the screen when the Modal analysis is launched The user shall specify the desired number of modes The numerical model will then compute the 7 first required modes and classify them in an orderly manner Refer to Number of Calculated Modes Excerpts from Dr Edward L Wilson Articl
243. ep before the bridge After bridge Specify the truck load step after the bridge Check the box to include non linear effects and select a Mass load combination See topic Inclusion of non linear effects into analysis To obtain concomitant values associated to maximum forces check appropriate options Values will be written in results spreadsheets at column Value Check forces and reactions to obtain the most critical case for this force and or reaction Press this button to open the Definition of Moving Load Envelopes spreadsheet and activate the moving load envelopes to calculate Press this button to launch the analysis VisualDesign now displays the date of analysis in the Moving Load Analysis dialog box You will also find the time it was launched and the time it ended in the upper part and lower part of the dialog box Structure with Cables If cables are included in a structure such as a bridge it is sensible to non linear effects Activate option Include no linear effects VisualDesign will use the Mass load combination to calculate initial non linear effects See also Moving Load Analysis Procedures Defining Moving Load The Moving Load Cases 2D Axle Factors 8 28 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS Results AFTER A MOVING LOAD ANALYSIS STATIC ANALYSIS OR DESIGN Activate the Envelope mode and select a moving load envelope Lm on Activation toolbar Use
244. er Dir x Dir y Dir z Envelope Tdyn Mode Calibration Torsion Structure Description Calculated automatically Name or number for this seismic direction 12 alphanumeric characters Global x component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Global y component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Global z component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Select an envelope that will include this seismic direction if desired Usually an envelope is assigned per seismic direction But it could also include more than one seismic ditection Refer to the Load Combination Generator to include these envelopes into the generation This vibration mode has the biggest modal contribution for this direction VisualDesign automatically initializes it To calibrate seismic forces activate this option x Enter the factor that represents the ductility and over strength of a structure or one of its components and the capability to dissipate energy through inelastic behaviour Activate this option x to include accidental torsion effects into seismic calculations The torsion moment will be supplied at column Torsion M when the spectral analysis will be completed Choose the type of frame that will be used for the calculation of empirical period
245. er and the number of bolts in the member end connections Activate this option if you want VisualDesign to compute the effective compressive length KLy according to clause 6 2 3 3 S37 01Standard Refer to Ratio T C According to 37 01 standard towers Select the equation that will be used for the calculation of effective length in the minor axis system If single steel angles are not oriented in an orthogonal axis system the drop down list box will be shaded CivilDesign inc Engineering Software 10 55 CHAPTER 10 STEEL DESIGN Member Bolted Connections Spreadsheet This spreadsheet located in Structure Members is available if you own the Steel Design module and if design criteria were activated in the Member tab Member Characteristics Dialog box Group Structural data Column ID Number Connection Model No i Connection Number No i Connection Model No j Connection Number No j Equation for KLx r KLx r Verify T C ratio Equation for KLy r KLy r Verify T C ratio Equation for KLz r Description Automatically calculated Member numbet Connection model at node i Connection number at node i for the design of tower only Connection model at node j Connection number at node j for the design of tower only According to S37 01 standard towers Equation that is used for calculating the effective length in x considering the number of bolts of member end connection
246. er effective compression length This factor also depends on the load position By default the load is applied at the centre of the section If this is not the case choose among options Top or Bottom The Tower Design module Cantilever The Steel tab Project Configuration Editing Single click Double click ot Space bar Single click Single click Single click Double click Double click Single click Double click Member Bolted Connections Spreadsheet This spreadsheet located in the Structure menu at heading Members will be available if you own the Tower Design module and if you activated design criteria in the Members Dialog box Complete the information before running a steel design CivilDesign inc Engineering Software 11 21 CHAPTER 11 TOWER DESIGN Group Structural data Column ID Number Connection Model No i Connection Number No i Connection Model No j Connection Number No j Equation for KLx r KLx r Verify T C ratio Equation for KLy r KLy r Verify T C ratio Equation for KLz r Description Automatically calculated Member numbet Connection model at node i Connection number at node i for the design of tower only Connection model at node j Connection number at node j for the design of tower only According to S37 01 standard towers Equation that will be used for the calculation of effective length in x which takes
247. er of longitudinal and or transverse lines of bolts We have to verify the following cases 1 PI 1 II 1 PP and 1 IP m Longitudinal even Transverse uneven Longitudinal uneven Transverse uneven Longitudinal even Transverse even Longitudinal uneven Transverse even 10 34 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Case 1 PI Even Longitudinal Uneven Transverse Tr phi 0 85 Lt min t Fu No Member shear planes Where t Thickness of steel angle leg Fu Member specified tensile strength La No Trans 1 p em No Trans 2 hole diam 0 6 Lb No Long 2 g2 No Long 2 2 hole diam Le No Long 2 g2 No Long 2 hole diam No Long 2 p 4 g2 Ld g2 emp 0 5 hole diam Le g2 hole diam p 4 g2 Lf No Trans 2 p No Trans 2 2 hole diam em 0 6 Lg emp 0 5 hole diam And Lt Minimum Lt among the failure paths Case 1 Il Uneven Longitudinal Uneven Transverse Tr phi 0 85 Lt min t Fu No Member shear planes Where t Thickness of steel angle leg Fu Member specified tensile strength La No Trans 1 p em No Trans 2 hole diam 0 6 Lb No Long 1 g2 No Long 1 2 hole diam Lc No Long 1 g2 No Long 1 hole diam No Long 1 p 4 22 Ld emp 0 5 hole diam Le No T
248. erally supported at node j choose option x If the section top flange is laterally supported at node i choose option x CivilDesign inc Engineering Software Editing No Single click Double click Double click Double click Single click Double click Single click Doub or Space bar Doub or Space bar Doub or Space bar Doub e c e c e c lic lic lic e Cl lic K K K K or Space bar 9 23 CHAPTER 9 TIMBER DESIGN Column Lux Top Cont Lux Top Noj Lx Ly Fixed Le Top Lex Top Fixed Le Bottom Lex Bottom Bearing Length Node i Position of Notch Node i Notch Depth dn Node i Notch Length e Node i Bearing Length Node j Position of Notch Node j Description If the section has continuous lateral support at the top flange choose option x If the section top flange is laterally supported at node j choose option x Enter a deflection criterion for strong axis Enter a deflection criterion for strong axis Choose option x to fix the value of Le effective compression length according to strong axis at the top of the section This option is not available yet Enter the effective compression length at the top of the section This option is not available yet Choose option x to fix the value of Le effective compression length according to strong axis at the bott
249. ers or cones for a bar chart or cube chart Repetition of markers Markets size This option allows you to show hide point markers on the series This option allows you to show hide a particular series in the chart Look at the sample displayed in this box This dialog allows you to manipulate axis settings including Major Interval Minor Intervals Scales Min Max and Gridlines amp Tickmarks Field Combo Box Major unit Tick mark type Minor unit Tick mark type Details Button Description Choose the axis for which you want to look at parameters To change parameters press on the Details button posted in the bottom of the dialog Check the Visible box to show hide a particular axis including labels and tickmarks This option allows you to set the Major interval for the selected axis Check the Show gridlines box to show hide gridlines on the major interval Choose the tickmark type for the major interval This option allows you to set the Minor interval for the selected axis Check the Show gridlines box to show hide gridlines on the minor interval Choose the tickmark type for the minor interval Press this button to access the Axis Properties dialog to change the selected axis properties See explanation below CivilDesign inc Engineering Software 11 67 CHAPTER 11 TOWER DESIGN The Axis Properties dialog This dialog box includes the selected axis p
250. erse Rebars spreadsheet in Rebar Placement menu and define the stirrups number dimensions shape sequences patterns etc e To edit rebar placement on your screen see stage 9a e To look at various numerical results select the General Results spreadsheet in the Results menu CivilDesign inc Engineering Software 13 51 CHAPTER 13 REINFORCED CONCRETE DESIGN Design of 2 Way Slabs Analysis and Design The Analysis and design Icon of Tools toolbar VisualDesign designs 2 way slabs composed of finite elements triangular and or rectangular plates Openings are allowed Rebars are placed according to obtained stress force contours The Slab and Mesh Generator The Slab amp Mesh Generator is a powerful tool that creates the slab surface from selected nodes on the slab outline and meshes the slab with triangular plates This tool is located in Structure Generator FE Slab Any geometry can be created and meshed if selected nodes are coplanar VisualDesign uses the Convex Hull which is a mathematical concept to create and mesh the sutface The user specifies that maximum area of plates the material and thickness along with direction vectors The latter parameters are required because VisualDesign creates a group of plates for this generated slab A specification and concrete covers must be specified for each slab in the Group of Plates Surfaces spreadsheet for each slab to be designed Refer to Groups of plates Su
251. erse Reinforcement spreadsheet you will find details such as the number of stirrups included in each sequence and the position of this sequence relative to the continuous system origin The Patterns spreadsheet includes detail about the bending shape s that composes a particular pattern of stirrup and its position within continuous system CivilDesign inc Engineering Software 13 79 CHAPTER 13 REINFORCED CONCRETE DESIGN x1 30M 2953 3630 x1 30M 2954 3630 12 15M 250 10 15M 260 e gt 450 450 450 Section 2 2 Section 3 3 Section 4 4 6 30M 2 30M 2 10M 2 30M 2 30M 430M The first sequence of stirrups begins at 350mm from the continuous system origin and ends at 3100mm 350 2750 The number of patterns represents the number of stirrups in this sequence Warning If you are creating stirrup sequences yourself take care not to overlap them Stirrup sequences are inclusive Group Continuous System title Column Description Editing Rebar ID Automatically calculated No Number 16 alphanumerical characters Enter a number Single click representing this sequence Reinforcement Choose the size of rebar Double click Number of Enter the number of stirrups that composed the Single click patterns sequence 13 80 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Description Editing Spacing s Stirrup spacing in this sequence Single click zi Beginning of th
252. es and resistances diagrams displayed on your screen See also Rebar Placement window The Slab Type of Continuous System with Variable Geometry Save Rebar Placement As Use this function available in the File menu Rebar Placement window to copy the reinforcing details of current continuous system to other continuous systems The following dialog box will appear on your screen Save Rebar Placement As e Select the continuous system numbers that will be modified Select the elements that will be copied longitudinal rebars transverse rebars groups of cables and or cross sections by activating appropriate check boxes e Click OK 13 100 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Select Honzontal Continuous Systems To select all the horizontal continuous systems of your structure choose the Select Elements Horizontal Continuous Systems under Edit menu This function is useful to get the Bar list or concrete quantities for beams only Select Vertical Continuous Systems To select all the vertical continuous systems of your structure choose the Select Elements Vertical Continuous Systems under Edit menu This function is useful to get the Bar list or concrete quantities for columns only Reminder Editing Keys Look at tables below to learn how to edit elements in the Rebar Placement window Some editing is done with function Stretch or Move but some others must be
253. es on Numerical Techniques used in SAP2000 ETABS and SAFE Chap 12 15 and 17 University of California Berkeley All real physical structures when subjected to loads or displacements behave dynamically The additional inertia forces from Newton s second law ate equal to the mass times the acceleration If the loads or displacements are applied very slowly then the inertia forces can be neglected and a static load analysis can be justified Hence dynamic analysis is a simple extension of static analysis In addition all real structures potentially have an infinite number of displacements Therefore the most critical phase of a structural analysis is to create a computer model with a finite number of massless members and a finite number of node joint displacements which will simulate the behaviour of the real structure The mass of a structural system which can be accurately estimated is lumped at the nodes Also for linear elastic structures the stiffness properties of the members with the aid of experimental data can be approximated with a high degree of confidence However the dynamic loading energy dissipation properties and boundary foundation conditions for many structures are difficult to estimate This is always true for the cases of seismic input or wind loads To reduce the errors that may be caused by the approximations summarized in the previous paragraph it is necessary to conduct many different dynamic analy
254. es spreadsheet will be open and completed See also The Moving Load Cases Spreadsheet Moving Load Cases Dialog Box The dialog box is accessible in the Loads Moving Loads Moving Load Cases It is completed if the Moving Load Case Generator was used to generate all required moving load cases The dialog box is composed of two tabs Moving Load Cases and Moving Load Case Components CivilDesign inc Engineering Software 8 19 CHAPTER 8 MOVING LOAD ANALYSIS The Moving Load Cases Tab In this tab you will find all moving load cases that you need to analyse a 2D or 3D project EX 2D PROJECT WITH S6 00 STANDARD Include all 2D CL W trucks to cover all cases as described in clause 3 8 4 5 According to a chosen inspection level you will have the following cases 2D CL1 625 25 All axles 2D CL123 625 30a Axles 1 2 and 3 with an axle removed 2D CL1 625 30b Axles 4 and 5 2D CL12 625 30c Axles 3 and 4 2D CL12 625 40 Axle 4 only If you are defining moving load cases by hand instead of using the Moving Load Case Generator include these 10 moving load cases in the Moving Load Cases spreadsheet for envelope 14701 as an example For the Fatigue envelope 1 702 you need to repeat these considering the overload Group Load case data Column ID Number Mobile Envelope Moving Load Axis Traffic on axis DLA Mobile Desctiption Calculated automatically 12 alphanumetic charac
255. es tab The Dead tab The Live tab Dynamic tab Wind tab Ice tab The Temperature tab 11 32 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Load Cases tab Group Load Case Data Column Description Editing ID Calculated automatically No Number Number name of this load case 12 alphanumeric Single click characters Type Double click to open the Load Case selection tree Double click Open the appropriate root and highlight a type of load case Please refer to Type of Load Cases for more details Family Family number to which belongs this load case Double click backfill pressure wind ice etc if it needs to be combined with specific load cases Choose option N a if you do not want to use families Please refer to Load Case Families Stage Steel design module or Prestressed concrete No design module When the analysis is completed this shaded field informs the user the construction stage that corresponds to this load case Auto Generation Disable this option to remove this load Double click Combinations case from the automatic generation of load or Space bar combinations By default all load cases are activated See topic Generator of Load Combinations Auto generated Dynamic Analysis module This option x No Torsion includes accidental torsion effects from the spectral analysis Equivalent static loads will be generated by the software and automatically integrated into static anal
256. es the member design criteria and parameters that are needed for a timber design Enter data in the Timber Design tab Member Characteristics dialog box and use this spreadsheet to consult or sort data for editing common values Group Structural data Column ID Number Group Specification Kx computation Kx Ky computation Ky Lux Bottom Noi Lux Bottom Cont Lux Bottom Noj Lux Top Noi Description Automatically calculated Member number 16 alphanumerical characters Choose a member design group if desired Specification is included in the Timber Groups spreadsheet If the member is not part of a design group choose a timber specification in the drop down list box Refer to Timber Specifications Spreadsheet Choose an automatic or manual computation of effective compression length factor relative to strong axis Effective compression length factor relative to strong axis For an Auto computation the Kx coefficient is automatically calculated Choose an automatic or manual computation of effective compression length factor relative to weak axis Effective compression length factor relative to weak axis For an Auto computation the Ky coefficient is automatically calculated If the section bottom flange is laterally supported at node i choose option x If the section has continuous lateral support at the bottom flange choose option x If the section bottom flange is lat
257. esign near positive and negative bending moments Options are included in the Composite Beam tab of Member Characteristics dialog box Negative Bending Moments The calculation of resistance at negative bending moments must be done considering the steel section only for loads that are applied once that the composite effects are effective To do so do not activate any option in the Composite Beam tab of Member Characteristics dialog box L Add the dead load of slab L Use the transformed properties for analysis L Use the slab reinforcement when Mfx 70 0 L Use the slab reinforcement when Mfx lt 0 0 The calculation of strength fatigue and permanent stresses for a composite beam at negative bending moments will be done considering the steel shape only and the minimum envelope Calculation of stresses is done using values of transformed Sx as explain below Positive Bending Moments The calculation of resistance at positive bending moments must be done considering the composite section for loads that ate applied once that the composite effects are effective To do so activate the second option in the Composite Beam tab of Member Characteristics dialog box CivilDesign Inc Engineering Software 12 35 CHAPTER 12 COMPOSITE BEAMS L Add the dead load of slab x Use the transformed properties for analysis Use the slab reinforcement when Mfx 70 0 _ Use the slab reinforcement when Mfx lt 0 0 The calculation of stre
258. essage will appear and analysis will be stopped Required Steel Shapes for Bolted Connection Models Models Required Section Particularities 1 3 7and 8 Single angle with equalor N a unequal legs 5 6 9 and 10 Steel angles with equallegs The angle that is used as a connector in only model 5 must be specified in the Bolted Connections Definition spreadsheet at column Section For models 6 and 9 Bolts must be defined for the smallest steel angle otherwise the design will not be approptiate 2 and 4 Double steel angles with N a equal or unequal legs 2LE 2SL or 2LL 11 V Sections only N a See also Bolts Layout Bolted Connections Spreadsheet Bolted Connection tab Member dialog box Checking or Designing Bolted Connections CivilDesign inc Engineering Software 10 17 CHAPTER 10 STEEL DESIGN Bolted Connection Model 1 Example Bolts Layout No of longitudinal lines No No No of transverse lines of planes Bolts of planes Member No of planes Plate Staggered A 3 2 1 1 1 Pattern 1 pattern x single shear 1 memb pattern x 1 pattern 1 pl pattern x 1 pattern 10 18 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Bolted Connection Model 2 Example b Data Bolts Layout No of transverse lines of longitudinal lines of planes Bolts of planes Member of planes Plate CivilDesign inc Engineer
259. esses and Displacements Calculation Nodes Displacement in Time Reactions in Time Forces in Time Forces and Displacement Hysteretic loops Nodes Displacement in Time The Nodes Displacement in Time function allows visualising the node displacement in time or the differential between two nodes for the Time History analysis Simply specify the node s for which you need to know the displacement and press the read button to obtain the displacement or differential displacement graphically and numerically Field Description Selection of Nodes First Indicate the node number to consult its displacement in time Second Enter the second node number to obtain the differential displacement between nodes Direction Enter a seismic direction Results NZ The min and the max node displacements are indicated for each axis 7 72 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Field Description dx dy dz The differential displacement between nodes is indicated for each axis Read button When node numbers are specified press the read button to obtain numerical and graphic results Spreadsheet button Press the Spreadsheet button to obtain the results in a spreadsheet format Reactions in Time This function allows visualising reactions present in a member versus the time To access this function select the Time History heading under Results Menu Then select the member in the combo box for which you wa
260. ession is not Checking or Designing Bolted Connections Verification of Bolted Connections The bolted connection to be verified must be defined in the Bolted Connections Definition spreadsheet Then its number must be selected in the Bolted Connection tab The design criteria for bolted connections must be selected in the Steel specification Design of Bolted Connections The type of bolted connection must be selected in the Bolted Connection tab at node i and node j The design criteria for bolted connections must be selected in the Steel specification Steel Specification for bolted connections Group Structural Data Column Description Editing Analysis of Choose the type of analysis that will be done for Double click Connections connections None Verification or Design Type of Type of bolted connection Bearing or Slip Double click Connection Resistant Type of Hole Specify if holes had been punched or drilled Double click Contact Surface Specify the contact surface of connections None Double click class A class B or class C Selection of Bolts Choose the bolts that can be used for the design Double click of bolted connections CivilDesign inc Engineering Software 10 53 CHAPTER 10 STEEL DESIGN When the Steel specification is completed select one member or more and open the Member Characteristics dialog box e Select the Member tab enter parameters and activate design criteria e Selec
261. esults consult the Timber Design Results spreadsheet in the Results Structure Design menu With the View Options you can display the sections number capacity and insufficient resistant members To look at load combination results activate the Load Combination mode and look at results through the Results Load Combinations menu ot through View Options Results tab 9 28 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Timber Design Results Spreadsheet The spreadsheet includes among others the name of section the critical load combination and the code provision that controlled the design members design load bending shear and axial resistances net area and member s stability A message also informs you if the design is OK or not If not lines are marked with yellow colour the invalid result cell in red Colours don t appear at the printing As soon as the design is completed the Design Results mode Y is automatically activated You can look at results in many ways Go to Results menu and select the heading Structure Design Timber If no members were selected the spreadsheet will include all members e Double click on a member to access the spreadsheet Only the selected member results will be included in the spreadsheet e Click on many members while pressing down the Ctrl key and click on the Properties icon amp Only the selected members will be part of the results spreadsheet In t
262. ethod A Wind type of load can be used for a wind load that is applied to a selected tower panel Refer to Wind on Panels Ice coating can be specified for members composing the selected panel An Auto wind type of load is useful when ice loads are generated If sections changed during the design process ice coatings are automatically calculated and applied by VisualDesign Ice coatings are considered in the calculation of the projected area under wind loads Wind Loads According to CAN CSA S37 01 Group Load case data Column Description Editing ID Calculated automatically No Load case 12 alphanumeric characters Single click number q Reference Pressure Single click Gust Effect Gust Effect Factor Cg Single click Factor Cg Speed up Factor Speed up Factor Ca Single click Ca Drag Factor Cd Drag Factor Cd Single click Ice Thickness Enter the ice thickness on members that will be Single click subjected to wind loads 11 36 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Column Wind in the x direction Wind in the y direction Wind in the z direction Member Usage Description A value of 1 0 represents in this direction A value of 1 0 represents in this direction A value of 1 0 represents in this direction 00 of wind app 00 of wind app 00 of wind app ied ied ied Select the member usage for which this load will
263. ever Specific coefficient used for the calculation of cantilever effective compression lengths It depends upon the position of lateral supports on the member and the position of load The default value is 2 5 If Kux is automatic indicate the location of the free end of cantilever Node i or j See topic Automatic Calculation of Kx Ky Kt and Kz Effective compressive length factor relative to strong axis If Auto is checked Kx coefficient is automatically calculated Effective compressive length factor relative to weak axis If Auto is checked Ky coefficient is automatically calculated Effective compressive length factor used for the computation of buckling due to torsion If Auto is checked Kt is automatically calculated according to the Steel tab of Project Configuration Effective compressive length factor relative to orthogonal axis system Kz is used for single steel angles and an orthogonal axis system must have been selected in the member tab If Auto is checked Kz is automatically calculated according to the Steel tab of Project Configuration Effective Net Area with or without reduction factor Total D holes If bolts ate used as connections enter the total width of holes for this member CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Field Description Ane Ane x Rf Reduction factor used for the calculation of net area Ex A ne Ane x 0 80 Max Slenderness Enter t
264. f hiis 20 Rho v 2 ZVo Vs Rho h See also Continuous Systems spreadsheet CivilDesign inc Engineering Software 13 69 CHAPTER 13 REINFORCED CONCRETE DESIGN Calculation of Required Transverse Reinforcement in Shear Wall This topic explains our approach for calculating the required transverse reinforcement for shear resistance of a shear wall Levels VisualDesign automatically recognizes levels in a shear wall if horizontal elements ate attached to the wall such as horizontal plates and floors However if there are openings in the wall but no horizontal elements the user must defined levels at the top and bottom of openings if he wants to obtain forces and particular designs at these levels A sole node is required to define a level Go to the Node Characteristics dialog box by double clicking on a node in the Structure activation mode and activate the option Level Shear Wall A shear wall model could look like the image below once that particular levels are all well defined by the user 6th level Sth level 4th level 1st story 3th level 2nd level 1st level 1st row of plates 13 70 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Calculation Method F r al Shear Walls Ductile and Not ductil VisualDesign considers all plates located on a same level and calculates the average shear force Vxy per meter of wall length As shown on the image below VisualDesign
265. for the chart box This is the background where the markers are enclosed This option allows you to set a Top Title for the chart The Series tab This dialog box allows you to set specific settings including visual attributes for series in the chart Field Combo Box Marker fill Lines Same color as markers Custom Color Style Description When All series is selected in the Combo Box settings will apply to all series in the chart and the property set is different if a specific series is selected Therefore 2 different screen shots are included for this particular dialog This option allows the user to change colors for series This option is activated if a specific series is selected It will match the color of lines to the one used for markers This option is activated if a specific series is selected Change the line color style and weight for this specific series Look at the sample that is displayed in the dialog Choose a line color for this specific series Choose a line style for this specific series 11 66 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Field Weight Markers Gallery Shape Show every Size Show point labels Visible Sample The Axes tab Description Choose a line weight for this specific series Markers represent points on the series This option allows you to change the chart type Choose a marker shape such as cylind
266. ftware CHAPTER 13 REINFORCED CONCRETE DESIGN e Display graphic results through the FE Results tab of View Options dialog box e Activate layers of rebars Mx Mx My and or My to visualize them Disable the display of plate surface and outline through the View tab e Activate a load combination and look at stress force contours for a selected force or stress diagram e Activate the mesh radio button and the Deflection box and select a force or stress diagram Disable the display of nodes to have a better look The colours of rebars can be modified in respective reinforcement spreadsheet Print the rebar placement using the Print Graphic function of File menu e Import the rebar placement as a DXF file through the File Import menu Open the bar list Results Bar List Slab N B Rebar sizes lengths and spacing are not editable CivilDesign inc Engineering Software 13 59 CHAPTER 13 REINFORCED CONCRETE DESIGN S m m D m Ductility of a local Lateral Force Resisting System Ref Concrete Design Handbook CSA Standard A23 3 94 Clause 21 Special Provisions for Seismic Design Definitions Base of Structure Level at which earthquake motions are assumed to be imparted to a building This level does not necessarily coincide with the ground level Critical Sectiom Section where a plastic hinge may start to form under earthquake loading Plastic Hinge Region of a member where inelastic flex
267. fy Building Codes CQC Method Effects of earthquakes according to CNBC 1995 Calculation of Vf in a Seismic Design All codes and standards require to check the shear resistance of concrete elements ductile and with nominal ductility considering Vf calculated with R 1 Forces due to accidental torsion effects are also corrected according to this requirement Vf torsion calculated with R 1 if necessary This requirement applies as much to members as for shear walls Note This correction of Vf applies only to continuous systems that are ductile and of nominal ductility For these two cases the design will be done in order to obtain a value Vr that is greater than the value Vf for which a probable or nominal bending moment will develop In VisualDesign due to the structure of data we do not know the values of probable and nominal forces when the seismic calculations and combination of forces ate done For this reason we used a simplified approach which is conservative and created a factor R allowing us to calculate first the value of Vf using R 1 This factor R will multiply the calculated Vf using a R 1 to obtain probable and nominal forces which are bigger that Vf R 1 R is specified in the Continuous Systems spreadsheet Correcting the contribution of inelastic effects When calculating the seismic envelope we add accidental torsion effects and inelastic effects to the spectrum response Forces seismic
268. g Software CHAPTER 12 COMPOSITE BEAMS d h Ta t2 ee Where Cb 0 85 Oc a be fc Cr Dr Ar Fy Ta TaMax As Fy a Ta Cr 0 85 Dc be fo lt te dt yb Eb d dt to a 2 Er d dt dr and Mrc Cb Eb Cr Er If minimum stress CbMax Cr The neutral axis is located in the steel governed by the concrete and reinforcement CASE 2 Cr Or Ar Fy Cb CbMax 0 85 Gc te be fc Ca TaMax Cb Cr 2 Because Ta Cb Cr Ca and Ta TaMax Ca CaMax bl t1 Fy Ca lt CaMax The neutral axis is located in the flange of the steel section gt CASE 2a Codes distinctive features CivilDesign Inc Engineering Software 12 5 CHAPTER 12 COMPOSITE BEAMS S16 01 VoQr 2 40 If not consider the steel section only If the steel reinforcement is not considered gt Cr 0 S6 88 Ok S6 00 VoQr 100 If not consider the steel section only Er Eb d h Where yb position of the section c g relative to the bottom of the section tfc Ca b1 Fy height of the compressed part dc tfc 2 position of c g of the compressed part Asc tfc bl area of the compressed steel section As total area of the steel section dt As yb Asc d dc As Asc Eb d dt to te 2 Er d dt dr Ea d dt dc and Mtc Cb Eb Cr Er Ca Ea Ca gt CaMax The neutral axis is located in the web of the steel beam gt CASE 2b or 2c Codes distinctive features S16 01 Qtr 2
269. ge of the Load Combination Wizard Procedure 1 e Call up the Load Combination Generator Select Code S6 00 in the first page and click Next e In the second page called Specific Options include moving load envelopes into the generation and click the button Mov Load Envelopes m Particular load cases to include IV Moving load Envelope Lm Mov Load Envelopes Prestressing and shrinkage creep Combine Seismic Envelopes 100 30 Bridge Evaluation The Definition of Moving Load Envelopes spreadsheet will open on screen e Click any cell and right click to open the contextual menu Select the function Select a code Definition of Moving Load Envelopes Number To be analysed 2D Axle ULS FLS SLS nol SLS no2 10 Factors to be used 1 Lm01 L 2 lanes Of aspe 2 Lmo2 L Single lane aah 3 Lm03 L 2 lanes or Ghenge Umts 4 Lm04 L 2 lanes or Find 5 Lm0 5 L 2 lanes or DM 6 Lm06 L 2 lanes or Column width 7 1 AM ra Alanas as e Select CAN CSA S6 00 among the list box and click the button Reinitialize The spreadsheet will show you the required load combinations to be generated and corresponding moving load envelope It also shows the required 2D axle factors for a 2D model CivilDesign inc Engineering Software 8 23 CHAPTER 8 MOVING LOAD ANALYSIS Selection of Code x CAN CSA S6 00 Canada ha e Go to the column To be analysed and
270. generation This vibration mode has the biggest modal contribution for this direction VisualDesign automatically initializes it This parameter is used to calculate the value of S dyn To calibrate seismic forces activate this option x Enter the force modification factor that represents the ductility and over strength of a structure or one of its components and the capability to dissipate energy through inelastic behaviour See topic Overall ductility of a structure factor R Activate this option x to include accidental torsion effects into seismic calculations The torsion moment will be supplied at column Torsion M when the spectral analysis will be completed CivilDesign Inc Engineering Software Editing No Single click Single click Single click Single click Double click Single click Double click ot Space bar Single click Double click ot Space bar 7 51 CHAPTER 7 DYNAMIC ANALYSIS Column Structure T emp T dyn S emp S dyn Vdyn Torsion M Modal M M Explanatory note for the selection of a type of frame used to calculate the Description Choose the type of frame that will be used for the calculation of empirical period See the note below 2D Dimension of wall or braced framing which constitutes the principal lateral resisting system against earthquake forces 3D sum of wall or braced frames dimensions Rigid frame Total width Refer to NBC
271. gineering Software 7 63 CHAPTER 7 DYNAMIC ANALYSIS Time history analysis See also Distinction between Dynamic Spectral and Time History analysis Seismic Analysis Modeling to Satisfy Building Codes Effects of Earthquakes according to CNBC 1995 Modal Analysis Spectral Analysis Accelerograms Accidental Torsion Effects Stresses and Displacements Calculation Time History Results Time History Procedures 7 64 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Accelerograms All accelerograms are stored in the se smes mdb database These accelerograms are normalized for 1 0g VisualDesign calibrates the chosen accelerogram according to the maximum horizontal acceleration or the maximum vertical acceleration depending on seismic direction vertical or horizontal Users can add their own accelerograms using Microsoft Access 97 software Selection of an Accelerogram To select an accelerogram do as follows e Select the Seismic tab of Project Configuration under the File menu e Click the button located next to the Accelerogram field e Finally choose an accelerogram in the expanding tree When the accelerogram is chosen the data is read a few seconds and the accelerogram is displayed in the graphic It can be printed through the toolbar posted above the accelerogram List of Available Ground Acceleration x x 2 Qu bec Artificiell
272. gn Requirements Clause 27 CAN CSA S16 01 Member Usages for Seismic Design Moment Resisting Frames Concentrically Braced Frames Eccentrically Braced Frames Seismic Design Results 10 88 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Procedures Seismic Steel Design 816 01 Follow the next steps to model and run a seismic design of a building accotding to Clause 27 of CAN CSA S16 01 Project Configuration e Go to File Project Configuration and select the Analysis tab Check parameters for the non linear analysis e Go to the Seismic tab and select a building code Then fill in the required seismic parameters Activate the option Add ductility effects to design members according to Clause 27 of S16 01 Standard Modeling e According to the type of braced system continuous columns must be modeled on each side of the system over two or four stories as pet building code Continuous columns must be defined further on as part of a design group e For tension only X bracings Concentrically Braced Frame X select tension only axial end conditions lt gt in the Member tab of Member Characteristics dialog box e For tension compression X bracings Concentrically Braced Frame X axial end conditions must be lt gt 7 Member Usages e Adequate member usages must be assign to columns braces and beams that are part of a braced system that will absorb and dissipat
273. gn can design a truss according to clause 5 5 13 Sawn Lumber Design for Specific Truss Applications of standard CAN CSA O86 To specify a member as a truss member go to the Timber Specification spreadsheet and select option Truss lt 610mm at column Interaction This specification must be assigned to the members composing the top chord Member Usage Secondary members such as diagonals and verticals must have a usage set to secondary member This is required to allow VisualDesign recognizing lateral supports along the top chord and calculating the ratio M1 M2 clause 5 5 13 5 Ratio M1 M2 are needed to find the appropriate modification factor KM PROCEDURE e Select all secondary members in the truss and click the Properties icon to open the Member Characteristics dialog box e Open the Usage list box in the Member tab Expand the Timber root of displayed selection tree and select Secondary member as usage for these members Modification Factor KM VisualDesign automatically calculates modification factor KM per table 5 5 13 5 of standard CAN CSA O86 For load combinations including an envelope moving load seismic or general dynamic the program considers the third equation for the calculation of modification factor KM namely 1 67 Lp d exp 1 6 1 3 See also Timber Specifications The Member tab Member Usage CivilDesign inc Engineering Software 9 27 CHAPTER 9 TIMBER DESIGN Analysis and Results Proc
274. gt Effective Compression Length Facto Automatic calculation of Kt default values in section Design of Bolted r Automatic calculation of Kz foo m Wind Load on Tower Type of structure Calculation Methad Reference Level Triangular m N vr Design of Bolted Connections Max number of bolts in a row Round up plate thickness to Dynamic analysis Round up edge distance e to 1 mm Round up distance ep and em to 1 mm Round up distance p to Emm Round up distance g1 and g2 to 1 mm m Semi rigid Connections Calculation method Static analysis sc I Convergence criterion 0 5m Tangent CivilDesign inc Engineering Software Cancel Apply Help 10 11 CHAPTER 10 STEEL DESIGN Field Definition Effective Compression Length Factor Automatic Calculation of Kt Automatic Calculation of Kz Wind Load on Towers Type of structure Calculation Method Reference Level Design of Bolted Connections Max number of bolts in a line Round up the plate thickness to Round up edge distance e to Round up ep and em distances to Round up p distance to Round up g1 and g2 distances to See also Among the list box choose the value that will be considered for the automatic calculation of buckling length factor due to torsion Kt 0 0 Kx Ky max Kx Ky ou min Kx Ky Among the list box c
275. h composite effects will be activated e It is recommended to align composite members at the top through the Connection tab Member Characteristics dialog box to avoid developing inappropriate bending moments that can be induced created by eccentricities e Define construction stage loads in the Loads Definition spreadsheet if the composite beam is not shored e Define construction stage load combinations in the Load Combinations spreadsheet if the composite beam is not shored Enter the construction stage number for each construction stage load combination Create other usual load combinations with the Wizard e Runa non linear static analysis if you do not own the Steel Design module e If you possess the Steel Design module go to the Steel Design tab select a steel specification and fill in design parameters and criteria e Launch a steel design Procedure Static analysis e Go to the Common menu and consult data for studs rebar steel grades steel decks if required and concrete material in the appropriate spreadsheets e Select the Slabs spreadsheet under Structure menu and create a slab 12 24 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS e Activate the Member icon on the Elements toolbar and select members that you wish to define as composite e Click the Properties icon to open the Member Characteristics dialog box e Inthe Member tab select a steel shape I S and WRF a
