PGSuper Release History
Current Version: 2.7.4 - September 09, 2013
- Updated reference for WSDOT live load distribution factor calculation method from design memo to BDM.
- Corrected spelling of "screed".
- Corrected issue checking applicability of effective flange width calculation method (LRFD 188.8.131.52.1).
- Corrected issue computing slab offset ("A" Dimension) for U-girders where the crown point occurred between webs.
- Fixed issue where PGSuper would crash if an invalid file was opened.
- Fixed issue where PGSuper would crash if a span/pier is removed and there is deck reinforcement defined at the pier.
- Fixed issue initializing the input grid for defining negative moment reinforcement in the bridge deck.
Archive Version: 2.7.3 - July 29, 2013
- Updated for AASHTO LRFD Bridge Design Specifications, 6th Edition, 2013 interim provisions
- Updated for the AASHTO Manual for Bridge Evaluation, 2nd Edition, 2011 and 2013 interim provisions
- Updated WSDOT Girder Schedule to match current standards for WF and U sections
- Updated WSDOT libraries and templates to match current standards
- Updated TxDOT logo
- Added WSDOT BEToolbox to the installation package
- Added information to the vertical profile input to clarify Vertical Curve input parameters
- Added informational message to the Status Center to alert the user of zero length vertical curves
- Added stirrup layout constructability check
- The slab overhang load is now reported as load for the main slab and load for the slab haunch
- Fixed problem computing slab overhang load for exterior girders
- Fixed problem computing Slab Offset ("A" Dimension) for cases of full superelevation
- Fixed problem validating creep time parameter input values
- Fixed problem computing girder bearing reactions
- Fixed problem computing angle Theta for shear capacity computed by the simplified procedure (Vci/Vcw)
- Fixed problem computing negative moment capacity with zero length supplemental reinforcement
- Fixed problem with Bridge Plan View span selector
- Fixed problem that made the TxDOT Box Beam inaccessible
- Fixed problem with V/S ratio in prestress loss calculations
- Fixed problem reporting controlling state for check of Debonding Limits
- Fixed display problem with strand locations in direct strand input mode
- Updated and fixed problems with shear design algorithm
Archive Version: 2.7.2 - November 09, 2012
- Clarified reporting of failed allowable tension stress checks in the Specification Check Summary
- Clarified report of Required Concrete strengths summary in the Details Report
- Made minor adjustments to the shear design algorithm
- Added Service III live load factor to calculation of effective prestress with live load
- Added girder end area to V/S ratio
- Fixed problem inputting extended straight strands
- Fixed problem creating reports for multiple girders
- Fixed problems evaluating horizontal interface shear
Archive Version: 2.7.1 - September 25, 2012
- Added Kansas DOT to product branding
- Added Direct Selection Strand Input method
- Added support for all three strand relaxation loss methods defined in the AASHTO LRFD
- Added method to control elastic gains and losses
- Added a header to the Reports
- Added output for girder bearing reactions
- Added span selector to the bridge view window
- Added LRFD reference for shear check failure due to excessive span to depth ratio
- Improved reporting of shear capacity details in girder end zones
- Improved evaluation of LRFD 184.108.40.206 - waiver for horizontal interface shear requirements
- Improved the Girder Designer shear design algorithm
- Improved the load distribution of barrier, sidewalk and pedestrian loads
- Moved definition of load factors from the project library to the project file
- Crack spacing is now considered when determine the Beta factor for shear capacity calculations
- Fixed evaluation of horizontal interface shear when no interface bars are present
- Fixed problem with shear force used to evaluate horizontal interface shear
- Fixed problem accounting for U-Beam end blocks when determining the horizontal interface shear width
- Fixed problem drawing the Standard toolbar
- Fixed problem with disabled menu items
- Fixed problem opening wrong tab when using the Edit Stirrups option from the Girder View
- Fixed problem entering concrete unit weight for a railing system
- Fixed problem displaying sidewalks and barriers
- Fixed problem modeling girders with very small end distances
- Fixed problem copying select data between girders
- Fixed problem with erroneous library conflict message when using box beams
- Fixed problem labeling X-axis in the Analysis Results View
- Fixed problem opening a PGSuper Project file when dragging-and-dropping onto the Report view
- Fixed problem reporting debond information in the TxDOT CAD Report
- Fixed problem generating overlay dead loads for varying deck widths
- Fixed problem computing cracking moment for negative moment
- Fixed problem graphing multiple minimum moment capacity graphs
- Fixed problem computing 1.33Mu for the Strength II limit state
- Fixed problem creating load rating report for models with no design live load vehicles
- Fixed problem computing live load deflections when a live load other than HL-93 is used for design
- Fixed problem with Fatigue I limit state results when a live load other than the Fatigue truck is used
- Fixed problem loading rating bridges with pedestrian loads
- Updated load rating summary to include the yield stress ratio
- Updated WSDOT Load Rating Summary to indicate if the cracking moment is exceeded for the yield stress ratio check
Archive Version: 2.6.1 - June 04, 2012
- Removed dead load of future overlays from load rating calculations
- Added missing details for shear live load distribution factors
- Percentage of debonded strands is now based on total number of strands
- Percentage of debonded strands is now displayed correctly on the Debonding tab
- Fixed problem copying girder properties
Archive Version: 2.6.0 - May 01, 2012
- Added support for AASHTO Bridge Design Specification, 6th Edition, 2012.
- Added support for extended strands
- Added options for determining Mu for negative moment computations
- Updated computation of de and fpo for nominal shear capacity to conform to the PCI Bridge Design Manual
Archive Version: 2.5.3 - January 23, 2012
- Fixed problem computing live load shears for long truck trains on short spans.
- Fixed crash when creating a Bridge Analysis Report for bridges with different number of girders in each span.
- Fixed crash when number of girders is increased and live load distribution factors are user defined.
- Fixed problem updating pier stations when a span is deleted.
Archive Version: 2.5.2 - November 28, 2011
- Added most recently used list to the File Open button on the TOGA toolbar
- Fixed crash when creating a report with adjacent beams and a different number of beams in every span
- Fixed crash when changing alignment parameters
- Fixed crash when graphing DC and prestress displacements for Bridge Site Stage 2 in the Analysis Results View
- Fixed error computing CL bearing stations in the Bridge Geometry Report
- Fixed error computing live load distribution factors by the rigid method
- Fixed issue with mislabeled chamfers in box beams
- Fixed issue with deleting loads listed in the Status Center
- Fixed issue detecting if LWC is used with the approximate methods for computing losses
Archive Version: 2.5.1 - August 17, 2011
- Fixed problem distributing sidewalk dead load when the sidewalk is on one side of the bridge
- Fixed problem with unit weight of diaphragm material. Precast diaphragms use the unit weight of the girder and cast-in-place diaphragms use the unit weight of the deck.
- Fixed problem computing prestress gain due to slab shrinkage. The creep factor for the girder concrete was used to compute age adjusted modulus of the deck concrete. This has been corrected so the creep factor for the deck concrete is used.
- Fixed problem computing Service III tension stress when the "Envelope of Simple Spans and Simple Spans made Continuous" analysis method is used.
- Fixed problem computing maturity of concrete for prestress loss calculations
Archive Version: 2.5.0 - July 28, 2011
Improved overall performance of the software
Limitations on effective flange width calculations per LRFD 220.127.116.11.1 can be ignored
User defined live load distribution factors can now be defined per girder
Added new mild reinforcing steel types (A615 and A706 in Grade 40, 60, 75, and 80)
Added lower bound D40 to the WSDOT Girder Schedule Report
Added feature to design multiple girders with one command
Added multiple girder specification check report
Added ability to report multiple girder designs for TxDOT CAD export
Added support for TxDOT spread slab beams
Added ability to directly select Project Criteria from within TxDOT TOGA plugin
Added ability to define end block regions for U Beams
Filter items in Status Center report chapter so items only pertinent to the selected girder are reported
Fixed issue with AutoCalc feature
Fixed issue computing girder overhang end moments
Fixed issue with Girder Model View when a girder is not selected
Fixed issue computing intermediate diaphragm loads
Fixed issue with resizing the Analysis Results View
Fixed issue computing horizontal interface shear width when deck panel support width exceeds half of the mating surface width
Fixed issue updating reports when loading changes
Fixed issue computing optional live load deflection
Fixed issue computing net compression force on the horizontal interface shear plane
Fixed issue with slab panel dead load
Fixed issue computing girder stress due to prestressing along the prestress transfer length
Fixed issue with debonding design algorithm
Fixed issue initializing the Copy Girder Properties dialog
Fixed issue computing bottom flange compression stresses
Fixed issue computing intermediate diaphragm dead loads
Fixed issue computing time dependent prestress losses after deck placement
Clarified load rating requirements for the WSDOT Load Rating Summary Report
Removed yield stress ratio rating factor for overload vehicles from the WSDOT Load Rating Summary Report
Archive Version: 2.4.2 - December 01, 2010
- Fixed problem reading Library and Template configurations from PGSuper Catalog Servers.
Archive Version: 2.4.1 - November 18, 2010
- Separated elastic gain due to deck placement and superimposed dead loads as they occur in different stages.
- Fixed issues with PGSuper crashing with generating a Girder Comparison Report.
- Fixed issues with PGSUper crashing after deleting the selected span.
- A specification check failure is now reported if the shear stress at the critical section exceeds 0.18f'c and a strut and tie analysis of the end region is required.
- The Copy Girder Properties dialog is now initialized to the currently selected girder.
- Slab offset is now accounted for in negative moment capacity calculations.
- Fixed analysis issues for beams with end blocks.
- Fixed problem generating reports with "Always Load Rate" is enabled in the Load Rating Criteria.
- Skew correction equation for Type F sections was missing from the Details Report.
- Concrete with f'c less than 4 ksi is now permissible input.
Archive Version: 2.4.0 - August 02, 2010
- Added support for AASHTO LRFD Bridge Design Specifications, 5th Edition.
- Added support for lightweight concrete.
- Added Cancel feature to the preliminary designer.
- Added TxDOT Optional Girder Analysis program.
- Temporary strands can now have a different size and jacking force than the permanent strands.
Archive Version: 2.3.1 - June 07, 2010
- Fixed bug evaluating minimum reinforcement (LRFD 18.104.22.168.2) for negative moment
- Fixed bug computing negative moment yield stress ratio for load ratings
- Fixed bug applying live load distribution factors for the Design Strength II limit state
- Fixed minor user interface issues
- Fixed bug copying Slab offset ("A" Dimension) between spans
Archive Version: 2.3.0 - May 03, 2010
LRFR load rating.
TxDOT Decked Slab beams.
Box beam shape that better represents the standard AASHTO box beam.
Automatic computation of shear key loads for Box Beams.
