| 7/17/19 | Class 1 - Fixed problem with the recent rigid links additions where not all the slab plate elements were being generated in some plate and eccentric beam projects (which had removed deck stiffness, artificially raising composite deflections, and the resulting postprocessing for the member effects then were based on higher deflections, which artificially raised the member forces, etc.) [6.5.4215] |
|---|---|
| 6/20/19 | Class 2 - Fixed issue with sidewalk stresses sometimes not being included in flange stresses at splice locations. [6.5.4189] |
| 6/19/19 | Class 1 - Fixed issue with generating unbraced length data (BR) in girder inputs in girder system analysis that could occur and which was recently caused by the transition to using rigid links in the girder system analysis bracing modeling. [6.5.4188] |
| 6/19/19 | Class 2 - Fixed allowable stress/ratings issues at splice locations near inflection points in LFD projects [6.5.4188] |
| 3/13/19 | Class 2 on LRFD line girder projects with hinges: hinge locations in the analysis were correct, but the reactions table was acting as if it was at a different location when calculating the reaction on the hinge. [6.5.4090] |
| 3/12/19 | Class 1 on LFD projects: A few fixes have been made on LFD projects regarding: box girder allowable stresses at splices, top and bottom flange overload stress tables, overload ratings tables, and NONCOMPOSITE girders. [6.5.4089] |
| 2/14/19 | Class 2 - Fixed issue with LRFD Shear Connectors table required pitch calculation at and near supports where it was sometimes using n=1 instead of n=1.5 to determine the Max Pitch. Fixing this problem resulted in a lower Max Pitch at or near supports in some situations. [6.5.4063] |
| 2/6/19 | Class 3 - Fixed issues occurring on LRFD Top and Bottom Permanent Deflection Control Stress tables.[6.5.4054] |
| 12/18/18 | Class 1 - Fixed a problem occurring when STP-i type "7" method was used to designate integral supports. Since this would effect end supports more significantly than piers, it was a "Class 1" problem in the context of integral end supports using STP-i 7's. (Other forms of integral supports were unaffected, e.g. ITGSUP, KMB-i, or INTEGRAL ABUTMENTS.)[6.5.4005] |
| 12/13/18 | Class 2 - Fixed a problem in sharply skewed parallel/concentric girder system projects where the girders on the opposite side from girder 1 could have some anomolies in moments and shear. [6.5.4000] |
| 12/8/18 | Class 2 - Fixed a problem where bending strength was not using the web thickness for the right location, in a situation where the web thickness was varied frequently. [6.5.3982] |
| 11/8/18 | Class 1 - Fixed a problem in girder system projects where sidewalk located with SWLOC2 could have been instead using the offset given by SWLOC1. The significance of this problem would depend on how different these distances were, so this is being classified as Class 1 in that context. [6.5.3965] |
| 11/8/18 | Class 3 - Fixed a problem in LFD projects where allowable fatigue stresses were not considering noncomposite regions established by COMSPC. [6.5.3965] |
| 11/8/18 | Class 1 - Fixed problems in LFD projects with: (1) factored shears, (2) factored reactions in LFD projects sometimes not flagging and/or showing the amount of uplift per 3.17(a). (Note: The program takes the conservative assumption of not including composite dead loading in this calculation, although this can be included with the INCLUDE COMPOSITE DEAD LOAD IN UPLIFT CHECK condition.), and (3) incremental service shears. [6.5.3965] |
| 11/8/18 | Class 3 - Fixed a problem in LFD projects where allowable fatigue stress not considering noncomposite regions established by COMSPC [6.5.3965] |
| 10/16/18 | Class 3 - Fixed a graphical display issue that could occur in general geometry girder system projects. (Live loading is according to the wheel locations shown in the girder system output which were unaffected and so this problem was only a graphical display issue.) [6.5.3942] |
| 10/15/18 | Class 3 - Fixed a minor issue with the shear connector counting in the Shear Connectors report in LRFD projects.[6.5.3941] |
| 10/9/18 | Class 2 - Fixed some issues with LFD girder ratings where at some locations the program was not correctly calculating ratings and/or displaying the capacity and the governing flange for the ratings.[6.5.3935] |
| 10/9/18 | ********************************************************* * NOTICE OF CHANGE TO PROGRAM DEFAULT BEHAVIOR * ********************************************************* The IGNORE MOMENT SHIFTING condition has now been adopted as the new default program behavior for LFD projects (and ALLOW MOMENT REDISTRIBUTION is available to allow the program to redistribute moments at pier when the section is compact. Note: this was already switched for LRFD projects on 8/17/18.) [6.5.3935] |
| 9/27/18 | Class 2 - Fixed issues with LRFD line girder projects: (1) having to do with permit truck shears, and (2) dead load shears when concentrated dead loads were present. [6.5.3923] |
| 9/27/18 | Class 3 - Fixed issue in LRFD line girder projects having to do with permit truck moments and shears being based on applying the dist factor to the axle load at the axle's location instead of using the dist factor that is at the effect location. (Note: this would only be an issue with varying dist factors. along the girder.) [6.5.3923] |
| 9/6/18 | Class 3 - Fixed a problem with DETAILED CALCS FOR SHEAR STRENGTH report in LFD projects. [6.5.3902] |
| 8/18/18 | Class 3 - Fixed a problem with ASD ratings when pouring analysis was involved in the run. [6.5.3883] |
| 8/15/18 | Class 2 - Fixed a problem with Service II ratings for the default girder ratings method in LRFD projects where the some calculations being considered had the sign wrong on the dead load components of the calculation, sometime resulting in a lowering of Service II ratings after the fix. (Problem did not occur in the LRFR RATINGS). [6.5.3881] |
| 8/15/18 | Class 2 - Fixed a problem that could occur at Bottom Flange Allowable stresses at bottom flange splices in Noncomp Dead Wet Concrete Stress tables. [6.5.3881] |
| 8/14/18 | Class 1 - Fixed problem in LRFD box girder projects using INTEGRAL ABUTMENTS. The problem was with Bottom Flange Factored Bending Stresses and Ratings sometimes assuming bottom flanges were stiffened when bottom flange stiffeners were not specified (however, the Factored Strength table values and its perfomance ratios were using on the correct bottom flange allowable stresses.) [6.5.3878] |
| 7/12/18 | Class 2 - Fixed issue with the IL-120 reactions without impact shown in girder Case Data report. [6.5.3846] |
| 7/11/18 | Class 3 - Noncomposite dead load bottom flange factored bending stresses when these included pouring sequence analysis were sometimes double multiplying (instead of removing as it should have been) TFORMFCT when the REMOVE FORMS AFTER EACH POUR was being used. [6.5.3845] |
| 6/22/18 | Class 1 - (FOR REACTIONS THAT INCLUDE SIDEWALKS)- Fixed an issue in girder output of LRFD girder system projects where the reactions listed for interior supports were not including the sidewalk reactions when straddling trucks governed at the interior reactions. (Girder system output reactions were reporting these properly as these are shown in a separate column there.) [6.5.3827] |
| 5/31/18 | Class 2 - Fixed an issue in LRFD projects in rating calculations at splices where it was using the allowable stress at the tenth pt on the side of the splice instead of using the allowable stress at the specific location of the splice.[6.5.3804] |
| 5/4/18 | Class 1 - Fixed situations in ratings of curved girders where lateral bending stresses were not being considered in rating calcs even though lateral bending stresses were being used in flange factored bending stresses.[6.5.3777] |
| 4/4/18 | Class 2 - Fixed two issues with ratings calculations at splices: (1) where it was sometimes using negative moment capacity instead of positive moment capacity on a compact section, and (2) where it was sometimes using the steel from the other side of the splice in a hybrid girder.[6.5.3747] |
| 3/29/18 | Class 1 - Fixed two issues with concurrent reactions in LRFD girder system projects: 1) in some cases when the governing main reaction for interior piers was for the 0.9(straddling truck+lane) case, the concurrent reactions were being shown for the lane+truck case, 2) IL-120 DESIGN TRUCK concurrent reactions were not including the lane loading.[6.5.3741] |
| 3/23/18 | Class 1 - Fixed a problem with LRFD line girder projects where the lane fractions for deflections calculated by the program were sometimes accounting for multiple presence factor when there were greater than two lanes, which led to a reduction to the lane fraction for deflection. AASHTO 2.5.2.6.2 suggests this be simply calculated as number of lanes divided by number of beams. (The exception to this is that the multiple presence factor of 1.2 will be conservatively applied when there is only one lane, which has been requested by users in the past.) Alternatively, the lane fraction for deflection can be specified by the user with LANED in line girder projects (LD-i in girder system projects).[6.5.3735] |
| 3/15/18 | Class 1 - Fixed a problem with line girder projects using IL-120 DESIGN TRUCK where the reactions from 0.9(straddling trucks+lane loading) were not always including the lane loading portion. [6.5.3727] |
| 3/8/18 | Class 2 - Fixed some problems with LRFD project shear capacities used for rating at supports or splices where the program was sometimes switching left and right side capacities or the right side capacity sometimes using the higher of the intermediate transverse web stiffener spacings on either side of the support instead of only using the spacing to the right side of the support. [6.5.3720] |
| 2/26/18 | Class 2 - Fixed problem that could occur in LRFD projects using the LRFR RATINGS condition where the program was not accounting for sidewalk loading in shear ratings calculations. Bending ratings and performance ratios of factored stresses and factored strengths were unaffected by the problem. [6.5.3710] |
| 2/19/18 |
Class 1 - for general girder system projects with severely skewed supports and curved lanes in combination Class 2 - for all other general girder system projects, when lanes are defined instead of specifying distribution factors for live load analysis. The wheel location routines in the program were updated to better handle combinations of severe skews and curved lanes. Depending on the severity of the skew and curved lanes in combination in the same regions, Wheels were sometimes getting bunched closer together in lanes and consequently trucks were sometimes getting spread apart in regions of severe skew and curved lanes, and although these symptoms could have somewhat offsetting effects, an overall redistribution of live load effects among girders in such regions could have occured as a result. The wheel locations tables in the girder system analysis output indicate where the live load is being placed, subject to the convention of the ROADWG input for general geometry projects. Effects are likely to be moderate or minor for non-severe skews. Note: this issue may also have led to cases where the program was unable to determine whether or not there was room enough for the lanes to be floated in general geometry projects, causing the user to have to turn to the distribution factor approach, whereas the updated version of the program might now allow the lanes to be defined and floated on such projects. [6.5.3703] |
| 1/18/18 | Class 3 - Fixed run termination which was happening when SLABXR and SLABXL were being used due to a recent input rule having been implemented based on the more common SLABEXT. [6.5.3671] |
| 1/18/18 | Class 2 - (Followup on 1/9/18 IL-120 issue). Some situations of the factored moment being elevated for some tables also were fixed as an additional aspect of this issue. [6.5.3671] |
| 1/9/18 | Class 2 - Possibility of IL-120 DESIGN TRUCK live load moments and flange stresses being calculated too high. The problem occurred differently in line girder projects than in girder system projects. In Line Girder Projects: The truck+lane case was sometimes considering the lane twice in the service moment table but flange stress calcs generally were correctly based on correct governing moment, except sometimes for the stresses at splices which could have been using the inflated moment that the problem had created. In Girder System Projects: While truck+lane case was showing up correctly in girder system output, the truck+lane case in the girder rating output was sometimes considering the lane twice, and when that did occur the flange stress calcs in general then could have been calculated too high as a result of the inflated moment that the problem had created. [6.5.3662] |
| 12/29/17 | Class 3 - Fixed issue with the reporting of Overload Rating Capacities in LFD projects (Overload Ratings were unaffected.) [6.5.3651] |
| 12/29/17 | Class 3 - Fixed issue with COMSPC composite stiffnesses in computing LL deflections in LFD projects. [6.5.3651] |
| 12/7/17 | Class 1 - Fixed issue with LFD compactness determination, and also fixed issue with how LIMIT TO ELASTIC STRENGTH (and LIMIT NEG MOM REGIONS TO ELASTIC STRENGTH) work in LFD. In the process the DETAILED CALCS FOR COMPACTNESS report generation was overhauled. [6.5.3629] |
| 11/17/17 | Class 3 - Fixed issue with tandem truck positive moment sometimes being calculated too high in girder system projects in very short spans due to influence surface interpolation routine not tracking downward past a neighboring hump on the surface when spans were less than 20 feet. For typical span lengths the effect of the program recoding on the tandem truck moment should have only minor effects (< 1 % ). [6.5.3608] |
| 11/11/17 | Class 3 - Slab tension stresses were using noncomposite section properties for negative moment pouring increments as a result of some recoding several months ago, which generally had the effect of amplifying slab tension stresses, instead of using composite section properties to determine these stresses. [6.5.3602] |
| 11/8/17 | Class 3 - Fatigue stress checks at ends of some longitudinal stiffeners were sometimes not being listed in fatigue stress output. [6.5.3599] |
| 10/26/17 | Class 3 - Fixed issue where flange factored bending stress performance ratios at splices were always based on strength for compact setions instead of showing ratio based on stress when that was lower. [6.5.3587] |
| 10/15/17 | Class 2 - Fixed issue with how WHEELR applies to shear at supports in LFD line girder projects. [6.5.3576] |
| 10/12/17 | Class 3 - Fixed issue in LFD projects having to do with shear strength ratings, and some overload bending and shear ratings mainly near splices. [6.5.3573] |
