preTee - SOFiSTiK
Contents
1. No1 Nol Nol v 11 54 Beam3 Nol No1 No1 Noi 6 Beam4 Nol No1 No1 Nol 0 10000 Beam5 Nol No1 Nol Nol m 0 10000 Beam6 Nol Nol Nol Nol1 m sef 575000 5 75000 5 75000 offset ight 575000 5 75000 5 75000 5 75000 x Support right Length m Width ml 0 10000 0 10000 0 10000 4 For individual gaps untick Gap betw beams and edit t Gap JL For cross section mapping multiple selection is allowed Z Calculate immediately ox J Cancer Hee Figure 4 Input of splayed girders Cross Sections table supports for the definition of cross sections for each girders A drop down menu including a list of all available cross sections for this purpose can be activated Modifications for groups of girders can be made by selecting these girders while holding down the lt shift gt key version 2 0 10 ABES gt SOFiSTiK preTee 4 Input Tab Continuity Four different continuity models Figure 5 to Figure 8 are available for assignment to the individual support location in the bridge deck As a default continuity type 1 is pre defined for all piers and abutments Default settings can be set for each continuity model type 1 4 and referenced for each pier or abutment However by un checking the based on default box individual inputs can be made for each pier differing from the defaults where appropriate For all continui2. preTee version 2 10 5 2008 ABES Advanced Bridge Engineering Systems Pty Ltd Sydney Australia 2008 This manual is protected by copyright laws No part of it may be translated copied or reproduced in any form or by any means without written permission from Advanced Bridge Engineering Systems Pty Ltd ABES Sydney Australia ABES reserves the right to modify or to release new editions of this manual The manual and the program have been thoroughly checked for errors However ABES do not claim that either component is completely error free Errors and omissions will be corrected in due time after they are detected The user of the program is solely responsible for the application of the results stemming from calculations with this software and is strongly encouraged to test the correctness of all analyses ABES gt SOFiSTiK preTee l vaeneral os ne a a ae aE E E ee eo e E 4 1 1 Initial TNO ING ce cincans cetesst Sec oetneceaccerceccees dct otesed cacen Gentaeceececauet AantelesatadeeckocedanmeeGuee 4 1 1 1 Project Information eaten acca cee ete cape canteen ane cnatabetendeapc hea dieba dua tcntianeduess 4 14 27 Maternal SPSCiiGations 216s ciccetecoisieiaccicctesranlensteeaiaanaeemneiaivieniee anes 5 1 1 3 Cross section Information 25 sacs ses coc seco act ead ee Soeees etait ang secedctcdeaeetaeeteece 5 1 2 ABES preTee Task ccs lt crseceacatnccbcansesctcicacacebeecsesqaceatuccbeeateestcisecacsbteatecsassadsecbseate
3. table become active and can be modified This version 2 0 9 preTee lt P SOFiSTIK functionality allows the input of complicated deck geometries see also FAQs 8 3 Spanning Data table allows the exact definition of the reference line and the arrangement of the pre cast girders in relation to the reference line The length and direction of each span defines the reference line direction angles for the support lines can be given The availability of some lines in this table depends on the status of the tick boxes in the System Parameter input area These lines include values for the gaps between girders in the transversal direction the number of girders per span and the distance between the reference line and the edge of the bridge deck Input of splayed girders can be achieved in two ways firstly a different longitudinal gap between girders can be defined for the beginning and end of a span resulting in a regular fan pattern and secondly individual values can be assigned for irregular splaying patterns as shown in Figure 4 SOFISTIK preTee ABES q General System Continuity Loading Construction Schedule Postprocessing General gap betw be n Individual data System Parameters Sketch Number of spans 4 pie Numberofbeams 6 Offset Width of gap m Cross section Span Span2 Span3 Span1 Span Span3 Span4 Beam1 No1 No1 No1 Nol v 20 00000 Beam2 Nol
4. values by using small values rather than zero The temporary supports which are necessary during the construction sequence are set automatically to a value of 1 e8 kN m The exact position of this spring element in the cross section plane can be specified as part of the cross section information It is recommended to use the physical centre of the bearing for this purpose e Pre stressing allows the input of some specific pre stressing data The data entered for the strands in this tab are applied for all strands in all pre cast girders of the system The detailed strand geometry within individual girders is defined as part of the cross section information The value for Initial loss factor can be used to account for losses that occur between transfer of pre stressing and first placement of girders see also FAQs 8 1 version 2 0 7 ABES gt SOFiSTiK preTee e Slab Parameters allow the input of values governing the design of the transversal behaviour of the top slab The value for Slab thickness may differ from the slab thickness defined for the longitudinal cross section in order to account for reduced two way action of the top slab for example due to transversal cracking see also FAGs 8 1 Material number 3 is used as the reinforcement material version 2 0 preTee ABES gt SOFiSTiK 3 Input Tab System 3 SOFiSTIK preTee ABES General System Continuity L