PI angle points for horizontal alignments.
PVI grade changes for vertical profiles.
1/2” Special and 0.62" diameter strands.
Construction load modeling.
Added support for PGSuper Plug-ins and Extensions
Program previously did not allow jacking forces greater than specification limits (e.g., 0.75Pjack). The jacking force is limited by ultimate strand strength.
Implemented common method for computing and reporting all capacity/demand ratios.
Reconfigured and simplified Program Settings dialog.
Disabled SI units for LRFD Specifications later than 2006 as they are not available from AASHTO.
Added warning for cases when temporary strands are located below the mid-height of the girder.
End blocks have been added to TxDOT box beams.
Pedestrian live load is now distributed the same as the sidewalk and traffic barrier dead load.
Removed prestress related parameters from the reported negative moment capacity details as they are not applicable.
Removed User Templates folder.
Improved support for third-party plugins and extensions.
Intergrated Library Editor application into PGSuper (LibraryEditor program is no longer a part of PGSuper).
Reformated New Project dialog for ease of use.
Improved user defined vehicular live loads to include optional lane loads as a function of span length and added a variable axle spacing.
Removed shear key blockouts on exterior side of exterior TxDOT double-tee girders.
Debonding comparison information can be found in the Girder Comparison report.
TxDOT non-standard strand information has been added to the TxDOT CAD Export and TxDOT Summary reports.
The report title page now indicates if seed data differs from library data. A warning is reported if a difference exists.
Master library and template files can now be compressed into a single file. This significantly reduces download times when updating libraries.
Libraries and templates can now be hosted on an http server.
An informational web site can now be associated with a library and templates package.
Added a strand coordinate generation feature to the girder library.
Loads can now be sorted in the Loads window by clicking on the column headers.
Live Load Distribution Factors were not computed when the difference in skew angles at the ends of the span exceeded 10 degrees. Distirubion factors are now computed and the skew reduction is not applied in this case (See LRFD 22.214.171.124.2e)
Fixed bug where joint spacing between adjacent girders would revert back to original setting if the joint spacing type was change from “same joint spacing” to “unique joint spacing”.
When computing the longitudinal reinforcement for shear capacity (126.96.36.199), Aps and fps were both reduced for lack of full development. This problem has been fixed.
Fixed problem computing shear width in box beams and voided slabs.
Creating reports for non-composite, non-prismatic beams would cause the program to crash. This problem has been fixed.
The concrete limit of 4 KSI (28 MPa) per LRFD 188.8.131.52 was incorrectly set to 3 KSI (20 MPa). This problem has been fixed.
Strength I and Strength II negative moments were computed incorrectly. Negative moments are resisted by the bridge system after continuity is achieved. The loads contributing to the negative moments are superimposed dead loads and live loads. This problem has been corrected.
Fixed problem reporting pass/fail for tension stress limits where additional mild reinforcement is provided.
Sacrificial depth greater than the slab depth was accepted as valid input. This problem has been fixed.
Pedestrian live load on sidewalk was ignored during design. This problem has been fixed.
Fixed problem modeling the bridge deck when horizontal curves were defined after the end of the bridge.
Fixed problem labeling a girder line in the Analysis Results View.
Fixed bug computing critical section for shear on the right end of the beam.
Fixed problem selecting capacity equation for longitudinal reinforcement for shear between the critical section for shear and the face of support.
Fixed problem computing the capacity of an over reinforced section, per the 2004 LRFD, that did not utilize a cast in place deck.
Fixed Slab Offset ("A" dimension) data validation for Span-by-Span definition.
Fixed problem computing effective flange width of exterior girders when the slab overhang is greater than S/2
Fixed problem computing concurrent shears.
Archive Version: 2.2.3 - October 21, 2009
- Fixed problem with slab offset input for bridges without decks
- Fixed problem computing girder self-weight dead load for non-prismatic members
Archive Version: 2.2.2 - October 07, 2009
- Added support for the LRFD 2009 interim provisions
- Added support for multiple slab offsets. The slab offset ("A" Dimension) can now be modeled as a single value for the entire bridge or discrete values at the beginning and end of each span or girder
- A new voided slab beam has been added. This beam features interior and exterior voids with different diameters and spacing as well as a solid end region
- Precast I-beams can now be modeled with end blocks
- A new tapered I-beam section has been added. This section linearly varies in depth from one end of the span to the other
- Added parabolic top flange thickening to deck bulb-tee girders
- Added support for 0.7" strand
- The overlay load can now be described as a pressure loading (PSF or N/m2)
- The overlay load can now be distributed uniformly to all girders or based on tributary width of the deck
- Added railing system load distribution by webs and mating surfaces
- The railing system (traffic barriers and sidewalks) material properties were assumed to be the same as for the slab. This assumption has been removed. Railing system material properties are now an input.
- The area of prestressing within the development length is adjusted during capacity calculations. The strand area reduction factors are now listed in the Details report along with the calculation details.
- The strand area reduction factor calculations have been improved. Reduction factors are now based on fps, fpe, and ld for the section under consideration.
- Added fractional equivalence to reports. Values such as girder length are reported as a decimal value and the equivalent fraction. For example girder length is reported as 125.26 ft (125''-31/8") in reports where the fractional value is to be transcribed to plan sheets.
- The splitting dimension and reinforcement quantity for slabs, box beams, and U-beams was computed incorrectly. This problem has been resolved.
- The limit on the number of girders in a span has been increased from 26 to 52.
- Girders can now be labeled with an alpha format (Girder A, Girder B ... Girder AA, Girder AB, etc) or a numeric format (Girder 1, Girder 2, Girder 3, etc)
- Moved WSDOT specific reporting to an optionally installed component
- Moved TxDOT specific reporting and CAD export features to an optionally installed component
- Third party developers can now enhance PGSuper by adding custom reports
- The installation location is now recorded in the registry. This will assist 3rd party developers when installing add-on components to PGSuper.
- Enhanced performance of moment capacity computations (Mn may change slightly)
- Added ability to disable checks for splitting [184.108.40.206] and confinement [220.127.116.11] in pretensioned anchorage zones.
- The Copy Girder Properties feature has been simplified and enhanced. Girder properties can now easily be copied to all girders in a girder line, all girders in a span, and all girders in the bridge.
- The volume to surface ratio (V/S) for voided slabs and box beams now includes 50% of the surface area of interior, poorly ventilated voids in accordance with LRFD 18.104.22.168.2
- Top mat deck reinforcing was inadvertently moved to the bottom mat after a file was saved. This problem has been resolved.
- Units for camber were incorrect in the TxDOT CAD report. This problem has been resolved.
- Equivalent prestressing loads for debonded strands were applied non-symmetrically when computing camber. This problem has been resolved.
- Debond limits were reported non-symmetrically in the Spec Check report. This problem has been resolved.
- Fixed problem locating harped strands when an odd number was used. The odd strand is now placed in the last position used in the strand pattern.
Archive Version: 2.1.3 - June 23, 2009
- The effective flange width for exterior adjacent girders with composite deck was computed incorrectly. This problem has been fixed.
- When checking curvature limits for live load distribution factor computations, the subtended curve angle was computed incorrectly for certain bridge configurations. This problem has been corrected.
Archive Version: 2.1.2 - May 19, 2009
- Fixed bug that would cause PGSuper to crash when laying out piers by Span Length
- Fixed problem computing splitting zone length for Box Beams
Archive Version: 2.1.1 - May 11, 2009
- Ported to Microsoft Visual C++ 2008 providing a modern look and feel to
the user interface
- Implemented Registration Free COM for WBFL components easing installing
requirements for end users
- Effective flange width was computed as twice the correct value for bridges
using Deck Bulb Tee''s, Double Tee''s (plain type), Double Tee''s (WSDOT type),
and Ribbed Girders.
- Fixed program termination bug while loading some files created with
- Fixed program termination bug for Undo after deleting a span along with
- Fixed problem with Undo of span delete when left pier was chosen. The
re-inserted span was at the wrong location
- When a pier was selected and delete was chosen the incorrect Span ID’s
were shown in the delete dialog
- Harping point dimension values in girder elevation view incorrectly
measured from girder start
- Slab was drawn incorrectly in bridge plan view for highly skewed
- User-input jacking forces were overwritten by computed values when
changing between tabs in the girder editor
- Pjack was not updated when strand type/size was changed in girder editor
- After changing girder type in girder editor, harping point height
adjustments were improperly checked
- Diaphragm dimensions in the Details report were labeled as inches, but the
values displayed were in feet
- When changing overhang “taper or don’t taper” dropdown box on the “Deck
Geometry and Materials” tab, the change wasn’t registered
- Changing the “Top mat. Bar #” on the “Deck Reinforcing” tab did not affect
- Context sensitive help did not work for the stand-alone library editor.
Program was looking in incorrect folder for help file
- For the Design Criteria Library Entry on the “Bridge Site 2” tab, the
reference to LRFD Art. 22.214.171.124.1 instead of Art. 126.96.36.199.1
- In the Girder View, concentrated moments where drawn in the wrong
- Fixed bug that caused crashes in single span bridge with integral boundary
- Fixed bug copying girder properties
- Fixed bug selecting girder for design when there are more than 10 spans
- Fixed bug displaying selected girder in cross section when section cut
goes through 2 spans
Archive Version: 2.1.0 - February 10, 2009
- Added support for the AASHTO LRFD Bridge Design Specifications, 4th Edition with 2008 interim provisions
- Added a Vehicular Live Load library that stores user defined truck and lane loads. User defined vehicular load can be used for strength and service design and for permit loading (Strength II limit state).
- Enhanced the modeling of bridge railing to include sidewalk and combination railings. Sidewalk pedestrian live load can be included in the design and analysis.
- Added capability to analyze and design pedestrian/bicycle only bridges including optional maintenance vehicle loading. The capabilities are consistent with the recommendations of NCHRP Project 20-07, Task 244.
- Bridges with mixed girder types can now be modeled. The general girder family (I-Beam, Voided Slab, etc) must be the same for the entire bridge; however the girder type (WF74G, Type I, Type II, etc) can be mixed in the bridge model. This feature works very well for modeling box beam and slab bridges where different beam sections are used to accommodate a given roadway width. It is also effective for modeling bridge widening projects.
- Bridges with a different number of girders and different girder spacing in each span can be modeled. Girder spacing can now be defined uniquely at each end of a span. This feature enables the modeling of bridges with flared/splayed girders.
- Bridge decks with constant width, linearly varying width, and tapering curved edges can now be modeled.
- Added command line processing options including an “All” option for TxDOT commands.
- Added "Support Width" to the Connection library objects. The support width is used to locate the face of support for the shear computations.
- "Roller" has been added as a boundary condition type.