276. he Ctrl key down while you select members with your mouse e Select Group Members under Structure Groups menu or use shortcut keys Ctrl G e lt A dialog box will appear Give a name to this group and choose the steel ot timber specification for this design group e Press OK Name Specification m Description Besms 4 516 Design e r Statistics on selected members With Group fi With no Group E Cancel Design groups are automatically assigned to members in the Steel Design tab and they are listed in the Steel Design Groups spreadsheet Structure Groups Steel Members See also Displaying Member Design Group Steel Design Steel Member Groups spreadsheet Automatic Grouping of Elements Grouping Members Automatically This tool groups members having a symmetrical layout Specifications must be assigned to members before grouping them Members will be grouped together if they are assigned to the same specification CivilDesign inc Engineering Software 11 29 CHAPTER 11 TOWER DESIGN Procedure e Select Structure Groups Auto Group This dialog box will appear on screen Automatic Generation of Design Groups e Members can be grouped according to one of these options e Grouping continuous members These members must be rectilinear and assigned to the same specification e Grouping mirror members according to vertical planes The user can specify the horizontal po
277. he bar located below the continuous system X axis passing through the section A negative value can be entered according to the figure below 13 82 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN y superior Distance measured from the outside diameter of the bar located above the continuous system X axis The point of origin of each stirrup is always located in the bottom left corner The distances are measured from the outside diameter of the bar Group Continuous System title Transverse Reinforcement title Column ID Number Flip horizontal Flip vertical X left Y inferior X right Y superior Bending Shape Angle See also Description Automatically calculated Number of the bar pattern Choose x to obtain a horizontal mirror view of the bar Choose x to obtain a vertical mirror view of the bar Looking at the cross section Distance measured from the outside diameter of the stirrup leg that is located left of the continuous system Y axis passing through the section Negative or positive value Looking at the cross section Distance measured from the outside diameter of the bottom bar located below the continuous system X axis passing through the section Looking at the cross section distance measured from the outside diameter of the stirrup leg that is located right of the continuous system Y axis passing through the section Looking at the cro
278. he line of cut on continuous system Z contsyst Y Screen Vertical position of cross section relatively to continuous system local y axis A negative value indicates that the cross section will be displayed below this axis CivilDesign inc Engineering Software 13 85 CHAPTER 13 REINFORCED CONCRETE DESIGN Z ContSyst Position of the line of cut along continuous system relatively to continuous system origin Zo Scale Scale for cross section with respect to continuous system drawing Group Continuous System titre Column Description Editing ID Automatically calculated No Number 12 alphanumerical characters describing the cross Single click section X screen X coordinate of displayed cross section Single click Generally for horizontal continuous system this distance should be the same as Z ContSyst which is the position of line of cut Y screen Y coordinate of displayed cross section Single click Generally the cross section is located below the elevation view If the continuous system is vertical columns this coordinate should be equal to Z ContSyst Z ContSyst Position of the cross section line of cut along Single click continuous system from the origin zi of continuous system Scale Scaling of displayed cross section relatively to Single click continuous system scaling 1 0 Mask Interaction The 3D interaction curve is masked by default Double click Double click to unmask it ot Space bar
279. he lower part of this spreadsheet you will notice three buttons They give access to member internal forces and to the printing of the selected member design brief A print preview is also supplied for the design brief Group Design Results Column Description Editing Number Section number No Group Timber Group to which the member belongs No Section Section name No Load Critical load combination for combined bending No Combination and compression forces for this member Mf Nf Design load Member design load for maximum bending and No Mf Nf compression forces A value greater than 100 means that the section capacity is too small Load Critical load combination for shear force for this No Combination member Shear CivilDesign inc Engineering Software 9 29 CHAPTER 9 TIMBER DESIGN Column Design load Shear Code Provision Type of Mfx Mrx Lu gt 0 Lux w2x Type of Mfy Mry Luy 0 Type of Nz Tension Tr Cr Stability KLx KLy Ccx Ccy Net Area Vrx Vry Fr yi Description Editing Member design load for maximum shear force A No value greater than 100 means that the section capacity is too small Code provision that controlled the design No Positive or negative bending moment that No controlled the design on strong axis Resisting moment strong axis when Lu gt 0 No The member unsupported length on strong axis No Factor allowing for the increase of the resisting No
280. he member design group If it does not exist press the button next to this field and create one A timber specification must be selected in the Timber Design Groups spreadsheet See topic Lateral Support Specify the member lateral supports at top and bottom fibre Tick off the appropriate boxes Node i Node j or Continuous lateral support Activate this box to be allowed to enter a value in the Lex field for the top and bottom of the section This option is not available yet Section effective compression lengths at the top and bottom according to strong axis This option is not available yet Bearing Conditions at node i and j Optional Bearing Notch Depth dn Length e General Species Enter the bearing length at node i and j Specify the position of notch at node i and j according to member local axis system Enter the depth of notch at node i and j for the calculation of Notch factor Enter the length of notch at node i and j for the calculation of Notch factor Select a species for the design n a D Fir L Hem Fir S P F or North Species The species specified in this field takes precedence over the material selected in the Member tab CivilDesign inc Engineering Software 9 21 CHAPTER 9 TIMBER DESIGN Heading Grade Shear MSR MEL Fastenings System Factor Kh Duration Kd Effective Compressive Length Kx Factor Ky Factor Effective Net Area Width of
281. he member maximum slenderness if different from default value 200 Stiffeners Intermittent Fillers 2L Spacing Enter the spacing between I beam web stiffeners for shear capacity calculation OR enter the spacing between intermittent fillers for double steel angles A value of 0 means that there is no stiffener or filler Ft 0 If Ft 0 the tension field component of post buckling stress will not be considered in the calculation of shear resistance of the beam Refer to clause 10 10 5 CAN CSA S6 00 Standard N B If Ft 0 the bending moment and shear interaction equation will not be verified Factot km This factor is used in the calculation of effective compression length of double steel angles with intermittent fillers Refer to clause 6 2 4 3 CAN CSA S37 01 Standatd Allowable Deflection Lx Enter a deflection criterion relative to strong axis Ly Enter a deflection criterion relative to weak axis HSS or Solid round Tick off this box if you want VisualDesign to account for stress shape relaxation in the calculation of axial compression according to clause 13 3 1 S16 01 Standard CivilDesign inc Engineering Software 11 11 CHAPTER 11 TOWER DESIGN The Bolted Connections Tab Complete this tab in order to specify the right effective length for bracing members In addition you will find information about the verification or design of the member bolted connections Once in the Member Dialog Box select this tab an
282. heights in mm NL means Not limited i e this system is permitted and no limit applies to the height of the SFRS However the height may be RO 1 0 1 5 1 5 1 5 1 5 1 0 1 0 restricted in other part of the NBC 15 A NL NL NL NL 30 15 e The most rigorous provisions prevail 15 NL NL 60 30 15 15 NA 60 40 30 NA NA NA Restrictions 2 NA 40 30 15 NA NA NA NA 40 30 15 NA NA NA 7 50 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Linear Seismic Directions CNBC 1995 Group Load case Data Column ID Number Dir x Dir y Dir z Envelope Tdyn Mode Calibration Torsion Description Calculated automatically Name or number for this seismic direction 12 alphanumeric characters Global x component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Global y component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Global z component of seismic direction as calculated in the Frequencies and Vibration Modes spreadsheet Select an envelope that will include this seismic direction if desired Usually an envelope is assigned per seismic direction But it could also include more than one seismic direction Refer to the Load Combination Generator to include these envelopes into the
283. hen calculating internal stresses along members and deflections It means that internal stress diagrams include the amplification caused by the deflection of the member due to transverse load that may affect the member point load triangular or trapezoidal load CivilDesign inc Engineering Software aT INT T E 9 3 CHAPTER 9 TIMBER DESIGN Analysis tab Specify the type of static analysis to be run linear non linear or with release parameters for non linear analysis subdivision of members for the display of internal forces reduction factor for tributary area and parameters for a general dynamic transient analysis Project Configuration x General Preferences Analysis Foundation Seismic Steel Composite Beam ASCE 10 37 Coi gt m Type of analysis Parameters for non linear analysis Max variation for P axial o1 kN C Analysis with release C Non linear analysis m Tributary area Max variation for displacements Number of iterations Rigidity factor axial release o1 mm V Reduction for compression Parameters for cyclic design v Reduction for bending Code NBC 1995 General dynamic loadings Number of cycles optimization Number of cycles correction Number of subdivisions for diagrams Duration 20sec Loaded members fio x Time pitch posee Unloaded members fio Save node displacements Unloaded hi
284. hoose the value that will be considered for the automatic calculation of effective compression length factor on major axis Kz 0 0 Kx Ky max Kx Ky ou min Kx Ky Select the type of tower Square tower or Triangular tower for the calculation of drag factor Cd Clause 4 9 of CAN CSA S37 01 Choose CAN CSA S37 01 standard method for calculation of wind load or Environment Canada A method must be selected before using the generator of wind loads By default it is set to Not applicable Select the reference level base of structure from which the wind load will be applied When this number of bolts in line is exceeded when designing connections VisualDesign will change the bolts layout that is 77 Aine to a staggered layout Specify a rounding for the design of plate thickness Specify a rounding for the transverse edge distance measured from free edge of member to nearest bolt hole Specify a rounding for these distances for the design of bolted connections Specify a rounding for this distance for the design of bolted connections Specify a rounding for these distances for the design of bolted connections Automatic Calculation of Kx Ky Kt and Kz 10 12 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Bolts Bolt Steel Grades Spreadsheet Define the bolt steel grades that you will be using in the design or verification of tower member connections In the Common menu select heading
285. hout stirrups Beam Colum No Bending Number Yes Column n Compression Beam Colum Yes Bending Number Yes or No Beam with or n without stirrups 3 Beam slab No Bending m of width No Typical slab or footing Beam slab No Bending m of width No Slab without Compression stirrups Beam slab Yes Bending only m of width No Culvert walls or 4 or typical Bending footing Compression Shear Wall No Bending Number N a Shear Wall Compression Joist 5 No Bending Number Yes or No Joist with or without stirrups NOTES 1 This option is available in the Concrete Design tab of Member Characteristics dialog box 2 Stirrup design is specified in the concrete specifications 3 Refer to Generation of Abutments Piles and Retaining Walls module 4 Refer to Generation of Culverts module 5 The difference between the Beam of Beam Column type and the Jozst type is the concrete cover requirement CivilDesign inc Engineering Software 13 47 CHAPTER 13 REINFORCED CONCRETE DESIGN Design of Beams and Columns Analysis and Concrete Design amp The Analysis and Design Icon of Tools toolbar Press this icon to run an analysis and a design of concrete beams columns shear walls and 2 way slabs or select the function Analysis and Design under the Analysis menu If your structure is composed of steel beams and or columns and contains concrete elements the function first analyses all the structure and keeps the records fo
286. ht mouse button down while you move the rebar layer either in the x or y direction Release the mouse button to fix the position N B Press down the Shift key before clicking on a rebar layer if you want to fix the x coordinate while you move the layer in the y direction IN THE ELEVATION VIEW Press the Move icon and click on a longitudinal rebar You will select the layer Keep the right mouse button down while you move the rebar layer in the z direction Release the mouse button to fix the position See also Cross sections Rebar Placement window Activate Cursor mode Stretch Function ja The Stretch icon of Cursor toolbar Rebar Placement window Use this function to stretch a rebar on the elevation view ot in cross section It can also modify the spacing in a rebar layer or stirrup sequence Activate the Cursor mode X before selecting the Stretch function and then select a rebar or stirrup sequence Disable the Cursor mode to exit the editing CivilDesign inc Engineering Software 13 97 CHAPTER 13 REINFORCED CONCRETE DESIGN Important Use the red target that appeats on your screen to accurately position the rebar or cable The first circle corresponds to a 30 mm concrete cover and the second one to 40 mm concrete cover The distance is always measured from the rebar or cable outside diameter that you are currently moving Stretch a Transverse Reinforcing Bar Stirrup IN A CROSS SECTION Press the Stretch
287. ht of the node and the value of eccentricity ex will be automatically calculated and written in this field This value will be positive and equal to half of the section width ert Right Alignment ey Choose an alignment from the drop down list box Manual Above or Below e If you choose Manual the value of eccentricity ey will be equal to zero The section will be centred on the node in the y direction By choosing Above the section will be positioned above the node and the value of eccentricity ey will be automatically calculated and written in this field This value will be positive and equal to half of the section height 13 26 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN e By choosing Below the section will be positioned below the node and the value of eccentricity ey will be automatically calculated and written in this field This value will be negative and equal to half of the section height Rigid Extensions ez IMPORTANT All concrete members and prestressed concrete members must have rigid extensions because VisualDesign needs them to calculate the required rebars development lengths Specify the length of rigid extension in the drop down list box Manual or select option Free edge e If you choose Manual the value for rigid extension ez will be equal to zero The end of the section will be positioned on the node meaning that there is no r
288. ican Standard LRFD 1994 10 4 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Classification of Sections Classification of steel sections is required to determine the bending and compressive resistance Sections are classified in four categories e Class 1 Plastic e Class 2 Compact e Class 3 Non compact e Or Class 4 Slender VisualDesign evaluates the class of the section according to clause 11 2 table 1 of the CAN CSA S16 01 standard and according to American Code LRFD VisualDesign classification is written in the Steel Design Results spreadsheet in four columns for bending Mx My web and compression It is based on the steel shape ratio b t and h w Cold formed Sections All cold formed sections of class 1 to 4 are evaluated according to 136 94 Standard L and 2L Shapes The design and verification for these sections is based on the American AISC LRFD Standard 3 Ed 2001 which is very complete compared to other standatds Steel Sections of Class 4 other than cold formed For the design All class 4 sections are evaluated by reducing fy value to re class them as class 3 sections as permitted by CAN CSA S16 01 Standard This method is conservative compared to Standard 8136 94 Verification VisualDesign will verify the class 4 section by reducing the value of fy as mentioned above HSS and Solid Round Sections N B HSS shapes and Solid Round Sections can be of class C
289. ick Double click 10 65 CHAPTER 10 STEEL DESIGN Standard Steel Design Steel Design The Cyclic Analysis and Design icon of Tools toolbar The Analysis and Design function launches an iterative process used in VisualDesign to calculate and optimize the selection of sections or to verify these sections accotding to the user specifications The Analysis and Design automatically uses a non linear analysis VisualDesign considers P 6 effects when calculating internal forces and displacements along members These effects include amplified forces caused by the deflections whatever type of transverse load is applied to the member concentrated triangular trapezoidal etc This unique method to VisualDesign allows ignoring U1 and U2 correction factors specified in the CAN CSA S16 01 standard and B1 and B2 factors used in the LRFD 1994 American Standard Deflection criteria are verified while executing the cyclic analysis and design process To obtain deflection results the user must specify a Deflection load combination status inside the Load Combination dialog box The deflection is calculated using live loads only VisualDesign automatically evaluates the span between inflexion points to verify allowable limits Optimized members are based on inertia that satisfies a minimum stiffness allowing a control over deflections Deflections on strong and weak axes are controlled the same way according to their respect
290. icon See also Rebar Placement Window Reinforced Concrete Design Prestressed Concrete Analysis Design of 2 way Slabs Rebar Placement Window This window includes all functions useful to check modify and design the required reinforcement for concrete members including prestressed concrete that are part of any continuous systems The name of the project file is written in the upper part of the screen Activate the Rebar Placement mode and double click on any continuous system to open this window Then you will be allowed to look at the design or to create your own design by adding and placing main reinforcement and stirrups When the Rebar Placement mode is activated access the Rebar Placement window by doing one of the following procedure e Click on any continuous system and select the Properties function e Double click on any continuous system 13 88 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN The Rebar Placement window is composed of the following menus FILE Close Save Rebar Placement Save Rebar Placement As DXF Out Project Configuration Print Print Preview Printer Configuration EDIT Undo Redo Properties Add a Longitudinal Rebar Translation Delete Activate Cursor Mode Move Stretch VIEW View Options Zoom Window Global Zoom Zoom Zoom Dynamic Pan Toolbats Status Bar COMMON Concrete Materials Rebar Steel Grades Standard Reinforcing
291. icon and click on a stirrup leg Keep the right mouse button down while you stretch the stirrup leg to another position Release the mouse button to fix its position IN THE ELEVATION VIEW Press the Stretch icon and click on a stirrup sequence to modify spacing between stitrups Keep the right mouse button down while you stretch or shorten the stirrup sequence Release the mouse button to fix its position Stretch a Main Reinforcing Bar IN A CROSS SECTION Press the Stretch icon and click on a rebar layer to modify spacing between longitudinal rebars Keep the right mouse button down while you stretch or shorten the spacing between rebars by moving your cursor Release the mouse button to fix its position IN THE ELEVATION VIEW Press the Stretch icon and click on a longitudinal rebar that you want to stretch or shorten Keep the right mouse button down while you stretch or shorten the rebar Release the mouse button to fix its position See also Cross sections Move Activate Cursor mode Editing Cross sections You must activate the Cursor mode before editing a cross section Editing the Cross Section Line of Cut To move the cross section line of cut press the Move icon select the line of cut and while pressing down the left mouse button move your cursor Release the mouse button The cross section AND the line of cut will be moved 13 98 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN
292. ics dialog box Eccentrically Braced Frames Type D R 4 0 Usages Notes X Column above a N B Add lateral supports to the bottom of link beams at node X Column others iandj W Diagonal End beam a C9 Create design groups for theses members A Link beam Diagonals Fix Kx and Ky to 0 8 or 0 9 See also Commentary on Seismic Design Requirements Clause 27 CAN CSA S16 01 Member Usages for Seismic Design Moment Resisting Frames Concentrically Braced Frames Plate Walls Seismic Design Results CivilDesign inc Engineering Software 10 87 CHAPTER 10 STEEL DESIGN Plate Walls not yet available Excerpts from Standard CAN CSA S16 01 pp 2 104 2 105 Plate walls are formed by thin wall plates framed by beams and columns These highly redundant and stiff systems dissipate energy by yielding of the plate and or the framing members and the good seismic performance anticipated is reflected in the high values of the force modification factors applicable Two categories are defined Types D and LD Usages Before executing a seismic design as per CAN CSA S16 01 Standard member usages must be defined according to the type of system and dissipating elements Usages are assigned through the Usage list box which is part of the Member tab Member Characteristics dialog box Plate Walls Types D R 5 and LD R72 Usages 71 Beam 1 Column See also Commentary on Seismic Desi
293. ield Effects 3D Cluster Z Axis Stacked Axes styles Grid lines Colors Palette Scheme Background Chart box Title Description Check this box to switch from 2D 3D views When displaying a clustered chart each series will have its own position in the z axis This means if you have a 3 series chart each data series will occupy one row of data and there will be 3 rows z axis cl This function usters in the chart is not activated This option allows you to change the axis drawing style This option allows you to draw vertical and or horizontal gridlines This option a ows you to change the entire chart palette This will affect all e This option a lements in the chart ows you to change the color scheme for markers This option a ows you to set a color for the background This background is This option a background w the box where the chart is enclosed ows you to set a color for the chart box This is the here the markers are enclosed This option a ows you to set a Top Title for the chart The Series tab This dialog box allows you to set specific settings including visual attributes for series in the chart CivilDesign Inc Engineering Software 12 43 CHAPTER 12 COMPOSITE BEAMS Field Combo Box Marker fill Lines Same color as markers Custom Color Style Weight Markers Gallery Shape Show every Size Show
294. ies of the Section Defining Members as Composite Slabs spreadsheet Studs spreadsheet Composite Prestressed Concrete Beam Calculation of Forces and Sx for Composite Beams Definition of Parameters Effective b This parameter represents the slab effective width that is considered in the strength calculations This value is calculated in accordance with the different codes and with respect to the spacing of beams The user does the calculation CivilDesign Inc Engineering Software 12 21 CHAPTER 12 COMPOSITE BEAMS Actual b This parameter represents the slab real width for calculating dead load of the slab It is required if option Add dead load of slab is activated However the user must enter a uniform load representing the slab dead load Shear connectors Y Qr is the shear connection percentage It shall have a value between 25 and 100 A section having a percentage less than 25 cannot be considered as composite The percentage represents the actual number of studs over the optimum number of studs for this type of beam It is recommended to use 100 at all time Do not forget that S6 00 does not allow a Qr less than 100 If less than 100 is used only the strength of the steel section alone will be considered Options Add the slab dead load You can activate this box if there no construction stages are defined Use composite properties for analysis If you check this box composite effects will be considered fo
295. ification of Bracings To correct the problem create pinned nodes at the junction of horizontal beams and bracings and redo the design To create nodes at the junction of beams and bracings e Select the two members that are meeting for a multiple selection press the Ctrl key down will selecting several members and click the icon xj Split with rigid connections e Do the same to create the three other nodes e Now you have to change the new members end conditions to pinned pinned To do so select all new members and press the Properties icon 5 to call up the dialog box In the Member tab choose the pinned pinned end conditions e Redo the same steps for other bracings if any and run a new steel design 10 11 12 1 2 3 Figure 3 Modified model CivilDesign inc Engineering Software 10 69 CHAPTER 10 STEEL DESIGN View Options Graphic Display Coloured Display for Design Load To look at design results in a graphic form open the View Options dialog box and select the Results tab Tick off the boxes corresponding to the display of members design load Colours and corresponding numerical intervals are set in the Limits tab of View Options dialog box Click the coloured square to choose a new colout Enter the values for corresponding intervals Coloured Display of Design Groups Select the Colours tab and choose a colour that represents the members design groups Then select the Attributes
296. igid extension If there is no transverse element enter the length of rigid extension e If you choose Free edge the end of the section will be positioned at the face of the support As an example the end of a beam will be positioned at the face of the column Weight of Rigid Extensions Include the mass of the rigid extension ez at node i and j for columns OR beams by checking this box See also Automatic Calculation of Rigid Extensions Semi rigid connections Modeling Valid Rigid Extensions Modeling a concrete beam with variable geometry Modeling Valid Rigid Extensions Rigid extensions must be modeled at each side of a support for continuous members This means that if a rigid extension is modeled at node j of member M1 a rigid extension must also be modeled at the node 1 of contiguous member M2 Look at the examples below Valid Rigid Extensions CivilDesign inc Engineering Software 13 27 CHAPTER 13 REINFORCED CONCRETE DESIGN Invalid Rigid Extensions Won M2 Be eh Rigid ext N Ho rigid Ext INVALID Notes In order not to over evaluate the mass of your structure we recommend including the mass of rigid extensions for columns only Make sure that you do not include both columns and beams We recommend not splitting rigid extensions with the Split functions See also Automatic Calculation of Rigid Extensions Semi rigid connections Modeling a concrete beam with variable geometry
297. ign result Ok Insufficient capacity etc Status of the deflection result n a Ok lt Allowable Deflection Too much deflection Load combination that governs the deflection criterion Calculated span between inflexion points Deflection between two inflexion points Ration between Lx Deflection Mx Load combination that governs the deflection criterion Calculated span between inflexion points Deflection between two inflexion points Ratio between Ly Deflection My Number of required studs to transfer the shear stress Number corresponding between the zero moment and the maximum positive moment Number of required studs to transfer the shear stress Number corresponding between the zero moment and the maximum negative moment Access to diagrams from the Design Results spreadsheet Print Preview of Design Brief Failure Modes Steel Design Results S37 01 Editing 11 50 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Reactions at Supports min max and Critical Load Combinations Group Envelope Results title Column Number Value Load Combination Rx Ry Rz Mx My Mz Orientation Description 12 alphanumeric characters Maximum or minimum forces for this envelope Critical load combination for the force indicated at column Value Reaction in x direction local or global system Reaction in y direction local or global system Reaction in z direction lo
298. ilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Coupled and partially coupled walls shall be connected by ductile coupling beams The coupling beam requirements are the same whether a wall is coupled or partially coupled and are selected from two types depending on header proportions and the shear to be carried The primary system is the diagonally reinforced coupling beam however if the shears are small and the span to depth ratios large then beams similar to ductile frame beams may be used See N21 5 8 2 Walls at each end of a coupling beam shall be designed such that the factored moment resistance of the wall calculated about its centroid exceeds the moment at its centroid resulting from the nominal resistance of the coupling beams framing into the wall and the factored moment in the wall The factored capacity shall be calculated using axial loads Ps and Pn Clause 21 5 8 3 In fact in order to ensure that the plastic hinges form in the coupling beams headers not the walls the wall at each end of the beam must be stronger than the beams framing into it According to Clause 21 5 8 5 linked and coupled wall systems shall be designed with factored moment resistance greater than the overturning moment corresponding to the development of the nominal moment resistance of the coupling beams above the level under consideration The factored capacity shall be calculated using axial loads Ps and Pn
299. ilDesign inc Engineering Software 13 77 CHAPTER 13 REINFORCED CONCRETE DESIGN Note VisualDesign will place default rebars to provide support to the placement of stirrups in the beam corners top or bottom if none have been calculated during the design of the continuous system because none was needed To specify the size default rebars select the Concrete Design tab of Project Configuration See also Rebar Placement Menu Design of a continuous system The Position tab Longitudinal Rebars Rebars bending shapes Cross sections Deterioration of rebars and cables The Position tab Main Reinforcement spreadsheet This spreadsheet appears next to the Main reinforcement spreadsheet if option Continuous non rectilinear reinforcement for a variable geometry has been activated in the Concrete Design tab of Member Characteristics dialog box for a continuous system with a variable geometry Beam slab or Beam column types only VisualDesign will build a polyline with each member end nodes Consequently longitudinal rebars are put end to end and form a sole object You will find nodes that are composing this polyline in this new spreadsheet which appears next to the Main reinforcement spreadsheet Group Continuous System title Column Description Editing ID Automatically calculated No y y coordinate of node according to continuous Single click system local axes zj z cootdinate of node according to continuous Singl
300. in Canada as indicated in the column Canada in the shapes spreadsheets Common menu See also Steel Specifications Generator of Steel Specifications Timber Specifications Timber Specifications Spreadsheet A timber specification must be assigned to members that will be design or verify The type of analysis design or verification and design code or Standard must be specified in the specification Two specifications are already entered in the spreadsheet one for design and the second for verification A G u am composition must be selected if glue laminated sections have to be designed For standard sections select a Sawn Timber composition Service condition and treatment are also part of the spreadsheet 9 14 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Timber Specifications Spreadsheet Type of analysis Optimization Group Interaction Shape Maximum of sections height 1 CS4 086 1 Design JCSA 086 01 Design Area Canada Standard Solid Rect 5000 00 0 00 2 C54 085 1 Verf CSA 086 01 Verification Area Null Standard Solid Rect 5000 00 0 00 3 Specifications used for a design A group of sections and a type of section round or rectangular must be selected in each specification among other design criteria Therefore if different sections are composing the structure specifications must be added in the spreadsheet because each type of section must possess its specification Addi
301. in continuous system Width of concrete section web at this location No within continuous system For prestressed concrete elements this width is reduced by total sheath diameter if there is no grout or 1 2 sheath diameter if it is grouted 13 120 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Description As Area of reinforcing steel in tension VisualDesign considers all rebars in tension even those that have not reached fy However when considering the strain deformation compatibility in calculations the useful area of each bar in tension is factored with this ratio fs fy e Percentage of steel reinforcement at this location within continuous system For a Prestressed Concrete Project wp Ratio of reinforcing bars and prestressing reinforcement according to clause 9 6 8 5 1 of Code S6 88 See the note below p fps Aps Factored tensile strength of prestressing cables ex Strain in longitudinal reinforcement for the calculation of shear resistance on strong axis 0 Angle of inclination between diagonal stains in compression and the element longitudinal axis ie Factor that takes into account the shear resistance of cracked sections c d c d ratio of clause 10 1 4 Code A23 3 relative to the balanced condition Concrete Deformation and yield strength of steel Compare with c d max below c d max Maximum c d ratio For load combination with a Service statu
302. ing Software Pattern Staggered A 3 2 2 1 pattern x double shear 2 2 memb pattern x 1 pattern 1 1 pl pattern x 1 pattern 10 19 CHAPTER 10 STEEL DESIGN Bolted Connection Model 3 Example Longest leg Data Bolts Layout Staggered A No of transverse lines Pattern 3 No of longitudinal lines 2 No of planes Bolts 2 1 pattern x double shear No of planes Member 1 1 memb pattern x 1 pattern No of planes Plate 2 2 pl pattern x 1 pattern 10 20 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Bolted Connection Model 4 Example Data Bolts Layout No No No No No CivilDesign inc Engineering Software of transverse lines of longitudinal lines of planes Bolts of planes Member of planes Plate Pattern patterns x single shear memb pattern x 2 patterns pl pattern x 2 patterns 10 21 CHAPTER 10 STEEL DESIGN Bolted Connection Model 5 Type 5 Steel Angles with Equal Legs Only Example Data Bolts Layout Staggered A No of transverse lines 3 Pattern No of longitudinal lines 2 No of planes Bolts 4 2 patterns x double shear 2 1 memb pattern x 2 patterns 4 pl pattern x 2 patterns No of planes Member No of planes Plate Notes Legs of interior steel angle are considered as plates Verification The interior steel angle must be specified in the Sect
303. ing Software 10 39 CHAPTER 10 STEEL DESIGN Members The Steel Design tab If you checked the Activate design criteria box in Member Characteristics dialog box complete parameters for the design or verification of steel members Member Characteristics X Member Connection Steel Design Bolted Connection Evaluation Design parameters Design or verification Specifications Design Group Lateral supports to avoid buckling Cantilever Top of section MV Nol Continuous Iv NoJ v Automatic Bottom of section Iv Nol Continuous Iv NoJ aae Kux Position of Load Centre X 25 Not applicable hd m Effective Compressive Length Factor Kx strong axis p Factor Ky weak axis Factor Kt KzFactor Minor axis v Automatic v Automatic v Automatic no m Calculation of effective net area with or without reduction Max Slendemess Total D holes jo mm A ne Ane x fi KL r Max 200 r Stiffeners Intermittent Fillers 2L r Allowable Deflection Lx strong axis Spacing O mm F Ft 0 Le fe Ly fe Factor km fi M HSS or Solid round shapes Jn Aviel stresstelieved Cancel Apply Help Look at this table to learn more about parameters included in the Steel Design tab Field Description Design Parameters Design or Verification This shaded field indicates the type of analysis th
304. ing frames concentrically braced frames eccentrically braced frames and plate walls and the ductility of the system Usages are assigned to members through the Usage list box which is part of the Member tab Member Characteristics dialog box Specific usages are given for each type of braced systems namely Moment Resisting Frames Concentrically Braced Frames and Eccentrically Braced Frames Moment Resisting Frames Excerpts from Standard CAN CSA S16 01 pp 2 104 2 105 Three categories of moment resisting frames are recognized Ductile moment resisting or Type D frames in which members and connections are selected and braced to ensure that severe inelastic straining can take place Moment resisting frames with moderate ductility or Type MD in which the member details are adequate to provide the more limited inelastic straining demanded in structure proportioned to resist the greater design loads while at the same time connections are adequate to accommodate the associated forces and deformations 10 82 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Type LD for limited ductility newly introduce This system undergoes still less inelastic demand consistent with the higher design loads and can in general make use of traditional connection detailing combined with special requirements associated with welding Usages Before executing a seismic design as per CA
305. ing on members is calculated with the equation below W Density Thickness S S is the area of ice surrounding the shape and is calculated with the equations presented below General LLO S e p ze CivilDesign inc Engineering Software 11 45 CHAPTER 11 TOWER DESIGN Round shapes S x 2re e 2L shapes Z as e p 2h 2d xe dehy See also Generating Ice Loads Loads Definition spreadsheet Tower Design Module 11 46 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Numerical Results Steel Design Results Spreadsheet The spreadsheet includes among others the name of shapes critical load combination code provision that controlled the design members design load bending shear and axial resistances net area and members stability A message also informs you if the design is OK or not If not lines will be coloured in red in the spreadsheet However the colour will not appear at the printing of the spreadsheet As soon as the design is finished the Steel Design Results mode X is automatically activated You can look at results in many ways e Go to Results menu and select the heading Structure Design Steel If no members were selected the spreadsheet will include all members e Double click on a member to access the spreadsheet Only the results for this member will be included in the spreadsheet e Click on many members while pressing down the Ctrl key
306. ing the vertical continuous system to open the Rebar Placement window e Generate cross sections e Open the View Options and check the Dimensions root Open the Column Diagrams root and select forces and resistances diagrams Particularities VisualDesign does not design sections the shear wall itself It designs reinforcement You must model the shear wall with rectangular plates finite elements and then the program will place reinforcing bars within according to loads and load combinations VisualDesign looks for horizontal elements levels or stories by searching for floors or horizontal plates that may be linked to the model If there are no horizontal elements in the shear wall you can specify levels for VisualDesign and obtain results at these levels Specify a level or story in the shear wall Select one node at a specific level and go to the Node Characteristics dialog box Activate the option Level Shear wall Placing Rebars VisualDesign places main reinforcement in the ends of wall For the design of a concrete cage as for elevators main reinforcement will be placed in corners Secondary reinforcing bars are also supplied See also Calculation of Required Transverse Reinforcement in Shear Wall Design of Concrete Plates Groups of Plates Participating Mass Node Characteristics Dialog Box 13 74 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Reinforcement and
307. ingle click 11 27 CHAPTER 11 TOWER DESIGN Assign Specifications to Members Select one member or more which will have the same bolted connections and open the Member Characteristics dialog box e Activate design criteria in the Member tab and specify other parameters Go to the Steel Design tab and assign a specification to the selected members e Finally select the Bolted Connection tab and assign connection models to member s end nodes Selection of Bolts in a Steel Specification Go to the Steel Specifications spreadsheet and double click in the Selection of Bolts column Choose as many types of bolts that can be used for the design of connections VisualDesign will choose among that list A dialog box will appear on the screen Expand the roots and check the boxes corresponding to the type of bolts that you want VisualDesign to consider in the design If there are bolts missing in the list add them in the Bolts spreadsheet Common menu at heading Bolts Bolts See also Steel specifications spreadsheet Bolts spreadsheet 11 28 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Design Groups Grouping Selected Elements You must specify steel or timber specifications before grouping members This tool available in Structure menu at Groups heading allows creating design groups for members to get a more practical design Procedure e Select members that you wish to group together keep t