| 10/4/17 | Class 1 - Fixed Issue affecting moments and shears in line girder projects with trucks with 5 or more axles (including the IL-120 DESIGN TRUCK). It is particularly more of an issue the more axles there are on the truck. This issue appears to have been caused by some new coding earlier this year and was just recently reported. [6.5.3566] |
| 9/18/17 | Class 3 - Fixed issue with TABULATE STRESSES EXCEEDING YIELD condition not working in some situations. [6.5.3550] |
| 9/10/17 | Class 2 - Fixed issue with factored shear strength at supports. [6.5.3542] |
| 9/10/17 | Class 2 - Fixed issue with how Appendix A6 was being applied. [6.5.3542] |
| 8/20/17 | Class 2 - Fixed issue with how Appendix B6 moment redistribution was occurring when it was to occur on some but not all piers. [6.5.3518] |
| 7/29/17 | Class 2 - Fixed issue with LONG TERM MODULAR RATIO USED IN POURING command. [6.5.3498] |
| 7/28/17 | Class 3 - Fixed program crash sometimes happening for cover plates. [6.5.3496] |
| 7/26/17 | Class 3 - Fixed a few Service rating calculation issues which were mostly occuring at splice locations. [6.5.3494] |
| 7/16/17 | Class 3 - Tandem Truck moments in girder system projects in some cases was using a 0. axle spacing which was slightly increasing moments. Shear and reactions did not have this problem. [6.5.3486] |
| 7/13/17 | Class 1 - Fixed issue with MLFACTORS if first value of MLFACTORS was given as less than 1.1, which was triggering the SINGLE LANE LOADING command, causing live load effects to come from only one lane. [Note: The MLFACTORS command isn't intended to be used as a method to scale the live load overall but instead to allow some specific variations of these factors that some state DOTs were doing. This has been modified to allow the first value to be down to 1.001 to make the MLFACTORS command more flexible, but its intended use is for allowing logical relative adjustments to how the amounts of the lanes are to be combined.] [6.5.3482] |
| 7/10/17 | Class 1 - The cover-plated/noncover-plated regions of rolled beams weren't always being detected right at locations in determing Cb. [6.5.3478] |
| 5/31/17 | Class 2 - Resolved some issues with flange permanent deformation control allowable stresses at splice locations. [6.5.3440] |
| 4/24/17 | Class 3 - Fixed LL rotations issue with IL-120 truck loading or permit truck loading. [6.5.3400] |
| 4/24/17 | Class 3 - Resolved more LRFD girder design generator issues. [6.5.3400] |
| 4/6/17 | Class 1 - Fixed recent LRFD compactness determination issues with regard to applying Appendix A6 based on BNGSKEW [6.5.3384] |
| 1/25/17 | Class 3 - Resolved some recent LRFD girder design generator issues. [6.5.3313] |
| 11/30/16 | Class 1 - Fixed Cb calculation issues which in most cases where the problems were occurring Cb was coming out too low (conservative), but could in some situations be Class 1. [6.5.3258] |
| 11/30/16 | Class 3 - Permit truck reactions issue. [6.5.3258] |
| 9/13/16 | Class 3 - Lane loading was sometimes being applied to permit truck loading when it had not been specified to do so. [6.5.3175] |
| 9/8/16 | Class 1 - Sidewalk analysis was not occurring for some lane/sidewalk configurations in system projects, which can be confirmed by inspecting the Girder System Service Moment output tables. [6.5.3169] |
| 9/7/16 | Class 1 - The command NONCOMPOSITE SLAB IS NOT CONTINUOUS BRACING was not being applied in all cases. [6.5.3168] |
| 9/2/16 | Class 2 - Cb calculation issues in LRFD. [6.5.3168] |
| 8/19/16 | Class 2 - Possible problem with allowable in LRFD Noncomp Dead Wet Concrete Stresses table. [6.5.3153] |
| 8/18/16 | Class 2 - Possible LRFD problem since 8/2/16 if a tenth pt is centered between braces. [6.5.3152] |
| 8/17/16 | Class 3 - The LRFD Factored Strengths table for a rolled shape did not include the effect of a cover plate. [6.5.3151] |
| 7/25/16 | Class 3 - Possible problem with inflated LFD constructibility stresses if pouring. [6.5.3128] |
| 7/20/16 | Class 2 - Internal Factored Bracing Diagonal Forces if pouring. [6.5.3123] |
| 7/15/16 | Class 1 - Problem with Tandem truck effects, particularly relevant to short span girders. [6.5.3118] |
| 6/29/16 | Class 3 - Problem with the detailed calcs command for Cb replicating that at the bottom of the Factored Bending Stress table. [6.5.3102] |
| 6/27/16 | Class 3 - Problem with allowable top flange stress at splice locations in LRFD rating table. [6.5.3086] |
| 6/13/16 | Class 2 - Problem with girder component of D1CON and D2CON system module input data. [6.5.3086] |
| 6/13/16 | Class 2 - Possible problem with TRKLANES given in girder input of a system project. [6.5.3086] |
| 5/27/16 | Class 1 - Issues fixed with LRFD having to do with Cb and related calcs. [6.5.3069] |
| 5/16/16 | Class 2: Problem with overload rating table in the LFD rating tables. [6.5.3058] |
| 5/13/16 | Class 3: Top flange weight was being doubled in girder output weight table for closed box girders. Self weight calculations used for the analysis were not affected. [6.5.3055] |
| 5/6/16 | Class 2: Possibility of LRFD splice location greater than 0.20 unbraced length from brace not reducing Cb. [6.5.3048] |
| 4/29/16 | Class 3: Possible problem with slab tension stress in LRFD pour tables. [6.5.3041] |
| 4/2/16 | Class 2: The permanent deflection control allowable stress table may not have included the hybrid girder reduction factor. [6.5.3014] |
| 3/30/16 | Class 3: The LRFD service moment table may not have included the effect of two trucks plus lane over the pier for max effect. Stress tables and ratings were unaffected. [6.5.3011] |
| 3/24/16 | Class 1: In some cases composite dead loading effects were inadvertently zeroed in single girder project force tables. [6.5.3005] |
| 3/23/16 | Class 2: Bracing forces from sidewalk loading if number of exterior girder braces exceeded number of tenth points. [6.5.3003] |
| 2/27/16 | Class 2: Problem with use of PINVRAT to generate an LRFD Strength II inventory rating. [6.5.2979] |
| 2/17/16 | Class 3: Some locations in LFD Max Performance Ratios table given in inches. [6.5.2970] |
| 2/17/16 | Class 1: Possible LFD strength at a pier based on tension flange instead of compression flange. [6.5.2969] |
| 2/10/16 | Class 2: Possible LRFD rating problem where a splice coincided with a tenth point. [6.5.2962] |
| 1/30/16 | Class 2: An entry for bending in Maximum Performance Ratios table may incorrectly been generated where yielding occurred in bending stress table. [6.5.2951] |
| 1/30/16 | Class 3: Incorrect messages generated concerning inadequate stiffener thickness. [6.5.2951] |
| 1/27/16 | Class 3: Possible problem with LRFD "Design Truck+Lane Min LL+I" system output moment values near inflection points. [6.5.2948] |
| 1/12/16 | Class 2: Possible problem with LRFD Cb value at pier if straddling brace spacings are significantly different. [6.5.2933] |
| 1/2/16 | Class 2: Possible problem with LRFD reactions at hinges table. [6.5.2923] |
| 12/31/15 | Class 2: LRFD Service II rating table was not listing ratings at splices. [6.5.2921] |
| 12/24/15 | Class 3: LRFD reactions in hinges tables listed spacings instead of locations. Values were correctly listed by locations. [6.5.2914] |
| 12/14/15 | Class 3: A stress violation message in the LRFD incremental bending stress table was not issued when slab tension exceeded the allowable. [6.5.2904] |
| 12/2/15 | Class 1: Problem with live load effects in girder output of LFD girder system projects when permit truck and HL93 truck are used in combination to determine governing effects. [6.5.2892] |
| 11/24/15 | Class 2: Possible LRFD shear strength problem for permit loading on right side of pier. [6.5.2857] |
| 10/28/15 | Class 3: Permit loading used HL93 factor when combined simultaneously with HL93 loading. [6.5.2857] |
| 10/14/15 | Class 3: Only the LRFD 1/3 pouring stress table footnote was incorrect. The pouring stress had been correctly listed as shown by (6.10.3.2.1-1). [6.5.2843] |
| 10/12/15 | Class 3: Block shear resistance to rupture in bolted flange plates. [6.5.2841] |
| 9/28/15 | Class 2: Possible problem with shear capacity at splice locations in LFD. [6.5.2828] |
| 9/18/15 | Class 3: Problem with listed capacities in the LFD rating table. Ratings unaffected. [6.5.2817] |
| 9/16/15 | Class 2: Possible slight increase in LRFD stud spacing at a few locations. [6.5.2815] |
| 9/11/15 | Class 2: Possible problem with cover plated single girder dead deflections. [6.5.2811] |
| 8/24/15 | Class 2: Some Service II rating table strengths did not reflect the allowables in the Factored Bending Stress table. [6.5.2793] |
| 8/5/15 | Class 3: The amplification factor STEELFACT was not reflected in the weight table. [6.5.2774] |
| 8/3/15 | Class 3: Some bottom flange segments in the LFD girder weight table used the top flange thickness. Analysis unaffected. [6.5.2772] |
| 7/25/15 | Class 2: The factor STAGFCT was not being used in the rating table. [6.5.2763] |
| 7/23/15 | Class 2: The factor WHEELS used in LFD line girder data for amplifying stresses also was being applied to reactions. [6.5.2761] |
| 7/21/15 | Class 3: The LRFD girder output Service Moment table did not include lane effects over the pier for IL-120 loading. Stresses and strengths were unaffected. [6.5.2759] |
| 6/29/15 | Class 3: D' in the LFD expression (10-129a) did not include the slab haunch. [6.5.2736] |
| 6/26/15 | Class 2: In some cases the LFD rating table "Group IB - Permit Trk Only Loading" used the incorrect allowable stress for the bottom flange rating at a pier. [6.5.2733] |
| 6/22/15 | Class 2: LRFD fatigue on ends of bracing could have used max positive and negative moment ranges from different lanes instead of both from the same lane. [6.5.2729] |
| 6/10/15 | Class 2: In some LFD cases rebar over the pier was included in negative moment noncomposite dead rating properties. [6.5.2717] |
| 6/5/15 | Class 3: LRFD skew should only have affected redistribution and not compactness. [6.5.2712] |
| 6/1/15 | Class 3: Possible excessively conservative determination of bottom chord force in bottom chord of a Type C crossframe. [6.5.2708] |
| 5/11/15 | Class 2: LRFD IL-120 truck fatigue effect in bracing. [6.5.2687] |
| 5/4/15 | Class 1: Sidewalk effects not generated if sidewalk locations SWLOC1, SWLOC2 either not given or given as zero if width of sidewalk is given with SIDEWALK in system data. [6.5.2680] |
| 4/27/15 | Class 1: The decimal portion of a truck wheel load in the batch run capability was truncated . [6.5.2673] |
| 4/25/15 | Class 2: Possible problem with LRFD box girder bottom flange allowable stress at locations straddling a flange splice. [6.5.2671] |
| 4/13/15 | Class 3: LFD positive moment regions could have been misclassified as noncompact if the plastic neutral axis was in the slab. [6.5.2659] |
| 4/1/15 | Class 2: Possible problem with LFD compactness in negative moment regions. [6.5.2647] |
| 3/16/15 | Class 2: Problem with line girder nonuniform concentrated composite dead loads. [6.5.2632] |
| 3/16/15 | Class 2: Possible problem tabulating LRFD lateral bending stresses as zero at brace location if brace was placed exactly at a tenth point. [6.5.2631] |
| 3/4/15 | Class 1: Problem with LFD bending strength determined by (10-129d) if compact at midspan but noncompact at the pier. [6.5.2619] |
| 2/20/15 | Class 2: Possible problem with factored shear at a splice location. [6.5.2607] |
| 2/18/15 | Class 2: Possible problem with flange plate Strength I resistance bolt shear strength in Bolted Web Splice table. [6.5.2605] |
| 2/16/15 | Class 2: Ratings for LFD type D bracing were not being listed. [6.5.2603] |
| 2/14/15 | Class 2: LRFD rating problem from use of integral piers. [6.5.2601] |
| 1/29/15 | Class 3: Possibility of LRFD Cb set to 1.00 when flange splice was closer to brace than 0.2 of unbraced length. [6.5.2586] |
| 1/28/15 | Class 1: Possibility of compact classification even if LFD girder failed expression (10-96) for compactness. [6.5.2585] |
| 1/26/15 | Class 2: Possible problem with shear connector spacing since 12/31/14 on far exterior curved girder. [6.5.2583] |
| 1/15/15 | Class 2: Problem in the period 7/2/15-7/15/15 with sidewalk effects if sidewalk located on interior of grid. [6.5.2572] |
| 1/6/15 | Class 2: Sidewalk effects if sidewalk straddles the exterior girder with the center outside the grid. [6.5.2563] |
| 1/1/15 | Class 3: Possible excessive stud spacing on LRFD far exterior girder. [6.5.2558] |
| 12/29/14 | Class 2: Moment at integral pier or pier supported with flexural spring was listed only on the right side of the pier. [6.5.2555] |
| 12/15/14 | Class 2: A warning was not issued if LRFD shear connector pitch was less than six stud diameters. [6.5.2541] |
| 12/15/14 | Class 1: Some concentrated loads given in system projects with D1CON after Aug 8, 2013 may have been misplaced. [6.5.2541] |
| 12/12/14 | Class 1: In some LRFD cases Cb was not set to 1.0 if stiffness transition was greater than 20 percent of the unbraced length. [6.5.2538] |
| 12/8/14 | Class 3: LFD ratings did not include rebars in negative moment composite properties. [6.5.2534] |
| 11/29/14 | Class 2: LFD line gdr noncomp dead deflection did not include additional steel WAS-i. [6.5.2525] |
| 11/25/14 | Class 2: Possible problem with LRFD Bottom Flange Permanent Deflection allowable involving cracked slab. [6.5.2521] |
| 11/19/14 | Class 3: LFD line girder noncomposite dead load deflections if composite dead concentrated loads are used. [6.5.2515] |
| 11/17/14 | Class 3: Problem with the LFD rating table moment capacity code. Ratings unaffected. [6.5.2513] |
| 11/11/14 | Class 2: Possible omission of an LRFD shear fatigue check. [6.5.2507] |
| 11/5/14 | Class 1: Possible problem when far wheel is on the farside overhang if there is no nearside overhang. [6.5.2501] |
| 10/31/14 | Class 2: Lane loading effects for LFD line girder projects could have been over calculated since 10/1/14. [6.5.2496] |
| 10/29/14 | Class 2: Problem with the LRFD condition IGNORE NEGATIVE MOMENT SLAB FOR PERMANENT DEFORMATIONS. [6.5.2494] |
| 10/24/14 | Class 3: LRFD Appendix A6 was not applied for positive moment strength when bearing skew exceeded 20 degrees. [6.5.2489] |
| 10/20/14 | Class 2: Problem with pier reactions in LRFD Case Data table "Max unfactored live reactions - No dynamic load allowance" if IL-120 design truck is used. [6.5.2485] |
| 10/16/14 | Class 3: Some differences between performance ratios in LRFD Factored Strengths table and Shear Stress tables. [6.5.2481] |
| 10/14/14 | Class 3: LFD rating at right side of top flange splices. [6.5.2479] |
| 10/4/14 | Class 2: Problem in LFD line girder with low values of TFACT inadvertently amplifying live load effects from lane loading. [6.5.2469] |