- The general alignment offset has been replaced with a bridge reference line. The bridge reference line can be offset from the alignment and used as a basis for defining bridge geometry.
- Girders are located transversely in the bridge cross section using an offset from either the alignment or bridge reference line to the center of the girder group or a specific girder (such as Girder A). The transverse girder location can be defined for the entire bridge or span by span.
- Added option to locate centerline bearing by measuring along the centerline of girder.
- Added option to locate the end of girder by measuring from the centerline pier along the centerline of girder or normal to the centerline of pier.
- Girder spacing can now be measured at the centerline of pier or centerline of bearing.
- Girder spacing can now be measured along the centerline of pier, the centerline of bearing or Normal to the Alignment.
- Added the ability to allow/deny debonding of individual straight strands. Previously, strand debonding was all or none. The automated designer will only debond strands that have been designated as “debond-able”.
- The effects of the prestress transfer length can now be removed from the analysis.
- The overall graphical represent of the bridge has been improved
- In the Bridge Plan View, the direction of North is rotated to best fit the bridge in the window. This setting can be disabled causing North to point upwards in the window.
- In the Bridge Plan View, the direction of each girder can be displayed.
- The Bridge Plan View now supports in place editing of span lengths and pier stations.
- Icons have been added to the Bridge Plan View that visually indicates the boundary conditions used at the piers.
- Boundary conditions can be quickly changed in the Bridge Plan View by right-clicking on a pier and selecting a boundary condition option from the context menu.
- Added graphical representation of intermediate diaphragms in the Bridge Plan View.
- Added Girder Design option and Report option to the context menus in the Girder View.
- Improved the synchronization between the Bridge and Girder Views.
- Stirrups can now be shown in the Girder View.
- Added horizontal lines that represent the factor of safety limits in the Girder Stability View.
- Elements of the bridge plan and section view can be selected using the mouse or keyboard. The selection is changed when the mouse wheel is turned or the left/right/up/down arrow keys are pressed.
- Added support for Undo/Redo.
- Added editing by Span.
- Added editing by Pier.
- Moved "Ignore Range of Applicability" over ride from Project Criteria Library to LLDF Input.
- Moved debonding design criteria from the project criteria library to the girder library. Specific girder types have their own unique criteria.
- Section properties for girder library entries have been added to the section view window.
New Reporting Features
- The widths of tables in the reports have been condensed. Background colors have been added to the tables to make them easier to read.
- Added the girder unit weight, total girder weight, and span to depth ratio to the section properties output.
- Reactions are now reported with and without live load impact.
- Rotations are now reported.
- A Bearing Design Parameters Report has been added. This report contains all the information necessary to design an elastomeric bearing pad.
- Percent prestress loss is now reported.
- Added a table to the Details Report that lists the required stirrup spacing for various stirrup sizes.
- Revised the Bridge Geometry Report. This report is created faster and contains more geometric information.
- Added details for the variables K, C, and D when reporting live load distribution factors computed by the S/D method.
- Added debond information to TxDOT Summary and Girder Schedule reports
- Preliminary girder designer can now design strand debonding
- The global stability of girders that are tilted so that their top flange parallels the roadway crown slope is now checked. This is a useful check for top heavy girders such as deck bulb tees that are built in a location with a high super-elevation rate.
- Added option to compute minimum live load distribution factors as number of lanes divided by number of beams
- Added option to compute live load distribution factors using the Lever Rule.
- Added checks for maximum debond length and minimum debond section spacing.
- The connection boundary conditions are now represented correctly in the Analysis Results View.
- The parameter dvi in the horizontal interface shear calculations incorrectly used Yt of the composite girder. Yt of the non-composite girder should be used. This issue has been resolved.
- When evaluating the minimum area of interface shear reinforcement (LRFD 5.8.4), the greater of two limiting values was used. The lesser of the limiting values should have been used. This issue has been resolved.
- When computing prestress loss due to slab shrinkage, the deck area is based on the gross slab depth rather than the structural slab depth. Shrinkage occurs before the sacrificial depth is worn off. The sacrificial concrete shrinks and contributes to the loss.
- When changing the height of a girder in the girder library entry, the position of the strands measured from the top of the girder did not maintain their position relative to the top of the girder. This issue has been resolved.
- For beams controlled by ultimate moment capacity, the longitudinal reinforcement for shear check would fail even thought there is adequate reinforcement to resist the maximum moment at the section. This issue has been resolved.
- Improved design optimizations when lifting and shipping are considered.
- Improved processing speed.
- Resolved issues computing live load distribution factors for Box Beams (spread and adjacent), Voided Slabs, U Beams, and Double Tees.
- Added a tutorial for modeling pedestrian only bridges.
- Added a tutorial for modeling bridges with sidewalks, combination railings, and pedestrian live load.
- TxDOT CAD Export now includes debond information.
- A file named Trucks.pgs that contains definition for AASHTO H and HS trucks as well as CalTrans P trucks is provided with the software. These trucks can be easily imported into a PGSuper project using the library import feature.
Archive Version: 2.0.7 - April 21, 2008
- Camber in debonded beams was computed incorrectly. The moment due to the eccentric prestressing at the ends of the beam were based on all of the strands being bonded.
- The Bridge Site Stages (1, 2, and 3) have been given more descriptive names. Bridge Site Stage 1 is now Deck and Diaphragm Placement Stage. Bridge Site Stage 2 is now Superimposed Dead Load stage. Bridge Site 3 is Final with Live Load Stage.
- Girder dead load moments were incorrectly based on a continuous span analysis when girders are made continuous prior to deck placement. A Girder Placement analysis stage has been added to correct this problem.
Archive Version: 2.0.6 - March 24, 2008
- Under some conditions, section properties in multi-span bridges were computed incorrectly. This problem has been corrected.
- Girder stresses during lifting were computed incorrectly if inclined lift cables were used. This problem has been fixed.
- For the lifting stability calculations the offset factor, Fo, was applied to the midspan deflection relative to the lift points. The offset factor should be applied to the total deflected shape of the member (i.e. girder end to midspan). This problem has been corrected.
- An overlay was drawn in the Bridge Section View even when an overlay was not defined in the bridge model. This was only a display problem and did not affect the structural analysis or design. This problem has been corrected.
Archive Version: 2.0.5 - January 09, 2008
- PGSuper would crash when the "Edit User-Defined Loads" view is opened. This problem has been fixed.
Archive Version: 2.0.4 - January 08, 2008
- For structures that achieve continuity before deck placement and are analyzed as Simple Spans made Continuous the wrong slab, diaphragm, User DC, and User DW moments were used when computing prestress losses. Simple span moments were used even though the girders were continuous at the time the load was applied. This problem has been corrected.
- The composite area for girders with composite decks was reported incorrectly. This problem has been corrected.
- The "WSDOT Summary Report" was reporting the stress demand at the harping points incorrectly. This problem has been corrected.
- The program settings for the Master Library and Workgroup Templates was always reverting to the "Download and synchronize..." setting regardless of the option chosen. This problem has been corrected.
- Fixed problem computing stresses at temporary strand removal stage. Dead load stresses are those due to the girder only. Prestresses losses are those at the time of shipping plus the effect of temporary strand removal.
- The Kid parameter for shrinkage losses between transfer and deck placement was using the wrong location of the centroid of the prestress force. This problem has been corrected.
- The weight of a future overlay was incorrectly added to the superimposed dead load moment for purposes of computing losses from deck placement to final. This problem has been corrected.
- Improved validation of Overlay input
Archive Version: 2.0.3 - December 17, 2007
Changed labeling of Piers to reflect that the first and last "piers" are typically called abutments.
Renamed the Summary Report to WSDOT Summary Report
In the output tables, the tenth points are more clearly designated as points on the girder length or the span length. Lg refers to the length of the entire girder. Ls refers to the span length between bearings.
Modified future wearing surface, overlay, and sacrificial depth input so that it is more clear.
The loss calculations have been refined so that temporary post-tensioned strands are properly accounted for.
For I-beam bridges with 3 beams the exterior girder live load moment distribution was always reported as being controlled by the lever rule. This problem as been corrected.
For the WSDOT distribution factor method, the wrong distribution factor was used when the overhang exceeded half the girder spacing for moment and shear in exterior beams. This problem has been corrected.
For U-beam bridges using the WSDOT method for computing distribution factors, the roadway overhang rather than the slab overhand was used for exterior girders. Also, PGSuper was not checking that the exterior girder DF was at least as large as the interior girder DF. These problems have been corrected.
Fixed problem plotting stresses in the Analysis Results View
Added project criteria that specifies the minimum lifting and hauling support locations, and the accuracy to which these locations are to be determined during design and fabrication optimization.
PGSuper now has improved support for international numeric formatting.
PGSuper was swapping the negative moment live load distribution factors between interior and exterior girders. This problem has been corrected.
Designs based on the LRFD 2004 or earlier specifications and controlled by ultimate moment capacity (Mu) would result in having more strands than needed. There was an error computing the capacity reduction factor during design. This problem has been corrected.
Capacity/Demand ratios have been added to many of the output tables
Added "Library Usage" table which specifies which library and what entries were used on a specific project.
Fixed problem where some slab concrete data, when equal to the limits specified in the project criteria, would spawn warnings in the status center stating that the value exceeded limit.
Input of slab beams with a single void were not allowed unless void spacing was specified. This problem has been fixed.
Distribution factors for exterior voided slab beams with zero or one void were slightly underestimated. This problem has been fixed.
PGSuper would crash if the void diameter for voided slabs was input as zero. This problem as been fixed.
Added effective prestress and initial strain level to Moment Capacity Details output
Archive Version: 2.0.2 - August 28, 2007
- The bursting zone checks for LRFD 188.8.131.52 were incorrectly based on the total jacking force. LRFD 184.108.40.206 prescribes the force to be 4% of the prestress force at transfer. At transfer is defined in LRFD 5.2 as the prestress force immediately after transfer. The bursting zone checks have been updated to use the correct force level.
- A TxDOT Double T section has been added
- Prestressing strands were being included in the negative moment capacity calculations. Since strands do not extend across a pier, they are not present in the section resisting the maximum negative moment. As such, the strands should not be included in the analysis of this section. For consistency with this and traditional engineering practice, prestressing strands are ignored in all negative moment capacity calculations.
- On some systems, PGSuper is unable to update registry settings. This would cause PGSuper to become unstable and crash. This problem has been corrected.
Archive Version: 2.0.1 - August 23, 2007
- Negative moment capacity was not computed correctly at all sections near an intermediate pier. PGSuper was not considering the layout of deck reinforcement when determining if a girder was symmetric about its centerline. Capacities are computed at one point and mirror across the centerline for symmetric girders. This problem has been corrected.