5. ULS load combinations are applied automatically by the system and are documented in the report file P SOFISTiK preTee ABES Pas General System Continuity Loading Construction Schedule Postprocessing Superimposed Dead Loads Complete structure udi SDL_ Load 2 2 kN m2 Add deadload beam Load 0 kN m E Leftedgebeam SDL Load 1 kN m loc d1 0 3 m H Right edge beam SDL Load 1 kN m loc d2 0 3 m Additional line loads Type kN m Offset di m 1 A Selfweight will be considered automatically Traffic Temperature Road sj Load Train Constant temperature 5 DegC Nominal lane width w_lane 3 2 m Peme Constant temperature 3 DegC v M1600 DLA 1 3 Load Width p1 p2 b Linear top hot 40 DegC V Let 5 kKN m2 0 5 m 1600 DLA 1 1 Right 5 kN m2 05 x j Linear top cold 10 DegC v Right im 5 m HLP J Cv Split loads Settlement e Pier settlement 6 mm DLA 1 ae Dist from ref 0 m Wind Lane Factor for M1600 05 Without traffic 7 kN m DLA from M1600 will be considered paai B et Vertical offset 1 5 m eT re mene EEEae f ov Figure 10 Input tab Loading road traffic loading The input for the loading is dependent on the type of loading being applied the types of loading includes Superimposed Dead Load allows for the input for numerous t
6. defaults The tabs can be filled out in any order Interaction of input data between different tabs is controlled automatically When all input parameters have been defined by the user or the pre defined values are sufficient the user selects lt OK gt to proceed By pressing the lt OK gt button a CADINP file is generated in the background this file may be viewed using the TEDDY option within the SSD Users with knowledge of the CADINP language can modify this file using the TEDDY option However it must be stressed that this file is over written every time preTee is terminated using lt OK gt If the Calculate immediately option is ticked when the lt OK gt is selected the CADINP file is generated by preTee and executed immediately Depending on the size of the defined girder bridge deck this may take a few moments Automatically generated output is available immediately after calculation in the report file that can be viewed using the URSULA report viewer This automatically generated report can be supplemented freely by using the WinGRAF and DBView post processors version 2 0 6 preTee 2 Input Tab General 5 SOFiSTiK preTee ABES ny General System Continuity Loading Construction Schedule Postprocessing Commencement Date of Project Slab Parameters Mo Jan 1 2007 01 01 2007 Slab thickness 02 Concrete Reinforcement transversal Concrete age pre cast beams 14 Layer Minimum layer Geo zone f
7. shink temperate v Diameter 16 mm Besa R Allowable steel stress 250 N mn Top cover 50 mm Vertical C cv 1e 06 kN m Bottom cover 20 cm m Vertical Cm cmv 100 kNm x Top steel arear 20 mm Bottom steel arear 20 en m Transversal C ct 1000 kN m s Transversal Cm cmt 10 kNm come Longitudinal C cl 10 i kN m wn Longitudinal Cm cml 10 kNm Cy CMy gt ABES Steel area per strand 181 mre Steel stress 1074 N mn Initial loss factor Stress transfer length 1 m v Calculate immediately 5 Figure 16 Parameters in the General tab influencing the computation of time dependent effects 8 3 How is the exact geometry of the bridge deck computed Under construction 8 4 How is traffic loading applied and computed 8 4 1 General The area between the pedestrian strips if selected is assumed to be the area available for traffic loading Lanes are placed taking into account the specified nominal lane width see 5 Input Tab Loading If the lanes do not fit into the available space perfectly then two arrangements are considered firstly one lane arrangement where lanes are placed as far as possible to the left and secondly an arrangement where lanes are placed as far as possible to the right In bridges with splayed spans the narrowest span governs the considered lane layout For both lane arrangements left and right extreme influence lines are evaluated for all chosen load tr
8. Black circle marks peculiar data Baseine Typet I T2 f Continuity Data Input for Default Type 3 based on default Type 3 Diaphragm Optional Link Slab Cross section diaphragm INVALID Vertical offset v 1 m Horizontal offset h 05 m Consider linkslab check Representative spring stiffness C 10000 kN m Calculator 4 Define stiffness directly or use Calculator function to compute stiffness Figure 7 Input tab Continuity default settings for lt Type 3 gt Continuity Type 4 assumes full continuity across the pier with a cross beam establishing the connection between neighbouring spans For this model the bearing elements underneath each pre cast girder are removed and bearings underneath the cross beam are included The number of these bearings can be entered The positions of these bearings can be equidistant or at discrete positions defined individually for each bearing version 2 0 12 preTee 5 SOFISTiK preTee ABES General System Continuity Loading Construction Schedule Postprocessing Spans Select abutment or default types Black circle marks peculiar dta Baseine Typet I Tye2 Tye3 Continuity Data Input for Default Type 4 based on default Type 4 Cross Beam Cross section diaphragm INVALID Vertical offset v1 fl m Offset to bearing centre point v2 1 m Number of bearings 3 Edge distance f