| 10/1/14 | Class 3: Coding adjustments made 7/3/14 inadvertently changed the column of noncomposite dead moment in the Service Moment table in the girder output of LRFD projects to also include composite dead moment when fine or superfine resolution was used in the girder input. This was simply a display problem specific to that table and the actual noncomposite dead load effects were still being used in all subsequent calculations. Stresses, deflections, and ratings were unaffected. [6.5.2466] |
| 9/23/14 | Class 1: Contrary to the description in MDX Help the IL-120 design truck was not automatically being overlayed with the HL93 lane loading in line girder projects. [6.5.2458] |
| 9/15/14 | Class 2: Some LFD rolled shapes could have been misclassified as compact if there was no moment reversal in an unbraced length adjacent to a pier. [6.5.2450] |
| 9/12/14 | Class 2: Load factor for LRFD wind stress during pouring was set at 1.00 instead of 1.25 (3.4.2.1). [6.5.2447] |
| 9/2/14 | Class 2: Positive moment strength for LFD curved girder. [6.5.2437] |
| 8/16/14 | Class 2: Possible problem with general geometry model live effects for last girder if wheels are placed directly on last girder. [6.5.2420] |
| 8/14/14 | Class 2: Possible problem with Permit Service Forces in bracing cross frame output. [6.5.2418] |
| 8/12/14 | Class 3: Possible problem with LRFD condition INCLUDE LANE LOADING IN PERMIT TRUCK FOOTPRINT. [6.5.2416] |
| 7/29/14 | Class 3: Possible problem with LRFD Service II ratings at flange splices. [6.5.2401] |
| 7/19/14 | Class 2: Problem with LRFD Contraflexure Points table if an inflection point location were the same as a tenth point location. [6.5.2392] |
| 7/19/14 | Class 3: WINDTSTEEL for internal bracing of box girders was being applied in pouring analyses. [6.5.2392] |
| 7/7/14 | Class 3: Stiffener weight was doubled in girder output weight tables if stiffener weight was included in the data item WAS for additional steel self weight. [6.5.2380] |
| 7/5/14 | Class 3: LRFD noncomposite dead service moment listings when FINE RESOLUTION or SUPERFINE RESOLUTION was used. Stresses and ratings unaffected. [6.5.2378] |
| 7/1/14 | Class 3: Problem with Pos Mom Mu of Plastic Section Properties of LFD one-span girder when the plastic neutral axis is in the slab. [6.5.2374] |
| 6/24/14 | Class 3: In some cases the LRFD single girder lane fraction for moment was incorrectly increased using the obtuse corner shear correction factor. [6.5.2367] |
| 6/19/14 | Class 2: Possible problem with the LRFD table "Service Moment - Steel and Concrete." [6.5.2362] |
| 6/10/14 | Class 2: Possible problem with reactions from the IL-120 truck-train straddling the pier. [6.5.2353] |
| 6/7/14 | Class 3: Some LRFD compactness checks used criteria from an earlier version of the specification. [6.5.2349] |
| 5/23/14 | Class 2: Possible problem with number of fatigue cycles per truck passage near pier. [6.5.2335] |
| 5/23/14 | Class 2: Possible problem with Cb and Mr in LFD girder table "Bottom Flange Elastic Compression Strength." [6.5.2335] |
| 5/20/14 | Class 2: Problem with LFD girder input condition HS25 FATIGUE TRUCK. [6.5.2332] |
| 5/20/14 | Class 3: Rotations were not shown in the LRFD reactions table for the IL-120 design truck. [6.5.2332] |
| 5/13/14 | Class 2: The compression force used for performance of the top shape of an LRFD type B brace could have used the smaller force in the two half lengths. [6.5.2325] |
| 5/13/14 | Class 3: Possible problem with interpolated LRFD deflection values between tenth points in girder output. [6.5.2325] |
| 5/13/14 | Class 1: LFD top flange during pouring could have been treated as continuously braced. [6.5.2325] |
| 5/7/14 | Class 2: If only one value was given for web splice flange plates the second splice used the smallest plate that satisfied. [6.5.2319] |
| 5/3/14 | Class 3: Negative LRFD permit shear strength entries at stiffener locations listed HL93 shear values. Ratings unaffected. [6.5.2315] |
| 4/28/14 | Class 1: LRFD line girder moment reduction from skew in 4.6.2.2.2e was used instead of offering it as an option. (See New Features - 4/28/14.) [6.5.2310] |
| 4/26/14 | Class 2: Possible problem with lateral-torsional allowable in unbraced length adjacent to abutment when there is a splice within that length. [6.5.2308] |
| 4/15/14 | Class 3: Missing warning message to use general geometry if any part of skewed far curved girder does not project onto girder 1. [6.5.2297] |
| 4/9/14 | Class 3: Tandem truck effects were amplified when the IL-120 design truck was used. [6.5.2290] |
| 4/8/14 | Class 3: Incremental pour reactions if span 1 is cantilevered. [6.5.2290] |
| 4/8/14 | Class 3: LRFD ratings at inflection locations where compression governs but only the live effect is compressive. [6.5.2290] |
| 3/30/14 | Class 3: Problem with system dead load rotations since 10/13. [6.5.2281] |
| 3/24/14 | Class 3: LFD steel deflections if pouring tabulated as zero since 1/14/14. Total noncomposite deflections unaffected. [6.5.2275] |
| 3/14/14 | Class 3: LRFD connection plate fatigue stress at right abutment used fatigue moment at previous tenth point. [6.5.2265] |
| 2/18/14 | Class 2: Deflections in LFD girder table for composite dead concentrated loads. [6.5.2241] |
| 2/18/14 | Class 2: Possible problem with LRFD shear fatigue stress. [6.5.2241] |
| 2/14/14 | Class 3: Some LFD incremental pour slab tension stresses were inflated. [6.5.2237] |
| 2/10/14 | Class 2: Problem with WHEELR in LFD single girder projects if different than WHEELS. [6.5.2233] |
| 2/6/14 | Class 3: An overstress of the LFD bolted splice flange plate compression strength may not have been listed in the messages file. [6.5.2229] |
| 1/29/14 | Class 1: Rating factors for LFD system project when both permit truck and HS truck are applied independently but loading is with wheel distribution instead of lanes. [6.5.2226] |
| 1/29/14 | Class 3: Calculation of radius of gyration "rt" used in LRFD lateral-torsional strength calcs did not include cover plate dimensions. [6.5.2221] |
| 1/22/14 | Class 3: Composite dead settlement data SE2-i may have affected noncomposite dead effects. [6.5.2214] |
| 1/21/14 | Class 1: LRFD Cb at a pier was based on the parameters only in the side having the largest of the straddling unbraced lengths. [6.5.2213] |
| 1/20/14 | Class 2: Possibility of problem with flange thickness on left side of LRFD top flange splice. [6.5.2212] |
| 1/17/14 | Class 3: Possibility of inflated LRFD slab stress during composite pouring. [6.5.2209] |
| 1/14/14 | Class 2: The hybrid factor Rh of LRFD 6.10.1.10.1 was not used for compact shapes. [6.5.2206] |
| 12/30/13 | Class 2: Possible Group I rating problem generated for an LFD system project if permit loading is not simultaneous with standard loading. [6.5.2191] |
| 12/19/13 | Class 1: Web to flange weld at simply supported zero moment end reaction of composite girder. [6.5.2180] |
| 12/18/13 | Class 3: LRFD noncomp dead deflection at hinge in girder output. [6.5.2179] |
| 12/17/13 | Class 3: Slight difference in rating at splices when multiple splices between tenth points. [6.5.2178] |
| 12/12/13 | Class 1: Problem with straight girder staggered bracing effect on Frc (6.10.10.1.2-5) for LRFD shear connector spacing. [6.5.2173] |
| 12/12/13 | Class 2: Problem with use of PINVRAT for inventory rating of permit vehicle. [6.5.2173] |
| 12/10/13 | Class 3: ASD, LFD bearing stiffener fatigue allowable. [6.5.2171] |
| 11/22/13 | Class 3: Web depth at a splice location within web haunch region calculated for location not exactly at splice. [6.5.2153] |
| 11/18/13 | Class 2: Possible misplacement of far sidewalk in parallel/concentric system models. [6.5.2149] |
| 11/12/13 | Class 3: The use of AXLEP in an LFD line girder project could inflate live effects in the latter portion of the girder. [6.5.2143] |
| 11/11/13 | Class 2: Stress ratios at some flange splice locations in LRFD factored bending stress tables. [6.5.2142] |
| 11/8/13 | Class 2: The LRFD load factor for Fatigue II always was being was used for the fatigue moment on the web splice plate. [6.5.2139] |
| 11/5/13 | Class 2: A logic problem was inadvertently introduced 7/27/13 which could affect the floated location of lane 2. [6.5.2136] |
| 11/5/13 | Class 3: Problem with tabulation of live effects in the LRFD Force Summary table if the system input used a permit truck the only truck in the closest lane simultaneously with HL93 loading in all other lanes. [6.5.2136] |
| 11/2/13 | Class 3: Even if the condition IGNORE IMPACT was used in an LRFD line girder project impact still was being applied to the first axle of the fatigue truck when determining negative fatigue shear. [6.5.2133] |
| 10/29/13 | Class 3: Grid model rotations were incorrectly tabulated as zero in system output reaction tables since October 13, 2013. [6.5.2127] |
| 10/24/13 | Class 2: LRFD permanent deflection control stress using fine or superfine resolution incorrectly could have used a noncracked slab for negative moment stress. [6.5.2124] |
| 10/22/13 | Class 2: Possible problem with moment on the i+1 side of bracing between girder i and girder i+1. [6.5.2123] |
| 10/22/13 | Class 2: Serviceability operating rating on a system project when a permit truck is the only vehicle in all lanes. [6.5.2123] |
| 10/18/13 | Class 3: Deflections on short girders having one end supported by a primary girder. [6.5.2119] |
| 10/14/13 | Class 2: In some cases the dimensions of the stronger side of a flange splice were used for stresses on the weaker side. [6.5.2115] |
| 10/4/13 | Class 3: Negative moment at a pier could be inflated for a single girder LFD model having short spans. [6.5.2104] |
| 9/27/13 | Class 3: LFD Mu from (10-129c) for a single span beam when PNA is in the slab. [6.5.2097] |
| 9/24/13 | Class 2: The strength section modulus for an LRFD bolted splice could have incorrectly used the slab if the sum of dead + negative live moment was negative. [6.5.2094] |
| 9/23/13 | Class 2: LRFD Table 2.5.2.6.3-1 depth violations were not being listed for single span girders. [6.5.2093] |
| 9/10/13 | Class 2: Possible problem with LFD or ASD live shear at the left abutment from loading a lane placed more than one lane width farther from the girder. [6.5.2080] |
| 9/4/13 | Class 2: Possible problem with live shear on the right side of an ASD or LFD grid model pier. [6.5.2074] |
| 8/28/13 | Class 3: Lateral bending moment on top flange splice of curved LRFD box girder. [6.5.2067] |
| 8/16/13 | Class 3: The data command SIDEWLD has been inactive for LFD and ASD. [6.5.2055] |
| 8/16/13 | Class 3: In some cases the presence of a longitudinal stiffener was not used in determining LRFD allowable web bend buckling stress. [6.5.2055] |
| 8/14/13 | Class 1: A coding error introduced 12/26/12 adversely affected shear ratings in LFD line girder projects. [6.5.2053] |
| 8/12/13 | Class 2: In some cases ASD and LFD shear on the right side of a system project pier did not include the effect from the front axle. [6.5.2051] |
| 8/5/13 | Class 2: Problem with concentrated load at right abutment not included in reaction if not placed exactly at right support. [6.5.2038] |
| 7/30/13 | Class 2: Problem with far exterior girder live effects if near wheel was placed exactly on the exterior girder. [6.5.2038] |
| 7/27/13 | Class 2: Possible problem with LRFD lateral bending stresses where a brace coincided with a tenth point. [6.5.2035] |
| 7/24/13 | Class 2: Possible problem with flange thickness on left side of LRFD web splice location. [6.5.2032] |
| 7/23/13 | Class 2: Pouring effects on systems having more than 20 girders. [6.5.2031] |
| 7/19/13 | Class 3: The condition LIMIT NEG MOM REGIONS TO ELASTIC STRENGTH was not functioning. [6.5.2027] |
| 7/18/13 | Class 2: Coding adjustments made 4/15/13 inadvertently caused slight drifting in system noncomposite dead moment. [6.5.2026] |
| 7/10/13 | Class 2: Pouring effects on interior girders with more spans than the nearside exterior girder. [6.5.2018] |
| 7/5/13 | Class 3: Coding adjustments necessary for more accurate analysis of web haunched girder systems may cause an inconsequential drift in effects of non web haunched systems. [6.5.2013] |
| 7/2/13 | Class 2: LFD fatigue stress at the end of a cover plate with offset top and bottom cover plates. [6.5.2010] |
| 6/28/13 | Class 2: The overload rating factor 1.35 was not used if permit loading was the only loading in all lanes. [6.5.2006] |
| 6/18/13 | Class 2: Live load effect on far exterior girder without sidewalk if far wheel is less than a few inches beyond girder. [6.5.1996] |
| 6/11/13 | Class 3: Problem with use of longitudinal web stiffeners if more than 24 segments. [6.5.1989] |
| 6/11/13 | Class 2: Rupture strength of bolted LRFD inside flange splice plates. [6.5.1989] |
| 6/5/13 | Class 2: Use of cracked slab in some allowable permanent deflection stresses. [6.5.1983] |
| 5/31/13 | Class 3: Max ry may not have been used for horizontal buckling strength of a cross frame single angle chord with short leg connected. [6.5.1978] |
| 5/16/13 | Class 2: In some LRFD cases Cb was not set to 1.00 when section transition exceeded 0.20 distance between straddling brace locations. [6.5.1961] |
| 5/14/13 | Class 2: Some LFD rolled shapes with a brace near an inflection point were misclassified as compact at piers. [6.5.1961] |
| 5/13/13 | Class 3: Effect of PRLANE was inflated when used as an overlay for the permit truck. [6.5.1960] |
| 5/11/13 | Class 2: LRFD line girder project lane fractions if number of girders exceeds 3. [6.5.1958] |
| 5/7/13 | Class 2: Max negative moment in a LFD line girder project. [6.5.1954] |
| 5/7/13 | Class 2: The rupture strength of inside bolted flange splice plates used the thickness of the outside plates. [6.5.1954] |
| 5/7/13 | Class 3: Since 3/1/13 a permit lane overlay also has had an effect on HL93 design truck effects. [6.5.1954] |
| 5/4/13 | Class 3: Block shear rupture resistance in LRFD 6.13.4 for uniform tension stress in flange splice plates used the expression from the previous edition of the specification. [6.5.1951] |
| 4/30/13 | Class 2: LFD governing rating at bottom of rating table may have shown governing bending rating instead of lower shear rating when batch file execution was used. [6.5.1947] |
| 4/26/13 | Class 3: Incremental effects in system projects if a pour terminated at an internal tenth point. [6.5.1943] |
| 4/22/13 | Class 2: Allowable stress for compression strength of flange plates in LFD bolted web splice. [6.5.1939] |
| 4/2/13 | Class 3: Problem with Cb listed for compact sections at base of LRFD factored stress tables. [6.5.1919] |
| 4/2/13 | Class 3: The table heading "Support Angles, Girder i" in system table "Case Data" is corrected to "Brace Angles at Supports, Girder i." [6.5.1919] |