- The wrong capacity reduction factor for negative moments was used. This problem has been corrected.
- The value of E, in the WSDOT Girder Schedule Report, is now computed at mid-span. This eliminates the effect of debonding (typically used in voided slabs) on the location of the resultant prestressing force in the straight strands.
- The required area of shear reinforcement can now be computed by creating a Details Report. The required Av/S is reported in a table labeled Required Shear Reinforcement in the Shear Capacity Details chapter of the Details Report.
- Fixed display of debonded strands in the Girder Section View.
- PGSuper would crash if the Girder End Distance was longer than the Bearing Offset (See the Connections Library). The End Distance must be less than or equal to the Bearing Offset. PGSuper has been updated to enforce this requirement.
- PGSuper would crash if the girder spacing was too narrow. This problem has been corrected.
- Due to internal rounding, input values would change slightly. For example, an input of 2.5" might change to 2.4999999". Changes have been made to reduce the number of times this input rounding would occur.
- The Prestress Force and Strand Stress table has been added to the TxDOT Summary Report
- PGSuper project files could not be opened if the Comment field in the Project Settings dialog exceeded 256 characters. This problem has been corrected.
- The vertical component of prestress is now considered at the harp points. In previous versions Vp at the harp points was taken to be zero.
- Some of the stress checks given in the Summary Report were erroneous. Some checks were reported as Pass when they should have been Fail and visa versa. This was only a problem with the Summary Report and it has been corrected.
- Allowable compression limits where not properly checked for inclined girders, without impact, during hauling. This problem has been corrected.
- When computing live load distribution factors for Type h, i, and j sections using the lever rule, the edge of slab offset rather than the curb line offset was used. This problem has been corrected.
- The degree of continuity at all piers with must be determined in order to build the correct structural analysis models (See LRFD 220.127.116.11.5). The determination of degree of continuity is now reported in a more clear and concise manner.
- When computing the live load distribution factor for shear, if I or J for type f and g cross sections exceeded the range of applicability limits given by the AASHTO LRFD Bridge Design Specifications, PGSuper would report an error. LRFD 18.104.22.168.3a states that the distribution factor for moment may be used in this case. PGSuper has been changed to use the moment distribution factor instead of reporting an error.
- Updated TxDOT templates and libraries
- Added Slabs to the AASHTO templates and libraries
Archive Version: 2.0 - August 01, 2007
- PGSuper can now model multiple spans. Analysis can be performed for simple spans, simple spans made continuous, and the envelope of these two.
- Added support for provisions of the AASHTO LRFD Bridge Design Specification, 4th Edition, 2007. Note that the inequality given in Equation 22.214.171.124.2-2 is taken to be >= 0.0 even though it was changed to 1.0. This change is an editorial error in the 4th Edition specification.
- PGSuper can now perform a fabrication optimization analysis (See the PGSuper Theoretical Manual for details).
- Governing design parameters have been added to the design outcome report.
- Added a weight property to the traffic barrier library entry. The linear weight of a barrier can now be input to override the computed value.
- In the Bridge Section View, a grayish-green color is used for future overlays to make them appear visually different then overlays applied during the original construction.
- Shear stresses at the girder/slab interface can now be computed by either the LRFD approximate equations or by the classical shear flow equation, VQ/Ib.
- You can now tag user defined loads with a text description. The tag can be used to find load values in reports.
- User defined end moments have added.
- Spread box beam bridges can now be analyzed and designed.
- Deflections due to the removal of temporary strands were not being computed properly in the camber analysis. This problem has been corrected.
- When computing loads for intermediate diaphragms, the effect of skew on the diaphragm length was not taken into account. This problem has been corrected.
- The magnitude of intermediate diaphragm loads on exterior girders was computed incorrectly. This problem has been corrected.
- The skew correction factor for shear for Type F sections (voided slabs and box beams with composite deck) was computed incorrectly. This problem has been corrected.
- The average stress in prestressing strands was not computed correctly in the moment capacity analysis. The initial strain fpe/Eps was not added to the strain due to flexure at ultimate. This problem has been corrected.
- The harping point location was incorrectly report in the Input Summary chapter of the Summary Report. This problem has been corrected.
- The specification check stress for Service IA was failing to correctly identify over-stress values. This problem has been corrected.
- Miscellaneous performance enhancements were made to speed up the automated design algorithm.
- Fixed several memory leaks.
Archive Version: 1.12 - April 25, 2007
- The Master Library and Project Templates are now published on the Internet. PGSuper will periodically check the PGSuper catalog server for updates and download them as needed.
- Libraries and Templates for TxDOT bridges are published on the PGSuper catalog server.
- Libraries and Templates for standard AASHTO girders are publised on the PGSuper catalog server.
- Several optimizations have been made resulting in shorter analysis times.
- The mild longitudinal reinforcement defined in the Girder Library is now considered to be seed values. Longitudinal reinforcement is independently defined for each girder. The input data can be quickly reverted to the library seed values.
- Diaphragms cast into a girder (such as end walls on U-beams) can now be modeled.
- New methods for describing strand grids and inputting the number of strands has been implemented. See the PGSuper documentation for details.
- WSDOT has rescinded its deviation from LRFD 126.96.36.199 (Longitudinal Reinforcement for Shear). These computations have been removed from PGSuper.
- The modulus of elasticity can now be directly input or computed based on concrete parameters.
- When computing elastic shortening and elastic gain, the centroid of the prestressing force is taken to be at the centroid of the permanent strands. This provides a consistent location for computing the concrete stress at the level of the prestressing over the life of the girder.
- Overlays can now be treated as future loads. When used as a future load the self weight does not factor into loss calculations and the loading is applied in Bridge Site Stage 3 instead of Stage 2.
- The graphical user interface is more interactive. In the Bridge Model View, elements of the structure can be selected and manipulated. Pop-up information is now available by hovering the mouse over beams.
- Added the capability to specify normal values for the concrete parameters and post warnings to the status center if these threshold values are exceeded.
- The image files used in the various reports are cluttering the main application folder. Image files have been moved to a sub-folder called "Images"
- Intermedate diaphragms can be modeled as interior or exterior. Interior diaphragms are placed between webs inside the girder and exterior diaphragms go between the exterior webs of adjacent girders. Interior diaphragms may be cast when the girder is constructed or at the bridge site during deck construction. Diaphragm layout rules are now associated with individual girder types.
- If the girder end size is longer than the prestress transfer length, the point of prestress transfer was included in the bridge model. This problem has been fixed.
- Fixed bug reporting status of Optional Live Load Deflection Check
- Fixed erroneous error reported if equal min and max values were input for width of variable-width beam sections.
- The slab offset can now be computed so that slab geometry and girder deflections match the roadway profile or matches the camber at time of slab casting. Matching camber at the time of slab casting is necessary to avoid construction problems in girders with large cambers and large superimposed dead load deflections.
- The flexural design algorithm has been improved
- Specification checking and/or automated design for: strand slope, hold down force, slab offset ("A" Dimension), girder lifting and girder hauling have been made optional.
- Strand slope for specification check is now computed as the maximum slope for all harped strands. This was previously the average strand slope.
- The degree of strand bond due to transfer, development and debonding is now taken into consideration when computing the area and C.G. of prestressing.
- The effective flange width may now optionally be taken to be the tributary slab width.
- Load modifiers where not included in the load cominations. This problem has been fixed.
- Fixed compatibility problems with Internet Explorer 7
- You can now define your own load factors for the Strength I, Service I, Service IA, and Service III limit states.
- The application of diaphragm loads setting in the Connection Library entry was not saved properly. This problem has been corrected.
- Symmetrical vertical curves can now be described by inputting the full curve length in the L1 field and leaving the L2 field blank.
- The effect of long term losses from transfer to deck placement were omited from the creep loss calculation for losses from deck placement to final (See LRFD 5.9..4.3b). This problem has been corrected.
- The concrete strengths required to pass the various Service Limit State stress checks is now reported.
Archive Version: 1.11.1 - November 28, 2006
- Fixed bug reporting stress check status in the Casting Yard and Bridge Site Stages 1 and 2.
Archive Version: 1.11.0 - November 17, 2006
- The profile effect of the slab offset was computed incorrectly when the bridge had skewed piers. This problem as been corrected.
- The weight of the traffic barrier load was reported as weight per foot per rail and not weight per foot per girder. The problem was only related to the reporting of the load and not the structural analysis. The correct traffic barrier load was used in the analysis. This problem has been corrected.
- Intermediate diaphragm loads were computed based on the diaphragm cross section and girder spacing. The width of the girder is now deducted from the spacing when computing the diaphragm load.
- When computing the cracking moment, Mcr, the dead load moment on the noncomposite section, Mdnc, did not include user defined loads applied in Bridge Site Stage 1. This problem has been corrected.
- Harping points can now be located from the center of the girder and can be limited to a maximum distance from the reference point.
- Girder concrete properties are no longer reset to default values when the girder type is changed.
- For connection library entries, the bearing offset and girder end distance can now be measured normal to the pier/abutment or along the centerline of the girder.
- The coefficient for computing modulus of rupture is now a user defined value. Agencies can set the value of the coefficient in the Project Criteria library.
- The girder end distance, defined in a Connection library entry, is no longer restricted to be less than the bearing offset distance.
- PGSuper would permit the number of debonded straight strands to exceed the total number of straight strands. The program would crash with this input scenario. The problem has been corrected by limiting the total number of straight strands to be no less than the number of debonded straight strands.
- If strands were debonded over the entire length of a girder, PGSuper would crash. This problem has been corrected.
- The girder spacing input was inadvertently enabled for adjacent box beams. The spacing should be fixed at the width of the box. This problem has been corrected.
Archive Version: 1.10.1 - August 09, 2006
- Chamfers have been added to the Box Beam, TXDOT U-Beam, and I-Beam sections
- The section modulus for top of slab is reported in terms of equivalent girder concrete. This has been changed to be in terms of slab concrete. The value is more useful in this form.
- For girders with a cast in place deck and without temporary strands, the diaphragm deflection was deducted from both "C" and "D". This resulted in the excess camber being off by the amount of the diaphragm camber. This problem has been corrected.
- The bursting force was computed as 0.04(Jacking Force in Straight + Harped)/(Area Straight). This is incorrect. The bursting force is now computed correctly as 4% of the total jacking force less the force in debonded strands
- Changed the hauling details report to make the calculation of the mild reinforcement requirement for the alternative tensile stress limit more clear
- Each time a harped strand offset was specified at the end of the girder or the harping point, PGSuper would add the current input value to the previous input value. This resulted in the harped strands being in the wrong location. This problem has been corrected.
- For agencies using only one set of creep parameters, PGSuper would not let you enter the minimum and maximum values to be the same. This problem has been corrected.