9. P320 can be specified and the axle groups can be split by ticking Split loads as is optional according to the code Pedestrian Walks on both sides of the deck can be specified and loaded with a UDL For more details on road traffic loading also see FAQs 8 4 Specifications for railway Traffic loading for AS5100 can be entered when the drop down menu outlined in Figure 10 is switched to Railway as shown in Figure 11 Axle loadings can be modified Standard rail gauges can be selected or modified and the Rail positions in relation to the reference line can be specified Traffic E Railway a Load Train A L4300 Leading axle load 360 kN ae cae Width p1 p2 Remaining axle loads 300 kN Met 5 kN m2 o5 m Dynamic factor 1 F Right 5 kN m2 0 5 fp 1435 mm a Consider derailment load cases Rail positions y Dist to Ref line d m ity r Pee ee y yi ri y Figure 11 Input tab Loading railway loading version 2 0 15 ABES gt SOFiSTiK preTee 6 Input Tab Construction Schedule This input tab supports the definition of a construction schedule for the defined girder bridge A list of actions for this schedule is compiled automatically Only the day for the activation of this action needs to be specified by the user Changes of the structural system application of appropriate load cases and time dependent effects between these points
10. Pedestrian Load on additional spans 25 Odd Left Even Right Traffic loading envelope 1 eg M1600 for 601 AS5100 Traffic loading envelope 2 eg S1600 for 701 AS5100 Traffic loading envelope 3 eg HLP for 801 AS5100 Overall traffic loading envelope 101 Stresses at transfer in span 1 151 Stresses at transfer in span 2 152 Stresses at transfer in span 15 SLS Design Envelope 1102 1103 ULS Design Envelope 2105 2106 Accumulated result after construction stage 5 4005 Accumulated result after construction stage n 4000 n Individual result for construction stage 5 5005 Individual result for construction stage n 5000 n version 2 0 26
11. ads G2 PERM 2 0 0 70 Prestress loads P PERM 1 0 1 0 Creep and Shrinkage C_1 PERM 12 1 0 Additional Creep C2 PERM 1 2 1 0 Differential Effects Differential Setelment f COND 1 5 0 0 Transient Effects M1600 Traffic L M EXEX 1 8 0 0 S1600 TRaffic LS EXEX 1 8 0 0 HPL Traffic L H EXEX 1 8 0 0 Pedestrian Loading ZQ COND 1 8 0 0 Wind Loads W COND 1 0 0 0 Thermal Effects Temperature Loading T COND 1 25 0 0 8 6 2 Code Independent Loading Dead loads of the structural members are generated and applied automatically Additional dead loads can be specified in the Loading tab see 5 Input Tab Loading Additional dead loads are grouped into one loads case for each span Pre stressing is also grouped into one load case for each span version 2 0 24 ABES gt SOFiSTiK preTee Temperature loading is broken into three load cases and applied to all spans and elements of the deck These three load cases include constant temperature loading throughout the cross section and top hot and top cold linear temperature distribution Non linear temperature distributions can be included by defining an equivalent linear gradient Wind loading on the complete bridge deck is modelled with two load cases one for wind loading onto the bridge deck without traffic present on the bridge and one load case with traffic present For the second load case a vertical offset can be input in order to define the eccentric applicat
12. ains Each lane is loaded with the factors specified in the selected code and all possible combinations are computed An envelope for each selected load train is compiled with results stored in load cases one each for leading maximum and minimum forces and co existing results The load case numbers for these envelopes are given for each available load train in the code specific sections of this chapter The individual section forces for beam and shell elements are organised as indicated in Table 1 for 600 load cases version 2 0 21 ABES gt SOFiSTiK preTee From these envelope results a final overall traffic envelope is generated and stored under load case numbers 100 Section forces as well as stress results are computed for all envelopes including envelopes for individual load trains as well as the overall traffic envelope Details on the methodology applied in the generation and evaluation of influence lines can be found in the manual for module ELLA Table 1 Load case numbers for traffic envelopes 600 Leading beam section Load Leading shell section Load case force case force Number Number Max axial N 601 Max bending about x Myx 621 Min axial N 602 Min bending about x M x 622 Max shear y direction 603 Max bending about y Myy 623 Vy Min shear y direction Vy 604 Min bending about y My 624 Max shear z directi
13. aken from a calculator Also see FAQs 8 5 for details version 2 0 11 preTee a OFISTib hindo Help 5 SOFiSTiK preTee ABES General System Continuity Loading Construction Schedule Postprocessing W Select abutment or default types Black circle marks peculiar data Baseline l Typel Continuity Data Input for Default Type 2 based on default Type 2 Link Slab Representative spring stiffness C 10000 kN m J Define stiffness directly or use Calculator function to compel stiffness Length debonded area d m Steel area per beam in link slab Ast 2000 mm Factor for tension stiffening f 1 2 E Gap above piers g2 0 2 m Young s modulus E 21e06 Pa Spring stiffness C 70000 kN m C Ast 1e 6 f E d 0 5 92 Figure 6 Input tab Continuity default settings for lt Type 2 gt and link slab lt Calculator gt Continuity Type 3 Figure 7 adds a diaphragm at the end of each span to the options also available in Type 2 The diaphragm cross section must be defined using the usual SSD tools for cross section definition and can be selected here The stiffness of a link slab across the pier can be defined as in Type 2 or can be set to Zero 5 SOFISTiK preTee ABES General System Continuity Loading Construction Schedule Postprocessing Spans Select abutment or default types