| 4/2/13 | Class 3: Possible pouring deflection inflation since 11/8/12. [6.5.1919] |
| 3/29/13 | Class 3: The bracing output table Fatigue Stress Summary table may not have listed the largest value for the two diagonals. [6.5.1915] |
| 3/27/13 | Class 3: Problem with box girder noncomposite torsion constant if ADTRUSS used. [6.5.1913] |
| 3/26/13 | Class 3: A change in the LRFD impact factor with IMPACTP was not reflected in bracing output. [6.5.1912] |
| 3/26/13 | Class 2: In some cases LRFD shear strength outside the longitudinal stiffener range included the stiffener effect. [6.5.1912] |
| 3/19/13 | Class 1: A coding change for a problem fix made on 11/8/12 inadvertently caused a slight drift in girder ratings. [6.5.1904] |
| 3/14/13 | Class 2: LRFD Cb may not have been set to 1.00 if a stiffness transition occurred outside the 0.2Lb limit of C6.4.10. [6.5.1900] |
| 3/12/13 | Class 3: Possibility of slightly inflated bracing moment and shear because of truck in far lane encroaching on 2 ft buffer between wheel and curb. [6.5.1898] |
| 3/5/13 | Class 3: The form factor TFORMFCT incorrectly was being reflected in top flange splices in the no-pour service moment table. [6.5.1891] |
| 3/4/13 | Class 3: Effect of superimposed lane loading if IL-120 DESIGN TRUCK is used. [6.5.1890] |
| 2/28/13 | Class 1: LRFD compression capacity of single angle having unequal legs. [6.5.1886] |
| 2/19/13 | Class 2: Fatigue at full depth connnection plates near an inflection location may not have been tabulated. [6.5.1877] |
| 2/19/13 | Class 2: Problem with girder axial forces from the PEB model in LRFD systems projects. [6.5.1877] |
| 2/19/13 | Class 2: Problem with incremental effects in LRFD systems projects in the period 2/10/13 - 2/19/13. [6.5.1877] |
| 2/19/13 | Class 1: Problem since 12/18/12 with horizontal connection forces on left side of type B and C cross frames. [6.5.1877] |
| 2/15/13 | Class 3: Possible problem with rating at a flange splice if top and bottom flange splice locations are close but not exactly the same. [6.5.1873] |
| 2/12/13 | Class 1: Incremental pouring reactions for LRFD line girder project with varying slab width. [6.5.1870] |
| 2/7/13 | Class 3: Cb determined by (6.10.8.2.3-7) was not listed as a footnote to the Factored Bending Stress table. [6.5.1865] |
| 2/1/13 | Class 3: Fatigue truck effects in cross frames were affected by use of TFACT in system input even if TFACTF was not used. [6.5.1859] |
| 1/26/13 | Class 3: In some cases the slab was not included for composite dead negative moment stress in the LRFD permanent deflection tables. [6.5.1853] |
| 1/25/13 | Class 3: Problem since Oct 2012 with pseudo support deflections if settlement given. [6.5.1852] |
| 1/22/13 | Class 1: ITGSUP has only been used for the nearside girder since 9/19/12. [6.5.1849] |
| 1/22/13 | Class 2: Factored DC1+DC2 contraflexure location. [6.5.1849] |
| 1/21/13 | Class 3: Partially composite slab after pouring was used in denominator of rating equation. [6.5.1848] |
| 1/15/13 | Class 2: Problem in LRFD when FYBSPL or FYTSPL are given in metric. [6.5.1842] |
| 1/8/13 | Class 2: Possible problem with first yield moment capacity My in LFD (10-129d). [6.5.1835] |
| 1/5/13 | Class 2: Effect of lateral bending stresses on ASD ratings. [6.5.1832] |
| 12/28/12 | Class 2: LFD shear ratings on right side of a pier. [6.5.1824] |
| 12/21/12 | Class 3: A cover plate was not being included for lateral bending stress in the ASD Bottom Flange and Slab Bending Stress table. [6.5.1817] |
| 12/20/12 | Class 1: In some cases Fatigue II incorrectly was being used to space LRFD studs instead of Fatigue I. [6.5.1816] |
| 12/17/12 | Class 2: Possible problem with bracing connection forces if sidewalk loading effects oppose traffic effects. [6.5.1813] |
| 12/14/12 | Class 2: In some cases the LFD rating at the left side of a splice used the allowable for the preceding tenth point location. [6.5.1810] |
| 12/10/12 | Class 2: LRFD shear rating value for curved box girders. [6.5.1806] |
| 12/7/12 | Class 2: LRFD B6.2.1-3 (Dcp<0.75D) may not have prevented redistribution. [6.5.1803] |
| 12/5/12 | Class 3: LRFD max negative moment inflated at pier not included in LDR-i loading range. [6.5.1801] |
| 12/3/12 | Class 2: LFD box girder bottom flange allowable stress and ratings near inflection points. [6.5.1799] |
| 11/26/12 | Class 3: Possible inflation of LRFD live shear on left side of pier. [6.5.1792] |
| 11/19/12 | Class 2: LFD box girder stiffened flange allowable straddling flange splice. [6.5.1785] |
| 11/19/12 | Class 1: Unstiffened bottom flange compression allowable for LRFD box girder. [6.5.1785] |
| 11/12/12 | Class 3: A coding error was made on April 13, 2012, which inadvertently amplified the LRFD shear fatigue range used for stud spacing. [6.5.1778] |
| 11/12/12 | Class 3: Pour deflection totals if no curing during pours could have been less than if no pouring. [6.5.1778] |
| 11/6/12 | Class 3: LRFD ratings determined by wind on the top flanges of a box girder was not allocated equally to each flange. [6.5.1772] |
| 10/31/12 | Class 1: LFD, ASD box girder bottom flange at pier could have used allowable tension instead of allowable compression stress. [6.5.1765] |
| 10/30/12 | Class 3: LFD, ASD fatigue calcs used neg mom properties for neg mom side of range even if dead+min live moment was positive. [6.5.1765] |
| 10/30/12 | Class 2: LRFD pouring deflections if first slabs poured are on the right end of the girder. [6.5.1765] |
| 10/30/12 | Class 2: Problem in LRFD with use of WCONC. [6.5.1765] |
| 10/25/12 | Class 3: A588 steel strength was set at 65 instead of 70 ksi for splice plate fracture. [6.5.1760] |
| 10/24/12 | Class 3: LRFD lateral bending stresses in pouring tables when forms were not removed after each pour. [6.5.1759] |
| 10/17/12 | Class 2: LFD uplift reaction should have used factored values instead of service values as indicated in the footnote to the reaction table. [6.5.1752] |
| 10/16/12 | Class 2: LFD rating table values at box girder bottom flange splice locations. [6.5.1751] |
| 10/11/12 | Class 2: Line girder projects should not have used the lever rule for moment lane fractions if Nb was not 3. [6.5.1746] |
| 10/11/12 | Class 2: "Max unfactored live reactions - No dynamic load allowance" in LRFD Case Data did not consider effect of sidewalk loading for system projects. [6.5.1746] |
| 10/10/12 | Class 2: Whether or not LFD box girder bottom flange near inflection point was in compression was determined with only dead moment instead of dead plus negative live moment. [6.5.1745] |
| 10/5/12 | Class 2: Problem with system settlement data SE2-i since 8/5/12. [6.5.1740] |
| 10/3/12 | Class 3: Problem with LFD moment-shear interaction constraint (10-118). [6.5.1738] |
| 10/1/12 | Class 2: Noncomposite dead reactions at right abutment if more than 230 nodes in model. [6.5.1736] |
| 10/1/12 | Class 2: LRFD bracing ratings if uniform lane loading is overlaid in lanes occupied by a permit truck or permit truck has more than 3 axles. [6.5.1736] |
| 9/25/12 | Class 3: ASD, LFD impact factor from an axle on a cantilever on the left side of a pier. [6.5.1730] |
| 9/24/12 | Class 3: In some cases the distance between the two braces straddling a pier instead of from the pier to one of the braces was used in determining Cb. [6.5.1729] |
| 9/22/12 | Class 3: Problem since 7/3/12 with lowered LFD ratings if PEB analysis used. [6.5.1727] |
| 9/21/12 | Class 1: Problem with use of ITGSUP for integral supports when abutments were not integral. [6.5.1726] |
| 9/18/12 | Class 3: The LRFD table Elastic Noncomposite Section Properties at Web Splices did not always show the correct dimensions on the right side. Stresses unaffected. [6.5.1723] |
| 9/18/12 | Class 2: The LRFD bending stress table footnote concerning the performance ratio for compact sections should not have applied to Strength III and Strength V tables. [6.5.1723] |
| 9/10/12 | Class 2: LFD Cb value at a pier when there are both a hinge and a brace close to but not at the pier. [6.5.1715] |
| 9/10/12 | Class 3: LRFD tandem truck effects have been amplified since the implementation of light rail loading in April 2012. [6.5.1715] |
| 9/10/12 | Class 3: LRFD service II ratings for permit loading using SVPBETA could have been inflated if BETA was set to zero. [6.5.1715] |
| 9/8/12 | Class 3: Some span-to-depth violation messages may have been omitted. [6.5.1713] |
| 8/24/12 | Class 2: In some cases the min instead of the max negative moment was used for M1 in LFD compactness check (10-96). [6.5.1701] |
| 8/24/12 | Class 3: LRFD bracing used the LRFR operating rating factor whether or not the condition LRFR RATINGS was used. [6.5.1698] |
| 8/22/12 | Class 2: Problem with system project shear fatigue from LRFD lane fraction data LVF-i. [6.5.1696] |
| 8/20/12 | Class 2: Possible problem with the sign of M1/M2 in LFD (10-96) near an inflection location when determining compactness. [6.5.1694] |
| 8/16/12 | Class 2: In some cases the larger LRFD unbraced length on the right side of and straddling a pier was not used for determining Cb. [6.5.1690] |
| 8/11/12 | Class 2: Problem with Cb determination for LFD at a pier where a brace is close to the pier as well as at the pier. [6.5.1685] |
| 8/6/12 | Class 3: The allowable stress in the LRFD Constructibility of Web in Bending table used the value between tenth points as the tenth point listing if the condition FINE RESOLUTION was used. [6.5.1680] |
| 8/6/12 | Class 3: Wearing surface and slab deflections in LRFD line girder project Service Deflections table if there is pouring. [6.5.1680] |
| 8/3/12 | Class 2: The hybrid reduction factor was not applied to allowable determined by web bend buckling in Permanent Deflection Control Stress tables. [6.5.1677] |
| 7/26/12 | Class 2: Problem with incremental effects from a short pour straddling a pier. [6.5.1669] |
| 7/24/12 | Class 3: Problem with the LONG LEG CONNECTED command for single angles. [6.5.1667] |
| 7/24/12 | Class 3: Live load uplift reaction component divided by instead of multiplied by load modifier. [6.5.1667] |
| 7/23/12 | Class 3: Problem if double angles for the top chord of a type B cross frame. [6.5.1666] |
| 7/19/12 | Class 3: A warning message did not appear in the message file if LRFD lateral bending stress exceeded 0.6Fy. [6.5.1662] |
| 7/18/12 | Class 3: The LFD line girder project rating table was incorrectly labeled "Group I" instead of "HS+Perm.Trk" when both HS and Permit loading was used. [6.5.1661] |
| 7/16/12 | Class 2: Fatigue stress inside of flange at connection plate if Fatigue I governs. [6.5.1659] |
| 7/16/12 | Class 2: Negative performance ratios at flange splices in Strength III and IV bending stress table if negative moment and compact. [6.5.1659] |
| 7/6/12 | Class 2: Possible inflation of LFD operating ratings when noncompact noncomposite top flange governs. [6.5.1649] |
| 6/26/12 | Class 2: Problem with LRFD line girder lane fraction calculation if parabolic web haunches are used. [6.5.1639] |
| 6/25/12 | Class 3: Since 5/17/12 HL93 bracing effects have been amplified if permit loading was used. [6.5.1638] |
| 6/25/12 | Class 3: LFD line girder project used two wheels for permit loading regardless of WHEELS data. [6.5.1638] |
| 6/25/12 | Class 3: Possible inflated moments at piers if LRFD lane fraction loading used with general geometry involving some girders not spanning between abutments. [6.5.1638] |
| 6/15/12 | Class 3: Some tabulated moment capacities in LFD rating table inflated when top flange governs. Ratings unaffected. [6.5.1628] |
| 6/14/12 | Class 3: Fatigue performance ratios were inflated for category C' at toe of stiffeners. [6.5.1627] |
| 6/12/12 | Class 3: In some cases the negative allowable stress was used for LRFD rating near an inflection point when positive moment governed. [6.5.1625] |
| 6/7/12 | Class 3: Tabulation error for class C' force range in LRFD fatigue table. Performance ratios unaffected. [6.5.1620] |
| 6/6/12 | Class 3: LRFD fatigue class D was used at ends of longitudinal stiffeners instead of class E. [6.5.1619] |
| 6/1/12 | Class 2: A problem including the effect of sidewalk loading on support rotations in girder system reactions tables. [6.5.1614] |
| 6/1/12 | Because of a possible malfunctioning of our posting program it is advisable to repeat any download made over the past ten days. [6.5.1614] |
| 6/1/12 | Class 3: Recent development work expanding LRFD tables for Light Rail loading unintionally inflated the effect of the HL93 tandem truck. [6.5.1614] |
| 5/31/12 | Class 3: In some cases the Governing Service Moment tabulation in LFD girder output was shown as caused by lane loading (L) instead of the correct truck loading (T). Values were unaffected. [6.5.1613] |
| 5/29/12 | Class 2: Since 5/17/12 the posted version inadvertently contained coding adversely affecting the use of AXLEP, AXLESP for LFD system projects. [6.5.1611] |
| 5/29/12 | Class 2: The bolted web splice check comparing flange and splice plate compression capacities was made only for the flange in compression from max factored moment. [6.5.1611] |
| 5/21/12 | Class 2: LRFD Strength II bracing effects if defined vehicle has more than three axles. [6.5.1603] |
| 5/15/12 | Class 2: Moment-shear interaction was included in the shear performance ratio in the LFD Factored Strengths table but not for shear rating in the Rating Table. [6.5.1597] |
| 5/15/12 | Class 2: Shear at right of a pier if wheel distribution used for system loading and all girders not having the same number of spans. [6.5.1597] |
| 5/4/12 | Class 3: Stiffness at pier in shear connector table if slab not used for negative moment. Stud spacing not affected. [6.5.1586] |
| 4/27/12 | Class 2: Problem with fatigue range if line girder with only permit loading. [6.5.1579] |
| 4/23/12 | Class 3: Bolt pattern length if only two lines of bolts. [6.5.1575] |
| 4/21/12 | Class 3: In some cases the first three axles of light rail loading were double counted. [6.5.1573] |
| 4/21/12 | Class 1: Factored shear if light rail is the loading in all lanes of a system project. [6.5.1573] |
| 4/18/12 | Class 3: Light rail was used as loading in a median if the median was designated as 2 in LANTYP. [6.5.1570] |
| 4/16/12 | Class 3: The condition TOP FLANGE BOLTS NOT STAGGERED was inoperative. [6.5.1568] |
| 4/16/12 | Class 2: A warning was not issued when bending stress of a bolted web splice plate exceeded yield. [6.5.1568] |
| 4/3/12 | Class 2: Allowable LFD fatigue stress at end of longitudinal web stiffener. [6.5.1555] |
| 3/30/12 | Class 2: Effect of shear from sidewalk loading on the LRFD Shear Strength of Web Splices table. [6.5.1551] |
| 3/21/12 | Class 2: Only unfactored noncomp dead moment was used to determine positive moment locations for PNA and .42Dt comparison in LRFD (6.10.7.3-1). [6.5.1542] |