- The picture for the TxDOT U-Beam did not show the dimension "D6". This problem has been corrected.
- Fixed problems reporting the parameter "TO" on TxDOT IBNS reports and the Export TxDOT CAD Data function.
- When PGSuper computed the maximum allowable jacking force for strand input it was including the initial relaxation losses. This loss was removed from the LRFD specification in 2005 and PGSuper was not taking this into account. This problem has been corrected. To have PGSuper update the maximum allowable jacking force to the correct value, open the girder editing dialog and step through all the pages. There is no need to change any values. Simply open the dialog, go through the steps, and press the Finish button, PGSuper will do the rest.
- The development length reduction between the point of initial bond and the full development point of a strand were computed incorrectly. A single linear interpolation was used and should have been a bilinear interpolation per LRFD 188.8.131.52. This has been corrected.
- For horizontal interface shear checks, both the requirements for Equation 184.108.40.206-1 and 220.127.116.11-4 were evaluated. The LRFD specifications say that only one of these two need to be satisfied. This problem has been corrected.
- Under certain input conditions, PGSuper would crash when multiple horizontal and/or vertical curves were used. This problem has been corrected.
- The girder deflection reported for camber differs from that reported elsewhere in PGSuper. The reason for this is that the girder deflection for camber is based on Eci and the other deflections are based on Ec. A footnote has been added to the Camber table and the theoretical manual has been updated to clarify this.
Archive Version: 1.10.0 - June 22, 2006
- Updated PGSuper for AASHTO LRFD 2006 Interim Provisions
- Fixed problem with false errors listed in the summary section of the Spec Check Report
- Fixed problem displaying harped strand locations in the girder cross section.
- Added new summary report for TxDOT users
- The Specification Check Summary Report does not list all of the failures and reports Bridge Site 3, Service III failure when it actually passes. This problem has been corrected.
- Mild reinforcement is now included, at an engineer's option, into the capacity analysis for flexure and longitudinal resistance to shear induced tension forces.
- PGSuper can now model complex roadway alignments including multiple horizontal curves, with or without entry and exit spirals, multiple non-symmetric vertical curves, and super elevation transitions. Loading and slab haunch ("A" Dimension) calculations have been updated to account for these geometric effects.
Archive Version: 1.9.1 - May 05, 2006
- The torsional constant, J, for voided slabs was computed incorrectly. This has been corrected.
- The effect of temporary prestressing was included in the stresses caused by prestressing in Bridge Site Stage 1. This problem has been corrected.
- For bridges with wide girder spacing, the effective flange width may have been computed incorrectly. This problem has been corrected.
- The entire bridge can now be offset from the roadway alignment survey line.
- Slab overhangs can now be specified for both the left and right edges.
Archive Version: 1.9.0 - April 24, 2006
- Added Stresses chapter to Details Report. This chapter lists the stresses caused by the various loading conditions
- Significantly enhanced plotting by adding plots of allowable stresses, stress demands, stresses caused by the various loadings, ultimate moment capacity and ultimate shear capacity. Several sets of analysis results can be combined into a single plot.
- Incorrect parameters were used when computing the longitudinal shear requirements at the face of support. Vu, Vs, Vp and theta should be those values at the critical section. See C18.104.22.168 for details.
- PGSuper can now model bridges made of a single girder line when the girder has multiple webs.
- Approximate time dependent losses were always computed for non-composite beams, even if refined time dependent losses were specified. This problem has been corrected.
- Added missing information to Specification Check Summary
- Transverse reinforcement (stirrups) can now be excluded from the horizontal interface shear resistance.
- Added details of modulus of elasticity of concrete calculations
- Added detailed of development and transfer length calculatinos
- Added prestressed slabs (voided and solid) and prestressed box beams
- Added support for debonded straight strands
Archive Version: 1.8.4 - February 24, 2006
- Girder lengths were not computed correctly when the skews at either end of the span differed. This problem has been resolved.
- The slab fillet dimension is now set to 0 when a composite overlay is used with adjacent girders (such as deck bulb tees).
- The weight of end diaphragms was computed incorrectly for skewed piers. The length of the pier along the skew was not accounted for. This problem has been corrected.
- The schematic picture for composite overlay decks was not shown in the details report. This problem has been corrected.
- The slab overhang dimension becomes inconsistent with the girder spacing when a composite overlay deck is used. For a composite overlay deck, the slab overhang should be exactly half the girder spacing. PGSuper has been updated to keep the slab overhang dimension consistent with the girder spacing.
- The width of composite overlay decks was computed incorrectly when piers are skewed. This problem has been corrected.
Archive Version: 1.8.3 - February 10, 2006
- Under certain circumstances, PGSuper would crash if the CG of the prestress force was shown on in Elevation pane of the Girder View window. This problem has been resolved.
- PGSuper would crash if you clicked on the Bridge Site 2 tab of a Design Criteria library entry. This problem has been fixed.
- For shear designs done by the modified compression field theory, in accordance with AASHTO LRFD 2005, the average shear stress was computed incorrectly. The shear capacity computations have been corrected.
- For noncomposite girder sections, such as the decked buld tee, the weight of the intermediate diaphramgs was not used in the analysis of interior girders. This issue has been corrected.
- The WSDOT method for computing shear capacity was not consistent with WSDOT BDM 5.2.4F.2. The calculations have been correct.
- The allowable live load deflection for LRFD 22.214.171.124.2 was reported as a positive value. However, the computed live load deflection is downward and reported as a negative value. For consistancy, the allowable live load deflection is now reported as a negative value.
Archive Version: 1.8.2 - February 02, 2006
- PGSuper would crash when a Spec Check Report was created. This issue has been resolved.
- PGSuper would crash when loading files on some versions of Windows XP. This issue has been resolved.
Archive Version: 1.8.1 - February 01, 2006
- The tension stress check in Bridge Site Stage 2 was unnecessary and it has been eliminated.
- Tensile stresses were checked in Bridge Site Stage 3 at both the top and bottom of the girder. The tensile stress limit only applies to the precompressed tensile zone (bottom of the girder). This has been resolved.
- The resultant eccentricity of the straight and harped prestressing strands, after temporary strands are removed, was computed incorrectly. This issue has been resolved.
- The slope of the harp strands was computed incorrectly when strand offsets were used. This issue has been resolved.
- Prestress losses for non-composite Deck Bulb Tee girders was incorrect. This problem has been resolved.
- Under certain conditions, PGSuper would applied a user defined load to the structure twice. This issue has been resolved.
Archive Version: 1.8.0 - January 25, 2006
- Added support for AASHTO LRFD 2005 Interim provisions
- Added tensile stress checks for temporary conditions (at release, lifting, and shipping) when tensile reinforcement is provided. Also computes the minimum amount of tensile reinforcement required to use the higher allowable stress limits
- Added support for noncomposite sections including deck bulb tees, double tees and ribbed girders
- Added support for TXDOT U-Beam section
- Added feature to export TXDOT CAD data
- Fixed problems with zero-length connections
- Fixed problems computing moment capacities with lightly reinforced sections
- Fixed problems checking longitudinal reinforcement for shear
Archive Version: 1.7.1 - May 12, 2005
- Fixed problem computing truck roll stiffness
Archive Version: 1.7.0 - May 11, 2005
- Temporary top strands and harped strands at the ends of the girder are now measured from the top centerline of the girder. These strand groups will retain their relative position to the top of the girder when the girder height is changed.
- When defining pier orientation by bearing, the bearing may be either left or right of the alignment
- Corrected the fill sequence numbering in the girder library entry section views
- Minimum and maximun time frames can be specified for construction. Cambers for the different timings is computed.
- Improved computation of "D" dimension
- Temporary strands can be used for shipping only
Archive Version: 1.6 - April 27, 2005
- Fixed problem with users inserting and deleting rows from the girder dimension input grid in the Girder Library
- Girder length, along grade, has been updated to account for roadway profile effects
- Complementary girder end skew angles were being reported in the girder schedule report. This bug has been fixed
- Removed WSDOT logo from main window and report title pages
- Corrected equations shown in Details report for U-beam distribution factors for shear on interior beams. The computations are correct, however the exponent on the first term was 0.6 instead of 0.8
- Corrected calculation of live load distribution factor by lever rule for 2+ loaded lanes for U-beam sections
- Added a Status Center feature as a centralize means of reporting and correcting errors.
- Girder bearing offset for pier 1 was used at pier 2 when computing girder lengths. This problem as been fixed.
- Added variable capacity reduction factor method as a WSDOT alternative to computing capacity of over-reinforced sections per LRFD C126.96.36.199.1. See "Flexural Strength of Reinforced and Prestressed Concrete T-Beams" by Seguirant, Brice, and Khaleghi for details.
- Corrected the dimensions for a W42G girder
- The available prestress force near the ends of girders are reduced along the development length to account for under developed strands at ultimate moment capacity
- Added support for LRFD 3rd Edition, 2004
- A step function for truck roll stiffness has been added for hauling stability analysis
- Added user defined concentrated and distributed loads
Archive Version: 1.5.0 - October 01, 2004
- Updated Bridge Geometry Report to include deck elevation, top of girder, and haunch depth over each web at 10th points along the girder. This information is useful in determining "A" dimensions for girders that are not erected plumb.
- Added optional live load deflection checks per LRFD 188.8.131.52.1
- Added a feature to import library entries from PGSuper projects to the PGSuper Master Library file. This feature is implemented in the LibraryEditor program and is only available to PGSuper adminstrators.
- The limiting moment capacity of over reinforced sections, per LRFD C184.108.40.206.1, is now reported along with the nominal moment capacity.
- Concrete properties are now directly input by the user. The concrete library remains so that common properties can be stored and recalled with a simple name. You can now directly input f'c and f'ci for each girder.
Archive Version: 1.4 - March 01, 2004
- The method of computing ultimate moment capacity has been changed to a non-linear strain compatibility analysis. Research to be published in the PCI Journal (2004) by Seguirant, Brice, Khaleghi has shown the PCI BDM Average Beta1 method to be unreliable.
- Added new WSDOT WF sections
- PGSuper would crash when loading files containing comments more than 255 characters long. This problem has been corrected.
Archive Version: 1.3.3b - August 07, 2003
- When ignoring range of applicability for distribution factor calculations, PGSuper would still evaluate curvature restrictions. Curvature restrictions are now ignored if the other range of applicability requirements are ignored.
- Updated TxDOT IBNS report
Archive Version: 1.3.3a - July 16, 2003
- Updated TxDOT IBNS report
Archive Version: 1.3.3 - January 23, 2003
- Harping point locations can now be defined by a fractional distance or an absolute distance
- The name of your project file is now given in the report heading.