308. inuous Systems H The Continuous System icon of Elements Toolbar The continuous system concept in VisualDesign must be well mastered because design features of the Reinforced Concrete Design and Prestressed Concrete Design modules are based on continuous systems properties and types Standard Continuous Systems A Standard continuous system is composed of co linear same plane continuous members having a constant section along their lengths An angle of 1 degree between adjacent members longitudinal axis cannot be exceeded A continuous system can be vertical many columns or horizontal continuous beams There are four types of standard continuous systems Beam Column Slab Shear Wall and Joist The type must be specified in the Continuous Systems spreadsheet In addition the design can be done considering bending only or bending compression See The Beam Column type of Continuous System The Beam slab of Continuous System The Shear Wall type of Continuous System The Joist type of Continuous System Continuous Systems with Variable Geometry A continuous system having a variable geometry is composed of continuous members that have different sections The angle between members longitudinal axis must not exceed 65 degrees This type of continuous system is used to generate culverts The modeling of such members is done through the Member Characteristics dialog box as you will see further on A continuous system with
309. ion column of Bolted Connections Definition spreadsheet by double clicking in the cell Design The interior steel angle that will be chosen as connector will be of the same size or bigger than the connected steel angles 10 22 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Bolted Connection Model 6 Type 6 Steel Angles with Equal Legs Only Example I p p i p n p pn Data No of transverse lines No of longitudinal lines No of planes Bolts 2 patterns x single shear No of planes Member 1 memb pattern x 2 patterns No of planes Plate St dA Bolts Layout aggere Pattern Note You must define this bolted connection for the smallest section among the spliced steel angles CivilDesign inc Engineering Software 10 23 CHAPTER 10 STEEL DESIGN Bolted Connection Model 7 s Shortest Leg Data Bolts Layout of transverse lines of longitudinal lines of planes Bolts of planes Member of planes Plate Pattern Staggered A 3 1 pattern x single shear 1 memb pattern x 1 pattern 1 pl pattern x 1 pattern 10 24 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Bolted Connection Model 8 Example Shortest Leg Data Bolts Layout No of transverse lines No of longitudinal lines No of planes Bolts of planes Member of planes Plate CivilDesign inc Engineering Software
310. ion factor R CNBC 95 National Building Code of Canada 1995 Setsnac Calculation A force modification factor R must be selected in the Linear Seismic spreadsheet This factor represents the overall ductility of the structure or its components The force modification factor expresses the structural capacity to dissipate energy through inelastic behaviour during an earthquake The table below CNBC 1995 gives a description of bracing systems that can resist lateral forces in a building and the corresponding factor R Table 4 1 9 1 B Force Modification Factors R CASE TYPE OF LATERAL FORCE RESISTING SYSTEM R Steel Structures Designed and Detailed According to CAN CSA S16 1 1 Ductile moment resisting frame 4 0 2 Ductile eccentrically braced frame 4 0 3 Ductile steel plate shear wall 4 0 4 Ductile braced frame 3 0 5 Moment resisting frame with nominal ductility 3 0 6 Nominally ductile steel plate shear wall 3 0 7 Braced frame with nominal ductility 2 0 8 Ordinary steel plate shear wall 2 0 9 Other lateral force resisting systems not defined in Cases 1 to 8 1 5 Reinforced Concrete Structures Designed and Detailed According to CSA A23 3 10 Ductile moment resisting frame 4 0 11 Ductile coupled wall 4 0 12 Other ductile wall systems 3 5 CivilDesign Inc Engineering Software 7 53 CHAPTER 7 DYNAMIC ANALYSIS CASE TYPE OF LATERAL FORCE RESISTING SYSTEM R 13 Moment resisting frame with nominal ductility 2 0 14
311. ion such as an earthquake This type of analysis may be transient or harmonic for example VisualDesign has several types of loadings that can be chosen by the user namely Sine Cosine Half sine step Triangle step Rectangle step Trapezoidal step After having chosen the accelerogram that will fit with the type of vibration the engineer will indicate the number of cycles that will be applied to the structure and also the time intervals dt1 dt2 etc through a spreadsheet The accelerogram starting time may be specified if for example the analysis is carried out using two accelerograms one in each direction that will be applied one after the other The engineer can also modify the damping in the Frequencies spreadsheet that is available after the dynamic analysis is over The accelerogram that is defined in a spreadsheet has a unitary value The user will define the amplitude through the appropriate Loads dialog box The accelerogram may be applied to nodes concentrated load or floors made of plates distributed load When viewing the results through the Node Displacement in Time time history analysis results the engineer must verify the deflection created by this dynamic load Actually VisualDesign gives the node displacement for the dynamic load only The deflection due to static loads such as dead load will be added in a later version See the topic Procedure to Run a General Dynamic Ana
312. is spreadsheet to look at maximum and minimum forces for a specific design group Group Envelope Results title Column Desctiption Editing Number Design group number 12 alphanumeric No characters Shape Chosen shape for this design group No Value Type of results Max or Min An empty field No indicates a standard analytical result Bending Mx Min or max bending moment on strong axis for No this design group Shear Vy Min or max shear force on strong axis for this No design group Bending My Min or max bending moment on weak axis for No this design group Shear Vx Min or max shear force on weak axis for this No design group Axial Nz Min or max axial force for this design group No positive in tension Torsion Tz Max or min torsion force for this design group No u weak axis Max or min displacement on weak axis for this No design group v strong axis Max or min displacement on strong axis for this No design group w axial Max or min axial deformation for this design No group accurate solution only at member ends CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Bolted Connection Design Results When the steel design is finished go to Results Structure Design Bolted Connections The Bolted Connections Design Results includes information for each member end designed connections node i and j Look at the table below to know the definition of each column Gro
313. istics dialog box Select a steel specification OR a design group for the selected members e If you have to consider a seismic analysis in the design of your structure complete the information in the Seismic tab of Project Configuration dialog box e If you have moving loads to consider you must specify mobiles and moving load cases e Use the Load Combination Generator to generate required load combinations for a selected Code or Standard e Click the Analysis and Design icon and start the design process by clicking the Analyse button e To look at the results consult the Steel Design Results Spreadsheet in the Results Structure Design menu With the View Options you can display the sections number capacity and insufficient resistant members To look at load combination results activate the Load Combination mode and look at results through the Results Load Combinations menu ot through View Options Results tab CivilDesign inc Engineering Software 10 67 CHAPTER 10 STEEL DESIGN Optimization Problems If you do not model your structure properly design results will not be correct either Here are problems that some clients encountered Problem 1 After a steel design results shown that some members have a design load equals to 110 and 140 Answer VisualDesign designed members according to your design criteria and the optimized shapes were chosen among the sections included in the selected group of sections
314. iting Double click Double click Double click Single click Single click Single click Single click Single click Double click Double click Single click Single click Single click CivilDesign inc Engineering Software Timber Design Groups Grouping Members Timber specifications must be assigned to members before grouping them Use the Group Members function Structure Group to quickly create design groups for members to get a more practical design Procedure e Select members that you wish to group together keep the Ctrl key down while selecting members with your mouse e Go to Structure Groups Group Members or use the shortcut keys Ctrl G e This dialog box will appear Give a name to this group choose a timber specification and click OK Group Members x m Description Name Specification Timber Edge beams cs4 0861 Design m Statistics on selected members With Group fo With no Group Cancel Design groups will be assigned to members in the Timber Design tab of Member Characteristics dialog box The name of design groups can be modified in the Timber Design Groups spreadsheets See also Displaying Member Design Group Timber Design Groups spreadsheet Automatic Grouping of Elements CivilDesign inc Engineering Software 9 17 CHAPTER 9 TIMBER DESIGN Timber Design Groups Members Open the Timber Design Group sp
315. itudinal lines for this connection See topic Bolts Layout Bolts layout In line Staggered A or Staggered B See topic Bolts Layout Longitudinal distance measured from free edge of plate to the first bolt in a row Designed plate thickness For connection model 5 specify the other section used as the connector Longitudinal distance measured from free edge of steel angle to the first bolt in a row Longitudinal distance measured centre to centre between two bolts Transverse distance measured from outside edge of bent angle to the nearest bolt row CivilDesign inc Engineering Software Editing 11 53 CHAPTER 11 TOWER DESIGN Column Description Editing Member Transverse distance measured centre to centre No g2 between two consecutive bolt rows Member Transverse distance measured from free edge of No e member to nearest bolt hole Member Bearing resistance of the connected member No Br according to clause 6 5 2 2 i and ii Member Member tensile strength according to the failure No Tri mechanism for bolts layout or bolt bearing Member Member tensile strength considering shear lag and No Tr2 member net area as specified in the Steel Design tab of Member Characteristics dialog box Member Maximum factored tension in member No Tf Member Failure mechanism and failure path See topic No Failure Failure Mechanisms in Bolted Connections Plate Bearing resistance of the plate in this connecti
316. ive deflection criterion DATE AND TIME VisualDesign now displays the date of analysis and design in the Design dialog box You will also find the time it was launched and the time it ended in the upper part and lower part of the dialog box 10 66 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Steel Design Procedure To proceed with a cyclic design or a check of your structure you must follow these steps e Complete the parameters in the Analysis tab in the Project Configuration dialog box Two parameters are important to have a correct design namely The number of cycles for optimization and the number of cycles for correction e Activate design criteria in the Member tab of the Member Characteristics dialog box e Go to Structure Specifications and define your own Group of Sections to be used during the design process A pre defined one can also be selected in the Steel Specifications spreadsheet e Select the Steel Specifications spreadsheet Structure menu Choose a Design specification complete the required parameters and modify the defaults values if needed e If you wish to have identical sections for continuous members or wish to group members select them and use the Group Members function or use the short cut keys Ctrl G in the Structure Group menu e For all members that you wish to design you must complete the information supplied in the Steel Design tab of the Member Character
317. k fc Specified compressive strength parallel to grain Single click fcp c Specified compressive strength perpendicular to Single click grain compression face bearing fcp t Specified compressive strength perpendicular to Single click gtain tension face bearing ftn Specified tensile strength parallel to grain at net Single click section ftg Specified tensile strength parallel to grain at gross Single click section of glued laminated timber ftp Specified tensile strength perpendicular to grain Single click See also Timber Specification Timber Species and Properties Classification of Timber Members The following classifications ate included in VisualDesign Visual Visual means that they are visually classified All species are available The letter refers to available cuts as follows A 2x4 4x16 B 2x2 2x4 4x4 C 6x10 8x12 10x14 D 6x6 6x8 8x8 8x10 MSR Machine Stress Rated The shear resistance fv is determined with this method All cuts are available MEL Machine Evaluated Lumber The shear resistance fv is determined with this method All cuts are available CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN GLT Glue Laminated Timber Available species are S P F D Fir L and Hem Fir All cuts are available Grade The grade refers to the quality of the timber section namely Select structural No 1 No 2 No 3 Construction and Standard Species
318. k grade R DW Standard mandrel diameter for rebar of grade W AG90W Length A or G for a 90 deg standard hook grade W AG180W Length A or G for a 180 deg standard hook grade W J180W Height J of a 180 deg hook grade W DE Standard mandrel diameter for an epoxy coated rebar AG90E Length A or G for a 90 deg standard hook epoxy coated AG180E Length A or G for a 180 deg standard hook epoxy coated J180E Height J of a 180 deg hook with epoxy coating DS Standard mandrel diameter for stirrups and cross ties AG90S Length A or G of a 90 deg standard hook for a rebar used as a stirrup or a cross tie AG135S Length A or G of a 135 deg seismic hook for a rebar used as a hoop or seismic cross tie See also Rebar Steel Grades Bending Shapes CivilDesign inc Engineering Software Editing Sing Sing Sing Sing Sing Sing Sing Sing Sing Sing Sing Sing Sing Sing Sing e click e click e click e click e click e click e click e click 13 7 CHAPTER 13 REINFORCED CONCRETE DESIGN The FRP Reinforcing Bars Spreadsheet In this spreadsheet you will find information about fibre reinforced polymer bats These bats can be used to reinforced concrete structures Group Shared Data VDBase mdb Column ID Number Distribution Type of fibre Area Diameter Linear Mass Perimeter Maximum Length Colour kb Ffu Ef Coefficient for tran
319. l Supported End Condition Supported End Free End T Factor K Load applied to Top Flange 4 5 7 5 4 5 Other Cases 3 0 2 7 2 4 Cases not considered by VisualDesign nor Picard amp Beaulieu or Galambos L CivilDesign inc Engineering Software 10 45 CHAPTER 10 STEEL DESIGN Modeling Valid Cantilevers Example 1 Continuous beam composed of members M1 M2 and M3 Cantilever is located at the end of member M3 as shown below The load is applied at top of section Select the Steel Design tab Member Characteristics dialog box and enter the following lateral supports and cantilever options for each member Member 1 Set lateral supports to Node i only Cantilever option is set to Not applicable Member 2 No lateral supports and cantilever option is set to Not applicable Member 3 No lateral supports and cantilever option is set to Node 7 Choose option Top for Position of load Example 2 Continuous beam composed of members M1 and M2 Cantilever is located at the end of member M2 and load is applied at top of section At intermediate support the continuous beam has a lateral support at top flange only M1 M2 i2 j2 In the Steel Design tab enter required parameters to calculate the beam strength accurately Member 1 Lateral support is provided at top fibre at node i and j and at bottom fibre at node i only Cantilever option is set to Not applicable Member 2 Lateral supp
320. lDesign Inc Engineering Software 12 27 CHAPTER 12 COMPOSITE BEAMS Composite Beams Spreadsheets Short term and Long term These two spreadsheets include the section transformed properties considering a ratio n Es Ec respectively for short term and long term as specified in the Composite Beam tab of Project Configuration The default values of n for short term and long term deformations are respectively of 1 0 and 3 0 These values will be used for those not owning the 57ee Design module Users that possess the 57ee Design module can modify the default values for n in the Composite Beam tab of Project Configuration Group Structural data shape on strong axis gt Column Description Editing ID Automatically calculated No Number 12 alphanumerical characters No Composition Shaded field indicating that this member is a No composite beam Neutral Axis Position of neutral axis in the composite section No yt Distance from neutral axis to top fibre No yb Distance from neutral axis to bottom fibre No Es Ec Ratio n Modulus of elasticity of steel divided by No modulus of elasticity of concrete Ix Inertia of transformed section on strong axis No J Torsional constant of the transformed section No Area Area of the transformed section No Sx ct Elastic section modulus at the top of concrete No slab on strong axis Sx cb Elastic section modulus at the bottom of concrete No slab on strong axis
321. lDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Rigid Extension eZ ezj Stiffness Nodei Fki Stiffness Node j Rkj Fj Mass Noi Mass Noj See also Description Choose option Manual and enter the rigid extension length at node j or choose option Free Face The latter will create a rigid extension from node to free face of column or beam If you selected option Manual enter rigid extension length ezj according to member local axes negative or positive Specify the stiffness of connection at node i Absolute Rk Relative Fk or According to connection Factor that represents the absolute stiffness of connection at node i The default value of 1 kN m rad is corresponding to an absolute stiffness Factor that represents the relative stiffness of connection at node i The default value is 1000 meaning that the connection is 100 rigid Specify the stiffness of connection at node j Absolute Rk Relative Fk or According to connection Factor that represents the absolute stiffness of connection at node j The default value of 1 kN m rad is corresponding to an absolute stiffness Factor that represents the relative stiffness of connection at node j The default value is 1000 meaning that the connection is 100 rigid If ezi is different from 0 include the weight of the rigid extension at node i by activating this option x If ezj is differe
322. lable to trucks respectively and ADTT is as given in Table 10 17 2 3 c Code S6 00 ADTT Average Daily Truck Traffic Refer to table 10 17 2 3 c Code S6 00 Studs in the zone of Activate this box if you wish to consider studs in the negative M bending zone Table 10 17 2 3b Values of Nd Code S6 00 Longitudinal Members Span Length L 12m Span Length L lt 12m Simple Span Girders 1 0 2 0 Continuous Girders 1 Near interior support 1 5 2 0 within 0 1L on either side 2 All other locations 1 0 2 0 CivilDesign Inc Engineering Software 12 17 CHAPTER 12 COMPOSITE BEAMS Longitudinal Members Span Length L 12 m Span Length L lt 12m Cantilever Girders 5 0 5 0 Trusses 1 0 1 0 Transverse Members Spacing 6m Spacing lt 6m All Cases 1 0 2 0 Table 10 17 2 3 c Average Daily Truck Traffic ADTT Code S6 00 Class of highway ADTT A 4000 B 1000 C 250 D 50 See also Steel Design Module Composite Beams Thermal Gradient Construction Stages Calculation Method for Composite Beams Defining a Member as Composite 12 18 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Modeling Composite Members Create a Composite Slab Go to Structure Composite Slabs and insert a line Give a name or number to this slab and fill in parameters It is important to accurately define rebars steel grade and concrete material SLAB WITHOUT STEEL DECK For a flat slab without a steel deck
323. lation of compression strength Indicates if a positive or negative moment strong axis controls the design for flexion Resisting moment strong axis when Lu 0 Resisting moment strong axis when Lu gt 0 Unsupported length strong axis Factor allowing for the increase of the resisting moment of a laterally unsupported segment strong axis caused by a moment gradient Please refer to topic Elastic Lateral Torsional Buckling Indicates if a positive or negative moment weak axis controls the design for flexion Resisting moment weak axis when Lu 0 Resisting moment weak axis when Lu gt 0 CivilDesign inc Engineering Software Editing No 10 73 CHAPTER 10 STEEL DESIGN Column Luy w2y Type of Nz Tension Tr Cr Resistance Cr Stability KLx KLy KLz KLt KL rx KL ry KL rz KL t max T C Ratio Net Area Desctiption Unsupported length on weak axis This value is null for sections with single and double symmetry because there is no lateral buckling on weak axis VisualDesign supposes that all sections strong axis for bending is around local x axis Factor allowing for the increase of the resisting moment of a laterally unsupported segment weak axis caused by a moment gradient Please refer to topic Elastic Lateral Torsional Buckling Indicate tension or compression Tensile strength of the section Tr min using net area Compressive resistance of the se
324. lculation of Kt The Kt factor is used for the computation of buckling due to torsion for single symmetrical shapes 2L WRF V WT and cold formed sections The automatic calculation of Kt will be done according to the selected option in the Steel tab of Project Configuration dialog box CivilDesign inc Engineering Software 11 17 CHAPTER 11 TOWER DESIGN Automatic calculation of Kz The Kz factor is used to calculate the buckling of single steel angles in an orthogonal axis system for the design of towers and antennas The automatic calculation of Kz will be done according to the selected option in the Steel tab of Project Configuration dialog box See also Steel Design Criteria Steel Design Results Steel tab Project Configuration The Tower Design Module Maximum Slenderness Ratio for Tower Member VisualDesign designs tower members according to the following slenderness ratios per CAN CSA S37 01 Standard Member Usage KL r max Upright 120 Guy 200 Horizontal 200 Diagonal 200 Stabilizer 200 Internal Bracing 200 All Secondary members 240 See also Steel Design Results 11 18 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Member Steel Design Spreadsheet This spreadsheet will be available if you own the Steel Design module and if you activated design criteria in the Member Characteristics Dialog box Complete the information before running a Steel Design Group Structural data Column
325. le they can model and analyse composite beams all the same The Composite Beam option must be selected in the Member tab of Member Characteristics dialog box and the Composite Beam tab included in the same dialog box must be completed However the Composite Beam tab of Project Configuration is not available Consequently construction stages cannot be activated and thus the ratio n which represents the ratio E steel E concrete will be equal to 1 0 as a default value and will be used for the calculation of short term deformations Long term deformations cannot be considered The Steel Design module allows specifying a ratio n for long term deformations in the Composite Beam tab of Project Configuration dialog box Shored Composite Beams Steel Design A shored composite beam without construction stages can be analysed considering some construction stages as well if long term deformations need to be studied Activate the Composite Beam tab of Project Configuration dialog box and use construction stages 6 7 and or 8 These stages correspond to effective Woe composite effects Then specify a ratio n in the field that corresponds to long term effects Results will consider long term deformations Calculation Method Calculation of Positive Moment Calculate the maximum compression that the slab can support CconcMax taking into account the steel reinforcement if needed Calculate the maximum tension that the beam
326. lerogram changes according to the layers of soil underneath and the depth of the foundation Each site is different so we can only approximate the response spectrum The first step in a response spectrum analysis is the calculation of the three dimensional mode shapes and frequencies of the structure Definition of Principal Directions A weakness in the codes is the lack of definition of the principal horizontal directions for a general three dimensional structure If each engineer is allowed to select an arbitrary reference system the dynamic base shear will not be unique and each reference system could result in a different design One solution to this problem that will result in a unique design base shear is to use the direction of the base shear associated with the fundamental mode of vibration as the definition of the major principal direction for the structure The minor principal direction will be by definition ninety degrees from the major axis 7 8 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Directional and Orthogonal Effects The required design seismic forces may come from any horizontal direction and for the purpose of design they may be assumed to act non concurrently in the direction of each principal axis of the structure In addition for the purpose of member design the effects of seismic loading in two orthogonal directions may be combined using the SRSS Square Root of the Su
327. les can be select either in cross sections ot in the continuous system When elements are selected call up the spreadsheet by selecting the Properties function CivilDesign inc Engineering Software 13 93 CHAPTER 13 REINFORCED CONCRETE DESIGN Selection of patterns of transverse rebars select patterns in cross sections and press the Properties function The Transverse Reinforcement spreadsheet will include rebars that are part of the patterns If you select two patterns or mote which include the same transverse reinforcement they will be listed only once in the spreadsheet If an object is already selected in the continuous system it is not allowed to select it once again in a cross section and vice versa Multiple selections in a spreadsheet You can also select several elements through a spreadsheet by selecting contiguous lines and then by exiting the spreadsheet by pressing OK or CANCEL The following spreadsheets accept multiple selections e Longitudinal rebars e Transverse rebars e Cross sections e Cables e Loss of prestress in cables When exiting a spreadsheet after having selected rebars or cables only the rebars and cables that are located in the continuous system will be highlighted They will not be selected in cross sections If you selected cross sections in the cross sections spreadsheet they will be highlighted on your screen but their line of cut on the continuous system will not be selected
328. llowing stresses will be displayed e Sigma Ds Stress at the top of slab e Sigma Di Stress at the bottom of slab e Sigma Ss Stress at the top of steel section e Sigma Si Stress at the bottom of steel section Note 2 Stresses will be displayed for other points on the steel shape as it was specified in the Composite Beam tab of Member dialog box using the Extra Calculation tool Refer to Extra Calculation Note 3 VisualDesign can display such a graph if there is at least one Fatigue load combination that includes one results envelope If there is no envelope VisualDesign needs two Fatigue load combinations This graph represents a variation of stresses Note 4 This graph is available for a design using moving load analysis 12 40 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Diagram Values Double click in the legend box to move it outside the diagram box On a diagram place your cursor on a point line and coordinates will be displayed near your cursor Use the Graphs toolbar functions that are posted in every diagram box To learn about these functions see the topic Graphs toolbar Procedure e Select a composite member e Goto Results Load Combinations Stresses Composite beams e The Graphs dialog box will be displayed on screen e Select a graph in the list box e Select a load combination e According to the selected graph check or uncheck the boxes in the activated field
329. lly analysed to obtain stress force contouts It can be designed if users own the Reinforced Concrete Design module The slab surface is determined by nodes located on the slab outline and members optional The user specifies the maximum areas of plates the material and thickness along with vectors to orient finite elements Maximum area jas ne Material Cono F Thickness 250 mm Main direction of slab x yf B CivilDesign inc Engineering Software 13 53 CHAPTER 13 REINFORCED CONCRETE DESIGN z Orientation vectors ate automatically initialized in the Groups of plates Surfaces spreadsheet which is called up when the slab is created The direction of vectors depends on the order of selected nodes clockwise or counterclockwise Groups of Plates Spreadsheet Surfaces Number Origin Origin Origin X Axis X xis X Axis Y xis Y xis x y z x z x m m m 1 52 5 00 1 52 0 00 0 00 1 00 Coordinates correspond to the coordinates of the first selected node before calling up the generator Openings in the slab Before calling up the generator coplanar nodes must be selected But members can also be selected to define an opening The mesher will consider the selected members and no plates should go through these members However the generated plates over the opening will have to be erased by hand We recommend saving the file before calling up the generator It might be impossible for th
330. load condition so that it can be appropriately combined with the other static and dynamic loads Summary of Dynamic Analysis Method 1 a dynamic analysis method is summarized that produces unique design displacements and member forces which will satisfy the codes It can be used for both regular and irregular structures The major steps in the approach are as follows 2 A three dimensional computer model must be created in which all significant structural elements are modeled This model should be used in the eatly phases of design since it can be used for both static and dynamic loads 3 The three dimensional mode shapes should be repeatedly evaluated during the design of the structure The directional and torsional properties of the mode shapes can be used to improve the design A well designed structure should have a minimum amount of torsion in the mode shapes associated with the lower frequencies of the structure 4 The direction of the base reaction of the mode shape associated with the fundamental frequency of the system is used to define the principal directions of the three dimensional structure 5 In VisualDesign either the COC or the SRSS methods can be used to calculate the dynamic base shear in each principal direction due to 100 percent of the normalized spectra shapes Use the minimum value of the base shear in the principal directions to produce one scaled design spectra The design base shear is based on the lo
331. ls and colours Refer to the topic Scaling for Intervals to learn more about this tool CivilDesign inc Engineering Software 13 55 CHAPTER 13 REINFORCED CONCRETE DESIGN Mesh and Deflection Activate a load combination on Activation toolbar The right radio button displays the mesh and allows consulting numerical results Double click on a plate to open the Internal forces and stresses spreadsheet or select many plates and press the Properties icon to open the spreadsheet The check box Deflection u v w displays the deflection of plates for the selected load combination The deflection can be displayed along with the mesh or coloured stress force contours Rebar Placement for 2 Way Slabs The Reinforced Concrete Design is required This section applies to the display of calculated rebars for 2 way slabs Four layers of bats can be displayed The colour of rebars can be modified through respective reinforcement spreadsheets See also Groups of Plates Surfaces Scaling for Intervals View Options Interpreting Plates Analysis Results Concrete Design of 2 Way Slabs Bar List 2 Way Slab Design VisualDesign supplies the bar list for designed slabs Total lengths and weights are calculated for each designed slab using the name of each group of plates surfaces To reach this spreadsheet go to Results Bar List Groups of plates Surfaces Group 2 Way Slab Design title Column Description Editing ID Auto
332. ls displayed on the axis including Rotation Fonts and Axis Title Field Selected Axis Orientation Show labels 2 Levels Rotate with chart Title Description Use the Degrees arrows to set the rotated angle for labels in the selected axis Check this box to show the labels in the selected axis Check this box to show the selected axis labels on two levels Check this box to rotate labels with chart Set the title for the selected axis The Grid lines tab This dialog allows you to customize gridlines on both the major and minor intervals Field Selected axis Major gridlines Color Style Weight Minor gridlines Color Style Weight Align with labels Interlaced Description Choose the colors for major gridlines in the selected axis Set the major gridline styles in the selected axis Set the major gridline width in the selected axis Choose the colors for minor gridlines in the selected axis Set the minor gridline styles in the selected axis Set the minor gridline width in the selected axis Align labels with tickmarks and gridlines in the selected axis Set interlaced gridlines The interlaced colors are achieved with the major grid lines color and the background of the chart CivilDesign inc Engineering Software 11 69 COMPOSITE BEAMS CivilDesign Inc Engineering Software CHAPTER 12 TABLE OF CONTENTS TABLE OF CONTENTS Chapter 12 Composite Beams
333. lso Description If the member is located on a moving load axis select the one among the list box Select the axle factor that will be applied to this member for moving load analysis Orthogonal and Major Minor Axis System Member with a Linear Behaviour Connection Spreadsheet Group Structural data Column ID Number Alignment exi exi Alignment eyi eyi Rigid Extension ezi ezi Alignment exj exj Alignment eyj eyj Description Automatically calculated 12 alphanumerical characters Choose the type of alignment Manual Left ot Right of node i Enter eccentricity exi Choose the type of alignment Manual Above ot Below node i Enter eccentricity eyi Choose option Manual and enter the rigid extension length at node i or choose option Free Face The latter will create a rigid extension from node to free face of column or beam If you selected option Manual enter rigid extension length ezi according to member local axes negative or positive Choose a type of alignment Manual Left or Right at node j Enter eccentricity exj Choose a type of alignment Manual Above ot Below at node j Enter eccentricity eyj Editing Double click Double click Editing No Single click Double click Single click Double click Single click Double click Single click Double click Single click Double click Single click 13 36 Civi
334. lumns sse 49 Design of 2 Way Slabs eere rere n nnn nnn n nun nnunnnnn unu un uuu ua unu 13 52 Analysis and BITS 52 The Slab and Mesh Genetatot ts cepe se eb e ie ER RE HR DO E RH LTR TA dei dtt MERIT ARS 52 Graphic Results ase eet eeu ene teda Nets 52 Numerical Results uite te Hee adr ete e ci dde duran aids 52 Limitations for 2 Way Slab Design een tette tenentes 53 The Slab amp FE Generator saa eee e e ee i Dee s 53 Openings tit the Slabs ie deat ute E e HE A Ee e ee EAE eeu anal 54 The Finite El ments Results Lab iiie eee tette tee teen 55 Fotce Stress GODtOUES cease ete as bte ble eere bc tet tice teca te eee eere a 55 Mesh and Deflection i niea ace iile edere pte e e et pe des 56 Rebar Placement tot 2 Way Slabs a eden rna ge o e a ke EX ERR NARE 56 Bar List 2 Way Slab Designivs sssssissesssssasosesssssaiosesssvsnievesvsnsaiesetssssniovetesninieteintoonsnssssevsoensocssostieses 56 LayoutofRebafs eseni eene casei RB tea dett dede eddie 57 Hook s a dete eet bb a t etse ttti eet d Ee Re an 57 Procedure for Modeling and Designing 2 Way Slabs sse 58 Seismic Design e eee ene u ene nununununun unn unn nuu nn ur nr ar nr annu nnn annuus 13 60 Ductility of a local Lateral Force Resisting System seen 60 Definitions oni deu eue nee ST 60 Sufmtnatye Lepido nnda p estime pente trate setts nut Dus cere eh Va
335. ly The deflection calculation procedure is shown below Length of span between inflexion points L1 to L5 below The calculation of maximum displacement according to an axis passing through two inflexion points is as follows v1 to v5 below In the design we assure the L1 v1 ratio stays above the indicated limit in the allowable deflection edit box of each member Steel Design tab of each members The selection of shapes is based on minimum inertia that satisfies a minimum stiffness with respect to deflection The strong and the weak axes are controlled in the same way according to the same allowable deflection CivilDesign inc Engineering Software 10 7 CHAPTER 10 STEEL DESIGN Inelastic Effects caused by an Earthquake When the user specifies a level of ductility R Sez tab in Project Configuration for the structure it means that he accepts a certain deflection during the earthquake These deflections cause additional stresses in the structure which can be evaluated in two ways the first by elastoplastic analysis and the second by an approximate method as defined in the National Building Code 1995 The program considers each seismic direction all the necessary parameters and corrects the spectral analysis by including inelastic effects The Levels spreadsheet contains all the parameters used by VisualDesign for the computation of Theta x that is used to amplify the stresses 10 8 CivilDesign inc Engineering S
336. lysis to get systematic procedure See also Loads Definition Spreadsheet General Dynamic Load Diagrams Procedure to Run a General Dynamic Analysis 7 75 CHAPTER 7 DYNAMIC ANALYSIS Dynamic Load Diagrams Before running a general dynamic analysis the user must choose an accelerogram in the General Dynamic Loads Diagrams spreadsheet that is available under the Loads menu Accelerograms have a unitary value In the spreadsheet the engineer must specify the time intervals dtl dt2 etc and the number of cycles that will be applied on the structure Afterwards the accelerogram will be selected in the Loads Definition spreadsheet The accelerogram starting time may also be specified in this spreadsheet Note Time pitch must be specified in the Analysis tab of Project Configuration dialog box dtl dt2 etc values must all be greater than the time pitch in order to obtain interesting results Available Dynamic Loadings SINE dt1 t COSINE dt1 t HALF SINE STEP dt1 dt2 t 7 76 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS TRIANGLE STEP dt1 d dt3 t RECTANGLE STEP dt1 dt dt3 t TRAPEZOIDAL STEP dt1 dO dB dtd t Group General Dynamic Analysis Column ID Number Type Number of cycles dtl dt2 dt3 dt4 Description Automatically calculated 12 alphanumerical characters Among the drop down list box choose the type of accelerogr
337. lysis if some vibration mode s act towards the gravity axis Non linear Time History Analysis Tolerance Tolerance that applies to the tension and compression force in elastoplastic members and compared to the maximum values that a Pal system friction dampers can absorb Add vertical effects Activate this box to statically add the contribution of vertical effects to the structure for the non linear analysis Note 1 Save Node Displacements If you prefer to save only a few nodes to shorten the time of analysis select the desired nodes before launching the analysis Then from menu Results Time History Nodes Displacements observe Node displacements in time See also CivilDesign Inc Engineering Software 7 21 CHAPTER 7 DYNAMIC ANALYSIS Dynamic analysis Project Configuration Overall Ductility of a Structure Force Modification Factor R Calibration of Spectral linear and non linear Time History analysis Seismic tab CSA S6 00 Project Configuration aseo m 2 5 rz App nals This table describes the fields included in this tab when the CSA S6 00 has been selected in the Building Code list box Parameters Definition Equivalent Static Force Building Code Each building code uses a normalized spectrum according to the occurrence probability of each country The selection of a building code automatically fixes the spectrum to be used Zv Velocity related seismic zone Za Acceleration
338. m hinges cause enetgy to be dissipated at many locations throughout the frame An additional consideration is that extensive hinging in columns may critically reduce the gravity load carrying capacity of the structure To achieve the desired beam hinging mechanism the Standard specifies the following design approach CivilDesign inc Engineering Software 13 63 CHAPTER 13 REINFORCED CONCRETE DESIGN STRONG COLUMN WEAK BEAM According to equation 21 1 Clause 21 4 2 2 x Mrc greater or equal to 1 1 amp Mnb Eq 21 1 requires that the total factored resistance of the columns based on yc 0 6 and ys 0 85 must be at least 10 greater than the total nominal resistance based on qc and gs 1 0 of the beams framing into the joint Frame members not satisfying Clause 21 4 shall be designed according to Clause 21 8 and shall not be considered part of the lateral force resisting system Axial design loads in frame columns shall account for beams yielding at levels above the level being considered The shears from the beams shall be those given by the method of Clause 21 7 2 1 using nominal rather than probable strengths Allowance may be made for the reduction in accumulated beam shears with increasing numbers of stories It is important to appreciate that during a severe earthquake some column hinging and some yielding of columns will occur even if the strong column weak beam philosophy has been followed For this reaso
339. m of Squares method or the CQC Complete Quadratic Combination method Basic Method of Seismic Analysis In order to satisfy the codes requirements it is necessary to conduct two separate spectrum analyses in the major and minor principal directions The spectra used in both of these analyses can be obtained directly from the codes Scaling of Results Each of these analyses will produce a base shear in the major principal direction A single value for the dynamic base shear is calculated by the SRSS ot CQC method Also a dynamic base shear can be calculated in the minor principal direction The next step is to scale the previously used spectra shapes by the ratio of design base shear to the minimum value of the dynamic base shear This approach is more conservative than proposed by the current requirements since only the scaling factor that produces the largest response is used However this approach is far more rational since it results in the same design earthquake in all directions Dynamic Displacements and Member Forces The displacement and force distribution are calculated using the basic SRSS method or CQC method to combine the results from 100 percent of the scaled spectra applied in each direction If two analyses are conducted in any two orthogonal directions in which the CQC Complete Quadratic Combination method is used to combine the modal maximums for each analysis and the results are combined by the SRS