| 3/20/12 | Class 3: AISC criteria were being used for rolled shape compactness instead of AASHTO criteria. [6.5.1541] |
| 3/16/12 | Class 3: Problem with use of ASSUME SLAB ON FLANGE FOR SECTION PROPERTIES for Dt in LRFD (6.10.7.3-1). [6.5.1537] |
| 3/14/12 | Class 3: Problem with warning messages concerning web proportions requirement of LRFD 6.10.2.1 and ductility requirement of 6.10.7.3 [6.5.1535] |
| 3/12/12 | Class 2: The condition ASSUME SLAB ON FLANGE FOR SECTION PROPERTIES was not working for determining the plastic neutral axis of compact shapes. [6.5.1533] |
| 3/10/12 | Class 2: Since 2/1/12 a slab haunch the same width as the top flange may not have been included in girder system self weight. [6.5.1531] |
| 3/5/12 | Class 3: Stresses in no-pour Shear Stress table were accumulating from girder to girder. [6.5.1526] |
| 3/5/12 | Class 3: The longitudinal stiffener schedule at the bottom of the LRFD Dimensions table was incorrectly always showing those stiffeners were on all web sections. [6.5.1526] |
| 2/28/12 | Class 2: Bearing skew (BNGSKEW) used for moment redistribution is set to support skew (SKEW) used for shear and moment adjustment in line girder projects if not given in LRFD girder input. [6.5.1520] |
| 2/28/12 | Class 2: Problem with ASD fatigue table moment ranges since 1/20/12. [6.5.1520] |
| 2/27/12 | Class 3: Problem since 9/30/11 with noncomp dead deflections if composite concentrated loads are used. [6.5.1519] |
| 2/17/12 | Class 3: Some live moments in girder output service moment tables of LFD system projects were appended with "L" instead of "T". [6.5.1509] |
| 2/14/12 | Class 2: In some cases (10-96) has not been used to check for LFD compactness since 7/27/11. [6.5.1506] |
| 2/14/12 | Class 3: A change in PBETA for Strength II ratings could have affected Strength I operating ratings. [6.5.1506] |
| 2/14/12 | Class 2: Live deflections for coverplated LRFD line girder projects. [6.5.1506] |
| 2/13/12 | Class 2: LRFD no-pour shear stress table if sequential pouring. [6.5.1505] |
| 2/13/12 | Class 3: Problem since 12/29/11 with LRFD line girder deflections in last span if a hinge was used. [6.5.1505] |
| 2/8/12 | Class 3: The number of cycles per truck passage for LRFD bracing fatigue now using the shorter of straddling unbraced lengths for table 6.6.1.2.5-2 instead of the previous conservative default value of 2. [6.5.1500] |
| 2/3/12 | Class 3: Self weight of haunch if width is less than top flange width. [6.5.1495] |
| 2/1/12 | Class 3: Some permit tables in bracing output have not been displayed since 1/1/12. [6.5.1493] |
| 1/27/12 | Class 3: Fatigue stress at top and bottom flange splices did not use the slab for the negative moment component of stress range. [6.5.1488] |
| 1/23/12 | Class 2: The listing for 12/27/11 indicating shear ratings were unaffected by the problem with line girder project wearing shear has been shown to be not universally true. [6.5.1484] |
| 1/17/12 | Class 3: Tabulation error for 0.90(Trk Pair+Lane) listing in LRFD system output reaction table. [6.5.1478] |
| 1/13/12 | Class 3: Tabulation error for top flange combined stress if WF shape used for Type E cross frame. [6.5.1474] |
| 1/13/12 | Class 2: Compactness sometimes was permitted when LRFD bearing skews exceeded 20 degrees. [6.5.1474] |
| 1/11/12 | Class 3: Problem with ASD compression allowable on bottom flange where there is a cover plate. [6.5.1472] |
| 1/10/12 | Class 3: Possible cross frame single angle depressed allowable if DIAGONAL INTERSECTION RESISTS BUCKLING is used. [6.5.1471] |
| 1/6/12 | Class 3: A 6.9.4.2 slenderness violation warning should not have been issued. [6.5.1467] |
| 1/4/12 | Class 3: Problem with dead load effects in bracing output permit loading tables. [6.5.1465] |
| 12/27/11 | Class 2: Problem since 9/20/11 with effect of wearing surface shear in LRFD line girder project Factored Strengths table. Rating table unaffected [6.5.1457] |
| 12/27/11 | Class 2: Problem with incremental stresses specifically from pour 12. [6.5.1457] |
| 12/22/11 | Class 3: Allowable bending stress at some locations between tenth points. [6.5.1452] |
| 12/19/11 | Class 3: A cover plate width less than flange width was not used for r' in the ASD 1993 curved girder allowable stress expression 1.10(A). [6.5.1449] |
| 12/19/11 | Class 2: ASD and LFD Impact factor for shear from wheel on cantilever should have been 30% (AASHTO 3.8.2.2(D)). [6.5.1449] |
| 12/19/11 | Class 2: Possible problem with negative moment at pier adjacent to a hinge in an internal span. Line girder project only. [6.5.1449] |
| 12/9/11 | Class 3: ASD noncomp dead wet concrete bending stress table did not use cover plate thickness in determining lateral bending stress. [6.5.1443] |
| 12/9/11 | Class 3: LRFD incremental pour performance ratios from using the condition REMOVE FORMS AFTER EACH POUR. [6.5.1438] |
| 12/8/11 | Class 3: Rebar terminations in the LRFD Contraflexure Points table used .9fr instead of fr for the slab rupture strength. [6.5.1438] |
| 12/7/11 | Class 3: Rotations from steel weight were being counted twice when totaled with those from concrete if the condition INTERMEDIATE BRACING NOT BOLTED FOR STEEL ANALYSIS was used. [6.5.1437] |
| 12/6/11 | Class 2: LRFD Permanent deflections tables used the slab for properties if the condition IGNORE NEGATIVE MOMENT SLAB FOR PERMANENT DEFORMATIONS was not used but slab was cracked from tension stress. [6.5.1436] |
| 12/6/11 | Class 3: The min live moment at brace locations in the LRFD Service Force Summary Tables may not have always reflected those in the Service Moment table. [6.5.1436] |
| 12/6/11 | Class 2: The LRFD contraflexure table used the long term concrete modulus for composite dead effects on rebar terminations. [6.5.1436] |
| 11/30/11 | Class 3: The excessive run time problem occurring since 11/18/11 has been corrected. [6.5.1430] |
| 11/29/11 | Class 3: Tabulation of dimensions on left side of some splices in the LFD Dimensions table. Stresses not affected. [6.5.1429] |
| 11/29/11 | Class 3: Frc for shear connectors on top flange of box girders. [6.5.1429] |
| 11/22/11 | Class 3: In some cases the cross frame top flange fatigue range was not used for Frc in (6.10.10.1.2-5) for spacing shear connectors. [6.5.1422] |
| 11/16/11 | Class 3: TFORMFCT was not applied in LRFD to lateral bending stress from curvature. [6.5.1416] |
| 11/16/11 | Class 3: The contraflexure table used linear interpolation to find the location of zero moment even if parabolic interpolation was the active condition. [6.5.1416] |
| 11/15/11 | Class 2: Possible understated factored shear at web splice on right side of span. [6.5.1415] |
| 11/14/11 | Class 2: Allowable permanent deflection stress at bottom flange splice. [6.5.1414] |
| 11/9/11 | Class 2: An LRFD contraflexure table for "Factored DC2" was mislabeled as "Construction." [6.5.1409] |
| 11/8/11 | Class 3: LRFD line girder wearing surface effects if constant noncomposite dead load and variable wearing surface load. [6.5.1408] |
| 10/28/11 | Class 3: The condition ASSUME SLAB ON FLANGE FOR SECTION PROPERTIES was not used for top flange-to-web weld sizing. [6.5.1397] |
| 10/27/11 | Class 3: The construction load factor 1.5 of Article 3.4.2.1 was incorrectly applied to structure weight. [6.5.1396] |
| 10/25/11 | Class 2: Problem with LRFD condition INCLUDE PEDESTRIAN LOADING FOR MULTIPLE LANE FACTOR. [6.5.1394] |
| 10/18/11 | Class 2: Lateral bending component of LRFD fatigue stress. [6.5.1387] |
| 10/13/11 | Class 2: The LRFD stress range cycles expression (6.6.1.2.5-3) always used 1.0 for "n." [6.5.1382] |
| 10/13/11 | Class 2: A warning message should have been issued indicating that, because bearing plate data is not being collected, web crippling is not checked at this time for rolled shapes if bearing stiffeners are not used. [6.5.1382] |
| 10/13/11 | Class 2: In some cases LRFD compression buckling strength for a cross frame member did not use the resistance factor phi(c) in 6.9.2.1. [6.5.1382] |
| 10/6/11 | Class 3: Fatigue stress range at top and bottom flange splice locations in the LRFD Fatigue Summary at locations near boundary between composite and noncomposite properties. [6.5.1375] |
| 10/5/11 | Class 2: The allowable stress in the ASD rating table near a pier was not reduced by the effect of combined shear-bending interaction. [6.5.1374] |
| 10/4/11 | Class 1: Since March of this year the allowable compression stress for single angle members of LRFD cross frames has not been reduced by (6.9.4.1.1-1). [6.5.1373] |
| 10/4/11 | Class 2: The LRFD Third Path expression (C4.6.2.7.1-3) used continuity at the ends of the span when determining lateral bending moment from wind. [6.5.1373] |
| 10/3/11 | Class 2: Possible LRFD problem with Cb if brace exactly on a tenth point other than a pier. [6.5.1372] |
| 10/3/11 | Class 3: Composite dead concentrated loads also affected steel deflections in LRFD line girder projects. [6.5.1372] |
| 9/28/11 | Class 3: Code changes made for the fix posted 9/16/11 in some cases could have caused excessive pouring effects performance ratios and deflections. [6.5.1367] |
| 9/27/11 | Class 3: Position of farside sidewalk if SWLOC2 not given. [6.5.1366] |
| 9/26/11 | Class 2: Shapes having 33 ksi yield strength could have been classified as compact. [6.5.1365] |
| 9/22/11 | Class 2: Live load effect for farside exterior girder if no overhang and wheel location outside that girder by no more than a fraction of an inch. [6.5.1361] |
| 9/22/11 | Class 3: Rating tables should not have been generated if only dead loading was applied. [6.5.1361] |
| 9/22/11 | Class 3: Service shear sign for LRFD noncomposite dead shear when sign of wearing surface shear is not the same. [6.5.1361] |
| 9/20/11 | Class 2: LRFD section properties ignored top flange cover plate if there was no bottom flange cover plate. [6.5.1359] |
| 9/20/11 | Class 3: Permanent deflections stress allowable used only noncomposite allowable at top flange splices. [6.5.1359] |
| 9/16/11 | Class 1: Problem with pouring effects from the contribution of a partially loaded system member between nodes when the slab is only on the right side of the member. [6.5.1355] |
| 9/15/11 | Class 2: Problem with use of PRLANE for permit vehicle overlay by span. [6.5.1354] |
| 9/12/11 | Class 2: The default LRFD constructibility load factor has been changed to 1.5. [6.5.1351] |
| 9/7/11 | Class 2: Service torque at a pier in girder output used only that on the left instead of the largest of both sides. [6.5.1346] |
| 9/6/11 | Class 3: Problem with varying TFNHOLES and BFNHOLES by splice. [6.5.1345] |
| 9/6/11 | Class 2: The Summary of Performance Ratios table in ASD,LFD projects tabulated only the fatigue ratio for the diagonal of Type B cross frames. [6.5.1345] |
| 9/1/11 | Class 3: Tabulation of positive moment properties in LRFD Plastic Section Properties table if condition ASSUME SLAB ON FLANGE FOR SECTION PROPERTIES was used. Strengths unaffected. [6.5.1340] |
| 8/31/11 | Class 3: A print problem causing the system View to be compressed since 6/15/11 has been fixed. [6.5.1339] |
| 8/29/11 | Class 3: LFD line girder project rating table with simultaneous HS and permit loading should have been labeled "HS+Permit" instead of "Group I." [6.5.1337] |
| 8/26/11 | Class 3: Since 7/23/11 Strength IV was not applied if live loading was suppressed. [6.5.1334] |
| 8/26/11 | Class 3: Line girder project single span LRFD steel self weight deflections were inflated. [6.5.1334] |
| 8/15/11 | Class 2: Allowable stresses at splice locations in Permanent Deflections tables were determined using force values at adjacent tenth points. [6.5.1323] |
| 8/11/11 | Class 3: Contrary to documentation for EDIATW, the web thickness was not used for bearing stiffener strength if EDIATW was not given as data. [6.5.1319] |
| 8/10/11 | Class 3: Because of a coding error inadvertently introduced prior to the posting of build [6.5.1316] it is recommended that builds installed between 8:00am(cdt) Monday 8/8/11 and 10:00am(cdt) Wednesday 8/10/11 be replaced with the build now on the download board. |
| 8/8/11 | Class 3: LRFD fatigue stress in line girder project tabulated higher than that given by TFACTF if TFACTF is used. [6.5.1316] |
| 8/5/11 | Class 3: In some cases the LRFD condition IGNORE NEGATIVE MOMENT SLAB FOR PERMANENT DEFORMATIONS was inoperative. [6.5.1313] |
| 7/29/11 | Class 3: Some deep LFD plate girders were being incorrectly classified as noncompact. [6.5.1306] |
| 7/25/11 | Class 3: Simultaneous use of both INTERMEDIATE BRACING NOT BOLTED FOR COMPOSITE ANALYSIS and INTERMEDIATE BRACING NOT BOLTED FOR STEEL ANALYSIS inflated noncomposite dead shear. [6.5.1302] |
| 7/22/11 | Class 2: Cross frame connection forces table used effects only from the sidewalk on the same side of the cross frame. [6.5.1299] |
| 7/15/11 | Class 3: LRFD slenderness limit for secondary cross frame tension member was set at 200 instead of 240. [6.5.1292] |
| 7/14/11 | Class 3: Possible problem with tabulation of Service II allowable stresses in rating table. Ratings unaffected. [6.5.1291] |
| 7/12/11 | Class 3: Bracing forces on the left brace of two braces connecting to the same node. [6.5.1289] |
| 7/12/11 | Class 3: Problem with reactions concurrent with negative live reactions in girder system reaction tables. [6.5.1289] |
| 7/6/11 | Class 3: Possible problem with tabulations in LRFD table Elastic Section Properties for Neg Mom Stress in normally positive moment regions. [6.5.1283] |
| 7/6/11 | Class 2: Web splice hole size was diam+.125 instead of diam+.0625. Net area for staggered pattern used bolt spacing FSPBSP instead of FSPBSP/2. [6.5.1283] |
| 7/5/11 | Class 3: Noncomp fc and ft in (D6.3.1-1) used noncomp moment less comp moment. [6.5.1282] |
| 6/29/11 | Class 3: Shear ratings used nonpour shear values instead of sum of incremental shears. [6.5.1276] |
| 6/27/11 | Class 3: Possible amplification of far exterior girder effects if wheel placed directly on that girder. [6.5.1274] |
| 6/23/11 | Class 3: Interpolated values in high resolution service moment tables if girder tagged as a stringer with STRLIN in system input. [6.5.1270] |
| 6/22/11 | Class 3: Permanent deformations table used .8Fy allowable instead of .95Fy if composite section slab was cracked. [6.5.1269] |
| 6/21/11 | Class 2: Problem in some cases with flexural strength of LRFD web splice plate. [6.5.1268] |
| 6/20/11 | Class 3: Box girder shear strength of web splices between a pier and tenth pt to right of pier used total shear instead of per web. [6.5.1267] |
| 6/14/11 | Class 1: Bending stress in LRFD Constructibility of Web in Bending table could have used Strength I noncomp dead load factor instead of constructibility load factor if there was no pouring. Tabulated moment was correct. [6.5.1261] |