14. e aa ael 24 8 6 2 Code Independent Loading eeeeececcccee cece eeeeeeeeeeeeeeeeeeeeeseaaeaeeeeeeeeeeeseenaaaees 24 version 2 0 3 ABES gt SOFiSTiK preTee 1 General preTee is an input wizard specifically designed for girder bridges assembled from pre cast pre stressed girders which are placed adjacent to each other with an on site concrete topping slab preTee supports the input of the structural system the load definition and the definition of a construction sequence The structural analysis and automated design checks are performed automatically based on the provided input information and in accordance with the prescribed national code preTee functions as an integral task within the SSD SOFiSTiK Structural Desktop user environment A basic understanding of the SSD user environment will be required for the use of the preTee wizard and the application of information presented in the user manual 1 1 Initial Definitions The following information must be defined prior to launching preTee to ensure the correct functionality e general project information e material specifications and e cross section information It is recommended that when commencing a preTee project the predefined templates are used This is done by choosing New Project from Template from the File drop down menu in the SSD By following the tabs to the pretee sub directory a template called pretee_as5100 sofistix for AS5100
15. ections for the longitudinal girders are modelled in two parts part 1 which is activated at the time of placement of girders also see 6 Input Tab Construction Schedule for the pre cast part of the cross section and part 2 for the top slab which is activated at the time of establishment of the composite system This implicates that these composite longitudinal girders are responsible for all longitudinal effects Design results for these elements include the longitudinal reinforcement in the longitudinal direction for both parts Pre stressing is modelled by using tendon elements running within the pre cast girders The exact tendon layout is defined as part of the cross section information and is best input using the provided cross section template editor For each individual tendon sleeve lengths or de bonded lengths can be specified The tendon properties for all used strands can be entered in the General tab In the numerical model all strands with the same sleeve lengths within one pre cast member are combined into representative tendons in order to minimise the model size Elements are grouped together logically to enable activation for the construction stages Foe example all shell elements representing the top slab of a span are combined into one group and all pre cast members of one slab into another 8 2 How are time dependent effects accounted for Time dependent effects starting with the placement of girders a
16. eeencats 6 2 Input Tab General see id etches eect abereaecentudeccadsveetocbucertadaveaeiasmeesdlemeedions 7 3 MABE lab Sy SUS siecia a aa a eters 9 4 put Tab Continuity siita err ere er ore reer ee arai ee er aaa eee ee reer ee 11 5 Input Tab PO AGING cae actatensesdcnceatatoterctadoaetacncatnctetanctaccouenetatorctacnente ctl occbacssonct acon etee 14 6 Input Tab Construction Schedule scajieies sic eeca apices teen scat anata deasteuseabecapteaaaiebieatsiandeenetes 16 7 Input Tab PaGt PROCS SWIG i siad sacs apiccesciecedaed cpecedaeen taba epiecandiacine ic edagese a eae 18 8 FAQS ree a aR eo a Or Oe eae eee 19 8 1 How is the structural system set UP ccccceeeeesssssecceeeeeeeeeeseneaeeeeeeeeeeeeeeesaaaees 19 8 2 How are time dependent effects accounted for cccccccccccecccceeeeeeeeeeeeeeeeeeeeeees 20 8 3 How is the exact geometry of the bridge deck computed ccceeeeeeeeeettees 21 8 4 How is traffic loading applied and computed cccceeeeeeeeeeeeetteeeeeeeeeeeteeeeaeees 21 8A Generale ca aren rer ener eee meer er rere ae near E ore 21 8 4 2 Specific details with regards to the AS5100 ccceeeeeeeeeeeeenteeeeeeeeeteeeeenaeees 22 8 5 How is continuity modelled in splayed girder arrangements ccceeeeeeeeeeeeees 23 8 6 What conventions are used when defining load cases ccceeeeeeeeeeeetteeeeeeeees 24 86 1 Loading e261 gk gem merger ne ee UR ear eee ee re
17. gitudinal girders a b Figure 17 Spring elements modelling link slabs version 2 0 23 ABES gt SOFiSTiK preTee 8 6 What conventions are used when defining load cases 8 6 1 Loading Actions To enable the definition of ultimate and serviceability load conditions all loads used in the SSD environment are assigned a load type To each of these load types the favourable and the unfavourable load factors are applied according to the selected design code and the load combinations are formed accordingly Therefore the definition of these load types in preTee depends strongly on the selected design code Load types and the assigned factors are pre defined in the lt design_code gt ini file in the installation directory e g for AS5100 this information is stored in Sofistik 23 as_5100 ini Each loading type which is declared a permanent loading PERM in Table 2 is by definition a creep active loading Other synonyms in this column of Table 2 refer to superposition rules used for design envelopes These synonyms are explained in the MAXIMA AQB and SOFILOAD manuals The definition of the load types and associated factors for the Australian Standard AS5100 are as shown in Table 2 Table 2 Action types for AS5100 Effects Action Type of Factors Name Loading Unfavourable Favourable Permanent Effects Dead Loads G_1 PERM 1 2 0 85 Additional Dead Lo