340. m03 Service I modified With or without Multiple lanes LL IM only lane load Refer to article 3 6 1 3 2 See also Definition of Moving Load Envelopes Moving Load Analysis Dialog Box 2D Axles Factors Spreadsheet Load Combination Generation Wizard 8 26 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS Moving Load Analysis Dialog Box The Moving Load Analysis icon on Tools Toolbar Open the Moving Load Analysis dialog box by clicking this icon and fill in parameters Specify options to be considered during analysis Click the Analyse button to launch the analysis Moving Load Analysis eee LEN NN NI LM NE M NI see E Irioiade mone REET Larabee oen _ Cancel Chose CivilDesign inc Engineering Software 8 27 CHAPTER 8 MOVING LOAD ANALYSIS Section Structure Calculation parameters For each moving load axis Structure with cables Corresponding Values Concomitant Most critical load case for The Mov Load Envelopes Button Analyse button Date and Time Description This section is shaded and serves only to inform users about the elements composing the structure Truck Load Step enter the distance between each truck load step For a skew bridge specify the distance at the beginning and at the end of the bridge to apply the moving loads on the total length of the bridge deck Before bridge Specify the truck load st
341. matically calculated No Number Name or number of the group of plates that was No assigned to the designed slab Layer of Layer of rebar Mx Mx My My No Rebar Material Rebar steel grade No 13 56 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Description Editing Reinforcement Type of rebar in this layer No Quantity Number of bars of this type in this layer No Surface Weight of this type of rebar over the total slab No density area Total Total weight of this type of rebar in this layer No weight Total Total length of this type of rebar in this layer No length Number of Number of hooks in this layer Hooks are placed No hooks to obtain continuity with columns or walls if present in the model Hooks A Length A of hooks in this layer See the image No below Hooks B Length B of hooks in this layer This length is No corresponding to the rebar development length 300mm See the image below Layout of Rebars Mx My My A B Ta 12d CivilDesign inc Engineering Software 13 57 MIx Hooks CHAPTER 13 REINFORCED CONCRETE DESIGN Procedure for Modeling and Designing 2 Way Slabs REMARKS e Model the structure but do not model plates for 2 way floors or walls e The meshing is done from selected coplanar nodes and members if required e Openings Model members that surround openings The mesh generator will not generate plates that go th
342. mbol To print in black and white check the Black and White option in the dialog box The tab is a selection tree that is composed of the following roots General Diagram Dimension and Prestressing Expand those roots and highlight an item Click on a coloured square to modify the colour of this item CivilDesign inc Engineering Software 13 107 CHAPTER 13 REINFORCED CONCRETE DESIGN iew Options F General J Diagram E Resistance E Inertia E Deflection H Diagram 13 108 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Graphical Results Drawing Concrete Design When activating the Rebar Placement window display the details dimensions through the Rebar Placement tab of View Options Description of longitudinal rebars and prestressed cables is as follows Description of longitudinal rebars 2x1 25M 159 27900 Number of bars Length Bend Shape Number Type of rebar Stirrups 15 10M 300 15 bars no 10 Metric 300 mm centre to centre Export drawings in DXF AutoCAD compatible You are now allowed to export rebar placement drawing of concrete elements See also View Options Rebar Placement Window Bend Shapes Transverse Rebars Patterns Cross sections Export in DXF format Displaying 3D interaction curves columns In the Rebar Placement window display 3D interaction curves to verify the design of concrete columns an
343. me History Analysis wal The Linear Time History Analysis icon of Tools toolbar The Time History Analysis calculates the stresses in a structure according to a real accelerogram and a given direction Note A modal analysis must have been carried out before executing a Time History Analysis The maximum time in sec the number of seismic directions and the number of subdivisions for the members are parameters that greatly influence the calculation duration of the Time History analysis Selection of Nodes Before launching the analysis a personalized selection must be created for nodes to be analysed This selection must be selected in the Time History dialog box as shown below To learn more about personalized selection please refer to topic Personalized selection of elements Configuration of parameters All the parameters used to calibrate the Spectral analysis are also used to calibrate the Time History analysis The Time History generates a results envelope Et that you can include in your load combinations The diagrams results spreadsheet and the reactions for a load combination that include this envelope Seismic Et and other load cases give the combined Max and Min values Date and Time VisualDesign now displays the date of analysis in the Time History Analysis dialog box You will also find the time it was launched and the time it ended in the upper part and lower part of the dialog box CivilDesign Inc En
344. ment for positive bending moment Maximize Mr ot Maximize Vr Look at Note 1 Choose an option for the calculation of main and transverse reinforcement for negative bending moment Maximize Mr or Maximize Vr Indicate if bars are epoxy coated by choosing option x Select a type of optimization for main reinforcement Refer to topic Optimization of main reinforcement Choose steel grade for main reinforcement Choose the main reinforcing bars that will be used for the design In the drop down list box select the method that will be used for the reinforced concrete General or Simplified Method This factor is used for the calculation of cracking according to S6 00 standard only Two methods are available MTQ Modified and Standard Refer to clause 8 12 3 at section Crack Control Note 1 Maximize Mr and Maximize Vr Editing Single click Double click Double click Double click ot Space bar Double click Double click Double click Double click Double click The first option Maximize Mr considers tensioned rebars at the top and bottom of the section Consequently the value d or dv can be smaller and Mt greater The second option considers tensioned rebars at the bottom only so d or dv will be longer and Mr smaller This design will maximize the shear resistance of the member Optimization of Main Reinforcement In the General tab the user must select a type of optimization for main
345. mn Diagrams e Dimensions EPpy Help Column Diagrams The Columns Diagrams root includes the following diagrams Mfx Mtx Vfy Vty Mfy Mry Vfx Vrx Nfz Nrz Tfx Trz Mrx vs Nz Mry vs Nz Mrx Mry vs Nrz 3D Interaction Curves Mnx vs Nnz Mny vs Nnz Mnx Mny vs Nnz 3D Interaction Curves CivilDesign inc Engineering Software 13 105 CHAPTER 13 REINFORCED CONCRETE DESIGN Mpx vs Npz Mpy vs Npz Mpx Mpy vs Npz 3D Interaction Curves Dimensions The Dimensions root includes the following items for the displayed drawing Main Reinforcement Dimensions Rebar numbers and lengths Transverse Reinforcement Dimensions Rebar numbers and stirrup spacing Group of cables Dimensions Cable numbers and spacing Cross sections dimensions The Dimensions tab Select this tab and modify the pen weight and distances extensions for dimensioning Press the Font button and choose the font style that will be used for dimensions Specify units minimum spacing between drawing and edge drawing scale and text height 13 106 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN View Options See also Rebar Placement tab Colots tab The Colours tab Select this tab View Options of Rebar Placement window to modify the colours of displayed elements You are allowed to modify element colour line style and sy
346. mode shape the maximum forces and displacements by using a spectrum and scaling factors given by the code The Time History analysis computes displacements in time See also Static Analysis Modal Analysis Spectral Analysis Time History Analysis CivilDesign Inc Engineering Software 7 1 CHAPTER 7 DYNAMIC ANALYSIS Effects of Earthquakes According to CNBC 1995 Excerpts from CANADIAN NATIONAL BUILDING CODE 1995 User s Guide Structural Commentaries Part 4 Commentary J Effects of Earthquakes Direction of Earthquake Motions For normal buildings independent design about each of the horizontal axes together with the associated torsional forces id considered to provide adequate resistance against earthquake motions applied in any direction This simplification forms the basis for the earthquake requirements in the NBC Particular attention should be paid however to the effect of the combined stresses at the external and re entrant corners which are especially vulnerable to the effect of concurrent translational and torsional motions Vertical accelerations In certain special structures these accelerations may lead to instability or unusual reductions in the factors of safety Cantilevered structures or cantilevered building components are also sensitive to vertical accelerations When this becomes a governing design consideration dynamic analysis should be employed Structural Response to G
347. mplete Quadratic Combination Excerpt from Earthquake Engineering And Structural Dynamics Vol 9 187 194 1981 Short Communications A Replacement for the SRSS Method in Seismic analysis John Wiley amp Sons Ltd p 187 192 It is well known that the application of the Square Root of Sum of Squares SRSS method in seismic analysis for combining modal maxima can cause significant errors Nevertheless this method continues to be used by the profession for significant buildings The purpose of this note is to present an improved technique to be used in place of the SRSS method in seismic analysis A Complete Quadratic Combination CQC method is proposed which reduces errors in modal combination in all examples studied The CQC method degenerates into the SRSS method for systems with well spaced natural frequencies Since the CQC method only involves a small increase in numerical effort it is recommended that the new approach be used as a replacement for the SRSS method in all response spectrum calculations The CQC method requires that all modal response terms be combined by the application of the following equations For a typical displacement component uk Y D upra J i es 12a For a typical force component fk ks 12b 7 42 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS where zki is a typical component of the modal displacement response vector Uf max and ki is a typi
348. must be selected before using the generator of wind loads By default it is set to Not applicable Select the reference level base of structure from which the wind load will be applied When this number of bolts in line is exceeded when designing connections VisualDesign will change the bolts layout that is 7 Aine to a staggered layout Specify a rounding for the design of plate thickness Specify a rounding for the transverse edge distance measured from free edge of member to nearest bolt hole Specify a rounding for these distances for the design of bolted connections Specify a rounding for this distance for the design of bolted connections Specify a rounding for these distances for the design of bolted connections Automatic Calculation of Kx Ky Kt and Kz Steel Design Module Bolted Connections Spreadsheet CivilDesign inc Engineering Software 11 5 CHAPTER 11 TOWER DESIGN Member Characteristics Major minor and Orthogonal Axis System If you chose single steel angle and plan to run a design we strongly recommend that you switch to a minor major axis system once that the steel angle is properly positioned in space At modeling Use an orthogonal axis system in order to position the steel angle The field Local Axis System of the Member tab Member Characteristics dialog box allows you to specify the orientation of beta angle Select Orthogonal and enter a beat angle Display the shape of the se
349. n UBC 1994 yi Epp HEI 7 24 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS This table describes the fields included in this tab when the UBC 94 has been selected in the Building Code list box Parameters Definition Equivalent Static Force Building Code Each building code uses a normalized spectrum according to the occurrence probability of each country The selection of a building code automatically fixes the spectrum to be used Seismic zone Acceleration related seismic zone as described at clause 1627 2 and figure 16 2 p 2 41 Seismic zone factor Z Seismic zone factor calculated from the acceleration related seismic zone as described at clause 1627 2 and Table 16 I p 2 34 Importance factor I Seismic importance factor of the structure Refer to Table 16 K Type of Soil Profile Select a type of soil profile among the list box Refer to Table 16 Site coefficient S Site coefficient dependent upon the soil profile Total height hn Total height of the structure from the base where the base of the structure is the level at which horizontal earthquake motions are considered to be imparted to the structure Spectral Analysis Accidental Torsion Proportion of V to apply as accidental torsional effects during spectral and time history analyses Modal Combination Method of calculation used to evaluate likely internal stresses in elements Choose the SRSS or CQ
350. n Kt Lux Bottom Noi Lux Bottom Cont Lux Bottom Noj Lux Top Noi Lux Top Cont Lux Top Noj Hole Width Reduction of Ane a Stiffener or a Intermittent fillers 2L Fr 0 Description Choose an automatic or manual computation of Kt If the Automatic box is activated the Kt factor is automatically calculated according to the Steel tab of Project Configuration See also topic Automatic Calculation of Kx Ky Kt and Kz Effective compression length factor for the calculation of buckling due to torsion If the shape bottom flange is laterally supported at node i choose option x If the shape has continuous lateral support at the bottom flange choose option x If the shape bottom flange is laterally supported at node j choose option x If the shape top flange is laterally supported at node i choose option x If the shape has continuous lateral support at the top flange choose option x If the shape top flange is laterally supported at node j choose option x Width of the hole if bolts are used Reduction factor used for the calculation of net area Ex A ne Ane x 0 80 I Beam Enter the spacing between web stiffeners for shear capacity calculation OR Double steel angles Enter the spacing between intermittent fillers along the member If you do not want to consider the tension field component of post buckling stress in the calculation of shear resistance of
351. n we run the spectral analysis which will add up all the structure internal forces and deflections supports reactions and base shear for each mode When all mode shapes have been processed the program calculates the resultant based on the SRSS method Square Root of Sum of Squares or the CQC method Complete Quadratic Combination and we calibrate the forces according to the minimum base shear Then we compare with the fundamental period and the base shear calculated by VisualDesign According to the chosen code we then find the minimum base shear to use for the design This value V allows us to calibrate static forces applied to the model s nodes to simulate seismic forces in a static analysis Accidental torsional effects are statically added to the previous results It is done also for inelastic effects The spectral analysis generates results envelopes E that can be included in static analysis load combinations The results spreadsheets for diagrams and reactions provide the maximum and minimum values for a given load combination that includes this spectral envelope and other load cases The spectral analysis using UBC 1994 is based on the division IHM EARTHQUAKE DESIGN sections 1624 to 1629 The spectral analysis using UBC 1997 is based on the division IV EARTHQUAKE DESIGN sections 1626 to 1635 See also Approximations and Limitations of the Response Spectrum Method Modal Analysis Participating Mass Spectral Anal
352. n Results sss 52 Failure Modes Steel Design Results CAN CSA S37 01 ssssessssssssssassssesssessonssasisnvesnedseauoese 55 dies Mein Berita Dis eite ttu gue e ette ee e bed S 55 he Bolted Connections Tab doeet erp e tede tide 59 Graphical Results eerie rlrirue liene n nana an anam a auam a aua naa 11 62 Tower Re S T 62 Graphs Toolbar Chart X oet pter Let oet e epe e teo te e edv 64 CivilDesign inc Engineering Software iii CHAPTER 11 TOWER DESIGN General The Tower Design Module This module verifies and designs towers such as guyed and self supporting structure according to CAN CSA 837 01 and ACSE 10 97 Standards Specific equations are available for the calculation of effective compression lengths They depend on the shape of bracings and number of bolts at end connections The module also considers members behaviour in compression only tension only or with bending as the user specified in the Steel Specification spreadsheet It also designs and verifies member bolted connections Many bolted connections are already defined Tools are available in the Loads menu to automatically generate ice and wind loads on open structure such as towers These tools are useful because ice loads and wind loads are automatically recalculated as shapes are modified during the design process See also Steel Design tab Limitations of the Steel Design module Project Configura
353. n Results Spreadsheet It allows you to have a look at the Design Brief before printing To activate this function select a line in the Steel Design Results spreadsheet or the Timber Design Results spreadsheet and press this icon The Design Brief for the selected member will appear on your screen If you wish to print it select the Print command that is displayed Notice that member results are for load combinations that controlled the design of this member See also Design Brief Steel Design Result Timber Design Results spreadsheet Title Bar 10 76 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Design Brief B The Design Brief icon of Design Results spreadsheet This icon posted in the lower part of the Steel Design Results spreadsheet or the Timber Design Results spreadsheet allows printing the design brief for a selected member To do so select a line in the spreadsheet and press the icon Then select a printer in the Print dialog box Do not forget that results are according to critical load combinations Combined bending comptession Shear and Deflection Deflection is calculated according to inflexion points and shear energy is included The Design Brief is divided in three sections e The left part shows forces diagrams for critical load combinations namely Bending Compression and Shear and finally deflection diagrams for Deflection load combinations e The middle part shows concent
354. n a percentage of 100 of interaction Qr shear connection percentage relative to Vh Qr Or Vh Ar total area of steel reinforcement in the slab As total atea of the steel beam P Dr Dc according to code Fy according to type of steel fc according to type of concrete Cr Or Ar Fy constant CbMax 0 85 Dc be te fc constant CivilDesign Inc Engineering Software 12 3 CHAPTER 12 COMPOSITE BEAMS TaMax As Fy constant COEFFICIENTS ARE S16 01 o 0 90 Dc 0 60 Qr 0 90 Msc 0 80 S6 00 Q 0 95 Mc 0 70 Qr 0 85 Msc 0 80 CHDBC 0 95 Dc 0 70 Mr 0 90 Msc 0 85 Important Use the smallest of the following stresses TaMax gt The neutral axis is located in the concrete CASE 1 CbMax Cr gt The neutral axis is located in the steel governed by the concrete and reinforcement CASE 22 2b ot 2c Qr gt The neutral axis is located in the steel governed by the studs CASE 3a 3b or 3c Each one of these cases is detailed in the following pages If minimum stress TaMax The neutral axis is located in the slab gt CASE 1 Codes distinctive features S16 01 VoQr 2 40 If not consider the steel section only If the steel reinforcement is not considered gt Cr 0 S6 88 Ok S6 00 Ok NOTES This case may happen only if the shear connection percentage equals 100 Neglect the concrete in tension at bottom of the slab 12 4 CivilDesign Inc Engineerin
355. n columns need to be detailed for ductility in accordance with the requirement of Clause 21 4 4 7 Ductile Flexural Walls for R greater than 2 Art 21 5 One possible approach for determining regions of potential plastic hinging is to compare the distribution of moments over the height of the wall corresponding to the development of the probable moment resistance s at locations of known plastic hinging e g at the base of the wall or at abrupt changes of cross section with the distribution of the probable moment resistance of the wall over its height In regions where the resistance considerably exceeds the moment demand it can be assumed that the plastic hinging cannot occur See Clause 21 5 7 titled Ductility and equation 21 5 to ensure ductility in a plastic hinge region of a wall Ductile Coupled and Partially Coupled Walls Art 21 5 8 Ductile coupled walls are walls with ductile coupling beams headers linking individual wall segments where the primary ductility and energy absorption is in the coupling beam plastic hinges In order to classify as a coupled wall system with an R of 4 0 a majority of the overturning moment must be carried through axial loads in the wall elements induced by vertical shears in the coupling beams If this is not the case then a significant proportion of the moment is carried by individual bending in the wall elements with an R of 3 5 as a standard ductile wall See N21 5 8 1 13 64 Civ
356. n dialog box If you want to design bolted connections consult the default values in section Design of Bolted Connections Project Configuration Triangular va 0 0 0 0 Bem Zl Tangent ml Apply Aep Field Definition Effective Compression Length Factor Automatic Calculation of Kt Among the list box choose the value that will be considered for the automatic calculation of buckling length factor due to torsion Kt 0 0 Kx Ky max Kx Ky ou min Kx Ky Automatic Calculation of Kz Among the list box choose the value that will be considered for the automatic calculation of effective compression length factor on major axis Kz 0 0 Kx Ky max Kx Ky ou min Kx Ky 11 4 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Field Wind Load on Towers Type of structure Calculation Method Reference Level Design of Bolted Connections Max number of bolts in a line Round up the plate thickness to Round up edge distance e to Round up ep and em distances to Round up p distance to Round up g1 and g2 distances to See also Wind Loads Definition Generating Wind Loads Definition Select the type of tower Square tower or Triangular tower for the calculation of drag factor Cd Clause 4 9 of CAN CSA S37 01 Choose CAN CSA S37 01 standard method for calculation of wind load or Environment Canada A method
357. n list box choose the default bend shape that will be used for the design of rectangular beam In the drop down list box choose the default bend shape that will be used for the design of T beam In the drop down list box choose the default bend shape that will be used for the design of L beam Reinforced Concrete Design module Bending Shapes CivilDesign inc Engineering Software 13 15 CHAPTER 13 REINFORCED CONCRETE DESIGN Specificati Concrete Specification Spreadsheet This spreadsheet includes a list of pre defined concrete specifications Parameters can be modified and new specifications can be added at the bottom line of the spreadsheet Before proceeding with a concrete design of beams columns beam slab or shear walls a concrete specification must be assigned to each continuous system to be designed This is done through the Continuous Systems spreadsheet The concrete specification for 2 way slab design is selected in the Groups of Plates Surfaces spreadsheet The spreadsheet is divided into tabs General Beam Column Joist Beam slab FE Slab and Shear Wall Concrete Specifications Spreadsheet Maximum Calcul Method Calcul Method Capacity Factor Mr Vr Mr Vtr Z Positive Negative Epoxy ptimization Coated Main reinforcement Type of analysis CAN CS4 S6 00 Design 100 00 Maximize Mr Maximize Mr L1 Weight CAN CSA SB D0 Verification 100 00 Maximize Mr Maximize
358. n more see the following topics Design Brief Access to internal forces and deflections Print Preview of Design Brief Group Design Results Column Description Editing Number Section number No Group Group to which the member belongs No Section Name of shape No Load Load combination that controlled the combined No Combination bending and compression forces in the member Mf Nf 10 72 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Column Design load Mf Nf Load Combination Shear Design load Shear Clause F Class Bending Mx Class Bending My Class Web Class Compression Type of Mfx Mrx Lu 0 Mrx Lu gt 0 Lux w2x Type of Mfy Mry Luy 0 Mry Luy gt 0 Description Member design load considering the combined bending and compression forces A value greater than 100 means that section capacity is too small Load combination that controlled the shear force in the member Member Design load considering the maximum shear force A value greater than 100 means that the shear capacity is insufficient Clause that controlled the design Bridge Evaluation only F is the calculated Live Load Capacity Factor for this member It can be expressed as a percentage or factor Class considered in the calculation of Mx Class considered in the calculation of My Class considered in the calculation of web buckling resistance Class considered in the calcu
359. n this location Single click The value can be expressed as a ratio of total truck weight To modify units select the column title right click and choose the function Change Units in contextual menu See also Moving Load Dialog Box The Trucks Tab CivilDesign inc Engineering Software 8 11 CHAPTER 8 MOVING LOAD ANALYSIS Copying a Moving Load along with Axlies Wheels To simultaneously copy a moving load along with its corresponding axles wheels information use the Duplicate function available in the spreadsheet s contextual menu This tool is useful when defining new trucks Procedure e Open the Moving Load Definition spreadsheet e Select the line that corresponds to the moving load you want to copy e Right click and choose function Duplicate in contextual menu See also Duplicate function 8 12 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS Axle Factors for 2D Models 2D Dynamic Load Allowance Factors You must define axle factors that will be applied to different forces transmitted to spans and supports of a 2D bridge model Select Moving Loads under Loads menu to have access to the 2D Axle Factors dialog box It is composed of two tabs Span and Support Calculation of Axle Factors According to S6 00 Standard Use the tables included in section 5 7 1 and calculate Fv and Fm Then from these values calculate Vg and Mg along with axle factors In VisualDesign the axle facto
360. nal resistance Design result Ok Insufficient capacity etc Status of the deflection result n a Ok lt Allowable Deflection Too much deflection Load combination that governs the deflection criterion according to strong axis Calculated span between inflexion points according to strong axis Deflection between two inflexion points according to strong axis Ration between Lx Deflection Mx Load combination that governs the deflection criterion on weak axis Calculated span between inflexion points on weak axis Deflection between two inflexion points on weak axis Ratio between Ly Deflection My Geometric Constants Bend radius to the element axis Length of element Volume CivilDesign inc Engineering Software Editing No No No No No No No No Non Non Non 9 31 CHAPTER 9 TIMBER DESIGN Column K Factors Kd Khe Kn Kng Ksb Ksc Kse Ksv Kt KtE Kzb Kzcg Kzv Description Duration factor System factor for compression loads Notch factor for sawn timber Notch factor for glulam Service factor for bending Service factor for compression Service factor for Young modulus Service factor for shear Treatment factor Treatment factor in relation with the Young modulus Size factor for bending for sawn timber Size factor for compression for glulam Size factor for shear for sawn timber K Factors for strong axis and weak axis Ke
361. nalysis that is going to be carried on as specified in the steel specification spreadsheet Specification Select a steel specification among the drop down list box VisualDesign will design this member according to it Press the button next to this field to add a new specification Design Group Select the design group that applies to this member if required A steel specification is chosen within a member design group Press the button next to this field to add a new design group CivilDesign inc Engineering Software 11 9 CHAPTER 11 TOWER DESIGN Field Description Lateral Supports to avoid buckling Top and Bottom of section Position of load Cantilever Automatic Kux At node Effective Compressive Length Kx Factor Ky Factor Kt Factor Kz Factor Specify lateral supports at the top and bottom of section Tick off the appropriate boxes Node i Node j and or Continuous lateral support Refer to topic Lateral Support By default the load is applied at the centre of section If this is not the case choose among options Top or Bottom Automatic calculation of factor Kux VisualDesign automatically calculates Kux factor in particular cases Warning if you disable the Automatic option you must enter a value for Kux If you don t VisualDesign will consider a factor of 10 as compression length and this member will be a cantilever even if you have not specified it See topic Cantil
362. ncrete specification for the designin Double click the drop down list box Type Choose the type of continuous system See topic Double click Definition and Types of Continuous Systems Interaction Choose between a bending or Double click bending compression interaction with respect to the type of continuous system Description Enter a description of the continuous system Single click Exposure Top A23 3 95 Choose the type of exposure Interior Double click Bottom Left and Exterior Corrosive or Ground contact Right VisualDesign will consider the required concrete covet at the design S6 00 only the option Manual is available 13 42 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Cover Top Bottom Left and Right Crack Control Top Crack Control Bottom Seismic Design Primary Lateral Resisting System Ductility Description Editing A23 3 95 Net concrete cover from exterior face of main reinforcement If you enter a value here and you specified a type of exposure VisualDesign will consider the most critical case between the two data Single click S6 00 enter the net concrete cover calculated from exterior face of stirrups N B The left and right sides are determined from the member positive local axes Enter the parameter for crack control that will be applied to the top of the section according to appropriate building code Code A2
363. nction to activate the editing of reinforcing bars or cables with functions Stretch or Move To deactivate the editing mode press the icon again See also Stretch Move Move Function The Move icon of Cursor toolbar Rebar Placement window Activate the Cursor mode and select the Move function to move a rebar or a cable You are allowed to move a rebar longitudinal and transverse on the elevation view ot in a cross section Press the Cursor mode again to deactivate the editing mode Important Use the red target that appears on your screen to accurately position the rebar or cable The first circle corresponds to a 30 mm concrete cover and the second one to 40 mm concrete cover The distance is always measured from the rebar or cable outside diameter that you are currently moving 13 96 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Move Transverse Reinforcing Bars IN A CROSS SECTION Press the Move icon and click on a stirrup Keep the right mouse button down while you move the rebar either in the x or y direction Release the mouse button to fix the position IN THE ELEVATION VIEW Press the Move icon and click on a stirrup sequence Keep the right mouse button down while you move the stirrup sequence in the z direction Release the mouse button to fix the position Move Main Reinforcing Bars IN A CROSS SECTION Press the Move icon and click on a rebar layer Keep the rig
364. nd KL r 28 6 0 762 L r Partially restrained against rotation at both ends KL r 46 2 0 615 L r The following tables are based on S37 01 Standard and supply formulas used for the calculation of KL r lt 80 120 or 7120 for different types of members 11 14 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Table 1 KL r Formulas for Angle and Tubular Bracing Members Refer to Clause 6 2 5 1 and Table 5 of 37 01 standard Connections L r x 120 L r gt 120 Standard KL r L r KL r L f CNR CNR Formula 1 Formula 4 CNR ENR Formula 2 Formula 4 CNR EPR Formula 2 Formula 5 CPR CNR Formula 1 Formula 5 CPR CPR Formula 1 Formula 6 CPR ENR Formula 2 Formula 5 CPR EPR Formula 2 Formula 6 ENR ENR Formula 3 Formula 4 EPR ENR Formula 3 Formula 5 EPR EPR Formula 3 Formula 6 N B If the Standard option is selected VisualDesign will make no adjustment on KL r value The program will consider a standard KL r Description of Member End conditions Three letters are used to describe member end conditions C Concentric load E Normal framing eccentricity NR Unrestrained against rotation hinge No Restriction PR Partially restrained against rotation Partially Restrained Example CPR ENR code means The first end connection is concentric and partially restrained against rotation and the other end connection is unrestrained against rotation with a normal framing eccen
365. nd specify a steel material in the Material drop down list box Select option Composite beam in the Composition field e Then select the Composite Beam tab Select the slab stud and other parameters Don t forget to specify the construction stage at which composite effects will be activated e It is recommended to align composite members at the top through the Connection tab Member Characteristics dialog box to avoid developing inappropriate bending moments that can be induced created by eccentricities CivilDesign Inc Engineering Software 12 25 CHAPTER 12 COMPOSITE BEAMS Composite Beam Spreadsheet Group Structural data Column ID Number Composition Slab Stud Effective b Actual b UoQr Nos Studs Row Dead Load Slab Composite Properties With Reinf If Mfx With Reinf If Mfx Description Automatically calculated 12 alphanumerical characters Shaded field indicating that this member is a composite beam Choose a slab previously defined in the Slabs spreadsheet Choose a type of stud previously defined in the Studs spreadsheet Effective width of composite slab Real width of composite slab Fraction of shear connection ex 100 70 40 of studs Specify the number of studs per row for the design or verification of fatigue Choose option x to add the slab dead load to the structure dead load Do not activate this option for a project with construc
366. nection tab and define rigid extensions at member end Or select the tool Calculation of Rigid Extensions in the Structure Tools menu Make sure that eccentricities ex and ey are the same for a given member N B The ez rigid extensions may be positive or negative Check the member local axis system Align elements eccentricity ey represents the axis passing through the element e Complete the Concrete Design tab 5 Continuous Systems spreadsheet e In the Specification column of Continuous Systems spreadsheet Structure menu choose the concrete specification that will be applied for design or verification Define the type of exposure and concrete cover Enter the cracking variable CivilDesign inc Engineering Software 13 49 CHAPTER 13 REINFORCED CONCRETE DESIGN 6 Define Loads Load Combinations and Envelopes If you are placing rebars yourself and checking forces and resistances diagrams on the screen go to step 9b 7 Launch Analysis and Design 8 Basic Results e Go to Results Structure Design Concrete in VisualDesign main window and look at calculated percentage of design loads for all continuous systems in your project 9 Open the Rebar Placement Window e Activate the Rebar Placement mode on Activation toolbar and double click on any continuous system This will automatically open the Rebar Placement window e Select the View Options dialog box In the Rebar Placement tab check the boxes correspon
367. ng specifications Insert lines at the end of the spreadsheet or copy paste a line and give a name to each one Select the type of analysis design code a group of sections and a type of section Then assign specifications to members During optimization VisualDesign will choose sections among those listed in the group of sections Specifications used for a verification The selection of a type of section and a group of section is not required VisualDesign will verify assigned shapes according to the chosen code or Standard During modeling For each member that will be designed select either a design group or a specification in the Timber Design tab Member Characteristics dialog box For each member that needs to be verified select a check specification Group Structural data Column Description Editing ID Automatically calculated No Number Specification number 16 alphanumerical Single click characters Code Choose the standard that will be used for the Double click design or verification of timber elements Type of Analysis Indicate in which case the specification will be Double click used for Design or Verification Optimization Design Choose a type of optimization for the Double click design Area Inertia or Height of the section Verification Not required CivilDesign inc Engineering Software 9 15 CHAPTER 9 TIMBER DESIGN Column Group of sections Interaction Section Max Height
368. nge Tr Ta Where Tr min Dr Ar Fy Qr Ta TaMax Tr 2 because Ca Ta Tr and Ca TaMax Ta ht Ta D b1 tl Fy w Fy he d tl t2 ht Asc b1 t1 ht w As bl t1 hw b2 t2 dt b1 t1 t1 2 ht w t1 ht 2 Asc dc As yb Asc d dt As Asc Etr d dc dr on Eta d dc dt and Mrc Tt Etr Ta Eta If hc w gt 685 Fy Code S6 CivilDesign Inc Engineering Software 12 13 CHAPTER 12 COMPOSITE BEAMS or hc w gt 850 N Fy Code 6 00 gt Web of class 3 or 4 gt CASE 4b Codes distinctive features S16 01 This case is not covered steel section only S6 88 This case is not covered steel section only S6 00 Class 3 elastic for steel hc w gt 850 V Fy Class 4 Flanges of class 1 2 or 3 web of class 4 with transverse support If b1 b2 and h w gt 3150 V Fy OR If b1 lt gt b2 and hc w gt 1575 A Py gt Use the steel section only Else if 2 hc w gt 1900 V Fy gt Use Mr Mr 1 0 1 300 1200 Acf Aw 2 dc ref 10 10 4 3 Else Mr Mr Where ybpe As yb Ar d dr As Ar Y d ybpc Can be limited by ot Or Fyr case 1 or ot o Fy case 2 or ob o Fy case 3 Case 1 ot Mr Fyr 12 14 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS ot Or Fyr Y ytpc ob Gr Fyr ybpc ytpc If ot M Fy et ob lt Fy gt Case 1 is satisfying If not try
369. nged members fio gt Reinforced concrete members 20 Cancel Apply Help This table describes the fields in this dialog box Field Description Activate a linear or non linear static analysis or a static analysis with release if supports or members need to be released during analysis Refer to topics Types of Static Analysis and Tension only Members Type of analysis 9 4 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Field Tributary Area Parameters for Non linear Analysis Max Variation on P axial Max Variation on Displacements Number of iterations Rigidity factor axial release Parameters for Cyclic Design Number of cycles optimization Number of cycles corrections Number of subdivisions for the diagrams General Dynamic Loadings Duration Time pitch Save Node Displacements CivilDesign inc Engineering Software Description You must specify if the reduction factor due to tributary area should apply to compression or bending With the drop down list box select the code that will be use for the reduction of tributary surface Parameters ate shaded if you activated a linear analysis If you activated an analysis with release only the number of iterations can be specified for said analysis The non linear analysis will terminate when the variation falls below this value This tolerance is applied to the displacements
370. ngest period obtained from the computer model 6 The dynamic displacements and member forces are calculated using the SRSS value of 100 percent of the called design spectra applied non concurrently in any two orthogonal directions 7 A pure torsion static load condition is produced using the suggested vertical lateral load distribution defined in the codes The member design forces are calculated using the following load combination tule Fprsicx Fprap LOAD di F DYNAMIC Fzonsiox Forner 7 10 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS The dynamic forces are always positive and the accidental torsional forces must always increase the value of force If vertical dynamic loads are to be considered a dead load factor can be applied Calibration of Analysis in Seismic Design Analysis Code Calibrated Displacements Forces not Displacements Forces 1 calibrated 1 Spectral CNB1995 V Vdyn R V Vdyn I F U R I F U UBC1994 V Vdyn R V Vdyn I S R T S UBC 1997 V Vdyn R V Vdyn I R I CAN S6 00 N A N A I S R T S Linear Time CNB 1995 V Vdyn R V Vdyn I F U R I F U History UBC1994 V Vdyn R V Vdyn I S R T S UBC 1997 V Vdyn R V Vdyn I R I CAN S6 00 N A N A I S R T S Non linear CNB 1995 I F T F I F I F Time History UBC 1994 T S T S T S T S UBC 1997 I I I I CAN S6 00 I S T S T S T S Where V Minimum base shear according to code Vdyn Base shear calculated in the spectral analysis with no calib
371. ngth fatigue and permanent stresses for a composite beam at positive bending moments will be done with the composite section and maximum envelope Value of ly VisualDesign always uses the value of Iy transformed except before the casting of concrete Calculation of Sx The evaluation of section modulus Sx at the top and bottom of the slab is based on Picard Beaulieu theory which considers the value of Sx at the bottom of the steel section as follows Se Ss 0 85 alpha 0 25 St Ss In VisualDesign we use this principle for all values of Sx Sti It yti Ssi Is ysi frOr 0 85f Qr 0 25 Ie Is frQr It Is Sei Ssi frQr Sti Ssi c g Composite Section c g Steel Shape 12 36 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Stresses in the slab For positive bending moments in the slab we use Se3 and Se4 values For negative bending moments in the slab no stress is calculated The calculation of required number of studs for negative bending moment will take into account the teinforcement in the slab if the user activated the following option included the Composite Beam tab of Member Characteristics dialog box x Use the slab reinforcement when Mfx lt 0 0 See also The Composite Beam tab Members Calculation Method for Composite Beams Number of Required Studs Calculation of Deflection for Composite Beams Without the Steel Design Module
372. nne Rennen Re RPHReRRRERPHOHMRS 8 Select Members According to Usage eet ee et eee te e eee ins 8 TheSteed Desien Rr 9 The Bolted Connections Tab irren e RENS RRH REAPER RCRRRGRS TEES 12 I TIGRE ONERE EEE A EES A E A A E E 13 Selection of a KL r Formula for Braced Members eerte 14 Table 1 KL r Formulas for Angle and Tubular Bracing Membets se 5 Table 2 KL r Formulas for Solid Round Welded Bracing Members sss 6 Table 3 KL r Formula for Single Tubular Bracing Membets sse 6 Automatic Calculation of Kx Ky Kt and KZ sse 17 Automatic calculation ob KE icit tbe teat i oe ven gees ete te pe eee gee 7 Automatic calculation Of KZ ipee ettet tes eterne tet etie tati E as 8 Maximum Slenderness Ratio for Tower Membet sse 18 Members Spreadsheets Leere eerie er eran u nana a nana anna a aua 11 19 Member Steel Design Spreadsheet seen 19 Member Bolted Connections Spreadsheet sss 21 Guyed Towel 11 23 Guy Memb ets i ne e aede ete e er D er e D DER ERE 23 Guy Section and Materian ee RR ROI et EUR AAEE 23 Dead Loadiof Guys ceste et titt te en otia tUe TEENETE 23 Automatic Split of Guy Members ierit titt ober etit niiin 23 CivilDesign inc Engineering Software i CHAPTER 11 TABLE OF CONTENTS Guy MEE NIC 24 Analysing a Guyed p