| 6/13/11 | Class 2: Entry for permanent deflection stress made on 5/26/11 should also have mentioned Flexure Strength. Same fix affected both. [6.5.1260] |
| 6/13/11 | Class 2: Possible problem with Strength II operating rating for shear if the condition PERMIT TRUCK IS ONLY LOADING IN PERMIT LANE is used. [6.5.1260] |
| 6/9/11 | Class 3: In some cases wind loading effects were included in the first two pours when totaling stresses instead of only the first. [6.5.1256] |
| 6/8/11 | Class 2: Some locations in LRFD positive moment pour regions using cured partial or full composite action were treated as noncomposite. [6.5.1255] |
| 6/7/11 | Class 3: TFORMFCT was not applied to tabulated top flange moment in the LRFD Incremental Service Moment table. Stresses not affected. [6.5.1254] |
| 6/2/11 | Class 3: Tabulation of lane boundaries for the far exterior girder in the Wheel Locations table. Live effects not affected. [6.5.1249] |
| 6/1/11 | Class 3: Slab used for negative moment composite dead properties if total flexure is positive (6.10.1.1.1c). [6.5.1248] |
| 5/27/11 | Class 3: Some M270M shapes in bracing input were not being recognized and strength was defaulting to 36 ksi. [6.5.1243] |
| 5/26/11 | Class 2: Web splice web plate permanent deformation stress. [6.5.1242] |
| 5/24/11 | Class 3: Tension capacity of metric double angle shapes on other than the first cross frame. [6.5.1240] |
| 5/23/11 | Class 2: Permanent deflection allowable may have used .95Fy as allowable when slab tension exceeded twice the concrete modulus. [6.5.1239] |
| 5/17/11 | Class 3: Builds 1228 and 1229 may have generated zero values in some tables. The correction appears in build 1232. [6.5.1232] |
| 5/17/11 | Class 3: Lateral bending stress in bolted web splice flange plates at composite locations. [6.5.1233] |
| 5/12/11 | Class 3: In some cases shear connector spacing used (6.10.10.2.-2) for stud strength instead of (6.10.10.2-1). [6.5.1228] |
| 5/10/11 | Class 2: Possible problem with shear strength on right side of pier if web is unstiffened. [6.5.1226] |
| 5/9/11 | Class 3: Since 4/27/11 messages may have been incorrerctly generated that longitudinal stiffeners failed the slenderness limit of (6.10.11.3.2-1). [6.5.1225] |
| 5/2/11 | Class 2: Number of LRFD shear connectors required for ultimate strength if light weight concrete. [6.5.1218] |
| 4/29/11 | Class 2: Problem listing midspan longitudinal web stiffener violations in the message file. [6.5.1215] |
| 4/29/11 | Class 3: The bearing stiffener at the last pier was not being used for shear strength if intermediate stiffeners were used but none were in the last span. [6.5.1215] |
| 4/27/11 | Class 2: Shear strength on the right side of a pier could have used the stiffener spacing on the right side of the following pier. [6.5.1213] |
| 4/25/11 | Class 2: In some cases load modifiers were not applied to moments in Factored Strengths table. [6.5.1211] |
| 4/14/11 | Class 3: Lightweight concrete modulus was determined by the normal weight expression (C5.4.2.4-1) instead of (5.4.2.4-1). [6.5.1200] |
| 4/14/11 | Class 2: Bottom flange permanent deflection table allowable near inflection location when governed by web bend buckling. [6.5.1200] |
| 4/14/11 | Class 2: Problem with new data item LTCB implemented 3/3/11. [6.5.1200] |
| 4/8/11 | Class 3: Residual problem from fix involving shear on right side of pier posted 3/23/11. [6.5.1194] |
| 4/7/11 | Class 2: LRFD Fatigue I for type D bracing. [6.5.1193] |
| 4/4/11 | Class 3: Overstress warnings were not being issued for the LRFD table Factored Noncomp Dead Wet Concrete Stress. [6.5.1190] |
| 4/4/11 | Class 3: The LRFD lateral moment tabulation in the column Composite Dead+Wearing listed only composite dead effects. Stresses were unaffected. [6.5.1190] |
| 4/1/11 | Class 3: Possible mismatch of Fatigue I and Fatigue II load factors with appropriate allowables in Bracing module producing possible excessively large fatigue performance ratios. [6.5.1187] |
| 4/1/11 | Class 2: Bearing skew of 20 deg as limit for compactness in A6.1 should not have applied as a limit for redistribution. [6.5.1187] |
| 3/31/11 | Class 2: ASD (10-30) for combined tension and shear was used for rating bottom flange. [6.5.1186] |
| 3/31/11 | Class 1: In some cases rebars terminating near a flange splice were used in the splice section properties. [6.5.1186] |
| 3/23/11 | Class 2: Problem with shear on right side of pier supporting a girder having less number of spans than exterior girders. [6.5.1183] |
| 3/23/11 | Class 1: Problem with light rail shear and reactions in LRFD module when light rail occupied more than one lane. [6.5.1176] |
| 3/21/11 | Class 2: Flexural-torsional compression strength of channel sections in LRFD cross frames. [6.5.1176] |
| 3/17/11 | Class 2: STAGFCT for the effect of staggered bracing was not being applied for shear connector pitch. [6.5.1172] |
| 3/15/11 | Class 3: LRFD rating at flange splice locations if the condition PERMIT TRUCK IS ONLY LOADING IN PERMIT LANE was used. [6.5.1170] |
| 3/7/11 | Class 2: Some LFD bracing fatigue stress tables based on the 2003 guide spec. for curved girders used LRFD Fatigue II allowables instead of Fatigue I allowables [6.5.1162] |
| 3/7/11 | Class 1: LRFD wind effect on lateral bending was using only (C4.6.2.7.1-2) instead of both this and (C4.6.2.7.1-3). (Also see New Features entry for 3/14/11.) [6.5.1162] |
| 2/28/11 | Class 2: ASD rating at pier governed by rebar stress. [6.5.1155] |
| 2/22/11 | Class 2: Bolted flange plate compression strength check was not made in some single span line girder projects. [6.5.1152] |
| 2/22/11 | Class 2: Dead rotations if intermediate bracing not bolted for system steel analysis. [6.5.1149] |
| 2/21/11 | Class 2: Dead shear on right side of a short girder pier if wheel distribution is used for loading a girder system. [6.5.1148] |
| 2/16/11 | Class 1: In some cases a tangent portion of a curved LRFD girder was incorrectly classified as compact. [6.5.1143] |
| 2/14/11 | Class 3: A single lane system project with permit loading the only loading in permit lane used HL93 load factors. [6.5.1141] |
| 2/14/11 | Class 2: Pedestrian bridge default loading was 85 psf instead of 90 psf of latest pedestrian bridge spec. [6.5.1141] |
| 2/12/11 | Class 1: LRFD allowable compression bending stress near inflection locations from inflated value of Cb. [6.5.1139] |
| 2/10/11 | Class 2: Factored stresses at splices if permit vehicle the only loading in permit lane. [6.5.1137] |
| 2/7/11 | Class 2: ASD allowable stress in bottom flange near inflection locations. [6.5.1134] |
| 2/7/11 | Class 2: In some cases stiffnesses at ends of unbraced length near inflection location reversed for Cb calcs. [6.5.1134] |
| 2/7/11 | Class 3: Problem with slip resistance in bolted web splice tables if OVERSIZE HOLES was used. [6.5.1134] |
| 1/31/11 | Class 3: LRFD rebar fatigue used more conservative LFD criteria instead of (5.5.3.2-1). [6.5.1127] |
| 1/31/11 | Class 3: LRFD fatigue category B on flange of rolled shapes now operative. [6.5.1127] |
| 1/31/11 | Class 2: Allowable bolted splice plate fracture strength on bottom flange if top and bottom flanges of different strengths. [6.5.1127] |
| 1/26/11 | Class 2: Constructibility stress not increased by TFORMFCT if there was no pouring. [6.5.1122] |
| 1/24/11 | Class 3: Ratings for ASD curved girders used composite effects for noncomposite lateral bending stress component. [6.5.1120] |
| 1/21/11 | Class 3: In the period 1/17/11-1/20/11 net section of LRFD bolted flange plates used bolt diameter instead of the nominal diameter of the hole. [6.5.1117] |
| 1/20/11 | Class 2: In some cases a grid member adjacent to a poured slab also was loaded for grid analysis. No-pour tables unaffected. [6.5.1116] |
| 1/20/11 | Class 2: ASD noncomposite torsion properties listed in Girder Member Properties table were used for both noncomposite and composite analysis. [6.5.1116] |
| 1/20/11 | Class 3: Error in coding introduced 12/10/10 which applied Fatigue I load factor but Fatigue II allowable if ADTT(SL) less than that in Table 6.6.1.2.3-2. [6.5.1116] |
| 1/19/11 | Class 3: Length of staggered bolt pattern in flange plates if odd number of bolts on one side of the web. [6.5.1115] |
| 1/18/11 | Class 1: Top flange stress incorrectly used in numerator of LRFD D6.3.1-1 for web bending at pier. Correct value can cause overstress for deep girders where slab is assumed active for Service II negative bending. [6.5.1114] |
| 1/18/11 | Class 3: Both comp and noncomp lateral bending stress sometimes included in comp dead stress for rating table. [6.5.1114] |
| 1/13/11 | Class 2: In some cases where flange dimensions straddling a web splice were the same the resistance could have been based on that side with the higher flange strength. [6.5.1109] |
| 1/6/11 | Class 2: The LRFD truck train vs. design trk+lane negative moment comparison was limited to one third each span straddling a pier. [6.5.1102] |
| 1/6/11 | Class 2: LRFD post buckling shear stress allowable incorrectly was used during pouring. [6.5.1102] |
| 1/5/11 | Class 3: Interpolated shear at midspan locations near point where positive shear same as negative shear. [6.5.1101] |
| 1/3/11 | Class 2: Possible problem with lateral-torsional buckling limit in the no-pour constructibility of web in bending table. [6.5.1099] |
| 1/3/11 | Class 1: Strength IV factor was not applied to factored dead reactions in "Reactions" table if low live reactions. [6.5.1099] |
| 12/31/10 | Class 3: Rating capacity for Strength II table had been reduced by HL93 effect on adjacent lanes counter to item 2 of FAQ #26. [6.5.1096] |
| 12/27/10 | Class 3: The condition NEG MOM SLAB NOT USED FOR COMPOSITE ANALYSIS was incorrectly reflected in the table "Elastic Section Properties for Pos Mom Stress." Stress and deflection tables not affected. [6.5.1094] |
| 12/27/10 | Class 2: ASD rating table problem adding lateral bending stress to primary on curved tension flange. [6.5.1092] |
| 12/23/10 | Class 3: Possibility of combining permit and HL93 shears of opposite sign near inflection locations for rating table. [6.5.1088] |
| 12/21/10 | Class 3: Possible problem with excessivly low allowable bend buckling stress used for Permanent Deflection table if Fine or Superfine resolution is used. [6.5.1086] |
| 12/20/10 | Class 2: System project Strength II ratings at splices if HL93 and permit trk loaded simultaneously. [6.5.1085] |
| 12/20/10 | Class 3: Moment capacity column in the Strength II rating table for noncompact shapes in some cases used the positive instead of the negative short term modulus. Tabulated ratings unaffected. [6.5.1085] |
| 12/17/10 | Class 2: Incremental deflections for girders not loaded with all pours. [6.5.1082] |
| 12/13/10 | Class 2: LRFD shear ratings used only HL93 shear if the condition PERMIT TRUCK IS ONLY LOADING IN PERMIT LANE was used. [6.5.1078] |
| 12/13/10 | Class 2: Effect of concentrated noncomp dead loads on pour 1 effects. [6.5.1078] |
| 12/13/10 | Class 2: Obviously excessive incremental pouring deflections could be generated for system project girders that were not loaded with all pours. [6.5.1078] |
| 12/9/10 | Class 3: Rating at splices in Strength II ratings if HL93+permit simultaneous loading. [6.5.1074] |
| 12/9/10 | Class 1: An error was inadvertently introduced into the coding for sequential pour loading in early November, 2010, which could produce unconservative incremental stresses and deflections. [6.5.1074] |
| 11/30/10 | Class 3 - Possible problem with pier reactions without dynamic factor table in girder output if wheel distribution used for system loading. [6.5.1065] |
| 11/29/10 | Class 2 - In some cases the shear strength at a stiffener was based on the shorter panel straddling the stiffener. [6.5.1064] |
| 11/29/10 | Class 3 - A truck defined with AXLEP was loaded in the lane nearest the girder even if the condition PERMIT TRUCK IS ONLY LOADING IN PERMIT LANE was used. [6.5.1064] |
| 11/25/10 | Class 2 - Incremental pouring effects if nonuniform pouring width of slab for a given pour. [6.5.1060] |
| 11/23/10 | Class 3 - LRFD reactions not including dynamic factor if lane fractions used for girder system live loading. [6.5.1058] |
| 11/23/10 | Class 1 - The truck-train factor of 0.9 for negative moment was increased by 10 percent instead of changing it to 1.1 if the condition MNDOT EXCEPTIONS was used. [6.5.1058] |
| 11/16/10 | Class 2 - Sidewalk effects in short girder insert adjacent to far exterior girder. [6.5.1051] |
| 11/15/10 | Class 2 - Bolted web splice used shear only on left of a support if the splice was at that support. [6.5.1050] |
| 11/12/10 | Class 1 - Live shear in LFD and ASD system projects due to first vehicle axle on some parts of the span. [6.5.1047] |
| 11/9/10 | Class 3 - Cb at pier when the reaction at this location is unbraced against lateral movement. [6.5.1044] |
| 11/08/10 | Class 3 - Tabulation anomalies in Service Shear table. Ratings and performance ratios unaffected. [6.5.1041] |
| 11/08/10 | Class 3 - LRFD shear rating near ctr of span where envelope values for positive and negative shear are the same. [6.5.1041] |
| 11/06/10 | Class 3 - Locations where splice locations coincided with nonsplice locations were not tabulated in Permanent Deformations and Overload tables. [6.5.1041] |
| 11/02/10 | Class 2 - Occasional residual problem with LRFD box girder permit rating for shear. [6.5.1037] |
| 11/01/10 | Class 2 - A download and installation between midnight and 2:00pm central 11/1/10 should be repeated. [6.5.1036] |
| 10/25/10 | Class 3 - Since 7/27/10 shear ratings for box girders have been understated. [6.5.1025] |
| 10/23/10 | Class 3 - Self weight from slab haunch in LFD and LRFD line girder projects if FILLET is used for the thickness and HAUNCW is wider than the top flange. [6.5.1027] |
| 10/15/10 | Class 3 - Live deflections in ASD and LFD line girders were inflated because of a coding flaw involving deflection wheel distribution. [6.5.1019] |
| 10/14/10 | Class 1 - The slab was not being used for permanent deflection negative moment allowable stress even if the condition IGNORE NEGATIVE MOMENT SLAB FOR PERMANENT DEFORMATIONS was not used. [6.5.1018] |
| 10/11/10 | Class 3 - Problem with contraflexure table in girder output if HINGES FOR STEEL SELF WEIGHT ONLY used in girder system program. [6.5.1015] |
| 10/9/10 | Class 2 - Some splice locations omitted in the LRFD girder Service Torque table. [6.5.1013] |
| 10/9/10 | Class 2 - Allowable bending stress at locations between tenth points in permanent deflection tables. [6.5.1013] |
| 9/29/10 | Class 2 - Noncomposite dead lateral bending effect on LRFD ratings. [6.5.1003] |
| 9/24/10 | Class 2 - The LRFD table Combined Bending and Torsional Stress in Bottom Flange was incomplete in tangent regions. [6.5.998] |