18. illage 2D Slab Module ASE 2D Prestressed Slab Groups System preview Fixed Group Divisor 10000 7 eT Free Distribution Bridge Engineering mm k e 2 i l 4 Preprocessing Kind of Preprocessing Teddy Textinput Figure 1 General project information 1 1 2 Material Specifications Material properties can be changed using the respective tasks within the SSD however material numbers are pre defined and should be specified according to the following convention e Material number 1 defines the concrete grade of the pre cast girders e Material number 2 is used for the top slab concrete grade e Material number 3 specifies the reinforcement steel grade for both the pre cast girders and the top slab e Material number 4 defines the pre stressing steel in the pre cast members 1 1 3 Cross section Information Cross sections can be defined using any SOFISTIiK tool available for this particular purpose However for the pre cast girder cross sections certain conventions must be adhered to and it is recommended to use the pre defined cross sections along with the provided cross section editor Cross sections for cross beams or diaphragms should also be entered prior to using the preTee wizard if they are required in the model version 2 0 5 ABES gt SOFiSTiK preTee 1 2 ABES preTee Task The ABES preTee task is structured into a number of input tabs All input options are pre defined with
19. in time are taken into account automatically 5P SOFISTIK preTee ABES General System Continuity Loading Construction Schedule Postprocessing A Sort data by clicking on header Period Location Sequence Date Span1 Placement beams 02 01 2007 5 Spani Onsite slab 06 01 2007 7 Span1 Composite system 08 01 2007 0 Span2 Placement beams 01 01 2007 0 Span2 Onsite slab 01 01 2007 0 Span2 Composite system 01 01 2007 0 Span3 Placement beams 01 01 2007 0 Span3 Onsite slab 01 01 2007 0 Span3 Composite system 01 01 2007 0 Span4 Placement beams 01 01 2007 0 Span4 Onsite slab 01 01 2007 0 Span4 Composite system 01 01 2007 0 Pieri Activation of link slab 01 01 2007 0 Pier2 Pour diaphragms 01 01 2007 0 Pier3 Pour crossbeam 01 01 2007 21 All Additional dead loads 22 01 2007 Figure 12 Input tab Construction Schedule For every span three actions are considered e Placement of beams Each girder in this span acts as a simply supported structural system with supports at the specified bearing positions Pre stressing and self weight are applied Internally this stage is split into two one stage for the pre stressing on a simply supported system for each pre cast member and a second stage for the application of self weight with all bearing restraints as defined in the General tab active including possible longitudinal stiffness in the bearings e Pouring of the Onsite slab The wet concrete of the top slab
20. ion level of the loading Support settlement loading is considered by generating one load case for each support point Pedestrian loading is applied as a line load on the defined pedestrian walk ways Envelopes are stored as load cases one load case each for leading section forces and the co existing forces One such set for the maximum and one for the minimum combination A number of intermediate load cases are created by the software automatically These load cases are mostly not relevant for further use but are still visible in the data base during post processing Load case numbers for relevant load cases are listed in Table 3 version 2 0 25 ABES gt SOFiSTiK preTee Table 3 Load case numbers Type of Load Case Load Case Number Additional dead load span 1 201 Additional dead load span 2 202 Additional dead load span 20 Pre stressing in span 1 501 Pre stressing in span 2 502 Pre stressing in span 50 Constant temperature loading 11 Temperature gradient top hot 12 Temperature gradient top cold 13 Wind force without traffic 51 Wind force with traffic 52 Settlement at support 1 71 Settlement at support 2 72 Settlement at support 7 Pedestrian load span 1 left 251 Pedestrian load span 1 right 252 Pedestrian load span 2 left 253 Pedestrian load span 2 right 254
21. iption of the algorithms used to determine the deck geometry can be found in the FAQs 8 3 The System input tab Figure 3 is structured into the following input areas All Spans contains a schematic graphical representation of the specified deck system The reference line and the deck boundaries are outlined Modifications to the system are displayed immediately A single span for detailed representation in the Span xx can be selected Adjustment to the span length and orientation are made in the Spanning data table Span xx shows the exact girder layout of the selected span A single girder can be selected triggering the display of some selected data for this girder and the highlighting of this girder in the Cross section table The number of girders and reference line offset maybe be adjusted under the System Parameters System Parameters allows the input of general parameters defining the deck layout The location of some of the general parameters are presented in the Sketch adjacent to the input region The parameters with check boxes are valid for all spans if ticked or may be adjusted for individual spans if unchecked The variable parameters are found in the Spanning Data table if they are greyed out they may not be modified If one or more of these values are un ticked the corresponding entries become unavailable for input and the corresponding values in the Span Arrangement