- The input for environmental conditions, Exposure and Relative Humidity, has been moved to the Bridge Description dialog. This input was somewhat "hidden" in the PGSuper interface and designers were often overlooking these parameters.
- The last line of the TxDOT Summary Report lists the ultimate moment demand, but the label on the report says the minimum ultimate moment capacity. The reported value has been changed to the actual minimum moment capacity
- The weight of the girder slab pad was being underestimated. For bridges with steep vertical curves the load can be grossly underestimated. The slab pad load is now computed using a straight line approximate for the top of girder geometry. This results in a more accurate, and slightly conservative loading. See the Theoretical Manual for loading details.
Archive Version: 1.3.2 - August 21, 2002
- The controlling point for release strength is at the end of the prestress transfer length. PGSuper computes it at H from the end of the beam. A Point of Interest was added at the end of the prestress transfer length.
- PGSuper was applying the distributed traffic barrier loads to the wrong number of girders. The traffic barrier weight was divided by the correct number of girder lines, but it was applied to one additional girder line. For example, the traffic barrier weight is divided by 3 girder lines, but was applied to 4. This problem has been corrected.
Archive Version: 1.3.1 - August 16, 2002
- PGSuper used the SI version of the LRFD specifications for the HL93 Live Load Description regardless of the specification basis. PGSuper now uses the HL93 Live Load Description based on the currently selected specification basis.
- Added TxDOT Girder Schedule (IBNS) Report
- Added support for the Nebraska NU girder types
- Girder end distance can now exceed the bearing offset when defining a connection library entry
- PGSuper incorrectly added half of top flange width to de when computing live load distribution factors for exterior I-beams. This problem was introduced in Version 1.3. This problem has been corrected.
- The input for SIP deck panels was not checked for consistency. The sum of the cast depth and the panel depth must be <= to the "A" dimension. This problem has been fixed.
Archive Version: 1.3 - August 01, 2002
- When the computed shear strain, ex, exceeds 0.002, ex is set equal to 0.002. When this case occurs incorrect values for beta and theta are computed. When v/f''c is < 0.075 the row for v/f''c < 0.1.00 in Table 220.127.116.11.2-1 is used. These problems have been fixed
- Updated the PGSuper to reflect the change in methodology for estimating prestress losses at shipping. These changes are in accordance with WSDOT Bridge Design Memorandum 5-2002
- NEW FEATURE You can now enter your own live load distribution factors. Select Loads | Live Load Distribution Factors... and enter your values.
- NEW FEATURE Support for Stay-In-Place (SIP) deck panel systems was added to PGSuper.
- PGSuper has been upgraded for the 2002 Interim provisions. Changes to the following provisions have been incorporated into PGSuper:
- Distribution factors for I Beams (18.104.22.168.1)
- Distribution factors for U Beams (22.214.171.124.1)
- Bursting Zone Resistance (126.96.36.199)
- The loss equation used for U-beams is incorrect. The equation for I-beams is used. This problem has been corrected.
- Updated the geometry for the trapezoidal open box girder to accomodate the current WSDOT standards
Archive Version: 1.2 - January 03, 2002
- The limiting capacity of over reinforced sections was being computed incorrectly (C188.8.131.52.1). When rectangular section behavior is present, the equation for flange section behavior was used. When flange section behavior is present, the equation for rectangular section behavior was used. This problem has been corrected.
- Incorporated provisions of LRFD specifications up to 2nd Edition, 1998 with 1999, 2000, and 2001 interims
- Changed the accelerator key for Update Now from Ctrl+U to F5. This change makes PGSuper more consistent with industry standards.
- An option to ignore live load distribution factor "Range of Applicability" criteria has been added to the project Design Criteria library entry.
- The method of defining harped strands at the harping point has been changed. WSDOT bundles harped strands at the harping point and PGSuper reflected this practice. However, others do not bundle the strands but rather maintain the strand spacing throughout the girder. The method for defining harped strands at the harping point has been changed to accomodate this situation.
- The dimensions of an intermediate diaphragm can now be zero. Girder library entries define the size of an associated intermediate diaphragm on the Misc tab. For girders that don''t use diaphragms, enter a dimension of 0.0 for the height and widith.
- The bursting zone check for LRFD 184.108.40.206 has been changed to a single service limit state check over the bursting zone length instead of a check based on stirrup spacing.
- Added a Bridge Geometry Report that contains the station, offset, and top of deck elevations at the intersection of the centerline of the girder and the bearing line.
- Fix problem with prestressing strand material properties when the SI units version of the LRFD Specifications is used.
- Update moment capacity calculations to be consistent with the procedures described in the PCI Bridge Design Manual.
- Added support for WSDOT''s new trapezoidal girder section
Archive Version: 1.1 - May 01, 2001
- PGSuper mistakenly used the effective prestress, fpe, when evaluating LRFD
220.127.116.11. The term on the left hand side of the equation requires fps, the stress in the
prestressing steel at the time for which the nominal resistance of the member is required.
This problem has been corrected. Supporting information in the PGSuper Theoretical Manual
has been updated as well.
- The size of interior diaphragms for W42G, W50G, W58G where defined incorrectly in
the Girder Library. The library and the project templates have been updated with the
correct diaphragm sizes.
Archive Version: 1.1 Preview 4 - March 27, 2001
- The maximum girder weight was not checked by PGSuper. Section 6.2.3.G.3g of the
WSDOT Bridge Design Manual specifies a maximum shipping weight of 200 kips. The Project
Criteria library has been updated to include a maximum girder weight parameter. The
maximum weight is now check during the transportation analysis.
- The location of the upper harp strand bundle was defined incorrectly in the
girder library for W83G, W83MG, W95G, and W95MG. The upper bundle is 3" above the
- When computing ultimate moment capacity, sections with c/de > 0.42 are
considered overreinforced. These sections may be acceptable if it can be show that
sufficient ductility can be acheived (LRFD 18.104.22.168.1). The LRFD Commentary suggests a
means to compute the minimum nominal strength for over reinforced sections. PGSuper now
computes this suggested minimum capacity in accordance with C22.214.171.124.1. Because this
computation is not a requirement of AASHTO LRFD, as it was in the Standard Specification,
it is left to the engineer to determine if it is acceptable for a given section to be over
reinforced. PGSuper simply makes the computation but does not draw a conclusion.
- PGSuper has performed analysis checks for long girder stability since Version
0.6. However, the effects of the lifting and transportation stages where not considered
during design. The PGSuper Preliminary Girder Designer has been updated to consider
lifting and transportation stages. The Designer now determines the minimum release
strength, minimum 28 day strength, lifting loop location and truck support location in
order to insure girder stability. To aid engineers in the design process, PGSuper now
includes a Stability View that graphs the factors of safety for girder stability against
various locations of lift points and truck support locations.
Archive Version: 1.1 Preview 3 - January 18, 2001
- The minimum confinement reinforcement in the Bursting Zone (126.96.36.199) was
computed incorrectly. The values of Avb/S Min in the Bursting Zone Check Details chapter
of the Details Report are incorrect. Even though the jacking stress, fpj was reported, the
jacking force was actually used. This problem has been corrected.
- Changed lift angle criteria for lifting analysis. The previous value was 60
degrees. A vertical lift creates the worst case. The library entries and templates have
- The topic "Computing the A Dimension" in the Theoretical Manual
contained some typographical errors in the equations. These errors have been corrected.
- For lifting analysis, the camber due to prestressing alone is computed relative
to the bearing locations. This is incorrect. For this computation, the camber should be
relative to the ends of the girder. This has been corrected.
- Under certain conditions, PGSuper would incorrectly report a "Pass" for
the factor of safety against failure during lifting. Specifically, when the Factor of
Safety against Failure (FSf) is less than the Factor of Safety against Cracking (FScr) FSf
is taken to be equal to FScr. When this situation occurs, PGSuper would used the allowable
Factor of Safety against Cracking in its evaluation of the Factor of Safety against
Failure. The allowable FScr is 1.0 and the allowable FSf is 1.5. PGSuper would report a
"Pass" if FSf was greater than 1.0, not 1.5. This problem has been corrected.
- The parameter Fe (F sub epsilon) was not reported in the Shear Details chapter of
the Details Report. This has been corrected. Notes have been added to clarify when Fe is
applicable and when it is applied to the shearing strain ex.
- The self-weight load of that portion of the traffic barrier supported by the
girder end cantilevers was not modeled. This load is now included in the structural
analysis model when appropriate.
- The equations that preface the Details of Minimum Transverse Reinforcement
Spacing Check table in the Details Report were reported incorrectly. The maximum
reinforcement spacing is the minimum of the two computed values, not the maximum. This was
only a problem in the table heading. The correct maximum reinforcement spacing is reported
in the table.
- PGSuper models the girder self-weight, slab weight, traffic barrier, and overlay
loads that occur in the girder overhangs as concentrated shears and moments. In a typical
bridge, the girder cantilever (the portion of the girder that overhangs the bearing) is
quite short. PGSuper now ignores the moment if the length of the cantilever is less than
the depth of the girder. For this situation, the cantilever is a deep beam and
strut-and-tie, rather than flexural, behavior occurs. Refer to the Structural Modeling
section of the Theoretical Manual for details.
- The girder overhang moments were computed incorrectly. The moment was computed as
P*Loh, but should have been P*Loh/2. Refer to the Theoretical Manual for details regarding
Structural Modeling and Analysis. This problem has been corrected.
- The table headings for live load reactions were labeled incorrectly. The Min/Max
subheadings were reversed. This problem has been corrected.
Archive Version: 1.1 Preview 2 - December 21, 2000
- The skew correction factors where incorrectly reported in the Distribution
Factors Details chapter of the Details Report. This problem has been corrected.
- The skew correction factor for live load moment distribution factors being
computed incorrectly. This error only occurred with skew angles greater than 30 degrees
and for computations based on the US version of the LRFD Specification. When computing c1,
a value of 12.0ts^3 was used instead of 12.0Lts^3 in the denominator. This problem has
- For left skewed piers, PGSuper was using negative skew angles when computing the
skew correction factor for live load distributions. This problem has been corrected.
Archive Version: 1.1 Preview 1 - December 06, 2000
- In the Moment Capacity Details chapter of the Details Report, the value for Ae
was reported incorrectly. Ae is equal to Beta1*Ac. This was only a reporting problem, the
correct value for Ae was used in the analysis.
- For lifting analysis, the modulus of rupture was incorrectly based on f''c (28 day
strength) rather than f''ci (release strength). This has been corrected.
- The allowable stress checks during transportation have been changed so that
stress for a vertical girder with impact are considered separately from the stresses in an
inclined girder without impact. This is consistent with the PCI Journal article this
analysis is based on.