| 9/24/10 | Class 2 - The LRFD table Constructibility of Web in Bending did not indicate if flexural-torsional buckling governed over 6.10.1.9. [6.5.998] |
| 9/24/10 | Class 3 - ASD rating where signs of composite and noncomposite dead moment differ. [6.5.998] |
| 9/18/10 | Class 2 - Possible problem with factored rotations in line girder projects. [6.5.992] |
| 9/14/10 | Class 1 - Further problem with the condition HINGES FOR TOTAL SELF WEIGHT ONLY not zeroing noncomp dead moment at hinge. [6.5.988] |
| 9/14/10 | Class 2 - LRFD Service II ratings neglected possibility of positive live load combined with negative dead load governing. [6.5.988] |
| 9/13/10 | Class 2 - Effect of lateral bending stress and hybrid girder reduction factor on LRFD Service II rating. [6.5.987] |
| 9/7/10 | Class 3 - FLGHCH or FILLET was used in area moment for spacing studs if the condition ASSUME SLAB ON FLANGE FOR SECTION PROPERTIES was used. [6.5.978] |
| 9/4/10 | Class 1 - Since May 5, 2010 hinges in system projects have been used for both steel and concrete loading if the condition HINGES FOR STEEL SELF WEIGHT ONLY was used. [6.5.978] |
| 8/30/10 | Class 2 - LRFD rating value at splice if top and bottom flange splices between adjacent tenth points are not at the same location. [6.5.973] |
| 8/24/10 | Class 3 - Cover plate contribution toward plastic moment capacity. [6.5.967] |
| 8/23/10 | Class 3 - Bottom flange overstress when using DESIGN WEB SPLICES. [6.5.966] |
| 8/21/10 | Class 1 - Problem with system input hinge data since 5/6/10 if not accompanied by the conditions HINGES FOR TOTAL SELF WEIGHT ONLY or HINGES FOR STEEL SELF WEIGHT ONLY. [6.5.964] |
| 8/19/10 | Class 3 - Higher than necessary lane fractions for shear in LRFD line girder projects if three girders and one lane. [6.5.962] |
| 8/19/10 | Class 2 - Problem with the command INTERMEDIATE BRACING NOT BOLTED FOR COMPOSITE ANALYSIS. [6.5.962] |
| 8/19/10 | Class 3 - The LRFD girder output for Permit Shear now displays the correct sign instead of only the absolute value. [6.5.962] |
| 8/17/10 | The automatic midnight posting procedure occasionally malfunctioned during the first two weeks of this month. The problem has been resolved. [6.5.961] |
| 8/17/10 | Class 1 - Ratings for permit loading in bracing output. [6.5.959] |
| 8/16/10 | Class 3 - Problem with interpolated values tabulated in LFD Truck-Lane Shear table. [6.5.959] |
| 8/13/10 | Class 2 - Rating near an inflection location where dead and live effects of opposite sign was more critical than those of the same sign. [6.5.956] |
| 8/13/10 | Class 2 - Possible problem classifying a previous pour as composite even if partial or full composite properties during pouring was indicated. [6.5.956] |
| 8/9/10 | Class 2 - Pour 1 incremental deflections were zeroed if pour 1 of n pours was not in the first n pour slab segments from the left abutment. [6.5.952] |
| 8/7/10 | Class 3 - Studs for LRFD projects having less than 960 ADTT were spaced using Fatigue I. [6.5.950] |
| 8/6/10 | Class 2 - LRFD shear ratings on right side of span. [6.5.949] |
| 8/6/10 | Class 3 - LFD centrifugal force determination used the LRFD expression. [6.5.949] |
| 8/5/10 | Class 3 - Lateral bending component of composite top flange was incorrectly used in (A6.1.1-1) for LRFD rating equation. [6.5.948] |
| 8/2/10 | Class 2 - Lateral bending component of fatigue stress range for stiffeners at inside of flange was reduced for distance from the neutral axis. [6.5.945] |
| 7/30/10 | Class 2 - The condition IGNORE IMPACT overcorrected fatigue truck effects for curved LFD system projects. [6.5.942] |
| 7/29/10 | Class 2 - An incorrect modulus was being used in (A6.1.1-1) to convert live lateral bending stress to an equivalent moment for the LRFD rating equation. [6.5.941] |
| 7/28/10 | Class 3 - LRFD shear rating has been conservative where sign of governing live shear is different than sign of dead shear. [6.5.940] |
| 7/26/10 | Class 2 - Problem in some cases with incremental pour forces and deflections in system projects. [6.5.938] |
| 7/23/10 | Class 2 - In some cases the condition COMPOSITE AT PIER FOR STIFFNESS ANALYSIS ONLY was not enabled. [6.5.933] |
| 7/23/10 | Class 3 - Flange haunch width retained as flange width for self weight in line girder projects if different. [6.5.933] |
| 7/21/10 | Class 2 - Some entries in the bracing rating table were missing for Type E bracing. [6.5.933] |
| 7/19/10 | Class 2 - Problem with negative dead effects on rating for cross frame member compression. [6.5.931] |
| 7/17/10 | Class 2 - LFD shear ratings when both PERMIT TRUCK IN ALL LANES and PERMIT TRUCK IS ONLY LOADING IN PERMIT LANE are used. [6.5.929] |
| 7/15/10 | Class 3 - Flange thickness on left side of splice if within span/10 of the last span. [6.5.927] |
| 7/12/10 | Class 2 - Problem using the applicable bolted splice flange Fy varying across the splice when the largest Fy is on the smaller side of the splice. [6.5.924] |
| 7/9/10 | Class 2 - Possible problem with LRFD Cb at pier if exactly same straddling unbraced lengths. [6.5.920] |
| 7/8/10 | Class 2 - Problem with use of the metric data form FBLTDIAM 22 in girder input. [6.5.920] |
| 7/7/10 | Class 3 - The minimum eta of 0.95 was used in LRFD bracing ratings based on [6-1a] instead of a higher value determined with LRFD (1.3.2.1-2). [6.5.919] |
| 7/2/10 | Class 2 - Girder warning message added reminding user to supply torsional springs at box girder supports where there is a bearing under each web. [6.5.914] |
| 6/29/10 | Class 2 - Problem in some LRFD cases with variable web depth used in plastic section properties table. [6.5.911] |
| 6/25/10 | Class 2 - Problem with interpolated shear values in the LFD table Shear Strength at Web Splices. [6.5.907] |
| 6/21/10 | Class 3 - Problem with LRFD rebar termination in last span if negative moment over entire span. [6.5.903] |
| 6/18/10 | Class 2 - Splice plate fillers were not used for reducing bolt shear strength if the condition DESIGN WEB SPLICES was used. [6.5.900] |
| 6/16/10 | Class 3 - Exterior girder deflections if overhang and AVERAGE LIVE DEFLECTIONS is used. [6.5.898] |
| 6/16/10 | Class 3 - The girder system message file was not repeating the Help section requirement that use of lane coordinates LCD-i requires all girders span from abutment to abutment. [6.5.898] |
| 6/15/10 | Class 2 - Problem with allowable on LRFD Permanent Deflection Control tables when web bend buckling controls. [6.5.896] |
| 6/8/10 | Class 3 - Problem with additional shear connectors required at LRFD contraflexure points if nonstandard resolution. [6.5.890] |
| 6/8/10 | Class 3 - Base metal Fatigue I force range tabulated with Fatigue II load factor. Stress, allowable, and performance ratio unaffected. [6.5.890] |
| 6/7/10 | Class 2 - Problems with permanent deflection control tables involving hybrid girder reduction factor and bottom flange allowable. [6.5.889] |
| 6/3/10 | Class 2 - Detail category C in Table 6.6.1.2.3-2 table was used for Fatigue I load on shear connectors instead of the stronger requirement of article 6.10.10.2. Problem occurred 2/21/10. [6.5.885] |
| 6/3/10 | Class 1 - In some cases a change of shear connector size also changed web splice bolt size. [6.5.885] |
| 5/28/10 | Class 1 - Possible problem with concentrated load deflections in line girder projects. [6.5.879] |
| 5/26/10 | Class 3 - An overstress in LFD bolted web splice from bolt slip strength was not reported in the message file. [6.5.877] |
| 5/24/10 | Class 2 - Code adjustments made 2/12/10 to implement the condition IGNORE NEGATIVE MOMENT SLAB FOR PERMANENT DEFORMATIONS can in some cases activate the slab for bolted web splice Strength I negative live moment stress. [6.5.875] |
| 5/24/10 | Class 2 - Cb for LRFD allowable bending stress used the moment at the far end of the unbraced length on the right of a pier straddled by equal unbraced lengths even if it was smaller on the left. [6.5.875] |
| 5/17/10 | Class 1 - Excessive stud strength used for LRFD Fatigue I combination of 2009 interims since 2/10/10 if ADTT greater than 960. [6.5.868] |
| 5/14/10 | Class 2 - In some highly skewed general geometry grids the vehicle may not have been shifted to the side of the lane closest to the girder for which effects were being developed. [6.5.865] |
| 5/13/10 | Class 2 - Farside sidewalk location if skewed parallel/concentric geometry and SWLOC2 not given. [6.5.864] |
| 5/11/10 | Class 1 - Allowable bottom flange compression stress in composite region with longitudinal web stiffener. [6.5.862] |
| 5/10/10 | Class 3 - The condition FLOAT ALL LANE COMBINATIONS is being temporarily disabled and FLOAT LANES substituted as an alternative. [6.5.861] |
| 5/10/10 | Class 3 - Nonstandard resolution deflections between tenth points in line girder projects. Tenth point deflections unaffected. [6.5.861] |
| 5/8/10 | Class 2 - Cycles for fatigue truck passage near interior support for span > 40 ft in Table 6.6.1.2.5-2 was not used. [6.5.859] |
| 5/7/10 | Class 2 - Problem with the condition HINGES FOR STEEL SELF WEIGHT ONLY. [6.5.858] |
| 5/5/10 | Class 2 - Negative moment shear connector spacing if FILLET is used for slab haunch. [6.5.856] |
| 4/30/10 | Class 2 - Wheels not shifted to far side of last lane if lanes not floated and far exterior girder straddled by last lane with girder closer to the far side of last lane. [6.5.850] |
| 4/29/10 | Class 3 - Flange stiffeners beyond twelve extents ignored as stiffening bottom box girder flange. [6.5.850] |
| 4/26/10 | Class 2 - Problem using relevant dimensions when a flange splice occurs at a tenth point. [6.5.847] |
| 4/22/10 | Class 2 - LFD rating at pier if web splice location coincided with bearing location. [6.5.843] |
| 4/21/10 | Class 1 - Problem with effect of concentrated loads on noncomposite dead deflections. LFD, LRFD line girder projects only. [6.5.842] |
| 4/14/10 | Class 3 - The condition THREADS EXCLUDED FROM SHEAR PLANE was not active since 4/1/10 for web plate bolts. [6.5.835] |
| 4/9/10 | Class 3 - Group IB rating at stiffener locations in LFD rating table when the condition PERMIT TRUCK IN ALL LANES is used. [6.5.831] |
| 4/9/10 | Class 2 - Code adjustments made 1/18/10 adversely affected the effect of additional steel (WAS) on deflections. Line girder projects only. [6.5.830] |
| 4/7/10 | Class 2 - The number of longitudinal lines of flange bolts that could fit on a flange plate could have been used instead of the number given as data. [6.5.828] |
| 3/31/10 | Class 3 - In some cases the ASD rating equation incorrectly included lateral bending stress from curvature. [6.5.819] |
| 3/29/10 | Class 2 - Shear sign at a web splice could have adversely affected force on web plate critical bolt. [6.5.819] |
| 3/26/10 | Class 3 - Possible problem with shear at left side of pier when influence surface tables are generated. [6.5.815] |
| 3/25/10 | Class 2 - Moment in far exterior girder if general geometry and far curb close to but outside of girder. [6.5.815] |
| 3/24/10 | Class 2 - Slab was used for negative moment fatigue as in LRFD 6.6.1.2.1 even if rebars were less than minimum of 1 percent of effective slab area. [6.5.814] |
| 3/18/10 | Class 2 - The largest of the two bracing live shears listed in the system output table Bracing Shear may not have been used in the bracing module. Service Bracing Shear table in system output unaffected. [6.5.808] |
| 3/15/10 | Class 2 - ASD, LFD line girder live deflections when governed by truck loading. [6.5.805] |
| 3/15/10 | Class 3 - Some tabulations of force range in the LRFD fatigue table used Fatigue II factors instead of Fatigue I. Stresses and ratios unaffected. [6.5.805] |
| 3/13/10 | Class 2 - In some cases the LRFD Strength II rating table omitted splice locations. [6.5.803] |
| 3/10/10 | Class 2 - LFD factoring incorrectly was used for LRFD type D bracing. [6.5.801] |
| 3/10/10 | Class 3 - LRFD future wearing surface and slab deflections at interpolated locations between tenth points if no sequential pouring. [6.5.800] |
| 3/8/10 | Class 3 - Slab deflections at web splices and braces in LRFD girder output Service Deflections table if sequential pouring. [6.5.798] |
| 3/3/10 | Class 2 - Problem with noncomposite dead rotations listed in reactions table of girder system output using the grid model. Rotations unaffacted using PEB and in tables produced with DEAD LOAD 1 NODAL OUTPUT. [6.5.793] |
| 3/3/10 | Class 3 - Possible nonzero value for composite dead deflection at left support from coding adjustments made 2/9/10. LFD, LRFD line girder projects only. [6.5.793] |
| 2/26/10 | LRFD Service II ratings for noncomposite girders using LRFR ratings. [6.5.788] |
| 2/25/10 | Possible problem converting global axes rotations to local axes rotations in system output. [6.5.787] |
| 2/22/10 | Fatigue in ASD module at end of a cover plate. [6.5.784] |
| 2/17/10 | Possible problem with connection plate fatigue near end of a composite region. [6.5.779] |
| 2/16/10 | Coding revisions to the LRFD girder module made 1/7/10 adversely affected sequential pour loading when more than one slab segment had the same pour number. [6.5.778] |
| 2/9/10 | System project noncomp dead deflections in LRFD girder output at brace locations if sequential pouring. [6.5.771] |
| 2/1/10 | In some cases the LRFD Service II rating for bracing was incorrectly listed as governing. Performance ratios are unaffected. [6.5.763] |
| 1/25/10 | In order to update Version 6.5, go to Control Panel->Add/Remove Programs, uninstall MDX Version 6.5, then download and install from the website. This is necessary because a change in the installation will no longer automatically update the software [6.5.756] |
| 1/18/10 | A change in LFACT was not being reflected in Bracing/Rating Output. [6.5.749] |
| 1/14/10 | Allowable LRFD fatigue stress at end of longitudinal web stiffeners was based on category D instead of E or E'. [6.5.745] |
| 1/8/10 | Possible problem with shear impact in system projects when wheel distribution is used. [6.5.739] |
| 12/29/09 | LRFD min depth expression (2.5.2.6.3-1) used total depth instead of steel depth. [6.5.729] |
| 12/26/09 | Max shear and concurrent moment at ends of bracing in girder 20 bracing output. [6.5.726] |
| 12/14/09 | Code changes made 7/9/09 inadvertently had an adverse effect on factored shear at web splices of LRFD box girders. [6.5.714] |
| 12/11/09 | Stresses from the condition IGNORE NEGATIVE MOMENT SLAB FOR PERMANENT DEFORMATIONS were being modified only for the top flange. [6.5.711] |
| 12/7/09 | In some cases of stress reversal the net flange area instead of gross area was used for bolted flange plate design force. [6.5.707] |
| 11/25/09 | WHEELF distribution in ASD, LFD line girder projects has been incorrectly applied since 10/17/09. [6.5.695] |