373. ns are used to calculate members unsupported lengths Lateral support may be provided at nodes i and j or continuously at top and or bottom fibres When a continuous lateral support is provided at the top or bottom of a member the effective compression length factor Ky will be equal to zero It means that the member weak axis is supported on the whole length It is important to specify lateral support end conditions to get the right bending capacity of the membet Example showing lateral supports at node i and j at the top and bottom of a beam VisualDesign M default values Noj Noi x Beam with continuous restraints at the top fibre and lateral supports at bottom fibre at nodes i and j Noj Noi Joist floor When modeling a joist floor do one of the following e Split the girder where the virtual joists are attached and supply lateral supports at nodes i and j of each partial girders CivilDesign inc Engineering Software 10 43 CHAPTER 10 STEEL DESIGN e Do not split the girder but supply a continuous lateral support at the top of the girder See also The Member Dialog Box Cantilever Steel Design tab of Member Characteristics Dialog Box User must specify the location of cantilever in the Cantilever drop down list box Options are Node i Node j and Not applicable If the cantilever is loaded the position of load must also be specified Top Centre default value ot Bottom Factor Kux represe
374. nsioned rebars even those that have not attained the yield stress fy The value of d that appears here does not correspond to the value of d used in the code equations except at the beginning of continuous system Distance between tension and compression No resultant forces due to bending at this location within continuous system Width of concrete section web at this location No within continuous system For prestressed concrete elements this width is reduced by total sheath diameter if there is no grout or 1 2 sheath diameter if it is grouted Area of reinforcing steel in tension VisualDesign No considers all rebars in tension even those that have not reached fy However when considering the strain deformation compatibility in calculations the useful area of each bar in tension is factored with this ratio fs fy Percentage of steel reinforcement at this location No within continuous system For a Prestressed Concrete Project up Qp fps Aps EX c d Ratio of reinforcing bars and prestressing No reinforcement according to clause 9 6 8 5 1 of Code S6 88 See the note below Factored tensile strength of prestressing cables No Strain in longitudinal reinforcement used for No calculating the shear resistance on strong axis Angle of inclination between diagonal stains in No compression and the element longitudinal axis Factor that considers the shear resistance of No cracked sections c d
375. nsity Density of material that is considered for calculating f c Coefficient of thermal expansion Specified compressive strength of concrete Tensile strength of concrete Modification factor taking into account the effects of concrete density on its tensile strength 1 00 for normal density 0 85 for structural semi low density concrete in which all of the fine aggregate is natural sand 170 75 for structural low density concrete in which none of the fine aggregate is natural sand Maximum diameter of aggregates present in the mixture Stress of concrete due to shrinkage Effective modulus of concrete in tension Editing No Single click Double click Single click Single click Single click Single click Single click Single click Single click Single click Single click Single click Single click Single click CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Elt Type of cement Description Concrete modulus of elasticity long term Factor depending on type of cement and curing conditions and is used in the calculation of f ci for prestressed concrete beams See topic Calculation of factor alpha Specify the hardening for this type of concrete Slow Normal Quick or Quick and High Resistance hardening Editing Single click Single click Double click Note For the modification factor Linear interpolation may be
376. nt from 0 include the weight of the rigid extension at node j by activating this option x Members Spreadsheet Connection tab Automatic Calculation of Rigid Extensions CivilDesign inc Engineering Software Editing Double click Single click Double click Single click Single click Double click Single click Single click Double click ot Space bar Double click ot Space bar 13 37 CHAPTER 13 REINFORCED CONCRETE DESIGN Concrete Design Spreadsheet Group Structural Data Column ID Number Height of Section Node i Height of Section Node j Consider Vy Limit Proportioning of longitudinal reinforcement to Mf dv max Continuous non rectilinear reinforcement Prefabricated Backfill over top of section Backfill over bottom of section Order Description Automatically calculated Number 12 alphanumerical characters used to describe the concrete member For a member that will be part of a continuous system with a variable geometry enter the height of section at node i For a member that will be part of a continuous system with a variable geometry enter the height of section at node j Choose an option Consider Vy at d from face of support Simplified method or dv General method or consider Vy at face of support Choose an option among the following No For Mx For Mx ot Both Mx Mx Refer to clause 8 9 3 10 1 of CAN CSA S6 00 Standard or Clause 11
377. nt to see the Reactions in Time diagram and press the Reading button at the bottom of the page Forces in Time This function allows visualising the forces present in a member versus time Select the Time History heading under Results Menu Then select the member for which you want to see the Forces in Time diagram in the combo box Press the Reading button at the bottom of the page The diagram is then displayed Forces and Displacement Hysteresis Loops This function allows visualising hysteretic loops for a selected member Select the Time History heading under Results Menu Then select the member number in the combo box Press the Reading button at the bottom of the page Calculated hysteretic loops forces and displacement are then displayed Hysteresis Loops A hysteretic loop is a force displacement or moment rotation cyclic curve that defines an element or structural system behaviour in the elastic range Ref El ments de g nie parasismique et de calcul dynamique des structures Andr Filiatrault 1996 CivilDesign Inc Engineering Software 7 73 CHAPTER 7 DYNAMIC ANALYSIS Hysteresis Loops Forces vs Deflections 7 74 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS CivilDesign Inc Engineering Software General Dynamic Analysis General A general dynamic analysis represent any dynamic analysis that is created with loads other than those created from a ground mot
378. ntinuous Systems Bar List 2 way slabs General Results Spreadsheet 13 2 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Limitations of this Module e The module does not calculate nor verify columns with combined tension compression However bending compression combination is verified e Torsion is not verified The program does not calculate extra reinforcement required for torsion e Continuous and adjacent members that are part of a standard continuous system must be collinear and not exceed 1 degree angle between the member s longitudinal axis However members that will be part of a continuous system with a varying geometry cannot exceed an angle of 65 degrees Important VisualDesign considers continuous systems as primary lateral resisting systems See Code A23 3 Therefore it will put hooks at end of longitudinal reinforcing bars for development lengths as required by the code If you change hooks by straight bars VisualDesign will not warn you that you no longer respect the code We strongly recommend that you launch a design of continuous systems first After the design study results carefully and then modify rebar placement If you modify dimensions do not forget to launch another design for the distribution of forces in elements will have changed Rebar Placement for Bending Moments VisualDesign designs longitudinal rebars in a continuous system in two steps
379. ntinuous columns 4 levels Design group CivilDesign inc Engineering Software 10 85 CHAPTER 10 STEEL DESIGN Chevron Usages 1 X Column 2 gt A Beam 3 X1 Diagonal V Braces Usages 1 X Column 2 FA Beam 3 V Diagonal L Continuous columns 2 levels Design group CC Create design groups for theses members Diagonals Fix Kx and Ky to 0 8 or 0 9 See also Commentary on Seismic Design Requirements Clause 27 CAN CSA S16 01 Member Usages for Seismic Design Moment Resisting Frames Eccentrically Braced Frames Plate Walls Seismic Design Results Eccentrically Braced Frames Excerpts from Standard CAN CSA S16 01 pp 2 104 2 105 Eccentrically braced frames are those in which diagonal braces at least at one end do not intersect the beam and column intersection points or in the case of chevron bracings the two braces do not intersect on the beam axis These configurations produce a link element that for ductile systems is designed as the dissipating element The Standard gives provisions for frames with links in the beams 10 86 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Usages Before executing a seismic design as per CAN CSA S16 01 Standard member usages must be defined according to the type of system and dissipating elements Usages are assigned through the Usage list box which is part of the Member tab Member Characterist
380. ntributions yx yy and yz in the Frequencies and Vibration Modes spreadsheet once that the modal analysis is completed From these values it is easy to calculate the modal contribution for each mode by the scalar product of y and the normalized seismic direction The participating modal mass for the ith mode will be m 7 d M gi where d direction of earthquake Mgi Generalized mass of ith mode Therefore the fraction of participating mass for this mode will be f nn 7d M M ou M ora CivilDesign Inc Engineering Software 7 33 CHAPTER 7 DYNAMIC ANALYSIS During a spectral analysis the user can verify that the mode identified by VisualDesign corresponds exactly to the mode that contributes the most to the participating mass Code S6 00 For a spectral analysis using Code S6 00 the fundamental vibration mode that is identified by the program now allows the exception of fundamental mode according to clause 4 4 7 2 b Cyclic Design Finally during a cyclic design frequencies and vibration modes can vary consistently From now on VisualDesign will automatically readjust the selection of vibration modes and seismic directions because they will be validated at each cycle of design See also The Frequencies and Vibration Modes spreadsheet The Seismic Directions spreadsheet Spectral Analysis Procedures for Spectral Analysis Damping Modal The damping percentage of 5 indicated in the Frequencies an
381. nts the effective compression length factor for cantilevers VisualDesign automatically calculates some of these factors but some patticular cases are not Warning VisualDesign cannot process cases where only one lateral suppott is provided at the top flange of a continuous beam at the location of support For these particular cases the user must specify the factor Kux See Example 2 below and Table T Kux factors are listed in Table 7 2 of Picard et Beaulieu 1991 Calcul des charpentes d acier An identical table fig 5 11 is also available in Theodore V Galambos Szability Design Criteria for Metal Structures 5th edition page 207 Table 7 2 Effective Compression Length Factor for Cantilevers These values are valid for a concentrated load or uniform load Lateral Supported End Condition Factor K Supported End Free End Load applied to Other Cases Top Flange 1 4 0 8 a 1 4 0 7 4 4 0 6 0 6 10 44 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Lateral Supported End Condition Supported End Free End Factor K Load applied to Top Flange 2 5 2 5 1 5 Cases not considered by VisualDesign Other Cases 1 0 0 9 0 8 For this type of lateral support factor Kux must be entered manually in the appropriate field in the Steel Design tab If you activated the Manual option please enter a value for Kux If you don t VisualDesign will put a factor of 10 as default value Latera
382. nuous Systems with Variable Geometty eee eene tette nne entrent 40 Local Axis System for Continuous System sese 4 Creation of Continuous Systetms uiecaopeiie t erc Dre dro p rit arde etoile lava 4 Continuous System Properties and Restrictions 41 Contn ous Systems Spreadsheet cue e eter roe ttr hte tetro ea rere teret 42 Continuous Systems Types eere erre eren nnne n anna nana naa 13 44 The Beaty Column Dy pito ada dades adco sorte ii ctc tors nen tot aed te e aav 44 Variable Gre Ome tyes eiae eene ehe ctt e ERR rei dede seasdsnsetesbeasabasssasadesotend 44 The Beam slab Type E 45 Variable Geome tty M EM 45 The Joist Type siccisieseccsdesssesesssrveiesssesnsesesvsnsnvedeivsesnsodetvsnsevedesesestedeteseaevedetedesniedesoaeinvedesedesnnadedeasanues 46 The Shear Wall Type vicscccisscscsctsssssesessevessasersssensasersavotvasesvesonvesonvasuvavesvavanveg nvaas soseevsssdsosuduesonnoasa tues 46 Summary Design of Continuous Systems tentent 47 Design of Beams and Columns ec urere enun ununi ununi un unu 13 48 Analysis and Concrete Design isset riti eei indo resign Beams columns and shear walls Design of 2 way SlabSi deti headed a dn fepe e e e e ep CivilDesign inc Engineering Software CHAPTER 13 TABLE OF CONTENTS Prestressed Concrete ccce du uae tenete 48 Procedure Concrete Design for Beams and Co
383. o Slender y maximum compression force and the maximum Ratio T C effective slenderness ratio on y axis Compression The member design load regarding the No Slender y compression force and the maximum effective Design load slenderness ratio on y axis Compression Check box x The compression strength of this No Slender y member is insufficient regarding the maximum Derogation effective slenderness ratio on y axis 11 58 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Column Compression Slender z Resistance Compression Slender z KL rz Compression Slender z Load Combination Compression Slender z Ratio T C Compression Slender z Design load Compression Slender z Derogation Description The member compression strength considering the maximum effective slenderness ratio on z axis The maximum effective slenderness ratio on z axis used to calculate the member compression strength Name of the load combination that created the maximum compression force in this member considering the maximum effective slenderness ratio on z axis The calculated ratio T C considering the maximum compression force and the maximum effective slenderness ratio on z axis The member design load regarding the compression force and the maximum effective slenderness ratio on z axis Check box x The compression strength of this member is insufficient regarding the maximum effective slende
384. o topic Imbalance Factor for more details If you want to add overload in this load case choose option x Definition of this moving load case Specify if moving loads be applied over a buried arched culvert or box culvert Enter the elevation where moving loads will be applied VisualDesign will transform concentrated moving loads into surface loads according to this elevation Longitudinal slope of the surface where moving loads will be applied The Imbalance Factor The Moving Load Cases Dialog Box The Moving Load Cases Components tab Copying a Moving Load Case along with Components Buried Structure Culverts You are allowed to consider trucks passing over a surface that is above your structural model This can happen if the slab has not been defined in your model or if the structure is buried VisualDesign will transform concentrated moving loads into distributed loads through the thickness that you will specify in the Moving Load Cases spreadsheet CivilDesign inc Engineering Software Editing Single click Single click Double click or Space bar Single click Double click Single click Single click 8 21 CHAPTER 8 MOVING LOAD ANALYSIS The Moving Load Case Components Tab Group Scenario title Column Description Editing ID Calculated automatically No Factor Factor of the moving load which will be applied Single click to the end bearing loads and the lane overload selected in the
385. of a Structure Force Modification Factor R Calibration of Spectral linear and non linear Time History analysis Seismic tab UBC 97 Project Configuration usc 1997 E B 3 a for spss gj pi Zire plate This table describes the fields included in this tab when the UBC 97 has been selected in the Building Code list box Parameters Definition Equivalent Static Force Building Code Each building code uses a normalized spectrum according to the occurrence probability of each country The selection of a building code automatically fixes the spectrum to be used Seismic zone Select the seismic zone among the list box according to article 1629 4 1 and figure 16 2 CivilDesign Inc Engineering Software 7 27 CHAPTER 7 DYNAMIC ANALYSIS Parameters Seismic zone factor Z Na Nv Importance factor I Type of Soil Profile Total height hn Spectral Analysis Accidental Torsion Modal Combination Rounding for levels Levels c c of floors Add inelastic effects Regular structure Add ductility effects Time History Analysis Accelerogram Definition Seismic zone factor calculated from the acceleration related seismic zone Near source factor affecting Ca based on Table 16 S Near source factor affecting Cv based on Table 16 T Seismic importance factor of the structure according to Table 16 K Select a type of soil profile among the list box Refer to Table
386. of axially released supports only The non linear analysis or the one considering release will end when the specified maximum number of iterations will be reached Specify a rigidity factor for axially released members Number of optimization cycles for the design of members When the optimized number of cycles is reached the members that have not been optimized are evaluated in the correction mode Number of subdivisions applied to all members no matter the load condition It can be specified for loaded beams unloaded beams unloaded pinned beams concrete members and for rectangular plates Allows fixing a maximum time for the application of this type of dynamic loading on a structure Specify the time pitch Make sure that dti is larger than the time pitch otherwise there will be a warning See the topic General Dynamic Analysis for more details Save the time responses of node displacements in the database Project Name vr1 See the note below 9 5 CHAPTER 9 TIMBER DESIGN Timber Materials Spreadsheet Group Shared Data VDBase mdb Column ID Number Distribution Classification Grade Species Available Cuts E05 G u Density Thermal Coeff Description Calculated automatically Name 12 alphanumeric characters describing the wood species and structural quality Refer to Timber Nomenclature Assign a Public or Private distribution to your personalized object A p
387. of calculated modes can be increased in the modal analysis or the dead weight that is distributed to supports can be modified in such a way to minimize this weight and to maximize the weight acting above supports The weight of a member is equally distributed at end nodes Typically half of column weight is distributed to support node in the first story of a building so this weight is lost and is not considered in the participating mass of the structure To reduce the distributed weight that goes to supports split the columns at a level of about 0 5m above supports 7 40 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Shear Wall The same principle applies to a shear wall that is composed of plates and bearing on support nodes It would be interesting to specify the first row of nodes above supports as Level Nodes for the design of such wall Refer to Node Characteristics dialog box See also Modal Analysis Spectral Analysis Procedures Accidental Torsion Effects Seismic Analysis Modeling to Satisfy Building Codes CQC Method Effects of earthquakes according to CNBC 1995 Spectral Analysis Dialog Box amp The Spectral Analysis icon of Tools toolbar A modal analysis must be executed before performing a spectral analysis e Open the Spectral Analysis dialog box by clicking this icon on Tools toolbar or select Spectral Analysis in Analysis menu of VisualDesign main window Spectral analysi
388. of the bolt head Single click Head diameter Diameter of the bolt head Single click Fu Tensile strength for this type of bolt Single click Material Bolt steel grade Double click See also Bolt Steel Grades 10 14 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Bolted Connection Models Bolts Layout The bolts layout can be of three kinds In line staggered A or staggered B Look at the images below Bolts Layout In line Bolts Layout Staggered Type A Bolts Layout Staggered Type B CivilDesign inc Engineering Software 10 15 CHAPTER 10 STEEL DESIGN Bolted Connection Models Eleven models are available in the Bolted Connection Definition Spreadsheet Structure menu Bolted connections are assigned to members through the Member Bolted Connection tab Long Leg Long Leg This Side This Side Type 1 Type 2 Type 3 b Type 5 Type 6 d j E Steel angles Steel angles Equal Legs Only Equal Legs Only Type 4 Spliced Sections Short Leg 1 Short Leg EI Type 9 This Side This Side Type 8 Type 7 Steel angles Equal Legs Only Type 10 Type 11 Sections ends on Steel angles Equal Legs Only j e Sections only 10 16 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Look at this table to know what types of steel shapes can be included in the definition of bolted connection models If the shape is invalid a warning m
389. of this level as a plastic hinge and use the required rebars spacing as per code VisualDesign does not consider the case where rigid horizontal elements can create a plastic hinge in a shear wall Case studied by VisualDesign Case not studied Plastic Rigid Floors Plastic hinge See also The Shear Wall type of Continuous System Modeling and Designing a Shear Wall Concrete Specifications for a Shear Wall 13 72 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Shear Wall and Temperature Effects When temperature loads are applied to plates that are composing a shear wall considerable shear forces will be present in plates located near supports if they are blocked To get round this problem create a support node at the centroid of the shear wall link all the base nodes to this support using very big members Use the same material as the shear wall and apply temperature loads on these members See also Procedures Shear Wall Temperature Loads on Rectangular Plates Procedure to Model and Design Shear Walls e Create the model with plates and split them with the Split function e If you plan to run a dynamic analysis of the wall specify one node above supports as a Level Seismic in the Node Characteristics dialog box to increase the participating mass acting above them e If openings are present in the shear wall select a node above and below the opening and specify these
390. oftware CHAPTER 10 STEEL DESIGN Analysis tab Specify the type of static analysis to be run linear non linear or with release parameters for non linear analysis subdivision of members for the display of internal forces reduction factor for tributary area and parameters for a general dynamic transient analysis Project Configuration x General Preferences Analysis Foundation Seismic Steel Composite Beam ASCE 10 37 Co gt m Type of analysis Parameters for non linear analysis e Linear analysis Max variation for P axial o1 kN C Analysis with release Max variation for displacements 0 1 mm C Non linear analysis Number of iterations 5 Seren Rigidity factor axial release fi e 005 v Reduction for compression r Parameters for cyclic design M Reduction for bending Number of cycles optimization 5 Code NBC 1995 bd Number of cycles correction 5 m General dynamic loadings r Number of subdivisions for diagrams Duration 20 sec Loaded members fio Time pitch foo sec Unloaded members 10 7 Save node displacements Unloaded hinged members fio 7 Reinforced concrete members 20 Cancel Apply Help This table describes the fields in this dialog box Field Description Type of analysis Activate a linear or non linear static analysis or a static analysis with release if supports or members n
391. om of the section This option is not available yet Enter the effective compression length at the bottom of the section This option is not available yet Specify the bearing length at node i Choose the position of notch at node i among the drop down list box Enter the depth dn of notch at node 1 Enter the length e of notch at node i Specify the bearing length at node j Choose the position of notch at node j among the drop down list box Editing Double click or Space bar Double click or Space bar Single click Single click Double click ot Space bar Single click Double click ot Space bar Single click Single click Double click Single click Single click Single click Double click CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Column Notch Depth dn Node j Notch Length e Node j System Factor Kh Fastenings Fixed Kd Duration Kd Width of Holes Species Grade Shear MSR or MEL See also Description Enter the depth dn of notch at node j Enter the length e of notch at node j In the drop down list box choose an option that applies to this member for the calculation of system factor Kh Choose the type of fastenings used for this member Nails Bolts or Split Ring Select option x to fix the value of duration factor Kd Enter the value of duration factor Kd Enter the width of holes for
392. on If you chose code 6 00 option Bridge Evaluation will be available Optimization Design Choose a type of shape optimization for Double click the design Area Inertia or Height of the section Vetification Not required Group of Design Choose the group of sections that can be Double click sections used for the design Vetification Not required Shape Design Specify the steel shape that will be Double click assigned to selected members VisualDesign will search for appropriate shapes among the selected group of sections Verification Not required Material Design only Select the steel material that will be Double click assigned to optimized sections HSS If a HSS shape is specified as the design shape Double click t design you must select its design thickness in the list box 1 0t CASC Can 0 9t CISC US or 0 93t AISC US Category Cold Formed Section only Specify a category Single click This name must correspond to the one entered in the cold formed section spreadsheet with respect to lower uppet case This column is not useful for other shapes 11 26 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Column Max class Max height Mx Min height Mx Max width My Min width My Maximum Capacity Factor Interaction Description Design only Specify the maximum class for optimized shapes Design only Specify the maximum height for optimized sections Design only
393. on The Design Brief for the selected member will appear on screen If you wish to print it select the Print command that is supplied in the Print Preview window Notice that results are given for the load combination that controlled the design of this member See also Design Brief Timber Design Results spreadsheet Title Bar CivilDesign inc Engineering Software 9 33 CHAPTER 9 TIMBER DESIGN Design Brief The Design Brief icon of Design Results spreadsheet This icon posted in the lower part of the Timber Design Results spreadsheet allows printing the design brief for a selected member To do so select a line in the spreadsheet and press the icon Then select a printer in the Print dialog box Do not forget that results are according to critical load combinations Combined bending compression Shear and Deflection Deflection is calculated according to inflexion points and shear energy is included The Design Brief is divided in three sections e The left part shows forces diagrams for critical load combinations namely Bending Compression and Shear and finally deflection diagrams for Deflection load combinations e The middle part shows concentrated and distributed load cases applied to the member for the given load combination Example The loading diagram representing the dead load on the member and the loading diagrams representing the two way floor triangular distribution of live load transferred on the member
394. on Editing ID Calculated automatically No Number 12 alphanumeric characters Single click Dir x Global x component of seismic direction Single click Dit y Global y component of seismic direction Single click Dir z Global z component of seismic direction Single click Vdyn Lateral seismic stress exerted at the base of the No structure based on the dynamic analysis M modal M Percentage of modal mass that was considered No 7 70 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Non Linear Time History Analysis Procedure Select the Analysis tab of the Project Configuration and activate a non linear static analysis Specify a number of 200 iterations to speed up convergence Complete parameters required for a non linear analysis Select the Seismic tab of the Project Configuration and complete the parameters required for a spectral analysis Choose the base acceleration that will be used for the non linear time history analysis Specify a tolerance of 1 kN to speed up convergence Run a modal and spectral analysis of the building and study the bracing behaviour Maximum compression and tension Choose the location of elastoplastic members PALL Activate the Structure mode select these members and open the Member Characteristics dialog box e In the Member tab specify these members as elastoplastic in the Behaviout field e Then select the Behaviour tab and complete the required paramete
395. on No Br according to clause 6 5 2 2 i and ii Bolts Shear resistance of bolts in this connection No Vr Load Most critical load combination used for the design No Combination of this bolted connection Nf Axial force in this bolted connection No Design load Design load of the bolted connection No Message Message from VisualDesign about the design of No this connection Inconsistent If some dimensions do not follow the code No Dimensions requirement they will be written here See also Connection Models Bolts Layout Failure Mechanisms for Bolted connections Failure Mechanisms for Members Tower Load Combination Results Tower Load Combination Results Failure Modes Steel Design Results Steel Design Results 11 54 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Failure Modes Steel Design Results CAN CSA 37 01 This spreadsheet which is accessible through Results Structure Design describes the failure modes for each member and corresponding bolted connections for tension compression interaction only Members must be verified or designed using the CAN CSA S37 01 Standard for towers The spreadsheet is divided into two tabs Members and Bolted Connections Please consult the Derogation columns to know the failure modes for members and bolted connections Failure Modes The following failure modes are considered in VisualDesign For members Tension considering the gross and net a
396. on alphanumeric characters Imperial The imperial designation for this section 12 Single click Designation alphanumeric characters Material Choose the shape material among the list box Double click 9 10 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Column Canada USA Europe Distribution Area Ix Sx TX Zx Iy ty Zy J Composition Number of pieces in local x direction Number of pieces in local y direction Perimeter Description Shape availability in Canada USA or Europe These fields cannot be edited except for personalized shapes If available in one of these countries activate the cell x by double clicking Assign a Public or Private distribution to your personalized shape A private shape will not be merged into another database at the opening of the file The distribution of pre defined shapes is not editable Depth of the section Width of the section Section area Moment of inertia strong axis Elastic section modulus atound strong axis Radius of gyration strong axis Plastic section moment around strong axis Moment of inertia weak axis Elastic section modulus around weak axis Radius of gyration weak axis Plastic section moment around weak axis Torsional constant Timber design Select the composition of the member Sawn Timber Glulam or Composite Timber design If composition is glulam indicate the number of laminations
397. on locations along a continuous system The position of the cross section line of cut is determined from origin of continuous system Cross sections are helpful to visualize rebars and to edit them through cross sections In fact you are allowed to modify the location and dimension of main rebars and stirrups The spreadsheet includes cross sections coordinates relative to the origin zi of continuous system Select the Cross sections spreadsheet through the Rebar Placement window under Rebar Placement menu Look at the procedure below for the creation of a cross section 13 84 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN x1 30M 2953 3630 x1 30M 2954 3630 12 15M 250 10 15M 260 oe e e e F 450 450 450 Section 2 2 Section 3 3 Section 44 6 30M 2 30M 2 10M 2 30M 2 30M 430M To create the cross sections shown above you used the function Automatic Generation of Cross Sections Rebar Placement menu The generated cross sections are always located on each side of supports and at mid spans To consult data go to Rebar Placement menu and select Cross sections Cross sections Spreadsheet Y Screen Z ContSyst Scale Mask mm mm Interaction 2725 1125 2 00 L 3500 2725 3500 2 00 L 2725 5875 2 00 L Number X Screen mm X Screen Position of the displayed cross section We can see that the cross section will be displayed at the same location as t
398. on modes spreadsheet A default damping of 5 is specified in this spreadsheet because it is recommended by building codes However you are allowed to specify another value for the damping but you will have to launch the modal analysis again e Activate a vibration mode on Activation toolbar and consult node displacements in Results Modal Spectral See also Spectral Analysis CivilDesign Inc Engineering Software 7 35 CHAPTER 7 DYNAMIC ANALYSIS Modal Analysis Results Frequencies and Vibration Modes Spreadsheet Group Dynamic Analysis Results Column Description Editing Mode Vibration mode number No w Frequency No f Natural frequency No T Period No E Percentage of modal damping generally equal No to 5 for most building codes This value can be modified However a new analysis must be launched Shape Type of deformation No x dit Mode component global x direction No y dir Mode component global y direction No z dir Mode component global z direction No yx Modal contribution in the x direction No vy Modal contribution in the y direction No yz Modal contribution in the z direction No Sat Spectral acceleration for this mode No Sdr Spectral displacement for this mode No Svr Spectral speed for this mode No Mg Generalized mass for this mode No 7 36 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Node Displacements for a Vibration Mode Node displacements are
399. on of effective compression lengths Kx and Ky and put a 0 value everywhere e Launch the design again Guys Tower design Axial end conditions are different for guys Please refer to Modeling and analysing a guyed structure See also Member End Conditions Member with a Linear Behaviour It is possible to define a member having a linear behaviour at all times even in a non linear analysis To do so select option Linear only among the Behaviour drop down list box of the Member tab This functionality is useful to model the small members that are located between bridge supports and pier supports With a linear behaviour these members will not create horizontal components usually created in a non linear analysis Consequently only axial forces will be transferred and the convergence will be faster than before See also Member Characteristics Dialog Box The Member tab P Delta Effects VisualDesign automatically uses non linear analysis when the user runs an analysis and a cyclic design VisualDesign also calculates internal stresses along the members and includes the P Delta effects It means that internal stress diagrams include the amplification caused by the deflection of the member due to transverse load that may affect the member point load triangular or trapezoidal load This unique method allows structural design ignoring correction factors U1 and U2 of CAN CSA S16 01 Standard and B1 and B2 factors of Amer
400. oncompact 5000 00 Specification Numbers Each specification is numbered with respect to the following nomenclature Standard Shape Analysis Number where Des design and Ver verification CivilDesign inc Engineering Software 10 61 CHAPTER 10 STEEL DESIGN Groups of sections Canada or US groups of sections are assigned to generated design specifications according to the availability of sections as indicated in all VisualDesign sections spreadsheets Groups of sections are not required for verification W and HP Shapes Since the year 2000 the Canadian steel manufacturer Algoma Steel inc is no longer producing W and HP shapes This is why the US group of sections is selected by default in the steel specification spreadsheet To learn more about steel shapes availability please read the endpaper of CAN CSA S16 01 standard Handbook of Steel Construction from CISC page 6 38 and following Generated Parameters If Canada is selected in the Preferences tab Project Configuration the following parameters will be initialized in the Steel Specifications spreadsheet Activated Shape Default Group of section Default Material WWE Canada G40 21M 350W W USA ASTM A572 50 HP USA ASTM A572 50 M USA ASTM A572 50 S USA ASTM A572 50 SLB Canada G40 21M 350W C Canada G40 21M 350W MC USA ASTM A572 50 L Canada G40 21M 350W 2L Canada G40 21M 350W WWFT Canada G40 21M 350W WT USA ASTM A572 50 HSS USA ASTM A500 C50 HSS
401. ons Maximum Modal Contributions VisualDesign automatically initializes appropriate seismic directions in the Linear Seismic Directions spreadsheet according to maximum modal contributions obtained in the Frequencies and Vibration modes spreadsheet for each mode and main directions Vectors Dir x Dir y and Dir z Users must enter components in the Linear Seismic Directions spreadsheet They are not automatically initialized Take care to note these components Dir x Dir y Dir z corresponding to maximum modal contributions as they are supplied in the Frequencies and Vibration modes spreadsheet If main directions act at an angle with global axis system you can obtain components such as 0 86 for dir x and 0 35 for dir z You must enter these orthogonal components in the Linear Seismic Directions spreadsheet Do the same for the second seismic direction which is supposed to act at 90 degrees Spectral Envelopes The force modification factors R and corresponding envelope numbers must be specified for each linear seismic direction The type of Seismic Force Resisting System SFRS shall also be specified Refer to the selected code in the Seismic tab of Project Configuration dialog box NBC 95 NBC 2005 CAN S6 00 UBC 94 and UBC 97 Each code possesses its specific Linear Seismic Directions spreadsheet Linear Seismic Directions NBC 95 Linear Seismic Directions NBC 2005 Linear Seismic Directions CAN S6 00 Linear
402. ors The scroll list for various groups will appear It contains the ones you defined in the 2D Dynamic Load Allowance Factors spreadsheet Moving Load Cases e Call up the Moving Load Case Generator Loads Moving Load Cases Automatic Generation Load Combinations e Call up the Load Combination Generator Loads Load Combinations Automatic Generation In the first page select code S6 00 CivilDesign inc Engineering Software 8 29 CHAPTER 8 MOVING LOAD ANALYSIS e In the second page of the Wizard include moving load envelopes for the generation of load combinations and click the button Mov Load Env to open the Definition of Moving Load Envelopes spreadsheet Select the code to be used tight click and choose Selection of Code in contextual menu Default values will be initialized in this spreadsheet Activate the moving load envelopes to be analysed For Bridge Evaluation click this button in the same page and complete bridge evaluation parameters Moving Load Analysis e Open the Moving Load Analysis dialog box by clicking the icon Sl Complete parameters and activate options if needed Ifthe bridge is skewed add the spacing at the beginning and at the end of the bridge to apply the moving loads on the total length of the bridge deck In the Corresponding Values Activate options to get the maximum forces or reactions and concomitant values In the Most Critical Case for Activate a type of force or
403. ort is provided at the top fibre of node i only Cantilever option is set to Node j and the Position of load to Top Enter a Kux factor of 7 5 10 46 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Effective Net Area The design is done according to your design criteria Steel Design tab of Member Characteristics dialog box The net area is calculated according to the sum of boltholes as specified in the Width of holes field In addition you can consider shear lag by entering the appropriate reduction factor that will be applied to the calculated net area According to clause 12 of the standard S16 01 Ar Le Where Ag Gross area of leg of connected flange Lt maximum width of all connection holes e thickness of leg or connected flange Reduction of effective net area Shear lag According to clause 12 3 3 Shear Lag of the standard S16 01 E ne Fra Fr is a factor that reduces the member net area because of shear lag The maximum value for this factor is 0 20 or 20 See also Steel Design Criteria Automatic Calculation of Kx Ky Kt and Kz This function available under the Structure Tools menu calculates the effective length factor K for a restrained member located between two joints The user has to specify K factors for particular cases In fact the program verifies if lateral bracing has a minimum stiffness to prevent the buckling of the member that is attached For exampl
404. osite sections A member must be specified as composite in the Member tab of Member Characteristics dialog box Then users must fill in the Composite Beam tab in the same dialog box A concrete slab must also be created in the Composite Slabs spreadsheet beforehand Codes and Standards The following codes are integrated into VisualDesign CAN CSA S6 00 Canadian Highway and Bridge Design Code CAN CSA S16 01 CISC Handbook of Steel Construction AASHTO LRFD 1998 AASHTO LRED Bridge Design Specifications SI Units AISC LRFD 1993 American Institute of Steel Construction CAN CSA A23 3 95 04 CPCA Reinforced Concrete Design Handbook Construction stages Composite beams can be defined without construction stages shored beams for those not owning the Steel Design module For those possessing the Steel Design module construction stages can be specified in the Composite Beam tab Project Configuration See also The Composite Beam tab Project Configuration Composite Beam tab of Member Dialog Box Defining a Member as a Composite Beam Composite Beam Calculation Method Loads due to shrinkage Temperature Gradient for Composite Beams Steel Design Results Number of required studs Results Forces and Stresses in Composite Beams Graphic Results CivilDesign Inc Engineering Software 12 1 CHAPTER 12 COMPOSITE BEAMS Analysing Composite Beams without the Steel Design Module For users that do not own the Steel Design modu