- Editorial changes to the lifting and hauling report details
- For lifting analysis, re-organized the way PGSuper compares the Factor of Safety
Against Failure with the Factor of Safety Against Cracking. The check is now consistent
with the PCI Journal article that the lifting analysis is based on.
- The maximum distance between supports for hauling analysis was not consistent
with WSDOT criteria. The Design Criteria library entries have been updated. The proper
value is 130 ft (40 m).
- The upward impact factor for hauling in the WSDOT SI Criteria was incorrect. The
impact has been changed to 20% per the WSDOT Bridge Design Manual.
- When defining strand locations in a Girder library entry, PGSuper would
incorrectly indicate an error if a strand location was exactly aligned with the edges of
the web. This problem has been corrected.
- The basis for live load deflections have been added to the reports. Live load
deflection is reported per lane of live load, including impact.
- The input values for lifting pick point locations and hauling support locations
have been added to the reports.
Archive Version: 1.00 - September 07, 2000
- The input values for lifting pick point locations and hauling support locations
have been added to the reports.
- After a design was performed, and accepted, the check boxes in the girder editing
wizard that cause the prestress force to be the maximum allowed for the number of strands
selected were left unchecked. This was not a functional error, but caused problems for
some users who would later tweaked the design, and find that the prestress forces weren''t
changing automatically. Now the check boxes are checked after a design attempt if the
PGSuper designer selects prestress forces that are maximum values.
- The properties for Strands and Rebar were always reported using converted SI
values. WSDOT has reverted to US units. Changed implementation so reports uses US units
rebar and strands.
Archive Version: 0.93 - August 11, 2000
- Preliminary girder design dialog feature was confusing to many users. Updated
documentation and text on dialog to help users understand designer concept and to
interpret the outcome of a design. Also added help button to Design Details dialog box.
- Numbers on Graph axes were overcrowded because numbers had too much precision. Reduced
precision to be more reasonable for graphical display.
- Some screen shots of PGSuper in the help file were out of date with respect to the
latest version of the program. Screen shots are now in sync with the current version
- Updated longitudinal reinforcement for shear (LRFD 188.8.131.52) so that it is only checked
at the ends of spans when WSDOT criteria is selected. According to the AASHTO
Specifications, this provision is to be applied at all sections along a beam. It is the
opinion of WSDOT engineers that this is too conservative for simple spans, and can
unexpectedly result in more shear reinforcement in the middle part of the girder than in
the end regions. This requirement is primarily intended for the confinement of the
sections subjected to shear and shall be primarily applied to the end regions of the
girder where shear demand is higher.
- The load modifiers were not applied to the limit state combinations. This has been
- Redesigned the Design Outcome dialog to be more user friendly. We got rid of separate
View Details dialog and integrated its contents into the Design Outcome dialog. We also
added current design information to design details report so users can easily compare the
current girder with the proposed design.
- Under rare circumstances, the Bridge Description Dialog would crash if a station was
entered without all of its digits (i.e. the zeros after the decimal point weren''t entered
because you had a full station). This problem has been corrected.
- Project Menu said "Design Criteria" while design criteria entry in library
editor was labeled "Project Criteria". This inconsistency could confuse users.
Updated so both labels say "Design Criteria"
- On some low-resolution computer screens, the text in some dialogs was being
"blocked out". Updated those dialogs to display better on low-resolution
- Under certain conditions, PGSuper would indicate a girder did not pass a specification
check when in fact it had. PGSuper was evaluating bursting zone requirements in stirrups
zones that are not contained within the bursting zone. This was also true for the
confinement zones. This problem has been corrected.
- Editorial changes to the help documents:
- In the theoretical manual, Analysis Models section, the equation for K2 had a typo. The
last term (yi) should have been F.
- The equation for wj had a typo as well. The minus sign should have been a plus sign. wj
is the average load between points of interest.
- The picture for the slab pad load incorrectly identified the Top of Girder as the Top of
- Changed maximum spacing for SI girder templates from 460mm to 450mm to bring spacing
better into line with specification checks.
- It was possible for the preliminary girder design algorithm for shear to design stirrups
with negative spacing in the last shear zone. This would happen for girders with very
light shear demand.
Archive Version: 0.92 - May 30, 2000
The jacking force was inadvertently used for the bursting zone checks.
PGSuper has been updated to use the jacking stress.
The steel stress used for Bursting Zone checks was inadvertently taken to
be 400MPa rather than 140MPa as indicated in LRFD 184.108.40.206. This problem only existed
when calculations were based on the SI version of the LRFD Specification.
The presentation of data in the Strand Eccentricity table was very
confusing. Locations of eccentricities were measured from the end of the girder, but
corresponded to POI locations in the bridge site stage models, which are located based on
distances from the left support. This meant that location values in the Strand
Eccentricity table did not match any other locations in the report. We changed the Strand
Eccentricity table so that locations are now measured both from left support and end of
girder. Strand Eccentricities are reported for all points of interest used in casting
yard, handling, and at the bridge site.
Changed Design Criteria Entry so that allowable concrete stresses can be
specified for all bridge site stages. Previously, the program used the same allowable
stress for all bridge site stages.
Per the 4/18/2000 design memo from Bridge Design Engineer, Chuck Ruth,
the Unit Weight for Strength of concrete has been changed from 155pcf to 160pcf.
(2480kg/m3 to 2560kg/m3)
An error message resulted when trying to open Project template files
(*.pgt) from the File Open dialog. This is now fixed.
Corrected typo in Minimum Horizontal Interface Shear Steel chapter in the
Details Report. In US units mode, PGSuper would report the coefficient of equation
220.127.116.11-4 as 0.005 instead of 0.05. This was simply a typo. PGSuper has always used the
coefficient 0.05. The corresponding discussion in the Theoretical manual has been updated
The new WSDOT girder section WF74G (WF74MG) was added to the girder
library. Corresponding connection types were added as well.
The strand patterns for harped strands at the ends of WSDOT standard
girder sections have been updated to reflect changes requested by local girder
manufactures. The top-most pair of harped strands is now located 4" (100mm) from the
top of the girder.
Changed Girder Schedule Report and Summary Report to clarify the meaning
of the "D" dimension. "D" is the total camber at the time the girder
is delivered to the bridge site. The Project Criteria for Creep and the corresponding help
documents have been updated to reflect this change.
Changed the interface for PGSuper''s design feature so it isn''t so
confusing. PGSuper''s design feature performs preliminary design. The outcome of a design
attempt is a guess for some input variables.
The label for tensile stresses in Bridge Site tab for the Design Criteria
Library Entry said "sqrt(f''ci)". This was corrected to say
The curb to curb width used for distribution factor calculations is
computed incorrectly. PGSuper incorrectly added one extra girder space to the width. This
problem has been corrected.
The capacity reduction factor for bursting zone analysis has been changed
to 0.80 since this is compression in an anchorage zone. See LRFD 18.104.22.168.1.
The column heading Avb/S in the bursting zone check details table is
confusing. The column heading has been changed to Avb/S Min to indicate the minimum
The amount of prestress loss used at the Hauling Stage was taken to be
equal to the total prestress loss. This was incorrect. Regardless of the method for
computing losses, the Hauling losses are always a lump sum value that is defined in the
specification library entry. The specified loss at Hauling is now used.
The specification reference for allowable stresses in the Lifting
Criteria section of the Details Report was incorrect. The correct specification reference
When a user made a small change in pier stationing, the result was not
reflected in the program. This was caused by a tolerance error. PGSuper checks to see if a
pier is actually moved before it invalidates analysis results and updates a view. The
tolerance on pier movement was too large. This problem has been corrected.
- The vertical component for prestressing at the harping points is now
conservatively taken as zero.
Archive Version: 0.91 - April 03, 2000
- In rare cases, the moment capacity solver was unable to find an
equilibrium state within the desired tolerance (i.e., the net axial force for the final
strain state was not quite zero, but were within 1% of each other). Problem was due to the
tolerance in the Naaman area calculation method. The large tolerance caused the
strain/force curve to become step-wise, making it impossible for the equilibrium solver to
find a valid solution. This problem has been corrected
- Added automated regression testing feature to assist with Quality Control and
- On-line help documentation on dealing with library entries and entry conflicts
was confusing. We have re-written the documentation for this topic to present the concepts
- Bridges on curved alignments would, under very rare circumstances, cause PGSuper
to enter into an infinite loop. This problem as been corrected.
- We've added printing capabilities with calculation sheet border for the Bridge
Model View and the Girder View. Also added calculation sheet-like border to print of
analysis results view (graphs).
- Library Editor Program did not report an error when trying to save to read-only
files. This could result in confusion to users. The Library Editor program now reports an
error if you try to save to a read-only file.
- The input control for entering pier skews accepted bad data and incorrectly
interpreted some data. For instance, input of the form "20L", would result in a
20 degree right skew. This problem has been corrected.
- For some conditions, a skew angle of 10 degrees left was reported as 350 degrees
right. This problem has been corrected.
- On some configurations, the PGSuper file converter would not work. The routine
that converts old PGSuper files was dependent on the Windows Scripting Host (WSH)
components. WSH is not installed by default with Internet Explorer 4.01and the conversion
routines would not run on systems without WSH. The PGSuper file converter has been updated
so it no longer depends on the WSH.
- Provided additional information for "A" dimension calculations in the
- You were not able to enter the number of girders directly into PGSuper. Users had
to step through available choices with a "spinner control". This has been
updated. The valid number of girders is between 2 and 26.
- Combined the tables for load combination and limit state results. This
significantly reduced the size of the Details Report.
Archive Version: 0.90 - January 21, 2000
- The stress check tables have been re-arranged so one table reports both tension
and compression checks for top and bottom of girder. This makes the Details report a
little bit smaller.
- It was possible to define a bridge with negative girders lengths. This would
cause a crash during analysis. Code was added to check for negative girders length and
catch them from the user interface. Users are now required to define a valid model before
the analysis is performed.
- Detailed information for distribution factor calculations was not being reported.
A distribution factors details chapter has been added to the Details report.
- Added Ytop Girder and Ytop Slab to section properties output. This will make it
easier to figure out where St girder and St slab come from.
- A Loading Details chapter has been added to the Details Report. This new chapter
reports the details of the dead loads applied to the various structural analysis models.
This will help users verify force results
- The stirrup layouts for WSDOT standard girders have been updated to more
accurately reflect the WSDOT standard girder plans.
- It was possible to type non-numeric data into grids in girder and diaphragm
library entries. This could lead to unpredictable behavior of the software. Stronger data
validation has been implemented for numeric entries in grids.
- Shrinkage loss calculations based on the US version of the LRFD Specification are
incorrect. Losses were computed as 17 - 0.123H. The correct equation is 17 - 0.150H.