22. is applied as a dead load onto the girders of this span e Establishment of the Composite system The span is turned into a composite system of girders and top slab acting together Temporary supports for each girder are removed All sub sequent actions on this span are applied on this composite system version 2 0 16 ABES gt SOFiSTiK preTee When the continuity over a support is changed it may be necessary to define some additional construction stages These additional stages are dependent on the type of continuity and are as follows e Type 1 No action is necessary for continuity e Type 2 Activation of link slab is proposed at all piers with continuity Type 2 e Type 3 Pour diaphragm is proposed at all piers with continuity Type 3 If a link slab is also selected in addition to the diaphragm then a second action Activation of link slab is proposed for this pier e Type 4 Pour cross beam is proposed for all piers with continuity Type 4 In this case the temporary supports at the ends of the pre cast girders are removed and replaced with the final supports underneath the cross beams as specified In a final stage all Additional dead loads are applied and creep to infinity is simulated version 2 0 17 ABES lt gt SOFiSTiK preTee 7 Input Tab Post Processing This input tab supports the definition of post processing requests Using the two gra
23. may be found as part of the standard installation of the preTee wizard Once the template is selected the user will be asked to define the name of the project data base and the location of the directory where the database and all associated files will be stored When the project is open the project tree will consist of a System Group and a preTee ABES group Under the System group will be found the initial definitions including system information materials and cross sections While the preTee ABES group contains the ABES preTee task 1 1 1 Project Information General project information is defined in the System Information Task Figure 1 This task is pre set in the provided template In this input window a number of alternative settings are possible While it is recommended that the title of the project be adjusted to describe the project adjustment of the other variables is not recommended as they may override assumptions made by the preTee wizard version 2 0 4 iSTiK preTee 5P SOFiSTiK System Information Project Title EES Presentation Example Database desi a Directory fe phm development pretee test smeared_beam_load Design Code EE s100 au Altitude m 0 0 Zones Wind Snow Earthquake System Calculation 3D Frame 3D FEA Orientation of Deadload Positive Z Axis w 2D Frame 2D Wall Type of Calculation Plane Stress System 2D Gi
24. n across the box and then across to neighbouring sections as shown in Figure 15 To link the beam elements to the slab elements rigid links are set up between the beam nodes and the slab elements in the at each beam node location Thus in Figure 14 a rigid link exists between nodes 16 29 42 etc This way local bending above the box or over the flanges can be considered The connection between shell and beam elements is established by rigid links shell elements beam elements structural nodes o centre of gravity a principal axes rigid links Figure 15 Connection between beam and shell elements version 2 0 19 ABES gt SOFiSTiK preTee The top slab is modelled with orthotropic slab elements with very little stiffness in the longitudinal direction The stiffness in the transversal direction is computed taking into account the thickness specified in the General tab Figure 2 Design results for the shell elements include only transversal reinforcement Sometimes quite small and distorted elements are generated for the areas between the bearings and the actual ends of the girders These elements can cause problems in the design process most notably the shear design routine In this case it is recommended to tick Simplified slab mesh in the System tab which eliminates these small elements at the cost of introducing a small inconsistency in the connection between girders and top slab Cross s
25. nd design combinations leads to a detailed output of load case results and ULS and SLS envelope results for each selected cross section in the analysis report These listings are especially useful when performing plausibility checks version 2 0 18 ABES gt SOFiSTiK preTee 8 FAQs 8 1 How is the structural system set up The structural system of the bridge deck is set up automatically as a mixture of shell beam and elastic spring elements The top slab is composed of shell elements The pre cast girders diaphragms and cross beams are modelled with beam elements Bearings and link slabs are modelled with spring elements The number of elements between bearings for each longitudinal girder can be input in the System Parameters input area of the System tab One more element at each end of each girder is added by the system to model the distance between support locations and physical ends of the girders Meshing of the shell elements forming the top slab corresponds to the beam elements since above each web another node is created for each structural node on the longitudinal girders Figure 14 By 8 fo by HHS connected with pre cast member nodes for shell rigid links centreline elements hoe ac wea ma 2 5 nl Figure 14 Structural nodes for one pre cast member When using box type cross sections for the pre cast girders the shell elements are set up to spa
26. oading Constuction Schedule Postprocessing All Spans EA y W Select active span Baseline Span1 System Parameters Sketch Beam 1 cross section No 1 ME 10 1 7 Number of beams V Offset Overhang d Gap above piers g2 7 Gap betw beams at 0 1 Number of elements Simplified slab mesh Select active beam T Offset Span Arrangement Cross sections Spani Span2 Span3 Span4 a Span1 Span2 Span3 Span4 Direction 0 00000 0 00000 0 00000 0 00000 Beam1 No1 Nol No1 Not Support left 0 00000 0 00000 o ooooo 0 00000 Beam2 No No1 Nol No1 Support right 0 00000 0 00000 0 00000 0 00000 Beam3 No1 iNo1 No1 Nol Length m 20 00000 20 00000 20 00000 20 00000 Beam4 No1 No1 No1 No1 Width m 11 54 11 54 11 54 11 54 Beam5 Nol Not INo1 Nol Beams 6 6 6 6 Beam6 No1 No1 No1 Nol w Gap left 0 10000 0 10000 0 10000 0 10000 t Gap right 0 10000 010000 0 10000 010000 JD For individual gaps untick Gap betw beams and edit Gap J For cross section mapping multiple selection is allowed Calculate immediately ok Cancel Help Figure 3 Input tab System The geometry of the bridge deck in the longitudinal direction is based on a reference polygon Individual girders are usually set out in parallel to this reference polygon except where a splayed layout is specified A detailed descr