405. other alternative of an R 1 5 system Classes of Frames with R gt 1 5 e Ductile moment resisting frames Type D with R 5 0 e Moderately ductile moment resisting frames Type MD with R 3 5 e Moment resisting frames with limited ductility Type LD with R 2 0 e Moderately ductile concentrically braced frames Type MD with R 3 0 e Limited ductility concentrically braced frames Type LD with R 2 0 e Eccentrically braced frames R 4 0 e Ductile plate walls Type D with R 5 0 Not yet available in VisualDesign e Limited ductility plate walls Type LD with R 2 0 Not yet available in VisualDesign CivilDesign inc Engineering Software 10 81 CHAPTER 10 STEEL DESIGN Dissipating Elements according to Types of Frames For each structural system elements that dissipate energy are e The beams in moment resisting frames e The bracings in concentrically braced frames e The links in eccentrically braced frames The wall panels in steel plate shear walls See also Member Usages for Seismic Design Moment Resisting Frames Concentrically Braced Frames Eccentrically Braced Frames Plate Walls Member Usages for Seismic Design S16 01 Before running a seismic design as per CAN CSA S16 01 usages must be assigned to specific braced members beams columns diagonals etc which are considered as dissipating elements energy during an earthquake according to the type of system they are part of moment resist
406. pecified it See topic Cantilever Specific coefficient used for the calculation of cantilever effective compression lengths It depends upon the position of lateral supports on the member and the position of load The default value is 2 5 If Kux is automatic indicate the location of the free end of cantilever Node i or j See topic Automatic Calculation of Kx Ky Kt and Kz Effective compressive length factor relative to strong axis If Auto is checked Kx coefficient is automatically calculated Effective compressive length factor relative to weak axis If Auto is checked Ky coefficient is automatically calculated Effective compressive length factor used for the computation of buckling due to torsion If Auto is checked Kt is automatically calculated according to the Steel tab of Project Configuration Effective compressive length factor relative to orthogonal axis system Kz is used for single steel angles and an orthogonal axis system must have been selected in the member tab If Auto is checked Kz is automatically calculated according to the Steel tab of Project Configuration 10 41 CHAPTER 10 STEEL DESIGN Field Description Effective Net Area with or without reduction factor Width of Hole Ane Ane x Rf Max Slenderness If bolts are used as connections enter the total width of holes for this member Reduction factor used for the calculation of net area Ex Ane Ane x 0 80 Enter
407. pee 30 Membet Steel Design R sults iene aetate eet i et leiden a teta centes 30 CivilDesign inc Engineering Software i CHAPTER 10 TABLE OF CONTENTS Transverse Failure of Member with Shear Lag sees 30 Bolted Connection Failure Mechanisms esee 32 Failure Mechanisint for Bolts ttt Lite ionn e dte ex ee esed etg eec 33 Failure of Connection with a Staggered Layout Type A of Bolts see 34 Failure of Connection with a Staggered Layout Type B of Bolts sse 37 Members 10 40 MENTITUM M 40 Lateral Supports against BUCKING i eee rettet te 43 Cantley Cre s eese tete tiere bi ei RR Ge re te pe Pet iode e Pro Pepe eio a 44 Table 7 2 Effective Compression Length Factor for Cantilevers sssseeeeeeeee 44 Cases not considered by VisualDesign inaner aria e TA Ea eene teen nennen nennen 45 Cases not considered by VisualDesign nor Picard amp Beaulieu or Galambos 45 Modeling Valid Ganulevets aee oett ee rite 46 Etfective IN Gt ATES oro mee Hee ee He cene te eene ttai te arp EET 47 Reduction of effective net area Shear lag eene enne 47 Automatic Calculation of Kx Ky Kt and KZ seen 47 Automatic calculation ot It de cipe ax ion tenter os tge nr d e e tiges 48 Automatic calculationOf KZ e patas te a as eerte r
408. per code Vd Lateral seismic force exerted at the base of the No structure based on the dynamic analysis This value includes factors Ro Rd and F The result is available when the spectral analysis is completed V selected Lateral seismic force that is selected No Torsion M Torsional moment at the base of the structure No Modal M M Percentage of modal mass used This result is No available when the spectral analysis is completed Explanatory note for the selection of a type of frame used to calculate the empirical period Ta according to CNB 2005 Braced Frame T 0 025 hn MRF General where T 0 1N MRF Steel where T 0 085 hn A CivilDesign Inc Engineering Software General moment resisting frame Steel moment resisting frame 7 47 CHAPTER 7 DYNAMIC ANALYSIS MRF Concrete where T 0 075 hn Concrete moment resisting frame Other where T 0 05 hn A Shear wall or other structures See also Force modification factors Rd and Ro Force Modification Factors Ro and Rd NBC 2005 Table 4 1 8 9 Ductility related force modification factor Rd for SFRS overstrength related force modification factor Ro and general restrictions 1 Cases A to E are used to lighten the table below Case A If IE Fa Sa 0 2 lt 0 2 Case B If IE Fa Sa 0 2 20 2 and lt 0 35 Case C If IE Fa Sa 0 2 20 35 and lt 0 75 Case D If IE Fa Sa 0 2 gt 0 75 Case E If IE Fv Sa 1 0 gt 0 3 Typ
409. placed by users Date and Time VisualDesign now displays the date of analysis and design in the Design dialog box You will also find the time it was launched and the time it ended in the upper part and lower part of the dialog box 13 48 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN See also Continuous Systems Spreadsheet Design of 2 Way Slabs Continuous System Rebar Placement Window Concrete Specifications General Results spreadsheet Rebar Placement for Bending Moments Procedure Concrete Design for Beams and Columns 1 Project Configuration Concrete Design tab e Select the Project Configuration dialog box from the File menu and complete the Concrete Design tab 2 Concrete Specification and Selection of Rebars e Select the Concrete Specifications spreadsheet Structure menu Select a building code that will be applied to design concrete elements and modity default parameters if needed By default some longitudinal and transverse rebars and stirrups are chosen for the design To add or withdraw type of rebars double click in the cell 3 Structure Modeling 4 Defining Concrete Members e Select members and press the Properties icon In the Member tab of the Member Characteristics dialog box choose a concrete section in the Shape selection tree and choose a concrete material Activate design ctiteria and continuous systems will be automatically created e Select the Con
410. ponent of wind direction Y Y component of wind direction Z Z component of wind direction Members Specify member usage that will be loaded automatically at design Fn qh Cg Ca Projected Area Af Total Projected Area Automatic calculation of total projected area See also Generating Wind Loads Tower Design module Loads Definition spreadsheet Steel tab of Project Configuration Wind on Panels CivilDesign inc Engineering Software 11 41 CHAPTER 11 TOWER DESIGN Generating Wind Loads e Select Project Configuration in File menu In the Steel tab select a method for the calculation of wind pressure e Select the Loads Definition spreadsheet e Define an Auto wind type of load in the Load Cases tab Then select the Wind tab and complete required parameters e Then activate the Load Case mode on Activation toolbar and select the Aluto Wind load in the drop down list box e Nov select the Automatic Generation of Wind Loads function under the Loads menu You can modify parameters in the Wind Load dialog box See also Automatic Generation of Wind Loads Wind on Panels This tool is useful to calculate wind force on a selected panel or more with or without ice coating on members and with or without equipment attached on these members It can be used before an analysis Restriction for the selection of panels e Members must be in the same plane e The selection must include at least one Upright member e This
411. preadsheet Steel Design Procedure Grouping Elements You must specify steel or timber specifications before grouping members This tool available in Structure menu at Groups heading allows you to create design groups for members to get a more practical design To group members e Select members that you wish to group together keep the Ctrl key down while you select members with your mouse e Select the Group members function under Structure Groups menu or use shortcut keys Ctrl G e lt A dialog box will appear Give a name to this group and choose the steel ot timber specification for this design group e Press OK CivilDesign inc Engineering Software 10 57 CHAPTER 10 STEEL DESIGN Group names will be written in the Steel Design Groups or Timber Design Groups spreadsheets that can be accessed through Structure menu under Groups Grouping Members Automatically This tool which automatically generates member groups allows a more practical design This function is available for grouping steel or timber members Specifications must be assigned to members before grouping them Members will be grouped together if they are assigned to the same specification Procedure e Select Structure Groups Auto Group This dialog box will appear on screen Automatic Generation of Design Groups 10 58 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN e Members can be grouped
412. principal directions of the structure The codes do not state how to define the principal directions for a three dimensional structure of arbitrary geometric shape Since the design base shear can be different in each direction the scaled spectra approach can produce a different input motion for each direction for both regular and irregular structures Therefore the codes dynamic analysis approach can result in a structural design that is relatively weak in one direction The method of dynamic analysis proposed in this chapter results in a structural design that has equal resistance in all directions In addition the maximum possible design base shear is approximately 35 percent of the mass of the structure For many structures it is less than 10 percent It is generally recognized that this force level is small when compared to measured earthquake forces Therefore the use of this design base shear requires that a substantial ductility be designed into the structure The definition of an irregular structure the scaling of the dynamic base shears to the static base shears for each direction the application of accidental torsional loads and the treatment of orthogonal loading effects are areas which are not clearly defined in building codes the method of three dimensional seismic analysis that will be presented is a method based on the response spectral shapes defined in codes and previously published and accepted computational
413. procedure is as follows e Activate the Structure mode and double click on a composite beam e Go to the Composite Beam tab of Member Characteristics dialog box and press the Extra Calculations button e In the dialog box you can define up to 4 points on the steel beam with respect to the direction of blue arrows Points for Extra Calculations Position x 1st Point N S fo 2ndPoint N a v fo mm 3rd Point N a o mm o 4th Point N a m mm teen e Click OK e Launch a design e Once that the design is completed look at results by selecting Results Load Combinations Composite Beams Stresses In the dialog box select the approptiate graph See also Graphs Stresses in Composite Beams 12 34 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Calculation of Forces and Sx for M and M VisualDesign calculates inflexion points near positive and negative bending moments for continuous beams These inflexion points must be calculated at serviceability limits states with permanent loads acting on the steel section only combined to additional permanent loads acting on the composite section equivalent factor of 3n The definition of ratio n E steel E concrete in located in the Composite Beam tab of Project Configuration dialog box We recommend that you split continuous beams at inflexion points approximately so that you can activate specific options for the d
414. procedures and will satisfy the Lateral Force Requirements of building codes Three Dimensional Computer Model Real and accidental torsional effects must be considered for all structures Therefore all structures must be treated as three dimensional systems Structures with irregular plans vertical setbacks or soft stories will cause no additional problems if a realistic three dimensional computer model is created This model should be developed in the very early stages of design since it can be used for static wind and vertical loads as well as dynamic seismic loads Only structural elements with significant stiffness and ductility should be modeled The rigid in plane approximation of floor systems has been shown to be acceptable for most buildings For the purpose of elastic dynamic analysis gross concrete sections neglecting the stiffness of the steel are normally used A cracked section mode should be used to check the final design 7 6 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS The P delta effects should be included in all structural models The effects of including P Delta displacements in a dynamic analysis results in a small increase in the period of all modes In addition to being more accurate an additional advantage of automatically including P Delta effects is that the moment magnification factor for all members can be taken as unity in all subsequent stress checks
415. quivalent static loads The section properties used for the elastic model are modified gross section properties Ex For beams that are part of a frame the effective inertia Ie is equal to 0 4 Ig See the table in the commentary N21 2 2 1 e The specified compressive strength f c used in design shall not exceed 55 MPa Exceeding this limit the concrete becomes brittle and cannot be considered as a ductile material 13 62 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN e Foundation The factored resistance of the foundation system and supports of frames or walls or both shall be sufficient to develop the nominal moment capacity of the frames or walls and the corresponding shears Where the factored moment resistance of any wall or any frame significantly exceeds the required factored moment the factored resistance of unanchored footings supporting those walls or frames need not exceed the maximum factored load effects determined with loads calculated using R equal to 1 3 Where frames or walls are supported by anchored footings or elements other than foundations the factored resistance of these elements need not exceed the maximum factored load effects determined with loads calculated using R equal to 1 0 e Reinforcement resisting earthquake induced forces in frame members and walls in lateral load resisting systems designed with force modification factors R greater than 2 0 shall be weldabl
416. r Fa will multiply the total maximum force shear and bending moment as follows Vg Fa Vt where Vt is the maximum shear force per lane acting on a section of the studied span And Mg Fa Mt where Mt is the maximum bending moment for a sole truck on a section of the studied span See also The Bridge Spans Factors Tab The Supports Factors Tab The Bridge Span Tab Group Load case Data Column Description Editing ID Calculated automatically No Number Bridge span number Single click 2 Lanes or More Mx Axle factor for positive moment on strong axis Single click Mx Axle factor for negative moment on strong axis Single click Vy Axle factor for shear forces on strong axis Single click My Vx Nz Tz Axle factor for other types of forces such as My Single click Vx weak axis Nz and Tz CivilDesign inc Engineering Software 8 13 CHAPTER 8 MOVING LOAD ANALYSIS Column Description Editing Displacements Axle factor for strong axis u and weak axis w Single click displacements Single Lane Mx Axle factor for positive moment on strong axis Single click Mx Axle factor for negative moment on strong axis Single click Vy Axle factor for shear forces on strong axis Single click My Vx Nz Tz Axle factor for other types of forces such as My Single click Vx weak axis Nz and Tz Displacements Axle factor for strong axis u and weak axis w Single click displacement
417. r analysis The calculation of composite inertia Ix will be done this way According to the Canadian Code Ie Is 0 85 qr 100 0 25 It Is See the code S16 01 at section 17 3 1 for more details Accotding to the American Code Ix Is sqrt Qr It Is Note For a concrete concrete composite section prestress concrete the standard transformed inertia is used Consider Rebars if Mf Check this box to consider the slab reinforcement for the calculation of the composite beam positive bending strength Consequently the neutral axis will be adjusted and so will be the section transformed properties Consider Rebars if Mf Check this box to consider the slab reinforcement for the calculation of the composite beam negative bending strength Consequently the neutral axis will be adjusted and so will be the section transformed properties If you activate this option we recommend putting studs to carry the shear forces The program will not consider the member as composite if no slab has been specified 12 22 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS The Filled HSS tab If you specified a filled HSS in the Composition field of Member dialog box you must select this tab in order to complete the following parameters Member Characteristics Field Description Filled HSS Shape Concrete Choose the concrete material that fills the section Transformed Section Lin
418. r this design group No u weak axis Max or min displacement on weak axis for this No design group v strong axis Max or min displacement on strong axis for this No design group w axial Max or min axial deformation for this design No group accurate solution only at member ends Bolted Connections Design Results When the steel design is finished go to Results menu and select heading Structure Design Bolted Connections The Bolted Connections Design Results includes information for each member end designed connections node i and j Look at the table below to know the definition of each column 11 52 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Group Design Results title Column ID Node Number Shape Node Connection Number Connection Model Node i ot j Type of Analysis Nos of bolts Bolts Nos of transverse lines Nos of longitudinal lines Bolts Layout Plate ep Plate Other section Member em Member Member g1 Description Automatically calculated Structure node number Member shape Node i or j Results are given for each node Connection number at this node Connection model at this node See topic Connection Models Type of analysis Verification or Design Number of bolts for this connection Type of bolts used for this connection Number of transverse lines for this connection See topic Bolts Layout Number of long
419. rans 1 p em No Trans 2 hole diam 0 6 And Lt Minimum Lt among the failure paths CivilDesign inc Engineering Software 10 35 CHAPTER 10 STEEL DESIGN Case 1 PP Even Longitudinal Even Transverse Tr phi 0 85 Lt min t Fu No Member shear planes Where t Thickness of steel angle leg Fu Member specified tensile strength La No Trans 2 p em No Trans 2 2 hole diam 0 6 g2 hole diam p 4 g2 Lb No Long 2 g2 No Long 2 2 hole diam Le No Long 2 g2 No Long 2 hole diam No Long 2 p 4 g2 Ld emp 0 5 hole diam Le No Trans 1 p em No Trans 1 2 hole diam 0 6 And Lt Minimum Lt among the failure paths Case 1 IP Uneven Longitudinal Even Transverse Tr phi 0 85 Lt min t Fu No Member shear planes Where t Thickness of steel angle leg Fu Member specified tensile strength La No Trans 2 p em No Trans 2 2 hole diam 0 6 g2 hole diam p 4 g2 Lb No Long 3 g2 No Long 3 2 hole diam Lc No Long 3 g2 No Long 3 hole diam No Long 3 p 4 g2 Ld g2 emp 0 5 hole diam Le g2 hole diam p 4 g2 Lf No Trans 2 p em No Trans 1 2 hole diam 0 6 And Lt Minimum Lt among the failure paths 10 36 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Failure of Connection with a Staggered Layout Type B of
420. ransverse ReinforceMent ssnin o ra ener nennen 82 Copying a Stirrup Sequence along with Patterns sss 84 CTOSS SCCELOTIS Sonner urei ederet cetero t LM fe to Me EM c rec 84 Automatic Generation of Cross sections essent tenete tenete nennen 87 Rebar Placement Window General e eere eene nn 13 88 Rebar Placement Activation Mode sees ntntentnten nennen 88 Rebar Placement Window csssasscscasstecsescaiosanscscasovacioncasesacscneasovacuoncasosaasseansonssesesvstsosasvetensoseceseestaa 88 TASC OF LOOM DATS ote deter e eee tee tec n i eiim e tei tesa t petas 90 jb p EE 91 Contextual si 91 Editing Rebar Placement Window cree eene nnn nnn nnn 13 93 Properties Pun ctOn ci icece acest 93 Selecting Several Elements of the Same Type seen 93 Multiple selections in the Rebar Placement window essen ene 93 Multiple selections in a spteadsheet i e ed entente pe t i LE re hie gg 94 Translation F nCtilon settte titt toti tontr itin toit tone teni ei Sarsan e eti ER eese ee inge aiia 94 DJ I R 96 FotesirirzeSnreTeraliifos pp 96 More BUNCHON iue ost es tute ato ROCA URL cn EGER ELIGO P HEINE 96 Move Transverse Reinforcing Bars Move Mam Reintotcine Datsun nene nnne e ird ita ep e wenn Stretch FUNCUON e RE 97 Stretch a Transver
421. rated and distributed load cases applied to the member for the given load combination Example The loading diagram representing the dead load on the member and the loading diagrams representing the two way floor triangular distribution of live load transferred on the member Up to eighteen loading diagrams can be drawn e Finally the third part includes the following verification e Name of shape and building code used for the design e Shape properties e Material properties e Critical load combination for combined bending compression forces in the member and forces that are considered in the design e Critical load combination for maximum shear force acting on the member and corresponding forces e Verification of KL r max Mr with and without lateral buckling verification of code provisions and deflections for Deflection load combinations if any e Conclusion N B The CAN CSA S6 88 and CAN CSA S6 00 standards are integrated in VisualDesign Design brief are available for these codes CivilDesign inc Engineering Software 10 77 CHAPTER 10 STEEL DESIGN MESSAGES ABOUT KL R If you get a message telling that the parameter KL r is exceeding the allowable limit it means that a load combination created this maximum value for KL r It may not correspond to the critical combined forces governing the design Internal Forces and Deflections for Design Groups Activate an envelope go to Results Envelope and select th
422. ratio of clause 10 1 4 Code A23 3 relative to No the balanced condition Concrete Deformation and yield strength of steel Compare with c d max below 13 118 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Description c d max Maximum c d ratio For load combinations with a Service status B2 S6 00 CI 8 12 3 z A23 3 95 Cl 10 6 1 B2 or z Function modified by the proportioning and type of longitudinal rebars B2 max orzmax Value limiting the proportion of longitudinal rebars Fer S6 00 only Factor that controls cracking in buried structures as per clause 7 8 9 1 This column is present if a Buried type of structure was select in the concrete specification Mw S6 00 only Moment at a section where a tensile stress of 0 4 fcr is induced in the concrete Ms S6 00 only Flexural moment at a section under consideration at the SLS load fs Tensile stress in reinforcing bars considering stress strain compatibility I eff Effective moment of inertia I cr Moment of inertia of the cracked section transformed to concrete Negative Bending Moment tab Group Concrete Results Column Description Member The number of the member that is part of this Number continuous system z Subdivisions of continuous system as specified in Project Configuration Mfx min Envelope of minimum bending moment for strong axis R Factored resistance of tensioned reinforcement
423. ration And according to Canadian and American Building Codes I Importance factor R Force Modification factor global ductility of the structure or components F and S Foundation or Site factor U Calibration factor N B There is no calibration for non linear analysis Modification factor R and factor U must not have any effect on non linear time history analysis If you wish to factor non linear time history analysis enter a load factor in the Load Combinations Definition spreadsheet CivilDesign Inc Engineering Software 7 11 CHAPTER 7 DYNAMIC ANALYSIS Note 1 VisualDesign never calibrates displacements See also Static Analysis Modal Analysis Spectral Analysis Project Configuration Overall Ductility of a Structure Force Modification Factor R Inclusion of Non Linear Effects into Analysis The user has the possibility to use the stiffness matrix K that includes P Delta effects This approach allows more realistic and accurate results for structures having a non linear behaviour such as long spans bridges with great compression in the deck suspension bridges guyed bridges multi storey buildings transmission lines towers with guys or without guys and all structures with guys pre stressed or not In general if non linear effects are included in the analysis results will be more accurate When a Moving Load analysis or a Modal analysis is run without including non linear effects the stiffness
424. rces and displacements in memory Then the program designs steel members according to the selected steel specifications Finally it designs concrete elements according to concrete specifications When the steel design is done the Design Results activation mode will be activated to let you look at the results through the Steel Design Results spreadsheet diagrams and design brief In the same manner when the concrete design will be done the Rebar Placement activation mode will be activated The Rebar Placement window is open by double click a continuous system Beams columns and shear walls In the Rebar Placement window View Options allow displaying force and resistance diagrams over the elevation view of the current continuous system Placement of rebars is editable and resistances are calculated automatically Then if you want to look at numerical results call up the General Results spreadsheet through the Results menu of the Rebar Placement window If you modified dimensions do not forget to re run an analysis and a design because the distribution of moment in your structure will be different Design of 2 way Slabs The analysis and design function is also used to design 2 way slabs Results are available through the FE Results tab of View Options dialog box A bat list is supplied in the Results Bar List menu Prestressed Concrete VisualDesign verifies and designs the prestressed element according to the cables that were
425. re to centre between two bolts Transverse distance measured from outside edge of bent angle to the nearest bolt row Transverse distance measured centre to centre between two consecutive bolt rows Transverse distance measured from free edge of member to nearest bolt hole Bearing resistance of the connected member according to clause 6 5 2 2 i and ii Member tensile strength according to the failure mechanism for bolts layout or bolt bearing Member tensile strength considering shear lag and member net area as specified in the Steel Design tab of Member Characteristics dialog box Maximum factored tension in member Failure mechanism and failure path See topic Failure Mechanisms in Bolted Connections Bearing resistance of the plate in this connection according to clause 6 5 2 2 i and ii Shear resistance of bolts in this connection Most critical load combination used for the design of this bolted connection Axial force in this bolted connection Design load of the bolted connection Message from VisualDesign about the design of this connection If some dimensions do not follow the code requirement they will be written here Editing No No No No No No No No No No 10 80 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Seismic Steel Design 816 01 Commentary on Seismic Design Requirements Clause 27 CAN CSA S16 01 Excerpts from Standard CA
426. rea of member the maximum slenderness ratio KL r max compression pure compression and compression considering slenderness ratios for x y and z and T C ratios For bolted connections Shear tension considering the gross area and net area 1 amp 2 and compression Load Combinations and Envelopes The spreadsheet gives results for a selected load combination or a selected envelope For the latter case the critical load combination 1s given for each failure mode The Member tab Group Design Results Column Description Editing ID Member ID number Automatically calculated No Number Number of this member No Shape Steel shape assigned to this member No KL r Maximum effective slenderness ratio as specified No maximum in the steel specification specified KL r Maximum effective slenderness ratio obtained for No maximum this member obtained KL r Check box x The calculated effective No Derogation slenderness ratio exceeds the maximum specified CivilDesign inc Engineering Software 11 55 CHAPTER 11 TOWER DESIGN Column Design load maximum specified Design load maximum Design load Derogation KL rx KL r max KL rx Load Combination KL rx Ratio T C KL rx Derogation KL ry KL t max KL ry Load Combination KL ry Rapport T C KL ry Derogation KL rz KL r max KL rz Load Combination KL rz Rapport T C KL rz D rogation Description Maximum design loa
427. readsheet Steel Specifications Spreadsheet Type of analysis Optimization Group Material HSS Interaction of sections t design 16 Design CAN CSA S16 01 Design 350G wW WT AT 1 0t CISC Can Standard W S16 V ri CAN CSA S16 01 Verification rea Canada wi Null 1 0t CISC Can Standard 6 Design CAN CSA4 S6 88 Design Area Canada Ww 350G w AwT AT 1 0t CISC Can Standard Sb5 V nl CAN CSA SE 88 Verification rea Canada wW Null 1 0t CISC Can Standard CivilDesign inc Engineering Software 10 63 CHAPTER 10 STEEL DESIGN Specifications used for a verification The selection of a shape material and group of section is not required VisualDesign will verify assigned shapes according to the chosen code or Standard During modeling For each member that will be designed select either a design group or a specification in the Steel Design tab Member Characteristics dialog box For each member that needs to be verified select a check specification Look at the table below to know the definition of parameters that are included in this spreadsheet Group Structural data Column Specification ID Number Code Type of Analysis Optimization Group of sections Shape Material HSS t design Description Automatically calculated 16 alphanumerical characters Choose the standard that will be used for the design or verification of the structure For bridge Evaluation choose code
428. readsheet Structure Groups Timber to modify the name of design groups or to select other specifications Group Structural Data Column Description Editing ID ID number for this group Automatically No calculated Number Name of this design group 16 alphanumerical Single click characters Specification Assign a timber specification to this design group Double click Grouping Members Automatically This tool groups members having a symmetrical layout Specifications must be assigned to members before grouping them Members will be grouped together if they are assigned to the same specification Procedure e Select Structure Groups Auto Group This dialog box will appear on screen Automatic Generation of Design Groups eT mum UNE m e Members can be grouped according to one of these options 9 18 CivilDesign inc Engineering Software CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN e Grouping continuous members These members must be rectilinear and assigned to the same specification e Grouping mirror members according to vertical planes The user can specify the horizontal position of the mirror plane e The assigned specification is corresponding to the one that was assigned to the first member composing this group The group number corresponds to the number of the first member part of this group Viewing a Design Group To look at a design group do the following
429. related seismic zone 7 22 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Parameters Zonal acceleration ratio A Importance factor I Type of soil profile Site factor S Spectral Analysis Modal Combination Rounding for levels Time History Analysis Accelerogram Duration Time pitch Save node displacements Maximum Accelerations g Horizontal Definition Acceleration ratio for this zone as indicated at article 4 4 3 Seismic importance factor of the structure Select a type of soil profile in the drop down list box Corresponding site factor Method of calculation used to evaluate likely internal stresses in elements Choose the SRSS or CQC method SRSS Square Root of Sum of Squares CQC Complete Quadratic Combination Refer to topic The CQC Method Tolerance that is used to distinguish a dynamic level from another If the distance between two levels is within this tolerance seismic loads will be merged Click on the button to open a selection tree that allows you to select an accelerogram The accelerogram is graphically shown and can be printed with the toolbar on top of the graphic Fix a maximum time in seconds for applying the accelerogram This time shall be less than or equal to 200 sec Be careful with this parameter because the time history analysis calculation can go on for a very long time Time pitch of the selected accelerogram If you typ
430. rength CivilDesign Inc Engineering Software Editing 7 61 CHAPTER 7 DYNAMIC ANALYSIS Column Description Editing e Length of the link beam No Pf Factored axial force in the link beam according to No selected load combination VE Factored shear force in the link beam according No to selected load combination Vp 0 55wdFy No V p Value V p based on clause 27 7 2 Link beam No Resistance according to selected load combination Mp Resisting plastic moment Z Fy No M p Value M p based on clause 27 7 2 Link beam No Resistance according to selected load combination DV p Shear resistance of the link beam This resistance No 2c M p e represents the lesser value of DV p and 2DM p 1 1 RyMp Probable moment for developing a plastic hinge No AgRyFy Probable tension to attain plasticity of the section No 1 2 Cpr Probable compression calculated with 1 1 fy No 0 2 AgRyFy This value must be used along with 1 2 Cpr No y Link rotation according to clause 27 7 4 No y max Maximum link rotation according to clause No 27 7 4 e min Minimum length of the link beam No e max Maximum length of the link beam No 1 15 Ry Vn Probable shear force to attain plasticity of the No section 1 30 Ry Vn Probable shear force to attain plasticity of the No section See also Steel Design Results General 7 62 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Linear Time History Analysis Linear Ti
431. rfaces Graphic Results Layer of bars Mx Mx My My can be displayed at the user s choice through the FE Results tab of View Options dialog box A different colour is assigned to reinforcing bars in accordance with the size and the pen weight varies with the size for a better display The colour of rebars can be modified and disabled in respective rebars spreadsheets Rebar Placement can be directly printed using the Print Graphic function in File menu and it can be imported as a DXF file Numerical Results Bar lists are available in the Results Bar lists menu for each group of plates representing a 2 way slab See also The Slab amp Mesh Generator Groups of plates Surfaces Concrete Specification The FE Slab tab Limitations for 2 way slab design Procedure for Designing 2 Way Slabs Bar List 2 Way Slabs 13 52 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN FE Results of View Options Limitations for 2 Way Slab Design For the moment calculated reinforcing bars are not editable This limitation includes rebar lengths spacing and size The Slab amp FE Generator This powerful tool Structure Generator Slab amp FE creates a slab surface along with finite elements composed of triangular plates Any slab geometry can be created and meshed with this tool The mathematical concept used in VisualDesign is called the Convex Hull The loaded surface can be statica
432. ription The number of the member that is part of this continuous system Subdivisions of continuous system as specified in Project Configuration Envelope of maximum shear force on strong axis Envelope of minimum shear force on strong axis Design load for shear on strong axis at this location within continuous system Concrete shear resistance on strong axis Shear resistance of stirrups on strong axis Shear resistance Vr of the section on strong axis at this location within continuous system CivilDesign inc Engineering Software Editing No No No No Editing No No No No No No No No 13 123 CHAPTER 13 REINFORCED CONCRETE DESIGN Column Description Editing dy Distance from extreme fibre in compression to No the centre of gravity of the tensioned reinforcement on strong axis at this location within continuous system dvy Distance between the centroid of rebars in No compression and those in tension on strong axis VisualDesign uses the smallest calculated value if it is relevant On Weak Axis Vfx max Envelope of maximum shear force on weak axis No Vfx min Envelope of minimum shear force on weak axis No Design load for Design load for shear on weak axis at this No Shear location within continuous system Vex Concrete shear resistance on weak axis No Vsx Shear resistance of stirrups on weak axis No Vrx Shear resistance Vr of the section on weak
433. rivate object will not be merged into another database at the opening of the file The distribution of a pre defined object is Public and is not editable Choose the classification of this material among the drop down list box Visual MSR Machine Stress Rated MEL Machine Evaluated Lumber ot GLT Glue Laminated Timber Refer to Classification Select the grade among the list box Select structural No 1 No 2 No 3 Construction or Standard Select a species among the list box S P F D Fir L Hem Fir or North Species This column shows the available cuts according to the classification grade and species of this element N B While designing timber elements VisualDesign cannot change the classification of this material Specified Elastic modulus Modulus of elastic for design of compression membets Shear modulus Poisson s ratio Density of this material Coefficient of thermal expansion Materials and Species Editing No Double click Double click Double click Double click Double click Double click Single click Single click Single click Single click Single click Single click CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Column Description Editing fb M Specified positive bending strength at extreme Single click fibre fb M Specified negative bending strength at extreme Single click fibre fv Specified shear strength Single clic
434. rness ratio on z axis The Bolted Connections Tab Group Design Results Column ID Number Design Load Derogation Tf max Tf max Load Combination Cf max Description ID number of this bolted connection Automatically calculated Number of this bolted connection Check box x The calculated design load for this bolted connection exceeds the maximum specified The maximum calculated tension force acting on this bolted connection Name of the load combination that created the maximum tension force in this bolted connection The maximum calculated compression force acting on this bolted connection CivilDesign inc Engineering Software Editing No Editing No 11 59 CHAPTER 11 TOWER DESIGN Column Cf max Load Combination Connection i j Shear Resistance Connection i j Shear Design Load Connection i j Shear Derogation Connection i j Support Tension Resistance Connection i j Support Tension Design Load Connection i j Support Tension Derogation Connection i j Support Compression Resistance Connection i j Support Compression Design Load Connection i j Support Compression Derogation Connection i j Tension Net Area 1 Resistance Description Name of the load combination that created the maximum compression force in this bolted connection Calculated shear resistance of this bolted connection Calculated design load regar
435. roperties and is composed of the following tabs General Scale Labels and Grid lines The General tab Field Selected Axis Major unit Tick mark type Minor unit Tick mark type Description Choose the unit that will define the major interval of the selected axis Select the tickmark type and show hide gridlines of major interval Choose the unit that will define the minor interval of the selected axis Select the tickmark type and show hide gridlines of minor interval The Scale tab This dialog allows you to manipulate axis scales including min max and logarithmic scales among others Field Selected Axis Minimum Maximum Scale unit Format Decimal places Logarithmic scale Zero line Description This option allows you to set the minimum for the selected axis This option allows you to set the maximum for the selected axis Set the scale unit for the selected axis Set the axis format None Number Currency Scientific notation or Percentage Set the number of decimals for the selected axis Set logarithmic or linear scales Set the starting point at zero For example if you have a bar chart with a minimum value of 50 the starting point will be zero and you will have bars that go up and down depending on their value 11 68 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN The Labels tab This dialog allows you to manipulate labe
436. ross section Use the Stretch and Move function Use the red target that will appear on your screen to help you to accurately move a rebar The displayed diagrams forces resistances and deflection will be automatically recalculated as you change and modify rebars e If you changed beams and columns dimensions do not forget to launch a design again 10b Placing Rebars and checking your Design e Choose a concrete specification that is of the Verification type when defining continuous systems spreadsheet e Activate the Rebar Placement mode on Activation toolbar and double click on a continuous system to open the Rebar Placement window e Select the View Options dialog box In the Rebar Placement tab check the boxes corresponding to the diagrams results that you want to display on your screen They will be displayed above the beams elevation view continuous system Check also the Dimensions and General roots in the selection tree The displayed diagrams forces resistances and deflection will be automatically recalculated once that rebars will be placed in the continuous system e Create cross sections to help you placing rebars select the Cross sections spreadsheet in the Rebar Placement menu or use the tool Automatic Generation of Cross sections e Select the Longitudinal Rebars spreadsheet in Rebar Placement menu and define the rebars number bend shape location in the continuous system etc e Select the Transv