- Detailed information about the structural models generated by PGSuper was not
provided in the reports. The Details Report now contains detailed structural modeling
information. The modeling techniques are covered at length in the PGSuper Theoretical
- In the details report, the witness line for sacrificial depth in the slab
dimension picture is obscured. This picture has been updated.
- The modulus of rupture was incorrectly computed for lifting and shipping
analysis. The allowable tensile stress was inadvertently used for the modulus of rupture.
The modulus of rupture is now computed correctly.
- The eccentricity due to sweep in long girder stability analysis is reported
incorrectly. The value reported for es is actually es*Fo. The value reported for es has
been corrected. This error does not effect the results of the analysis.
- The wrong concrete strength was used for computing the maximum spacing of
transverse reinforcement per LRFD 22.214.171.124. The weaker of the slab and girder concrete
strength was used. The girder concrete strength should have been used. This has been
- Detailed reports for the factor of safety for cracking for lifting and hauling
did not report which flange governed for cracking. A column was added in the report table
to indicate which flange (top or bottom) governs cracking and the impact direction which
governs as well.
- Under rare conditions, the status of the "Compute Prestress Force"
check box in the Girder Editing Wizard is not saved. This problem has been corrected.
- Factor of safety for cracking for lifting did not account for impact. The
computations have been changed to use maximum stress due to impact to calculate cracking
FS for lifting.
- On the Hauling tab of the Project Criteria dialog, the concrete strength for
allowable tensile stress has been changed from f'ci to f'c. This was an incorrect label in
the dialog. PGSuper continues to use f'c in the calculation of the allowable tensile
- The "draw longitudinal rebar" setting in the girder elevation view
setting dialog was not being correctly interpreted. This caused the longitudinal rebar to
be displayed sporadically based on the other girder view settings.
- Equation 126.96.36.199-4 and minimum spacing requirements were not being checked for
horizontal slab-girder interface shear. These checks have been added to PGSuper.
- Added capability to describe top flange stirrups. These stirrups are a spaced
evenly along the length of a girder and are used to strengthen the slab/girder interface.
These stirrups are needed in order to pass the requirements of provision 5.8.4, especially
for deep girders.
- Added girder length to Input Summary report.
- The legend for the stress table in the Hauling Details chapter had a typo. The
symbol for bottom fiber stress, downhill side is fbu. It should have been fbd.
- dv was computed incorrectly per 188.8.131.52. Specifically, the wrong value for h is
used. PGSuper was using the girder depth for h. This is incorrect. h should be the girder
depth plus the gross slab depth, less the sacrificial depth. Per Article 5.3, h is overall
thickness or depth of a member. Shear capacity is computed on the basis of the composite
section, therefore the depth of the section is slab+girder. dv and h are now calculated
correctly. Bursting zone calculations still use h to be the girder height This is because
bursting calculations are performed for the bare girder.
- Bearings of the form N|S dd mm E|W were not being accepted as valid input. This
is a valid form of input. The problem has been corrected.
- PGSuper would crash when trying to open an older version file if the file was
read-only. The PGSuper file converted was writing the converted file over the original
file. The file converter has been changed to write converted files to a temporary
location. This avoids the read-only problem, and it protects the original file. Converted
files are not updated until the user saves the file.
- An error would occur when trying to move both piers down station in the bridge
editor. Updated software to correct this problem.
- A table of contents feature has been added to the report view. This makes it much
easier to navigate reports. To use, just click the right mouse button in the Report View
and select Table of Contents from the pop-up menu. Custom tables of contents are generated
for each report type.
- If you enter a straight alignment direction of N 59 59 59.9 E, leave the Bridge
Description Dialog, and then return, you will see an alignment of N 90 00 00.1 W. This
problem has been corrected.
- PGSuper would accept the following bearings as valid input: N -90 E and N 34 34
-34 E. This problem has been corrected.
- The program was crashing in cases where there was a curved horizontal alignment
was defined and the bridge lied entirely outside of the curve. This problem has been
corrected. Bridges can now lie on either side of the curve. However, bridges still can NOT
straddle between the ends of the horizontal curve and the straight tangents. This
situation is not covered by the LRFD simplified distribution factor calculations.
- Reports were being completely reloaded after each results calculation. This
caused all report windows to scroll back to the top, which is a nuisance to users Report
views now retain their position after recalculations.
- Excess camber was being calculated incorrectly. Excess camber is defined as the
total camber - screed camber. The program was calculating it as the total camber - slab
deflection. This problem has been corrected.
- If the Version of the LRFD code was changed for the currently selected project
criteria entry, the change would not be reflected in the output. The program has been
fixed so that output will be automatically updated when the LRFD specification version is
- The Shear Designer could create designs where the bar spacing exceeds the zone
length. This would then cause an error message to be displayed in the girder editor. This
problem has been corrected.
- The material-related constant Beta1 used in the moment capacity analysis was
assumed to be equal the the Beta1 value for the slab - even if a portion of the girder was
in compression. This could lead to non-conservative results for the c/de ratio. PGSuper
now uses Beta1 based on the average Beta1 calculated for all materials on the compression
side of the neutral axis. Beta1 is computed using Equation 184.108.40.206-6 of the PCI Bridge
- The allowable tensile stresses for lifting and hauling have been updated.
- The deflection computed due to harped prestressing strands was computed
incorrectly. Equation 5 from the PCI Design Handbook was used. When coding this equation
into the software, we missed the fact that this equation is the case of the prestressing
force acting through the C.G. of the girder at the girder ends. Generally, this is not the
case. The implementation has been updated to include the effect of the harp strand
prestress force being eccentric.
- When the prestressing strand type is changed in the Bridge Description dialog the
jacking force for the prestressing strands was not updated. This problem has been
corrected. Now, in the Girder Editing Wizard, if you check the boxes for PGSuper to
compute the prestressing force, and you subsequently change the strand type, the
prestressing force input will be changed to reflect the change to the strand type.
- Details for the horizontal shear capacity calculation were not available in
reports. A new details section was added to the Details Report and simplified summary
report for horizontal shear capacity.
- Under certain conditions the prestressing force was not initialized properly in
the girder editing dialogs. As a result the wrong prestressing force was used in analysis.
This problem has been corrected.
- The equation for the lateral cracking moment reported in the lifting and shipping
analysis details was incorrect. The term (fr + ft) should have been (fr - ft). Even though
the PCI papers by Mast and Seguirant use '+', the sign convention used by PGSuper requires
'-'. This was only an error in the report, the correct equation is used when computing the
lateral cracking moment
- The girder deflection for camber was computed incorrectly. The girder deflection
for camber is computed using the final span length and the initial concrete properties.
The final span length is used, because WSDOT specifies that precast girders are supported
at their final bearing location after the girders have been removed from the casting beds.
The stiffness of the girder is Ig*Eci. Internally, PGSuper computes the initial deflection
for camber as the final deflection multiplied by the ratio Ec/Eci. Originally, PGSuper
used the ratio Eci/Ec. This defect has been corrected.
- Elastic shortening losses were computed incorrectly. Specifically, the prestress
force at transfer was computed as the prestress force prior to transfer instead of the
prestress force after transfer. This problem has been corrected.
- Modulus of rupture calculations [220.127.116.11] based on the US version of the LRFD
Specification are incorrect. The coefficient multiplied with the square root of the
concrete strength was incorrect.
- The normal force between the slab and girder used in horizontal shear capacity
calculations was calculated incorrectly. The load included diaphragm loads and sacrificial
slab material and did not account for the haunch. The diaphragms are applied to the
structure prior to slab casting and do not contribute to the slab/girder interface load.
Overlay load is not used because overlays are temporary. PGSuper has been modified such
that the diaphragm and sacrificial slab depth do not contribute to the normal force on the
girder/slab interface and the haunch weight is now applied to the interface.
- Correct typo in Bridge Site Stage headings in Moments, Shears, and Reactions
- The definitions for load cases DC and DW were not well-defined for individual
bridge stages. Notes have been added to the details report which define loads (slab,
girder self weight, etc.) belong to the LRFD load cases for a given stage.
- Locations for results tables were not well-defined. It was difficult to tell
whether the location was measured from the end of girder, or from the left support. Notes
have been added to the location labels which fully describe the datum for the Location
- Added tenth point indicators to the Location field in the report tables
- If you try to save a read-only input file, the program responds with an error
saying that the "file could not be found". This does not help determine the real
cause of the problem. PGSuper was changed so the program does not attempt to save read
only files. Instead it reports to user that he must save under a different name.
- The modeling of the end diaphragms has been made more flexible. When using
PGSuper to model an interior span of a multi-span structure, the girders typically bear
onto the diaphragms, rather than the girders supporting the weight of the diaphragms (as
was originally assumed by PGSuper). You can now specify how and where the end diaphragm
load is applied to the structure.
- New Feature: Girder Schedule Report. This report contains a table very similar to
the Girder Schedule defined in the WSDOT standard girder plans. The report may or may not
be useful for agencies outside of WSDOT. To access the report, select View | Reports, and
from the Reports dialog, select "Girder Schedule Report".
Archive Version: 0.89 - January 21, 2000
- The EVC (end of vertical curve) station was reported incorrectly in the Profile
Details table. This has been corrected.
- The allowable tensile stress for the Casting yard stage was incorrect for US
units version of the project criteria. This has been corrected.
- The creep coefficient was not computed correctly using equation C18.104.22.168.2-1 of
the LRFD specification. This error has been corrected.
- The girder cross section dimensions have been updated for W74MG and W83MG
- Cracking moment was computed incorrectly. The correct equation is Mcr =
(fr+fpb)Sbc - Mdnc(Sbc/Sb-1).
- The comparison between 1.2Mcr and 1.33Mu is incorrect. Per LRFD 22.214.171.124.2, Mr Min
should be the lesser of 1.2Mcr and 1.33Mu. The greater of these values was being reported.
This has been corrected.
- The allowable tensile stress for hauling was incorrect. This has been corrected.
- The schematic picture for the slab geometry, the lower witness line for the
"A" dimension does not display correctly. The picture has been updated to show
witness line more clearly.
- In version 0.88, we upgraded to the new Microsoft MSXML parser for reading input
files. This parser is a true XML parser and has problems with special characters such as
&,<,>,", and "s. This caused input files with object names or
properties using any of these special characters to become invalid xml and be rejected. In
short, PGSuper can no longer read input files containing these characters. The file
loading and saving routines have been updated to deal with these special characters
correctly. However existing files with special characters will still cause problems. If
you have problems reading old input files when upgrading to version 0.88, search for any
of the above-mentioned special characters and delete them or replace them with valid
- The picture for camber details is incorrect. The Dslab on the right side of the
graph should be Ds. Also, Ds should be defined as Screen Camber. The picture has been
updated to show variables more clearly.