27. oading can be specified version 2 0 22 ABES gt SOFiSTiK preTee A simplified yet conservative approach is implemented in order to simulate derailment loading for LA300 loading 8 5 How is continuity modelled in splayed girder arrangements Series of nodes are typically created on the support axes of piers where link slabs or cross beams are defined These nodes are situated on the projection of each pre cast girder onto the support axes and are rigidly connected with each other Link slabs continuity Type 2 and Type 3 are modelled by spring elements in the top slab level connecting the ends of the longitudinal girders with the corresponding nodes on the support axis In places where the number and direction of girders remains the same across the pier this system results in a parallel arrangement of spring elements as shown in Figure 15a In places where the number of girders changes across a support or where splayed arrangements are defined or where the longitudinal direction of the deck changes the resulting arrangement of spring elements simulating the link slab may look similar to the one shown in Figure 15b At support locations where cross beams continuity Type 4 are defined the same series of nodes on the support axes are generated Cross beam elements connect these nodes across the width of the deck The individual nodes are then connected rigidly with the corresponding end nodes of the lon
28. on 605 Max bending about xy 625 V2 Mx Min shear z direction V2 606 Min bending about xy 626 My Max torsion Mr 607 Max shear in y Vy 627 Min torsion Mr 608 Min shear in y Vy 628 Max bending about y 609 Max shear in x Vx 629 My Min bending about y My 610 Min shear in x Vx 630 Max bending about z 611 Max membrane in x Nx 631 Mz Min bending about z Mz 612 Min membrane in x Nyx 632 Max membrane in y Nyy 633 Min membrane in y Nyy 634 Max membrane in xy Nyy 635 Min membrane in xy Nyy 636 8 4 2 Specific details with regards to the AS5100 Load trains for M1600 S1600 and HLP400 320 loading for road bridges and LA300 loading for railway bridges are currently implemented Load case numbers 600 are reserved for the M1600 or LA300 loading respectively 700 for the S1600 loading and 800 for the HLP400 320 loading For road bridges lane factors of 1 0 for the first lane 0 8 for the second lane and 0 4 for all sub sequent lanes are applied as required by the AS5100 All possible combinations of lane loading are iterated For HLP400 loading the location of the loaded double lane can be specified in the Loading tab The areas on each side of this double lane is loaded with half of the S1600 and M1600 loading as specified in the AS5100 The axle groups can be split into two groups of 8 axles as specified in code if required and the lane factor for the accompanying M1600 l
29. or bearing left 0 5 m Edge distance for bearing right 0 5 m Equidistant check Figure 8 Input tab Continuity default settings for lt Type 4 gt By clicking on a support location in the Spans input area the continuity model data for this particular location is displayed in the Continuity Data input area This data can be modified the default settings can be applied or replaced by individual settings for this location or a different continuity model can be chosen for this location Figure 9 5 SOFiSTiK preTee ABES General System Continuity Loading Construction Schedule Postprocessing Spans y Select abutment or default types Black circle marks peculiar data Baseine Typet Tye2 Typed 4 Typed Continuity Data Input for Pier 3 Type 1 V based on default Type 1 No Continuity P21 Type 2 J No input data Teo 4 Figure 9 Definition of a continuity model for one support location version 2 0 13 preTee ABES lt gt SOFiSTiK 5 Input Tab Loading All loading conditions on the bridge deck can be specified in this tab The self weight of all structural components is applied The input area for Traffic loading is code dependent Currently input options for AS5100 road and railway loading are implemented All loading specified in this tab is non factored Appropriate factors for various SLS and
30. or creep amp shrink temperate Diameter 16 Beatrag Stifness Allowable steel stress 250 3 Top cover 50 Vertical C cv 1e 06 kN m Bottom cover 20 Vertical Cm emv 100 kNm Top steel area 20 t Transversal C ct 1000 kN m Bottom steel area 20 Transversal Cm cmt 10 kNm ceme Longitudinal C c 10 kN m Bo Longitudinal Cm cml 10 kNm Cy City Pre Stressing Steel area per strand 181 Steel stress 1074 Initial loss factor 0 97 Stress transfer length 1 Calculate immediately __ Cancel Help Figure 2 Input tab General The General input tab Figure 2 supports the input of general system information and is divided in to five input areas e Commencement Date of Project influences the dates displayed in the construction schedule see also 6 Input Tab Construction Schedule e Concrete the age of the concrete pre cast girders is a means of imposing some initial creep and shrinkage values into the pre cast members prior to construction Also defined is the geographical region to define the shrinkage and creep variables e Bearing Stiffness defines the elastic stiffness of the bearings in all six degrees of freedom used in the final system either supporting each pre cast girder or the cross beams depending on the defined continuity model see also 4 Input Tab Continuity A stable structural system should be ensured when entering these