437. rough members However plates will be generated over the opening They can be deleted afterwards e If the slab has an irregular geometry select nodes according to the geometry Procedure e Activate the Structure mode e Open the Concrete Specifications spreadsheet Structure Specifications Concrete e Select the FE Slab tab and choose temperature reinforcement for the design of the slab e Select coplanar nodes and members if required and call up the Slab amp FE Generator Structure Generator Slab amp FE e Specify the maximum area of plates the material and the thickness e Specify the slab main direction according to global axis system This main direction must coincide with the main layers of rebar layer 1 and 4 This data is used by VisualDesign to initialize the direction vectors for plates in the Groups of Plates Surfaces spreadsheet e Click OK The Groups of Plates Surfaces spreadsheet opens on screen Verify if the direction vectors are OK Select a concrete specification and specify the concrete covers Close the spreadsheet e Use the generator for each slab to be created and meshed e Delete extra plates if required e Align selected plates in the Plate Characteristics dialog box e launch the concrete design by clicking this icon EA e Activate the Rebar Placement mode and select the name of a group of plates on Activation toolbar 13 58 CivilDesign inc Engineering So
438. round Motion The elastic response of a single degree of freedom system to ground motion depends on the fundamental period and the damping characteristics of the system and on the frequency content and amplitude of the ground motion The base shear which can be used as a measure of this response is expressed as the product of the mass of the system and the spectral acceleration as given by the response spectrum For usual buildings of low or moderate height the principal earthquake response is due to the fundamental mode of vibration For taller structures some allowance for contributions of the higher modes is made in the base shear calculations in most building codes including the NBC Force Modification Factor R In choosing the structural system for a building large dissimilarities in the stiffness and ductility characteristics of framing systems in the orthogonal directions should be avoided Foundation Factor F The seismic design procedures outlined in the NBC are based on the assumption that the structures are founded on a rigid base moving with the ground surface motion For most buildings covered by the NBC neglecting soil structure interaction will give a conservative design CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Lateral Force Distribution For translational vibrations the Code formula assumes that the building response is primarily due to its fundamental
439. roup of sections previously defined VisualDesign will choose appropriate sections among those included in the group of sections Compatibility of Material amp Section Assign preliminary sections but make sure that the classification material is compatible with the section dimensions The section and material compatibility will be tested during the design and verification process VisualDesign does not accept some combinations of material and section For example a GLT type of material must be assigned to laminated section as specified in chapter 6 Glue Laminated Timber Tables 6 2 1 and 6 3 As a result if you assigned an incompatible material to a type of section you will get a warning and the design will be stopped Particular case There is an exception with Visual C and Visual D classifications VisualDesign can change the classification C which was assigned by the user during the design process to a classification D and vice versa The specified species is not modified 9 12 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN During the design process and verification VisualDesign tests the compatibility material and section according to the following Classification Visual Visua Visua Visua MSR MEL GLT Compatibility 2x2 2x12 4x4 4x All 2x2 2x3 2x4 4x4 b gt 4 po d gt b 2po Beam amp Stringer b gt 4 po d lt b 2po Post amp Timber Standard
440. rs Generate load combinations using the Load Combination Generator and specify the inclusion of the non linear time history envelope Etnl Define non linear seismic directions in the Non linear Seismic Directions spreadsheet Run a non linear static analysis Select nodes from which you wish to obtain displacements in time Run the non linear time history analysis Activate the Load Combination mode and select a load combination Look at results by selecting the Time History heading under Results menu See also Nodes Displacement in Time Forces in Time Reactions in Time Forces and Displacement Hysteretic loops The Behaviour tab of Member dialog box Non linear Time History Analysis Dynamic Analysis Static Analysis CivilDesign Inc Engineering Software 7 71 CHAPTER 7 DYNAMIC ANALYSIS Time History Analysis Results General Study the displacements of nodes or the differential displacement between nodes by selecting Time History Nodes displacement in Time under the Results menu These values ate calibrated according to V Vdynamic ratio Values do not take into account accidental torsional effects nor amplification caused by inelastic effects The stress diagrams for members and plates and support reactions are calibrated according to the V Vdynamic ratio Results include accidental torsion effects and the amplification caused by inelastic effects is considered See also Accidental Torsion Effects Str
441. rsion M when the spectral analysis will be completed Choose the type of frame that will be used for the calculation of empirical period See the note below Select the type of SFRS that will resist seismic forces for this direction Double click to open the selection tree that is composed of a list of SFRS available for each standard CSA 816 01 CSA A23 3 CSA O86 and CSA S304 1 Editing No Single click Single click Single click Single click Double click Single click Double click ot Space bar Double click ot Space bar Double click Double click CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Column Description Editing Rd Ductility related force modification factor Single click indicated in Table 4 1 8 9 Ro Overstrength related force modification factor Single click indicated in Table 4 1 8 9 T emp Empirically calculated period as per code No T dyn Period based on dynamic analysis No T selected Selected period No S Ta Seismic response coefficient calculated using the No selected period Mv Factor that accounts for the effect due to superior No mode over the base shear according to paragraph 4 1 8 11 5 W Total weight of the structure acting towards this No direction V Minimal lateral seismic force at the base of the No structure Ve Equivalent lateral force exerted at the base of the No structure and representing the elastic response as
442. rucks Tab The Axles Wheels Tab 8 4 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS Imbalance Factor Ref Centrifugal Force clause 3 8 5 of CAN CSA S6 00 Standard The Imbalance factor is dependent of the truck speed and the curve radius According to Code S6 00 this factor is equal to 2 y Imbalance factot 127r Where V id the truck speed in the curve km hour and r the curve radius m From this imbalance factor VisualDesign will calculate the imbalance loads on each side of the truck due to the centrifugal force It will multiply this factor by H L where H is equal to 2 0 and represents the distance from ground to the centre of gravity of truck and L the distance centre to centre of right and left wheels Usually L is 1 8 m The value of load imbalance is usually between zero and 0 5 Its default value is zero Sign Convention Direction of Truck o o o o Y 1 8 m If the truck turns left CivilDesign inc Engineering Software 8 5 CHAPTER 8 MOVING LOAD ANALYSIS When the truck moves on a straight road Rleft and Rright are equal to W 2 Centrifugal Force is equal to F aw The sum of moments relatively to Rleft positive counter clockwise is equal to zero Rd1 8 W 18 F 2 2 0 m 2 Piso L2 Rd w L 2 W 2 aW Rd 8 and Rg W Rd 2a 1 8 represents the load imbalance due to centrifugal force Alpha is the y Imbalance factor and is equal
443. ructure during an earthquake These deflections caused by additional forces in the structure can be evaluated in two ways an elastoplastic analysis or an approximate method as defined in the Canadian National Building Code 1995 or 2005 VisualDesign does elastoplastic analysis or the approximate method for each seismic direction that the user wishes to study VisualDesign corrects the spectral analysis or time history by including inelastic effects The engineer will find in the Levels spreadsheet all parameters used by VisualDesign to compute the stability coefficient Ox used to amplify the forces Furthermore VisualDesign adjusts the spectral analysis or time history analysis by including these inelastic effects The user may select the Information on Levels spreadsheet to have a look at the parameters that have been used to compute the gx coefficient that is needed for the calculation of the amplified forces in the structure The Seismic tab includes general parameters required to run a spectral and time history analysis Specific parameters will appear in this tab according to the code that will be selected in the Construction Code box Available codes ate CNBC 05 CNBC 95 UBC 94 UBC 97 and CAN S6 00 7 15 CHAPTER 7 DYNAMIC ANALYSIS Seismic tab CNBC 2005 Project Configuration NBC 2005 Ei c g ps sem fore c pr sss s HN mk Boot l tele This table describes
444. ry Analysis Tolerance Tolerance that applies to the tension and compression force in elastoplastic members and compared to the maximum values that a Pa system friction dampers can absorb Add vertical effects Activate this box to statically add vertical effects to the structure for the non linear analysis 7 18 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Note 1 Save Node Displacements If you prefer to save only a few nodes to shorten the time of analysis select the desired nodes before launching the analysis Then from menu Results Time History Nodes Displacements observe Node displacements in time Seismic tab CNBC 95 Project Configuration This table describes the fields included in this tab when the Canadian National Building Code 95 has been selected in the Building Code list box Parameters Definition Equivalent Static Force Building Code Each building code uses a normalized spectrum according to the occurrence probability of each country The selection of a building code automatically fixes the spectrum to be used Zv Velocity related seismic zone Za Acceleration related seismic zone CivilDesign Inc Engineering Software 7 19 CHAPTER 7 DYNAMIC ANALYSIS Parameters Zonal velocity ratio v Calibration factor U Importance factor I Foundation factor F Total height hn Number of stories N Spectral Analysis Accidental Torsion
445. s r Results Whiting seismic directions to analyse Accumulating the effect from mode Mode 15 Participating mass Accumulating the effect from mode Mode 16 Participating mass 99 7 Accumulating the effect from mode Mode 17 Participating mass 99 7 Accumulating the effect from mode Mode 18 Participating mass 99 7 Accumulating the effect from mode Mode 19 Participating mass 99 7 Accumulating the effect from mode Mode 20 Participating mass 99 7 Calculating max internal forces according to SASS method Calibrating internal forces according to minimum earthquake design force Calculating forces simulating inelastic displacements Starting static analysis for the effects of inelastic amplification Building the stiffness matrix Constructing force vectors for load combination T etax Resolving systems of equations ddina forres due tn the effects of inelastic amnlification Intemupt Cancel Close CivilDesign Inc Engineering Software 7 41 CHAPTER 7 DYNAMIC ANALYSIS e Click the Analyse button to launch the analysis The spectral analysis generates spectral envelopes E01 E02 or E03 that can be included in static analysis load combinations Date and Time VisualDesign displays the date of analysis in the Spectral Analysis dialog box You will also find the time it was launched and the time it ended in the upper part and lower part of the dialog box Seismic Analysis CQC Method Co
446. s B2 S6 00 Cl 8 12 3 z A23 3 05 Cl 10 6 1 B2 or z Function modified by the proportioning and type of longitudinal rebars B2 max orzmax Value limiting the proportion of longitudinal rebats Fer S6 00 only Factor that controls cracking in buried structures as per clause 7 8 9 1 This column is present if a Buried type of structure was select in the concrete specification Mw S6 00 only Moment at a section where a tensile stress of 0 4 fcr is induced in the concrete CivilDesign inc Engineering Software Editing No No No No 13 121 CHAPTER 13 REINFORCED CONCRETE DESIGN Column fs I eff Ter Description Editing S6 00 only Flexural moment at a section under No consideration at the SLS load S6 00 only tensile stress in reinforcing bars No Effective moment of inertia No Moment of inertia of the cracked section No transformed to concrete Shear Force tab Beam and Shear Wall 1 In tables below you will find the definition of columns included in this spreadsheet if the selected type of continuous system is Beam Column ot Shear Wall Note 1 For a shear wall the shear force is given per meter of wall length Please refer to this topic Calculation of required transverse reinforcement for shear walls Group Concrete Results Column Member Number Vfy max Vfy min Design load for Shear ex Description The number of the member that is part of this
447. s If you want to verify the T C ratio according to strong axis choose option x Refer to Ratio TAG According to S37 01 standard towers Equation that is used for calculating the effective length in y considering the number of bolts of member end connections If you want to verify the T C ratio according to weak axis choose option x Refer to Ratio TG According to 37 01 standard towers Equation that is used for calculating the effective length in z considering the number of bolts of member end connections If single steel angles are not oriented in an orthogonal axis system the drop down list box will not be activated Editing No No Double click Double click Double click Double click Double click Double click or Space bar Double click Double click or Space bar Double click CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Steel Design Groups Steel Design Groups Members Use the Group Members function located in Structure Group menu to quickly create design groups and assign them to selected members Group Structural Data Column Description Editing ID ID number for this group Automatically No calculated Number Name of this design group 16 alphanumerical Single click characters Specification Choose the steel specification that will be applied Double click to this group See also The Group function Steel Specification s
448. s NOTE When two different load factors are applied to the same node VisualDesign chooses the biggest one See also Calculation of 2D Axles Factors Definition of Moving Load Envelopes The Supports Factors tab 2D Axle Factors Dialog Box The Supports Tab Group Load case Data Column Description Editing ID Calculated automatically No Number Support no Single click 2 Lanes or More Moment Axle factor applied to Mx My and Mz Single click Reaction Axle factor applied to Rx Ry and Rz Single click Single Lane Moment Axle factor applied to Mx My and Mz Single click Reaction Axle factor applied to Rx Ry and Rz Single click 8 14 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS NOTE When two different load factors are applied to the same node VisualDesign chooses the biggest one See also Calculation of 2D Axles Factors Definition of Moving Load Envelopes 2D Axle Factors Dialog Box The Bridge Spans Factors Tab CivilDesign inc Engineering Software 8 15 CHAPTER 8 MOVING LOAD ANALYSIS Moving Load Case Generator The generator allows getting all the required moving load cases in accordance with a selected code and specified lanes and truck offsets over the bridge This generator is available through the Loads menu under Moving Load Cases Automatic Generation The first page is called Options Generation of Moving Load Cases Options CAN CSA 56 00
449. s Enter a deflection criterion for strong axis Indicate if cantilever is located at node i or node j If any of these cases choose Not applicable See topic Cantilever Automatic calculation or user defined CivilDesign inc Engineering Software Editing Double click ot Space bar Double click or Space bar Single cl Single cl Single cl lick lick lick Double click ot Space bar Single click Double click ot Space bar Single cl Single c Single cl Double Double lick ick lick click click 10 51 CHAPTER 10 STEEL DESIGN Column Description Editing Kux Kux value Specific factor used for the Single click calculation of cantilever effective compression length This factor also depends on the load position Position of Load By default the load is applied at the centre of Double click section If this is not the case choose among options Top or Bottom See also The Tower Design module Cantilever The Steel tab Project Configuration 10 52 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Design of Bolted Connections Limitations e Concentric connections with bolts of the bearing type only e For the study of failure mechanisms for a staggered layout of bolts there must be at least two longitudinal lines and two transverse lines of bolts e Only the maximum tension force is considered for the design of bolted connections Compr
450. s 28 hr p 29 Moving Load Analysis Procedures uiri tree reete tne ee tet Pee etie 29 User defined Ttucksas tee teet eei i tete bee ei dad date adobe Da i 29 Moving Load Axis ss se ettet aate hia pied n ite qr tera einer Aa 29 Moving Load CASES titi d e tad dece ter toit eterne diee e nud 29 Load Combination n eet ete ie etie te be e ete die e d pe t ERRARE 29 Moving Eoad Analysis etude ette e o denote ied 30 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS General Moving Load Analysis The Moving Load analysis module computes the internal forces generated by moving loads such as trucks trains or crane runways The module was developed in such a way that it allows the application of customized trucks and design codes In fact engineers can use standardized loadings as per codes or they can define different scenarios with custom moving load arrangements Three mobile axes are available if you want to study forces and displacements induced by trucks that are moving on different axes Up to 10 envelopes of results can be generated in a single analysis In addition you can select the concomitant values Mx Vy Nz etc that you want to include in the results spreadsheet for each results envelope These concomitant values are selected in the Moving Load Analysis dialog box which appear on screen once that you launch the analysis See also Available Trucks
451. s for Composite Beams The Composite Beam tab Project Configuration Calculation of Deflections for Composite Beams General Composite Beams Spreadsheets Short term and Long term Number of Required Studs M max Number of Required Studs Inside the Steel Design Results spreadsheet you will find the required number of studs to transfer the shear force According to codes the number of studs shall be between M max and M 0 n on diagram and between M max and M 0 n on diagram You will find this information in the Steel Design Results spreadsheet namely Studs 0 M and Studs 0 M See also Members Spreadsheet The Member Dialog box Defining a Member as a Composite Beam Composite Beam Calculation Method Steel Design Results Spreadsheet Forces and Stresses in Composite Beams CivilDesign Inc Engineering Software 12 39 CHAPTER 12 COMPOSITE BEAMS Stresses in Composite Beams This function allows displaying results in the form of graphs for serviceability load combinations with or without construction stages Select a composite beam and go to Results Load Combination Stresses Composite Beams Available graphs are e Stresses in composite beam 1 e Stresses in composite beam Other points 2 e Bending moments and resistance e Shear forces and resistance e Deflection e Stresses due to fatigue 3 e Stresses due to fatigue Other points 2 3 e Spacing of Studs 4 Note 1 The fo
452. s of input This phenomenon however is not generally true For example when the two components of input are of different intensities or when the three dimensional structure is highly asymmetric the cross modal terms would still be significant and therefore the SRSS method will lead to erroneous results Based on the preceding numerical example and the above discussion it is strongly recommended that the use of the SRSS method for seismic response analysis of structures be immediately discontinued Continued use of the SRSS technique may dramatically overestimate the required design forces in some structural elements or it may significantly underestimate the forces in other elements The proposed CQC method is based on fundamental theories of random vibration It consistently yields accurate results when compared to time history analyses CivilDesign Inc Engineering Software 7 43 CHAPTER 7 DYNAMIC ANALYSIS See also Effects of earthquakes according to the CNBC 1995 Participating Mass Spectral Analysis Procedures Modal Analysis e Specify the seismic analysis parameters in the Seismic tab of Project Configuration The spectral accelerations are determined according to the selected code e Create a Mass load combination that will include all structure dead load plus 25 of snow load e Run a modal analysis to obtain the structure s natural frequencies The Modal Analysis dialog box will appear on your screen Complete the
453. s of the dialog box e Double click on the legend to move it out of the displayed graph e Look at graphic results Point the cursor on a maximum and the value coordinates will be displayed e Print the graph using the Graphs toolbar See also Graphs Toolbar ChartFX Steel Design Results Spreadsheet Graphs Toolbar ChartFX Toolbar x Ra amp Q E UU uS B When activating graphical results of prestressed concrete analysis Results Graphs menu a toolbar is provided in all the results diagrams to help you managing diagrams copy print view options etc You will find below a description of functions represented by icons and also a description of dialog boxes that can be called up by pressing some icons Copy to clipboard Click on this icon to copy the diagram as a Bitmap as a Metafile as Text data only or as OLE Object CivilDesign Inc Engineering Software 12 41 CHAPTER 12 COMPOSITE BEAMS Print Preview Click on this icon to call up the Page setup dialog box Complete the dialog box and look at the diagram The table below explains the parameters included in the dialog box Field Description Options Separate Legend Check this box to move the legend outside the diagram box Use Printer Resolution Check this box to use the printer resolution Force Colors If your printer is black and white the printer driver will match the chart colors to a specific grayscale pattern Margins inches
454. s with a single lane Use one of the above lists according to Use one of the above lists according to the the selected level for bridge design or selected level for bridge design or evaluation evaluation See also Moving Load Case Generation Wizard Moving Load Cases Spreadsheet Load Combinations and Moving Load Envelopes Moving Load Envelopes spreadsheet CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS Moving Loads AASHTO LRFD 04 The following tables include a list of predefined trucks based on standard AASHTO LRFD 04 They are listed in the Trucks spreadsheet which is available in the Common menu under Trucks Use the Moving Load Case Generator to quickly create all the cases that you need according to a selected code or standard and according to a selected layout of trucks over the bridge Ultimate Limits States Envelope Lm01 With lane overload no factor a and DLA 0 33 2D Trucks 3D Trucks 2D Axle factors with multiple lanes Design truck Design truck 2D HL93Tr 43 3D HL93Tr 43 gt gt 2D HL93Tr 67 3D HL93Tr 67 gt gt 2D HL93Tr 90 3D HL93Tr 90 gt gt 2D HL93TrTr 3D HL93TrTr gt gt Design Tandem Design Tandem 2D HL93Ta 2D HL93Ta Deflection Envelope Lm03 With lane overload factor a 25 and DLA 0 33 2D Trucks 3D Trucks 2D Axle factors with multiple lanes 2D HL93dTr 43 3D HL93dTr 43 Fatigue Envelope Lm02 No lane overload and DLA 0 15
455. se Reinforcing Bar Stirrup essere nenne 98 Stretchia Main Reinforemg B t nuoc umane icit si EU ee Eo ettet 98 Editing eor roa P 98 Editinp the Cross Sectior Line of Cut 222i ec ge eret ted eret pere e e e tot 98 Editing th Cross sectionz iie eed p e dee tete t ettet certet 99 CivilDesign inc Engineering Software CHAPTER 13 TABLE OF CONTENTS P GRIBUEInNdr C 99 Save Rebar Placement AS ii detector eiaei eet enken ook EEEa iea Eies ovid etin eed 100 Select Horizontal Continuous Systems ansni entente 101 Select Vertical Continuous Systems esee entente nenne 101 Reminder Editing Keys ettet ettet sotecesvstsesuenssosssseessvsesosevtots 101 Editing Longitudinal Reinforcing Bar Editing Stirrups sss Editing Prestressing Cables Editing Cross secHoris tore ht n t ea sete ee e pete ee RA View Options Rebar Placement Window eee enne nnn 13 104 Vew Optorns Dialop Box na cette reete etie tree iere ed per RS 104 Reba Placement tabo seeded dede dede ded adea n td 104 Genetal Beam Diagrams Column Diagrams Tite nists oo tete ge Lone o oe beet terii n E Dre a t ERE o Oeo eines 106 The Dimensions tab eret er Cet tere be ath ur De b nere Urt etie tea recen on 106 The Colouts tab eiie te e cen e a a ee D coke Re D ace LR RR Re e Lov 107 Graphical Results
456. ses in the section is due to balanced effects shrinkage and thermal gradient It is done with the section transformed properties with no sliding effect and a ratio of 1n is used or the one specified by the user in the Composite Beam tab of Project Configuration Corrections are made to stresses in the sections due to balanced effects p OG E Ep M See also Defining a composite section Temperature Variations on Members CivilDesign Inc Engineering Software 12 31 CHAPTER 12 COMPOSITE BEAMS Load due to Shrinkage Select this spreadsheet Loads Load Cases Members and enter the deformation due to shrinkage It will be applied to the concrete slab of a composite steel conctete section N B Calculation of shrinkage effects is done automatically for a prestressed concrete composite element Group Load case title Column Description Editing ID Automatically calculated No Shrinkage Deformation due to shrinkage It is applied to the Single click 10E 6 concrete slab of composite sections See also Steel concrete Composite Beam Composite Beam with Construction Stages Load titles and types Define load titles and types in the Load Definition spreadsheet Each construction stage load case must be defined in the spreadsheet Slab dead load additional dead load bitumen formwork etc The software automatically cumulates these load cases during the analysis of construction stages Load Combinations Ea
457. ses using different computer models loading and boundary conditions 7 30 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS It is important for engineers to realize that the displacements which are normally printed by a computer program are relative displacements and that the fundamental loading on the structure is foundation displacements and not externally applied loads at the joints of the structure See also Vibration Modes Spreadsheet Non Linear Seismic Directions Spreadsheet Information on Levels according to Seismic Direction Spectral Analysis Modal Analysis Dialog Box 4 The Modal Analysis icon of Tools toolbar Open the Modal Analysis dialog box by clicking the icon on Tools toolbar or select Modal Analysis in the Analysis menu of VisualDesign main window Complete the required parameters and press the Analyse button to launch the analysis Modal analysis CivilDesign Inc Engineering Software 7 31 CHAPTER 7 DYNAMIC ANALYSIS Description of this dialog box Parameters Description Structure Name Name of the project as specified in the General tab of project Configuration dialog box Elements Number of elements composing the structural model Calculation of eigenvalues and eigenvectors Weight load combination Select the Weight load combination that will be used to calculate the natural frequency It must include 100 of the structure dead load plus 25
458. sign approach is adopted Only some elements of the building and locations within these elements which will absorb the energy are designed with the necessary ductility The capacity of the selected ductile energy absorber or absorbers is determined and then the non ductile failure modes and non yielding locations within the selected elements are designed for capacities higher than the effects of yield of the energy absorbing elements So Factored Resistance of Effect of Development of Nominal or Non energy Absorbers Probable Resistance of Energy Absorbers In addition the rest of the building considered to be not part of the lateral force resisting system must be capable of sustaining the deformations which will occur during the energy absorption process without failure and this is covered in Clause 21 8 This clause 21 8 is intended to give guidelines to help ensure that the parts of the structural system designed for gravity loading only will continue to function at the lateral displacements of the frame expected during the earthquake Some of General Requirements see clause 21 2 The linear and non linear behaviour and interaction of all structural and non structural members which materially affect the response of the structure to earthquake motions shall be considered in the analysis The forces in the various components of a lateral load resisting system are usually determined by a linear elastic analysis using code e
459. sition of the mirror plane e The assigned specification is corresponding to the one that was assigned to the first member composing this group The group number corresponds to the number of the first member part of this group Steel Design Groups Spreadsheet Group Structural Data Column Description Editing ID of group Automatically calculated No Number 16 alphanumerical characters defining this group Single click of members Specification Choose the steel specification that will be applied Double click to this group See also 11 30 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Steel Specification spreadsheet Steel Design Procedure Viewing a Design Group To look at a design group do the following e Select the Steel Design Groups spreadsheet under Structure Groups e Highlight the line that corresponds to the group that you want to look at e Click OK Members that are part of this group will be highlighted on screen If you do not like the way members are grouped delete lines in the Steel Design Groups spreadsheet and use the Group Members function CivilDesign inc Engineering Software 11 31 CHAPTER 11 TOWER DESIGN Loads Definition Loads Definition Spreadsheet Before applying loads on your structure all load cases title and type must be defined This spreadsheet is located in Loads Load Cases Definition It is divided into four tabs Load Cases Dead Live Dynamic Wind Ice
460. skin Double click reinforcement reinforcement in the shear wall Local Axes of a Shear Wall Skin Y reinforcement Transverse reinforcement See also The Shear Wall type of Continuous System Ductility of Shear Walls Modeling and Designing a Shear Wall Calculation of Required Transverse Reinforcement in Shear Wall CivilDesign inc Engineering Software 13 21 CHAPTER 13 REINFORCED CONCRETE DESIGN Selection of Reinforcement in a Concrete Specification Select main rebars or meshes and transverse rebars in the concrete specification by double clicking in each following cells Selection of main reinforcement General tab and Selection of transverse reinforcement Beam Column Joist tab The appearing dialog box includes a selection tree of standard imperial and metric rebars meshes and FRP bars Activate boxes corresponding to standard rebars meshes or FRP bars that you want to include as choices for the design If meshes were chosen specify rebar spacing Pre defined reinforcement are included in spreadsheets which are accessible in the Common Reinforcement menu The name of imperial rebars must begin with the symbol 13 22 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Concrete Members Modeling a Concrete Member e While in the Structure activation mode select a rectangular circular T or L section and choose a concrete material in the Member tab Member Char
461. specifically used to define tower components Tower member usage is specified in the Member tab of Member Characteristics dialog box Usage is also required when defining wind and ice loads Option A has been included in the Usage list box to apply wind and ice loads on all members You can select member with a specific usage with function Select Usage in Edit menu Choose a member usage in the dialog box See also Select Members according to Usage Guy Elements Select Members According to Usage The type of member usage is specified in the Member tab Member Characteristics dialog box Members having a common usage can be quickly selected using the function Select Usage in Edit menu In the Selection of Member Usage dialog box choose a member usage in the drop down list box Click OK Selecting members according to usage Ed Selection of Element Usage Cancel Members will be highlighted on screen 11 8 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN The Steel Design tab If you checked the Activate Design Criteria box in Member Characteristics dialog box complete parameters for the design or verification of steel members Member Characteristics nuu HE Look at this table to learn more about parameters included in the Steel Design tab Field Description Design Parameters Design or Verification This shaded field indicates the type of a
462. specified at paragraph 4 1 8 4 4 Product of these parameters Click on the button and select a city among the drop down list box Parameters Sa Fa Fv and Sa 0 2 will be automatically initialized Spectral acceleration of the response considering a damping of 5 relatively to g during a period of 0 2 sec Spectral acceleration of the response considering a damping of 5 relatively to g during a period of 0 5 sec Spectral acceleration of the response considering a dampin P P 8 ping of 5 relatively to g during a period of 1 0 sec Spectral acceleration of the response considering a damping of 5 relatively to g during a period of 2 0 sec Proportion of V to apply as accidental torsional effects during spectral and time history analyses Method of calculation used to evaluate likely internal stresses in elements Choose the SRSS or CQC method SRSS Square Root of Sum of Squares CQC Complete Quadratic Combination Refer to topic The CQC Method Tolerance that is used to distinguish a dynamic level from another If the distance between two levels is within this tolerance seismic loads will be merged Seismic levels will be considered c c of floors Activate this option to add inelastic effects in analyses P Delta Activate this option if the building Seismic Force Resisting Systems act towards orthogonal axes CHAPTER 7 DYNAMIC ANALYSIS Parameters Definition Regular
463. sponds to the plate s Node 7 Floor Local Axis System e Go to the Attributes tab of View Options dialog box and activate the option Local Axis system in the Floors section Floor Local Axes System j Local axes are displayed inside the floor near node I which is corresponding to point 0 0 0 8 2 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS Trucks Nomenciature Mobiles that ate included in the Trucks tab are described as follows 2D QS 660 2D structural model using a QS 660 truck 3D CL1 625 0 30 3D structural model using a CL 625 truck Level 1 and DLA factor of 0 3 3D CL123 625 0 30 3D structural model using a CL 625 truck Level 3 and DLA factor of 0 3 For a 2D or 3D project you must include all moving load cases that correspond to a given truck Ex CL W with different DLA factors so that all cases are covered in the analysis as per clause 3 8 4 5 of S6 00 standard To quickly generate all required moving load cases use the Moving Load Case Generator See also The Trucks Tab Moving Load Case Generation Wizard CivilDesign inc Engineering Software 8 3 CHAPTER 8 MOVING LOAD ANALYSIS Position of Truck Axles and Wheels Location of wheels on mobile local axes O OF WW L OF Location of Axles Ze Location of front axle on the mobile Z axis E Location of no i axle on the mobile Z axis y0 0 y2 yl See also The T
464. ss section distance measured from the outside diameter of the top bar located above the continuous system X axis passing through the section Bending shape used in this stirrup pattern Shear wall Position of stirrups in this continuous system In shear walls the layout of stirrups is horizontal at 180 deg In beams stirrups are vertical at 0 deg Transverse Rebars Spreadsheet Bending Shapes Cross Sections CivilDesign inc Engineering Software Editing No Single click Double cl lick ot Space bar Double cl lick ot Space bar Single click Single click Single click Single click Double click Single click 13 83 CHAPTER 13 REINFORCED CONCRETE DESIGN Copying a Stirrup Sequence along with Patterns e Open the Transverse Reinforcement spreadsheet in Rebar Placement menu e Select the line that corresponds to the stirrup you want to copy e Right click and choose function Duplicate in the spreadsheet s contextual menu e Open the Transverse Reinforcement spreadsheet by double clicking on a stirrup sequence on elevation view or on a stirrup in an appropriate cross section e The spreadsheet includes data about the selected stirrup sequence e Select the lines and right click Choose function Duplicate in the spreadsheet s contextual menu See also Spreadsheets Contextual Menu Duplicate function Cross sections This spreadsheet is useful to create and define cross secti
465. structure Activate this box if the structure has a regular geometry and inertia Add ductility effects Activate this box to consider ductile frames for a seismic steel design according to section 27 of S16 01 standard Time History Analysis Acceletogram Click on the button to open a selection tree that allows you to select an accelerogram The accelerogram is graphically shown and can be printed with the toolbar on top of the graphic Duration Fix a maximum time for applying the accelerogram Be careful with this parameter because the time history analysis calculation can go on for a very long time Time pitch Time pitch of the selected accelerogram If you type in another value VisualDesign will use this time If you select another accelerogram and want to use its time pitch enter a value of zero Save node displacements Activate this option to save the time responses for node displacements in VisualDesign results file vr1 Read note 1 below Maximum Accelerations g Horizontal Maximum horizontal acceleration that will be considered for linear and non linear time history analysis It can also be required for a spectral analysis if some vibration mode s act towards the gravity axis Vertical Maximum vertical acceleration that will be considered for linear and non linear time history analysis It can also be required for a spectral analysis if some vibration mode s act towards the gravity axis Non linear Time Histo
466. sure loads The software will do so as long as it reaches convergence VisualDesign will apply wind loads according to the wind configuration that you chose before launching the design The program will keep it during all its design cycles According to chosen method for calculating wind pressure 57ee tab of Project Configuration the dialog box will include the following parametets Wind Pressure according to CAN CSA S37 01 Field Description Parameters q Reference pressure Cg Gust Effect Factor Ca Speed up Factor Cd Drag Factor Ice Thickness Ice coating on members Wind Direction X X component of wind direction Y Y component of wind direction Z Z component of wind direction Members Specify member usage that will be loaded automatically at design Fn gh Cg Ca Projected Area Af Total Projected Area Automatic calculation of total projected area 11 40 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Wind Pressure according to Environment Canada Heading Description Parameters Cg Gust Effect Factor Ca Speed up Factor Cd Drag Factor al Site coefficient given by Environment Canada a2 Site coefficient given by Environment Canada a3 Site coefficient given by Environment Canada Zh Site coefficient given by Environment Canada Zol Site coefficient given by Environment Canada Vol Wind velocity as per Environment Canada mph Ice Thickness Ice coating on members Wind Direction X X com
467. sv thermal expansion Description Automatically calculated 12 alphanumerical characters Imperial rebars number must begin with symbol Assign a Public or Private distribution to your personalized object A private object will not be merged into another database at the opening of the file The distribution of a pre defined object is Public and is not editable Select a type of fibre among the list Glass Carbon or Aramid Area of this bar Diameter of this bar Linear mass of this bar Perimeter of this bar Maximum manufactured length for this bar Colour assigned to this bar To modify it double click in the cell and choose another one among the list box This factor is used to calculate the development length for FRP bars It must exceed 1 0 Ex Dev length of FRP bar kb development length for deformed rebar calculated by VisualDesign Ultimate tension limit of the PRF bar Young modulus of the longitudinal PRF bar Specify the coefficient for transverse thermal expansion for this bar if temperature loads are applied to the structure Editing No Single click Double click Double click Single click Single click Single click Single click Single click Double click Single click Single click Single click Single click 13 8 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column Coefficient for longit therm
468. t lt or both directions gt gt amp lt lt Add generated cases to existing ones The generated moving load cases will be added to existing ones in the Moving Load Cases spreadsheet Delete cases except those created or modified by users Only the cases that were automatically generated will be deleted Delete all existing moving load cases All cases will be deleted in the Moving Load Cases spreadsheet before adding the new generated moving load cases CHAPTER 8 MOVING LOAD ANALYSIS Field Description This section applies to 3D project only 3D Lateral Displacements Activate the radio button that corresponds to the generation you want to get Four layouts are represented in the image Option 1 Cases will be generated from the far left through the far right of the bridge Option 2 Cases will be generated from moving load axis to the far right of the bridge Option 3 Cases will be generated from moving load axis to the far left of the bridge Option 4 Cases will be generated from right to left using the lateral pitch dx as the distance between two cases instead of the 3m distance between two trucks 3D Lateral Displacements Left x2 According to the image above enter the position x2 of trucks at the far left of moving load axis N B The distance x2 is positive VisualDesign will generate cases from this position and x1 is negative according to the local axis system of moving Righ
469. t x1 According to the image above enter the load axis position x1 of trucks at the far right of moving load axis VisualDesign will generate cases with respect to this position Lateral pitch between cases dx Specify the lateral pitch that will be used between two cases VisualDesign will generate intermediate cases considering positions x1 and x2 and this lateral pitch Number of lanes Check the number of boxes that correspond to the simultaneously loaded number of simultaneously loaded lanes Distance c c between 2 trucks dM By default this distance is 3m This distance will be added to truck offsets when creating moving load cases Press the Next button to get to the second page of the Wizard titled Truck Offsets and Selection In the left part of the dialog box you will find truck positions offsets for each loaded lanes according to local axis system of moving load axis In the cases shown below two lanes are simultaneously loaded 8 18 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS In the right part of the dialog box we can see that these offsets will be applied to five moving load cases because they are highlighted To withdraw a moving load case click once with the cursor to cancel the selection Generation of Moving Load Cases Truck Offsets and Selection Truck Offsets ON MO kWh Press the Finish button to generate moving load cases The Moving Load Cas
470. t 3 m CivilDesign inc Engineering Software 11 23 CHAPTER 11 TOWER DESIGN Guy Tensile Strength Calculation of Tr According to 16 01 and 37 01 steel design codes VisualDesign calculates the tensile strength as follows Tr AFy with equal to 0 6 Remark This calculation is only applied for a Guy usage Select this usage in the Usage drop down list box of Member tab Characteristics of the Member dialog box Analysing a Guyed Tower To attain convergence when analysing a guyed tower do the following e The guy sections must be of the GS guy strand or BS bridge strand types and the Guy usage must be selected in the Member Characteristics dialog box e Select the D Guy type of dead load to these members because the load factor for guy dead load is different from the structure one e Select tension compression axial end conditions for guy members e Guys must be modeled continuous except at ends support and attached member where they can be hinged e Guys must be split into smaller members using the function Multiple Split The option Automatic splitting must be activated When clicking OK VisualDesign will split selected guys into small members according to the guy diameters e The number of required iterations may be up to 100 in order to attain convergence for this type of structure Enter 100 in the Analysis tab of Project Configuration Activate a non linear type of analysis 11 24
471. t the Steel Design tab enter parameters and select a specification e Verification Select the Bolted Connection tab and assign bolted connection number to member s end nodes e Design Select the Bolted Connection tab and select a connection model to member s end nodes Bolted Connections Tab Members Complete this tab to verify or design member bolted connections Member Characteristics Standard Standard v Standard v L 10 54 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Description of the dialog box Field Description Bolted Connections Node i and Node j Number Model Tower Members Equation for KLx r Verify T C ratio Equation for KLy r Verify T C ratio Equation KLz r Connection number at node i or node j Choose node i and j connection model if you want VisualDesign to design it for you According to S37 01 standard towers Select the equation that will be used for the calculation of effective length in x which takes into account the type of bracing member and the number of bolts in the member end connections Activate this option if you want VisualDesign to compute the effective compressive length KLx according to clause 6 2 3 3 S37 01Standard Refer to Ratio T C According to 37 01 standard towers Select the equation that will be used for the calculation of effective length in y which takes into account the type of bracing memb
472. te 73 F rceSin TAC ace iniecto eque carte feisc nte a odere en a tete a fess tede eroe ded 73 Forces and Displacement Hysteresis Loops 73 Hysteresis EOODSa aa ee ee ete e d ere tedio e e te tet e iet 73 General Dynamic Analysis erre erre nnne nnnm n annua nnn a nnn ua ua 7 75 ec 75 Dynamic Load Diagrams etiem nte esiti E ente eque oq 76 Load Defifittons ecoaattr ott eee roa aede eee oth IR oae EEEE VETE Ren R nies 78 Applying the Dynamic Load to the Structure sss 78 Procedure to Run a General Dynamic Analysis eene 78 CivilDesign Inc Engineering Software iii CHAPTER 7 DYNAMIC ANALYSIS General Dynamic Analysis Module The Dynamic analysis module includes the Modal Spectral Linear Time History Non Linear Time History analyses and the General Dynamic analysis See also Distinction between Modal Spectral and Time History analysis Seismic Analysis Modeling to Satisfy Building Codes Effects of earthquakes according to the CNBC 1995 Calibration of Spectral Linear and Non linear Time History Analysis Participating Mass CQC Method for Modal Combination Distinction between Modal Spectral and Time History Analysis A Modal analysis involves computation of the structure s natural frequencies and the corresponding mode shapes According to modes shapes obtained from the Modal analysis the Spectral analysis will compute for each seismic direction and each
473. ters Choose a moving load from the list Go to Nomenclature of trucks for more details Specify which envelope corresponds to this moving load case Lm1 to Lm10 Specify which axis applies to this moving load case If there is one axis only choose Mobile Axis 1 See topic Moving Load Axes Direction of traffic on this axis Forward gt gt Back lt lt or both directions gt gt and lt lt Dynamic Load Allowance factor applied to the moving load when used alone For Standard S6 88 you should indicate the appropriate DLA factor generating the first natural frequency mode of the bridge For the 6 00 standard do not change the suggested factors cases but without Editing No Single click Double click Double click Double click Double click Single click 8 20 CivilDesign inc Engineering Software CHAPTER 8 MOVING LOAD ANALYSIS Column DLA Mobile Lane Imbalance Factor Add Overload Definition Culvert Design Use Elevation Elevation Longitudinal Slope 7 See also Desctiption Dynamic Load Allowance factor applied to the moving load when using a lane load that is evenly distributed For Standard S6 88 you should indicate the appropriate DLA factor according to the first natural frequency mode of the bridge For the S6 00 standard do not change the suggested factors the value must be 0 0 Based on clause 3 8 5 Centrifugal Force of S6 00 Code Go t
474. that controlled the design Class considered in the calculation of Mx Class considered in the calculation of My Class considered in the calculation of web buckling resistance Class considered in the calculation of compression strength Indicates if a positive or negative moment strong axis controls the design for flexion Resisting moment strong axis when Lu 0 Resisting moment strong axis when Lu gt 0 Unsupported length strong axis Factor allowing for the increase of the resisting moment of a laterally unsupported segment strong axis caused by a moment gradient Please refer to topic Elastic Lateral Torsional Buckling Indicates if a positive or negative moment weak axis controls the design for flexion Resisting moment weak axis when Lu 0 Resisting moment weak axis when Lu gt 0 Editing No CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Column Luy w2y Type of Nz Tension Tr Cr Resistance Cr Stability KLx KLy KLz KLt KL rx KL ry KL rz KL r max T C Ratio Desctiption Unsupported length on weak axis This value is null for sections with single and double symmetry because there is no lateral buckling on weak axis VisualDesign supposes that all sections strong axis for bending is around local x axis Factor allowing for the increase of the resisting moment of a laterally unsupported segment weak axis caused b
475. the View Options and look at diagrams Look at load combination envelope and design results through spreadsheets and View Options Moving Load Analysis Procedures User defined Trucks e Open the Moving Load Definition spreadsheet and in the Trucks tab check if the truck type to be used for the moving load analysis is listed A number of pre defined moving load configurations are used However others may be added example US codes For new trucks go to the Axle Wheel tab and enter the x amp y coordinates and weight of each axle expressed as a fraction of the total weight or as an absolute value Moving Load Axis e Define the path of the moving load by selecting a continuous line of elements along the path These elements are defined by selecting each one and in the Properties box ticking off Moving Load Axis box The Moving Load Axis could also correspond to a continuous line defined by the edges of floor or plate elements In this case select the edge from the Floor Characteristics or Plate dialog box If you have a 2D Model Create the axle factor groups using the 2D Dynamic Load Allowance Factors spreadsheet Then go to the Member and Support Characteristics dialog box and associate each member and each support with an axle factor group Select the member or support and then call the Properties function In the Member Characteristics dialog box or that of the Support Characteristics choose a group of axle fact
476. the calculation of net area Specify the timber species used for this member D Fir L Hem Fir S P F or North Species Specify the section grade Select No 1 No 2 No 3 Construction or Standard Enter the maximum shear stress for this member MSR or MEL Method Timber Design tab Member Dialog box Timber Specifications Spreadsheet CivilDesign inc Engineering Software Editing Single click Single click Double click Double click Double click or Space bar Single click Single click Double click Double click Single click 9 25 CHAPTER 9 TIMBER DESIGN Timber Groups Spreadsheet Select the Group function Structure Groups or use the short cut keys Ctrl G to quickly create design groups for selected members The created design groups will be listed in the Design Groups spreadsheet Structure Groups Timber Open this spreadsheet to edit names modify the assigned specifications or to select a design group for its display on screen Group Structural Data Column Description Editing Group ID Automatically calculated No Number 16 alphanumerical characters Single click Specification Select a timber specification among the list Double click VisualDesign will design this group of members according to this specification 9 26 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Truss Application Sawn Lumber Design for Specific Truss Applications VisualDesi
477. the equation that will be used for the calculation of effective length in the minor axis system If single steel angles are not oriented in an orthogonal axis system the drop down list box will be shaded The verification of tension compression ratio in a member bolted on strong or weak axis can be specified in the Bolted Connections tab of Member Characteristics dialog box However the following conditions must apply to members e The option check box must be activated e Member axis must be perpendicular to panel with a tolerance of 10 degrees If some members do not respect these conditions it is OK but the analysis will take more time CivilDesign inc Engineering Software 11 13 CHAPTER 11 TOWER DESIGN Selection of a KL r Formula for Braced Members Formulas that ate used for the calculation of KL r can be associated to a type of member angle HSS or rod and or to eccentricity and end restraint conditions at the member ends connections Formulas 1 to 6 are described below For L r lt 120 Formula 1 Formula 2 Formula 3 For L r gt 120 Formula 4 Formula 5 Formula 6 Concentric load at both ends KL r L r Concentric load at one end and normal framing eccentricity at the other end KL r 30 0 75 L r Normal framing eccentricity at both ends KL r 60 0 50 L r Unrestrained against rotation at both ends KL r L r Partially restrained against rotation at one e
478. the member maximum slenderness if different from default value 200 Stiffeners Intermittent Fillers 2L Spacing Fr 0 Km Factor Allowable Deflection Lx Ly HSS or Solid Round Shape Rod See also Member Dialog Box Steel Member Groups Steel Specifications Enter the spacing between I beam web stiffeners for shear capacity calculation OR enter the spacing between intermittent fillers for double steel angles A value of 0 means that there is no stiffener or filler If Ft 0 the tension field component of post buckling stress will not be considered in the calculation of shear resistance of the beam Refer to clause 10 10 5 CAN CSA S6 00 Standard N B If Ft 0 the bending moment and shear interaction equation will not be verified This factor is used in the calculation of effective compression length of double steel angles with intermittent fillers Refer to clause 6 2 4 3 CAN CSA S37 01 Standard Enter a deflection criterion relative to strong axis Enter a deflection criterion relative to weak axis Tick off this box if you want VisualDesign to account for stress relaxation in the calculation of axial compression according to clause 13 3 1 816 01 Standard Steel tab Project Configuration Steel Design Module Automatic Calculation of Kx Ky Kt and Kz 10 42 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Lateral Supports against Buckling Lateral support end conditio
479. tion Automatically calculated 12 alphanumerical characters Node number at origin of member Member end conditions in the plane of the strong axis Member end conditions in the plane of the weak axis Member end conditions for torsion Member axial relaxation Node number at the end of member 12 alphanumeric characters describing the member shape Expand the Shape ree composed of all the available shapes and choose one by activating a radio button Choose the member material in the Material selection ree Editing No Single click No Single click Single click Single click Single click No Double click Double click 13 34 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Column HSS t design Usage Dead load Gap between Angles or b1 Local axes P angle Length Pre tension Behaviour Composition Design Code Effective Inertia Bending strong axis Effective Inertia Bending weak axis Effective stiffness fot torsion shear Effective axial stiffness Description If a HSS shape was selected indicate the design thickness that will be considered during the design or verification in the list box Select the member usage among the drop down list box See topic Member Usage Dead load case that will automatically consider the member self weight in load combinations 2L section Gap between two angles
480. tion Steel Specifications spreadsheet Automatic Generation of Ice loads Automatic Generation of Wind loads Bolts spreadsheet Bolted Connections spreadsheet Member Bolted Connections Selection of a KL r Formula for Braced members Major Minor and Orthogonal Axis Systems Automatic Calculation of Kx Ky Kt or Kz Analysing a Guyed Tower Results of Bolted Connection Design Failure Modes Steel Design Results Tower Results CivilDesign inc Engineering Software 11 1 CHAPTER 11 TOWER DESIGN Project Configuration Analysis tab Specify the type of static analysis to be run linear non linear or with release parameters for non linear analysis subdivision of members for the display of internal forces reduction factor for tributary area and parameters for a general dynamic transient analysis Project Configuration General Preferences Analysis Foundation Seismic Steel Composite Beam ASCE 10 97 Co gt m Type of analysis C Analysis with release C Non linear analysis Tributary area v Reduction for compression V Reduction for bending NBC 1395 Code Parameters for non linear analysis Max variation for P axial Max variation for displacements Number of iterations Rigidity factor axial release 0 1 kN m Parameters for cyclic design Number of cycles optimization Number of cycles correction r General dynamic loadings
481. tion Thermal Gradient in column Type of Application VisualDesign s approach VisualDesign does the following steps for considering thermal gradient and shrinkage effects in steel concrete composite beams Step 1 Deflections ow and Ox are calculated with the transformed properties of the composite beam without considering any sliding effects theoretical composite beam Steel Beam The theoretical deflection is calculated using the section transformed properties without considering sliding effects Step 2 The deflection found at step one is applied to the steel member and the real area and inertia ate used e If the section is composite VisualDesign will consider the transformed area and inertia and will include sliding effects e If the section is not composite only the steel section is considered The real area and inertia of the steel section will be used in the calculation unless the user activated the option that considers the reinforcement in the slab for negative bending moments In this case the calculation of inertia will be done considering tensioned reinforcement in the slab 12 30 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS VisualDesign applies the theoretical deflection to the steel beam only and calculates the corresponding stresses Then equivalent forces are applied to the composite beam and sliding effects are considered Balanced Effects The correction of stres
482. tion stages Consider the composite section properties for analysis by choosing option x Consider the steel reinforcement in the slab located at negative moments by choosing option x As a result the position of neutral axis will be modified Consider the steel reinforcement in the slab located at positive moments by choosing option x As a result the position of neutral axis will be modified Members Spreadsheets Editing Double click Double click Single click Single click Single click Single click Double click ot Space bar Double click ot Space bar Double click ot Space bar Double click ot Space bar CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Column Description Editing Composite Beam with construction stages only Solid Concrete Composite effects will be effective at this Single click at Stage construction stage Composite Beam with or without construction stages Face Choose the face on the beam where stresses will Double click Number be calculated Position x Enter the position of this point on the beam Single click according to the figure below Linear Mass Linear mass of transformed section No Points for Extra Calculations See also Composite Beam tab Project Configuration Members Spreadsheet Defining Members as Composite Sections Composite Prestressed Concrete Beam Calculation of Forces and Sx for M and M Civi
483. tral analysis will be completed Choose the type of frame that will be used for the calculation of empirical period Available options are SMRF Steel moment resisting frame CMRF Concrete moment resisting frame Other Editing No Single click Single click Single click Single click Double click Single click Double click or Space bar Single click Double click or Space bar Double click CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Column T Method A T Method B Cv V Method A V Method B V Vdyn Torsion M Modal M M Desctiption Empirically period calculated according to art 1630 2 2 Equation 30 8 Fundamental period calculated according to art 1630 2 2 Equation 30 8 Seismic coefficient indicated at Table 16 Q Seismic coefficient indicated at Table 16 R Total weight of the structure acting towards this direction Design base shear exerted at the base of the structure according to art 1630 2 1 Equation 30 4 Minimal lateral seismic force exerted at the base of the structure according to art 1630 2 1 Equation 30 6 Lateral seismic force exerted at the base of the structure and obtained from the dynamic analysis This result is available when the spectral analysis is completed Torsion moment at the base created by accidental torsion effects Percentage of modal mass used This result is available when the spe
484. tricity CivilDesign inc Engineering Software 11 15 CHAPTER 11 TOWER DESIGN Table 2 KL r Formulas for Solid Round Welded Bracing Members Refer to Clause 6 2 5 3 and Table 7 of S37 01 standard Bracing Definition L rx80 80 lt L r x 120 L r 120 Straight Rod Single diagonal 0 90DL r 0 70 0 005 120 DL 2 DL r 0 70DL r Bent Rod Single diagonal 1 00DL r 0 8000 005 120 DL 2 DL r 0 80DL r composed of a continuous bent rod Xa Rod X Bracing One 0 95DL r 0 754 0 005 120 0 75DL r continuous one split DL1 r DL1 r diagonal all in the same plane welded all around at intersection Xb Rod X Bracing Both 1 05DL r 0 85 0 005 120 0 85DL r diagonal continuous DL1 2 DL1 r one bent out of plane tack welded at intersection Xc Rod X Bracing Both 110DL r 0 90 0 005 120 0 90DL r diagonal continuous DL1 2 DL1 r both bent out of plane tack welded at intersection Where D Rod outside diameter L1 Refer to Figure 7 K Bracing and Clause 6 2 3 5 1 of Standard S37 01 Table 3 KL r Formula for Single Tubular Bracing Members KL r 0 85DL r Where D is the outside diameter of HSS See also Steel Design tab Automatic Calculation of Kx Ky Kt or Kz Steel Specifications spreadsheet Automatic Calculation of Ice Loads Automatic Calculation of Wind Loads Bolts Spreadsheet 11 16 CivilDesign inc Engineering Software CHAPTER 11 TOWER DESIGN Automatic Calculation of Kx Ky Kt and Kz
485. ts Friction Damping Systems Many options are offered to the user regarding the use of friction dampers The most common uses are illustrated in the figures below Friction Damper applied to a Bracing Friction Damper 7 68 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Friction Dampers applied to X Bracings Friction Dampers Friction Dampers Friction Damper applied to a Chevron Bracing Friction Damper N See also Time History Analysis Elastoplastic Properties Non linear Time History Analysis Procedure Time History Results CivilDesign Inc Engineering Software 7 69 CHAPTER 7 DYNAMIC ANALYSIS Non Linear Time History Analysis The Non linear Time History Analysis icon of Tools toolbar The Non linear Time History analysis allows modeling friction dampers and elastoplastic hinges for selected members VisualDesign considers these members as full axially elastoplastic members Date and Time VisualDesign now displays the date of analysis in the Non linear Time History Analysis dialog box You will also find the time it was launched and the time it ended in the upper part and lower part of the dialog box See also Pall Friction Dampers Non Linear Seismic Directions Spreadsheet Go to Loads Seismic Directions Non linear and insert lines Give a name to each direction and specify the direction vectors Group Load case Data Column Descripti
486. ts ey amp ex The section may be positioned vertically longitudinally and transversely to the axis passing through the member end nodes Make sure that eccentricities ex and ey are the same for a given member Rigid Extensions ez All concrete members and prestressed concrete members must have rigid extensions because VisualDesign needs them to calculate the required rebars development lengths Rigid extensions ate specified in the Connection tab of Member Characteristics dialog box VisualDesign automatically calculates rigid extensions when the function Automatic Calculation of Rigid Extensions is called up available in Structure Tools Member Characteristics i Face of Support v z z Face of Support ha Noi Noj a Rki Fri El L Rkj Frj EIL CivilDesign inc Engineering Software 13 25 CHAPTER 13 REINFORCED CONCRETE DESIGN Alignment ex Choose an alignment from the drop down list box Manual Left or Right e If you choose Manual the value of eccentricity ex will be equal to zero The section will be centred on the node in the x direction e By choosing Left the section will be positioned left of the node and the value of eccentricity ex will be automatically calculated and written in this field This value will be negative and equal to half of the section width B k ex Left By choosing Right the section will be positioned at the rig
487. uavanoversenasossteasauanessuseseds 13 Calculation of Axle Factors According to S6 00 Standard sse 13 The Bridge Span Tab i E EE E toii eee uidens eto 13 The Supports Ta Besiers as ia E aE a aE EEEE EAEE EEEE Ei i 14 Moving Load Cases oce e annaa Annaan aAA AARNA Annen AEk 8 16 Moving Load Case Generatot iecit stie ebbe tob tere etie eee nn 16 Movino Load Cases Dialog BOX arre eterne eee pete pepe eque e e REESE 19 The Moving Load Cases Tab tics tte te Rr eto ete tee ee eth 20 The Moving Load Case Components Tab sse eene nennen enn 22 Copying a Moving Load Case along with Components sse 22 CivilDesign inc Engineering Software i CHAPTER 8 TABLE OF CONTENTS Moving Load Envelopes cscseeeseeeseneeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee 8 23 Definition of Moving Load Envelopes seen 23 Procedute 1 ied eL at RRE t td ane a tena tutta atte etd AET 23 lucu M R 24 Moving Load Envelopes and Load Combinations sse 25 CAN CSA256 2000 4 n traen die eo ti tet at n tare tame ted dta e en etd irata 25 AASELTOSERED 2004 acc cm ete amit items EEE ASSAN b ied ce e erepti ens 26 Analysis amp Results e eee riesen nenne annua uana a ana na nau Rau au aaa a uH uR 8 27 Moving Load Analysis Dialog Box esee 27 Structure with Cables ze deemed er rese ceat deant dese rema eiti
488. ucture Steel concrete composite beam If you completed the Composite Beam tab of Project Configuration specify the construction stage where the composite section should be effective VisualDesign will use the transformed properties Press this button to activate a dialog box allowing you to calculate stresses located at four points on the steel section Refer to topic Extra Calculations Shaded fields indicate the transformed section properties Refer to the image below to locate the neutral axis 12 20 CivilDesign Inc Engineering Software CHAPTER 12 COMPOSITE BEAMS Field Description Neutral Axis Position of neutral axis in the composite section yt Distance from neutral axis to top fibre yb Distance from neutral axis to bottom fibre Es Ec Ratio n Modulus of elasticity of steel divided by modulus of elasticity of concrete Ix Inertia of transformed section on strong axis J Torsional constant of the transformed section Area Area of the transformed section Linear Mass Linear mass of transformed section Sx ct Elastic section modulus of the top of concrete slab for strong axis Sx cb Elastic section modulus of the bottom of concrete slab for strong axis Sx st Elastic section modulus at the top of steel shape for strong axis Sx sb Elastic section modulus at the bottom of steel shape for strong axis See also Composite Beam tab Project Configuration Composite Concrete Slab Propert
489. udinal lines of planes Bolts of planes Member of planes Plate 2 4 2 4 Definition of Bolted Connections Select Bolted Connections heading in Structure menu and specify the required parameters for connections and bolts that will be used for the design of the bolted connections of tower membets 2 patterns x double shear 1 memb pattern x 2 patterns 2 pl pattern x 2 patterns Go to topic Bolt Layouts for more information about vatiables that are part of this spreadsheet Group Structural data Column Description Specification ID Automatically calculated Connection Connection number Up to 16 alphanumerical Number characters Editing No Single click 10 28 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN Column Connection Model Model 5 and 9 Other section Nos of bolts Bolt Bolts Layout Nos of transverse lines Nos of ongitudinal lines Nos of planes Bolts Nos of planes Member Nos of planes Plate Intercepted Threads Member em Member Member gl Member g2 Plate ep Plate et Plate Description Choose a connection model among the list box See topic Bolted Connection Models Additional section used as connector for models 5 and 9 Total number of bolts for this connection Choose the bolts that are used in this connection Choose the bolts layout In line Staggered A or Staggered B See topi
490. umber and the continuous system number However this information must be indicated in the General tab of Project Configuration Otherwise the legend will contain the continuous system number only The font that is used in this legend is the one used for rebar placement dimensions see the Dimensions tab of View Options and the colour can be modified in the Colours tab at root General Titles Contextual Menu While in the Rebar Placement window right click to access a contextual menu To edit elements in a quicker way choose a function among the menu Properties Delete Print and Print Preview An element must be selected longitudinal or transverse rebar or a cable before using the Properties or Delete functions The Properties function will call up the spreadsheet for the selected element The Print and Print Preview functions only applied to the drawing not to the spreadsheets that can be called up using the Properties function See also Properties Delete Print Print Preview CivilDesign inc Engineering Software 13 91 CHAPTER 13 REINFORCED CONCRETE DESIGN Mouse wheel Use the mouse wheel to zoom in and zoom out by scrolling the wheel up and down in the Rebar Placement window 13 92 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN aan Editing Rebar Placement Window Properties Function The Properties icon of Edit toolbar Rebar Placement Window When the Rebar Plac
491. und acceleration occurs a principal direction exists For most structures this direction is not known and for most geographical locations cannot be estimated Therefore the only rational earthquake design criterion is that the structure must resist an earthquake of a given magnitude from any possible direction In addition to the motion in the principal direction a probability exists that motions normal to that direction will occur simultaneously In addition because of the complex nature of three dimensional wave propagation it is valid to assume that these normal motions ate statistically independent CivilDesign Inc Engineering Software 7 39 CHAPTER 7 DYNAMIC ANALYSIS Recommendations on Orthogonal Effects For three dimensional response spectra analysis it has been shown that the design of elements for 100 percent of the prescribed seismic forces in one direction plus 30 or 40 percent of the prescribed forces applied in the perpendicular direction is dependent on the user s selection of the reference system These commonly used percentage combination rules are empirical and can underestimate the design forces in certain members and produce a member design that is relatively weak in one direction It has been shown that the alternate building code approved method in which an SRSS combination of two 100 percent spectra analyses with respect to any user defined orthogonal axes will produce design forces that are not a function of th
492. up Design Results title Column ID Node Number Shape Node Connection Number Connection Model Node i or j Type of Analysis Nos of bolts Bolts Nos of transverse lines Nos of longitudinal lines Bolts Layout Plate ep Plate Other section Description Automatically calculated Structure node number Member shape Node i or j Results are given for each node Connection number at this node Connection model at this node See topic Connection Models Type of analysis Verification or Design Number of bolts for this connection Type of bolts used for this connection Number of transverse lines for this connection See topic Bolts Layout Number of longitudinal lines for this connection See topic Bolts Layout Bolts layout In line Staggered A or Staggered B See topic Bolts Layout Longitudinal distance measured from free edge of plate to the first bolt in a row Designed plate thickness For connection model 5 specify the other section used as the connector CivilDesign inc Engineering Software Editing 10 79 CHAPTER 10 STEEL DESIGN Column Member em Member Br Member Trl Member Tr2 Member Tf Member Failure Plate Load Combination Nf Design load Message Inconsistent Dimensions Description Longitudinal distance measured from free edge of steel angle to the first bolt in a row Longitudinal distance measured cent
493. ural curvatures occur Its length extends at least d from a critical section Factored Load Effect Effect of factored load combinations as specified in Clause 8 3 which include earthquake load effects as determined in accordance with Clause 4 1 9 of the National Building Code of Canada 1995 Nominal Resistance Resistance of a section calculated using axial loads Ps and Pn where applicable and the specified values of f c fy with yc and ys taken as 1 0 Ps Axial force at section resulting from specified dead load plus specified live load Pr The earthquake induced transfer force resulting from interaction between elements of a linked or coupled wall system and shall be taken as the sum of the end shears corresponding to the nominal flexural resistance in the coupling beams above the section Pp The earthquake induced transfer force resulting from interaction between elements of a linked or coupled wall system and shall be taken as the sum of the end shears corresponding to the probable flexural resistance in the coupling beams above the section Probable Moment Resistance Moment tesistance of a section calculated using axial loads Ps and Pp where applicable and 1 25fy as the stress in the tension reinforcing and the specified values of f c and fs with yc and gs taken as 1 0 Ductile Coupled Walk Ductile flexural wall system with coupling beams where at least 66 of the base overturning moment resisted by the wall system is carried b
494. ven in accordance to the local axes system x y z The local z axis is longitudinal to the member Mry Mrx y Vry t Mrz z y w V Z Vry t Vrz x vrxt Mry a ee ee ee z x u z 9 2 CivilDesign inc Engineering Software CHAPTER 9 TIMBER DESIGN Defiection Calculation Method VisualDesign verifies the deflection under service loads However users must specify a load combination having an Instantaneous Deflection status in the Load Combinations spreadsheet before proceeding with a design The deflection is usually calculated with live loads only The deflection calculation procedure is shown below Length of span between inflexion points L1 to L5 below The calculation of maximum displacement according to an axis passing through two inflexion points is as follows v1 to v5 below In the design we assure the L1 v1 ratio stays above the indicated limit in the allowable deflection edit box of each member Timber Design tab of each members The selection of shapes is based on minimum inertia that satisfies a minimum stiffness with respect to deflection The strong and the weak axes are controlled in the same way according to the same allowable deflection Shear Energy N B The deflection due to shear energy is always added to calculated deflections P Delta Effects VisualDesign automatically uses non linear analysis for a cyclic design P Delta effects are included w
495. x is calculated using the non linear P Delta effects before the calculation of influence lines is done See also Modal Analysis Moving Loads Analysis Inelastic Effects due to an Earthquake Accidental Torsion Effects If you wish to add accidental torsion effects in the Time History analysis you must execute the spectral analysis beforehand because the spectral analysis generates static load cases that cause accidental torsion effects In addition even if you do not want to add accidental torsion effects it is preferable to proceed with a spectral analysis for to at least evaluate the percentage of participating weight This percentage minimum 90 is a good indicator for the minimum number of modes to use The Time History analysis can be relatively long longer than Spectral analysis so it is important to master the Spectral analysis of the project before doing a Time History analysis Note If accidental torsion effects or inelastic effects are required the analysis function will not be activated unless you perform a spectral analysis See also Loads Definition spreadsheet Time History Analysis Spectral Analysis Accelerograms Tension only Bracings e Goto the Member tab e Select a tension only end condition Axial Fz lt gt and select the usage Xt Diagonal in the Usage list box e Increase the number of iterations up to 10 in the Analysis tab Project Configuration If you are planning a dynamic
496. xis Effective compression length factor relative to weak axis For an Auto computation the Ky coefficient is automatically calculated Choose an automatic or manual computation of Kz If the Automatic box is activated VisualDesign will consider the specified value in the Steel tab of Project Configuration See also topic Automatic Calculation of Kx Ky Kt and Kz Effective compression length factor in the orthogonal z axis Choose an automatic or manual computation of Kt If the Automatic box is activated the Kt factor is automatically calculated according to the Steel tab of Project Configuration See also topic Automatic Calculation of Kx Ky Kt and Kz Effective compression length factor for the calculation of buckling due to torsion If the shape bottom flange is laterally supported at node i choose option x If the shape has continuous lateral support at the bottom flange choose option x If the shape bottom flange is laterally supported at node j choose option x If the shape top flange is laterally supported at node i choose option x Editing Double click Double click Single click Double click Single click Double click Single click Double click Single click Double click ot Space bar Double click ot Space bar Double click or Space bar Double click ot Space bar 10 50 CivilDesign inc Engineering Software CHAPTER 10 STEEL DESIGN
497. y a moment gradient Please refer to topic Elastic Lateral Torsional Buckling Indicate tension or compression Tensile strength of the section Tr min using net area Compressive resistance of the section Where 1 0 Compressive resistance according to KL rx KLy ty KL rz Effective compression length on strong axis Effective compression length on weak axis Effective compression length according to orthogonal axis system Effective compression length for torsional buckling Slenderness ratio according to the strong axis Slenderness ratio according to weak axis Slenderness ratio according to orthogonal axis system This ratio is calculated according to equations of Standard S37 01 for owners of the Tower and Antenna design module and it is chosen in the Steel Design tab for single steel angles Maximum slenderness ratio Tension Compression ratio corresponding to maximum design load for this member CivilDesign inc Engineering Software Editing 11 49 CHAPTER 11 TOWER DESIGN Column Net Area Vtx Vry Trz Message Deflection Load Combination Mx Lx Deflection Mx Lx Load Combination My Ly Deflection My Ly Stud 0 M Stud 0 M See also Design Brief Description Net Area of the section gross area minus bolt holes and affected by the reduction coefficient Shear resistance on weak axis Shear resistance on strong axis Resistance to torsion Des
498. y axial tension and compression forces resulting from shear in the coupling beams This structural system qualifies for a force modification factor R of 4 0 in the National Building Code of Canada 13 60 CivilDesign inc Engineering Software CHAPTER 13 REINFORCED CONCRETE DESIGN Ductile Partially Coupled Walk Ductile flexural wall system with coupling beams where less than 66 of the base overturning moment resisted by the wall system is carried by axial tension and compression forces resulting from shears in the coupling beams This structural system qualifies for a force modification factor R of 3 5 in the National Building Code of Canada Ductile Flexural Walk Structural wall that resists seismic forces and dissipates energy through flexural yielding at one or more plastic hinges This structural system qualifies for a force modification factor R of 3 5 in the National Building Code of Canada Hoop Closed tie or continuously wound tie A closed tie can be made up of several reinforcing elements with seismic hooks at each end A continuously wound tie shall also have seismic hooks at each end Seismic Hook Hook with at least a 135 bend with a six bar diameter extension but not less than 100 mm that engages the longitudinal reinforcement and is anchored in the confined core Seismic Cross Tie Single bar having a seismic hook at one end and a hook not less than 90 with at least a six bar diameter extension at the other
499. you to customize gridlines on both the major and minor intervals Field Selected axis Major gridlines Color Style Weight Minor gridlines Color Style Weight Align with labels Interlaced Description Choose the colors Set the major grid Set the major grid Choose the colors for major gridlines in the selected axis line styles in the selected axis line width in the selected axis for minor gridlines in the selected axis Set the minor gridline styles in the selected axis Set the minor gridline width in the selected axis Align labels with tickmarks and gridlines in the selected axis Set interlaced gridlines The interlaced colors are achieved with the major grid lines color and the background of the chart CivilDesign Inc Engineering Software 12 47 REINFORCED CONCRETE DESIGN CivilDesign inc Engineering Software CHAPTER 13 TABLE OF CONTENTS TABLE OF CONTENTS Chapter 13 Reinforced Concrete Design 13 1 Reinforced Concrete Design module sse 1 Design of Beams Columns and Shear Walls seen tenens 1 Designot 2 Way Slabs siete adesset ente tih e deae edet teedu s 2 Limitations OF this Modules ieieiden itc ete e etn eite eet to tee eese 3 Mesure M 3 Rebar Placement for Bending Moments ntes 3 Materials Steel Grades
500. ysis Procedures 7 38 CivilDesign Inc Engineering Software CHAPTER 7 DYNAMIC ANALYSIS Accidental Torsion Effects Seismic Analysis Modelling to Satisfy Building Codes CQC Method Effects of earthquakes according to CNBC 1995 Approximations and Limitations of the Response Spectrum Method Excerpts from Dr Edward L Wilson Articles on Numerical Techniques used in SAP2000 ETABS and SAFE Chap 12 15 and 17 University of California Berkeley This method cannot be used to approximate the non linear response of a complex three dimensional structural system The recent increase in the speed of computers has made it practical to run many time history analysis in a short period of time which produces superior results since each member is not designed for maximum peak values as required by the response spectrum method Design spectra Design spectra are not uneven curves since they are intended to be the average of many earthquakes Many codes have defined specific equations for each range of the spectrum curve for different soil types For major structures it is now common practice to develop a site dependant design spectrum which includes the effect of local soil conditions and distance to the neatest faults Orthogonal effects in spectral analysis It is reasonable to assume that motions that take place during an earthquake have one principal direction Or during a finite period of time when maximum gro
501. ysis or design Definition Comment Single click Note If you want to include accidental torsion effects into a static or time history analysis you must perform a spectral analysis beforehand The spectral analysis generates equivalent static loads that represent the accidental torsion effects CivilDesign inc Engineering Software 11 33 CHAPTER 11 TOWER DESIGN Load Case Families A family is useful when using the Load Combination Generation Wizard when some load cases need to be combined together The family is automatically created for some load case types only and a family will always include load cases that belong to the same type such as Wind Autowind Wind on traffic or Ice Auto Ice etc These load cases will always be combined together when generating load combinations Family numbers are editable by double clicking in the cell Select option N a in the drop down list box if you do not want to use families Up to 25 families can be created in the Loads Definition spreadsheet It is permitted to have a family number 1 for wind loads and another family number 1 for temperature loads However we recommend using different numbers to avoid mistakes and confusion Allowed families with CAN CSA S37 01 Standard e Wind and Autowind e Ice and Auto ice Example We have six load cases of the Wind type W1 W2 W6 Usually when using the Load Combination Generator six load combinations of the type D W will be gener

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