31. phic input areas All spans and Span xx individual girders slabs and cross sections can be selected By ticking the boxes in the input windows below output requests can be specified for the selected members um SS SOFISTIK preTee ABES General System Continuity Loading Construction Schedule Postprocessing All Spans Span 2 rag GA Beams Slab Cross section t y Select beam for postprocessing ray YX 0 Select active span Baseline Select all beams Unselect all beams Select all slabs Unselect all slabs _ Select allbeams Unselect all beams Beams Generate WinGraf template gra file Slabs Generate WinGraf template gra file Coss sections Show influence line and traffic load positions Z Show development of stresses in construction sequence CheckBox Input 7 Calculate immediately OK Cancel Help Figure 13 Input tab Post Processing Create WinGraf template leads to the creation of a template for the graphic post processor WinGraf One template file for each selected girder or slab is created which can subsequently be used for visualisation of results Show influence lines and traffic loads leads to the visualisation of this information in the report for each selected cross section This report is automatically generated during an analysis run and can be viewed using the Ursula report viewer List results a
32. re computed automatically taking into account the information entered in the Construction Schedule tab see also 6 Input Tab Construction Schedule Differential creep and shrinkage between individual parts of the cross section is taken into account resulting losses in the pre stressing are also computed The average age of the concrete of the pre cast sections at the time of placement can be entered in the General tab Figure 16 This age should be viewed as a nominal age also accounting for effects during curing of the pre cast girders etc Engineering judgement should be used for this input Additional losses in the pre stressing before placement of the girders can be approximated by setting the corresponding factor also in the General tab Figure 16 Again this factor may be set to account for losses during curing of the pre cast girders etc version 2 0 20 ABES gt SOFiSTiK preTee Creep and shrinkage according to AS5100 depends on the region where the bridge is to be constructed This information can also be specified in the General tab Figure 16 SOFISTIK preTee ABES Ea General System Continuity Loading Construction Schedule Postprocessing Commencement Date of Project Slab Parameters Mo Jan 1 2007 0 0207 S ddraen o a Concrete Reinforcement Transversal Concrete age pre cast be ms 14 days Layer Minimum layer Geo zone for creep amp
33. ty models except Type 1 additional actions are included in the construction schedule see chapter 6 for details The Spans input area shows a schematic outline of the defined bridge deck The selected continuity model is represented by a colour code for each support location in this view At each support location the abutments and piers can be activated and the corresponding continuity settings are then displayed in the Continuity Data input area Furthermore buttons for each continuity model are also available By clicking on these buttons the default settings for the corresponding continuity model can be displayed and modified in the Continuity Data input area The following continuity models are currently implemented Continuity Type 1 Figure 5 is the default setting and leaves each span free to move independently from other spans No continuity is assumed P SOFiSTIK preTee ABES Select abutment or default types Black circle marks peculiar data Baseine Typet 4 Tyre2 0 Tye3 1 Tres Continuity Data Input for Default Type 1 based on default Type 1 No Continuity J No input data Figure 5 Input tab Continuity default settings for lt Type 1 gt Continuity Type 2 Figure 6 assumes longitudinal elastic action of the top slab across the pier The stiffness of the elastic spring elements representing the link slab can be entered directly or t
34. ypes of permanent loading The defined Complete Structure UDL acts uniformly on the whole bridge deck The Additional Deadload beam is a line load acting in the centre of gravity of each pre cast girder and can be used to account for diaphragms Edge girders on both sides can be defined and the Additional line loads table can be used to define line loading in relation to the reference line A choice between SDL factor 2 0 and DL factor 1 2 can be made for most of these loadings Please note that self weight of the pre cast girders and the in situ concrete slab are considered automatically independently of these superimposed dead loads Temperature Settlement Wind Loading all have there own input areas Three temperature load cases are considered for settlement a prescribed settlement is applied to all support lines While for the wind loading the effect on the wind on the structure with an without traffic may be considered version 2 0 14 gt SOFiSTiK preTee Road Traffic loading Figure 10 according to AS5100 can be defined in the corresponding input area For the traffic loading firstly the lane width is defined as the Nominal lane width The particular loading pattern is then selected the user may select the S1600 and or the M1600 The HLP loading is also supported whereby the double lane taken by the HLP load needs to be specified in relation to the reference line Both HLP400 and HL
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