| 11/24/09 | In some cases stress at a pier on bottom flange of box girder having a web haunch was determined with given bottom flange width instead of that reduced by the inclined webs. [6.5.694] |
| 11/23/09 | Code changes made 11/9/09 inadvertently elevated bottom flange allowable stress on some LRFD box girders at piers. [6.5.693] |
| 11/18/09 | LRFD line girder lane fractions for steel grid on steel beams could have used concrete deck empirical expressions. [6.5.688] |
| 11/11/09 | Factored shear at LFD web splices in negative shear regions. [6.5.681] |
| 10/29/09 | Problem with LRFD redistributed moments in positive moment regions. [6.5.668] |
| 10/22/09 | In some cases the LRFD negative moment from sidewalk loading was not included in negative moment for pier stresses. [6.5.661] |
| 10/20/09 | A wheel placed just outside the far girder could have produced an understress in bracing members in the adjacent bay. [6.5.659] |
| 10/12/09 | The concrete flange haunch of only one of two box girder webs was used for system analysis self weight loading if FILLET was used for its thickness. [6.5.651] |
| 10/2/09 | LFD preliminary design could have generated effective slab width using LRFD criteria. [6.5.641] |
| 10/1/09 | Slip capacity of extreme bolt in bolted web splice plate. [6.5.640] |
| 9/28/09 | Axial stresses in offset girders from an PEB analysis were included in bending stress tables but not in rating tables. [6.5.637] |
| 9/25/09 | The fatigue check at the end of a cover plate included the plate when calculating stress. [6.5.634] |
| 9/23/09 | Load modifier defaults described 8/3/09 had not been applied to bracing module. [6.5.632] |
| 9/8/09 | Sidewalk effects if center of sidewalk is more than one girder spacing inside of exterior girder. [6.5.617] |
| 8/21/09 | Dc in LRFD 6.10.1.9 if negative flexure. [6.5.597] |
| 8/19/09 | An LRFD 6.10.4.2.1 violation message may not have been issued if composite over the pier. [6.5.597] |
| 8/7/09 | A warning was not issued if stiffener width was less than compression flange width /4. (LRFD (6.10.11.1.2-2)) [6.5.585] |
| 8/3/09 | Default values for redundancy, ductility, and operation classification load modifiers have been set to 1.00. [6.5.581] |
| 7/23/09 | LRFD top flange Service II rating for curved girder. [6.5.570] |
| 7/22/09 | Problem with girder output sidewalk shear tabulations in LRFD Service Shear table for system projects. Tables correctly tabulated in system output. Stress checking and rating used correct values. [6.5.569] |
| 7/8/09 | Tabulations in lateral bending stress table were shifted when other than standard resolution was used. Bending stresses that included lateral bending were not affected. [6.5.555] |
| 7/1/09 | Since 6/24/09 some LRFD pier sections possibly misclassified as compact. [6.5.548] |
| 6/25/09 | Problem with some tabulations in Wheel Locations table inadvertently caused by code changes made 5/17/09. Live effects were not affected. [6.5.542] |
| 6/24/09 | Possible problem with net section tension capacity of flange splice plates. [6.5.541] |
| 6/8/09 | Reactions concurrent with system output max and min rotations were not converted to metric if metric output. [6.5.525] |
| 6/4/09 | Slab was used for positive moment noncomp dead stress when net dead plus live moment was negative (6.10.1.1c). [6.5.521] |
| 6/1/09 | LRFD stress plots if metric units. [6.5.518] |
| 5/26/09 | Use of DELMEM command to eliminate short bracing caused by intersecting line of supports in PEB models is prevented. Instead use BR-i for each girder instead of projecting bracing across the grid with BR-1. [6.5.512] |
| 5/22/09 | LRFD nonprismatic web weight in Weight table. Force and deflection effects unaffected. [6.5.508] |
| 5/20/09 | Possible box girder bottom flange overstressing beyond end of flange stiffener near contraflexure point. [6.5.506] |
| 5/18/09 | Block rupture strength of inner flange splice plates. [6.5.504] |
| 5/15/09 | Problem with live effects if curb was placed between 2 and 4 feet outside of exterior girder. [6.5.501] |
| 5/12/09 | Bolted web splice tables compared actual compression in flange splice plates to splice plate strength instead of splice plate strength to flange strength as in 6.13.6.1.4c. [6.5.498] |
| 4/29/09 | Box girder weight in Weight table included only one web in web haunch regions. Noncomposite dead force effects unaffected. [6.5.485] |
| 4/28/09 | Problem with multilane or nearside lane light rail loading (TRAXP, TRAXSP). [6.5.484] |
| 4/14/09 | The LRFR rating system factor PHIS given in data input was used only for the first span if only one value was given. [6.5.470] |
| 4/7/09 | LRFD line girder lane fraction if only one wheel is outside of girder 2. [6.5.463] |
| 3/27/09 | Effective width of LRFD box girder bottom flange in positive moment regions of short continuous spans. [6.5.452] |
| 3/20/09 | Weight of box girder webs in Weight table used vertical depth instead of inclined depth if WEBV and WEBSP were used to profile the web. [6.5.445] |
| 3/19/09 | The table "Service Moment - Steel and Concrete" tabulated total of steel and concrete in "Steel" column at pier locations. [6.5.444] |
| 3/17/09 | Fcf in LRFD (C6.13.6.1.4b-1,2) when used for service effects used allowable instead of max stress. [6.5.442] |
| 3/12/09 | Violation warning for LRFD 2.5.2.6.3 min depth limit of L(as)/D < 25 for curved girders was not issued. [6.5.437] |
| 3/2/09 | Problem with concurrent moment for max shear in LFD Service Load Effects at Web Splices table. [6.5.427] |
| 2/27/09 | In some cases 6.10.2.2 flange proportion violations were not listed. [6.5.424] |
| 2/27/09 | Noncomp rotations in LFD line girder projects used only steel weight since 1/17/09. [6.5.424] |
| 2/25/09 | Problem with LRFD line girder project live support rotations since 1/17/09. [6.5.422] |
| 2/16/09 | LFD Shear rating at right of pier. [6.5.413] |
| 2/11/09 | Problem with LFD single lane >2,000,000 cycles shear connector table when HS25 loading is used. [6.5.408] |
| 2/7/09 | LRFD line girder noncomposite dead deflections if noncomp dead concentrated loads were used. Problem existed since 1/8/09. [6.5.404] |
| 2/3/09 | Since 9/16/08 sidewalk forces have been adversely affected if the center of the sidewalk was between 0 and 4 ft outside the exterior girder. [6.5.400] |
| 2/2/09 | Tension flange fatigue for built up sections was misclassified as category B if the condition UNPAINTED WEATHERING STEEL was used. [6.5.399] |
| 1/28/09 | Rcf in LRFD C6.13.6.1.4b was not set to 1.0 for Service II loading. [6.5.394] |
| 1/22/09 | Lateral bending stresses were not included in ASD rating table. [6.5.388] |
| 1/21/09 | Analysis results for a line girder project having multiple hinges. [6.5.387] |
| 1/15/09 | A coding flaw was introduced 11/18/08 which adversely affected the effect of a wheel placed less than 0.5 feet outside of girder 1. [6.5.381] |
| 1/12/09 | Stress reduction for wind bracing from 2.5(E) in 1993 curved girder guide spec. was incorrectly applied in ASD rating tables. [6.5.378] |
| 1/9/09 | Effect of concentrated loads on LRFD line girder noncomp dead deflections. [6.5.375] |
| 12/30/08 | Moment redistribution was not being reflected in bolted web splice forces. [6.5.365] |
| 12/22/08 | Problem with the effect of cover plates on LRFD system analysis. [6.5.357] |
| 12/20/08 | Dead load effects in cross frame members if setbacks from large values of GCONNDST. [6.5.355] |
| 12/17/08 | The footnote to the box girder Internal Bracing Forces table should read "Internal cross frame limited to downward K type (diags to ctr of top strut)" as illustrated in the cited reference. [6.5.352] |
| 12/3/08 | Problem with factored shear in box girder bolted web splice if dead and live shear had opposite signs. [6.5.338] |
| 12/3/08 | Problem with box girder positive moment plastic section properties. [6.5.338] |
| 11/18/08 | A coding error was introduced 10/16/08 which affected torque in girder 1 when a wheel is on the overhang. [6.5.322] |
| 11/17/08 | Averaging spans for lane distribution factors according to LRFD Table C4.6.2.2.1-1 was only done at the pier instead of between contraflexure points. [6.5.323] |
| 11/17/08 | The slab was not effective for LRFD Service II composite negative moment properties as indicated in 6.10.4.2.1. [6.5.322] |
| 11/5/08 | The factor TFACT for the LRFD design truck also was being applied to the LRFD fatigue truck. [6.5.310] |
| 11/3/08 | The term Avg in flange plate block rupture constraints in 6.13.4 incorrectly used Avg of the web plate. [6.5.308] |
| 10/27/08 | Sidewalk loading effects if edge of sidewalk was inside the grid a distance less than half the sidwalk width. [6.5.301] |
| 10/23/08 | In some cases (A6.1-1) was not used to determine if LRFD Appendix A could be used for compact section redistribution. [6.5.297] |
| 10/20/08 | A coding flaw was introduced 10/12/08 which inadvertently reset the LRFD wearing surface load factor to that for DC2. [6.5.294] |
| 10/18/08 | Problem with the use of IGNORE MOMENT SHIFTING in the LRFD girder module. [6.5.292] |
| 10/18/08 | Perf. ratio for net tension in bolted flange plates used overload instead of strength compared with allowable. [6.5.292] |
| 10/18/08 | Problem with live effects on girder 1 when wheels are only slightly outside of girder 1. [6.5.292] |
| 10/16/08 | Cb for reverse curvature was calculated using the stress f0 on the flange other than that of f2 in LRFD (6.10.8.2.3-7). [6.5.290] |
| 10/9/08 | LFD expressions for modulus of rupture were used instead of those in LRFD 5.4.2.6. [6.5.282] |
| 10/1/08 | Possible problem when GCONNDST varies with bracing. [6.5.274] |
| 9/25/08 | LFD table Bottom Flange Elastic Compression Strength did not consider My strength of top flange as a possible limit. [6.5.268] |
| 9/25/08 | Shear from interpolation in Shear Strength at Web Splice and bolted Web Splice Analysis tables. LFD only. [6.5.268] |
| 9/24/08 | In some cases the LFD double curvature sign was used instead of the single curvature sign in (10-96). [6.5.267] |
| 9/19/08 | LRFD slip force in bolted flange splice plates did not include wearing surface effect. [6.5.262] |
| 8/25/08 | Problem with the condition COMPOSITE ACTION FROM FRICTION in negative moment regions. [6.5.238] |
| 8/15/08 | LFD Truck-Lane Shear Range table using permit loading in a line girder project. [6.5.228] |
| 8/11/08 | Section properties for stresses at some web splice locations. [6.5.224] |
| 8/7/08 | Use of LRFD load modifiers for Web Splice Analysis table. [6.5.220] |
| 7/21/08 | The weight table in girder output did not include the slab haunch if FILLET was used instead of FLGHCH for haunch thickness. [6.5.203] |
| 7/18/08 | LRFD bolted web splice shear did not include sidewalk effects. [6.5.200] |
| 7/14/08 | The default stiffener clip value of 1.0 was being used for LFD girders instead of that given as data. [6.5.196] |
| 6/26/08 | Summary of Performance tables for permit loading may not have been generated for all the girders in bracing output. [6.5.178] |
| 6/9/08 | Concrete filler between flange and slab was used for LRFD plastic section properties even if INCLUDE FILLER IN SECTION PROPERTIES was not used. [6.5.161] |
| 6/6/08 | Ratings at splice locations in the "HL93+Permit" rating table if the condition PERMIT TRUCK IS ONLY LOADING IN PERMIT LANE was used. [6.5.158] |
| 5/27/08 | Problem with first axle when defined truck was only loading in LFD line girder project. [6.5.148] |
| 5/27/08 | Factored bending stress performance ratios for some LRFD compact sections. [6.5.148] |
| 5/23/08 | Far sidewalk location if road witdth is given as data but sidewalk location (SWLOC2) is not. [6.5.144] |
| 5/22/08 | Vertical axis stiffnesses in some cases were not assigned to the correct member for grid analysis. [6.5.143] |
| 5/19/08 | Problem with the condition HS25 FATIGUE TRUCK. [6.5.140] |
| 5/19/08 | Hinge location in system project girder output deflection table. System output deflection table unaffected. [6.5.140] |
| 5/13/08 | The self weight adjustment factor STEELFACT was not being applied in line girder projects. [6.5.134] |
| 5/8/08 | Performance ratios for LRFD compact sections at flange splice locations were not tabulated in factored bending stress tables. [6.5.129] |
| 5/6/08 | In some cases Mp at the left side of a splice was based on flange thicknesses on the right side. [6.5.127] |
| 4/30/08 | The fix reported on 3/15/08 involving noncomposite dead rotations inadvertently had been applied only to coding involving the finite element model. [6.5.121] |
| 4/25/08 | In some cases the Summary of Ratings table in bracing output displayed a rating from Service II loading instead of a governing rating from Strength I loading. [6.5.116] |
| 4/21/08 | Internal bracing strut forces and some signs on diagonal forces. [6.5.112] |
| 4/14/08 | Length of shear tear line for block rupture strength of flange splice plates. [6.5.105] |
| 4/14/08 | Contribution of torque to vertical shear in box girder web used torque on right side of pier for shear rating at left side of pier. [6.5.105] |
| 3/28/08 | Problem with the condition HINGES FOR STEEL SELF WEIGHT ONLY. [6.5.88] |
| 3/25/08 | Number of shear connectors for strength for a straight member of a grid with curvature in other members used straight girder expressions instead of 2003 guide spec. curved girder expressions. [6.5.85] |
| 3/17/08 | Combining top flange lateral bending stress from curvature with that due to an inclined web. [6.5.77] |
| 3/15/08 | Noncomposite dead reaction rotations if bracing unbolted for steel analysis or composite analysis. [6.5.75] |
| 3/6/08 | Use of CONSISTENT LANE LOADING in girder system input was suppressing permit loading effects. [6.5.66] |
| 3/3/08 | Warning message concerning inadaquate number of studs for strength requirement was not issued. Table was correct. [6.5.63] |
| 2/29/08 | Noncomp dead lateral bending stress in LRFD used distance from ctr of bottom flange to ctr of slab instead of ctr of top flange for lateral load on flange. [6.5.60] |
| 2/21/08 | Lateral bending moment table in girder system output. Lateral bending in girder output unaffected. [6.5.52] |
| 2/19/08 | Effect of LFD and LRFD fatigue truck torque on box girder shear connector spacing. [6.5.50] |
| 2/13/08 | Inconsistancies in interpolated values between LFD web splice effects tables and tenth point tables for the same force effects. [6.5.44] |
| 2/7/08 | Problem with INTEGRAL ABUTMENTS in girder system analysis since 11/15/07. [6.5.38] |
| 1/28/08 | Fracture strength of box girder bottom flange splice plates if nonstaggered bolts. [6.5.28] |
| 1/28/08 | Sign of eccentricity "e" used for forces in internal box girder bracing if curvature is negative. [6.5.28] |
| 1/25/08 | Problem with the condition INTERMEDIATE BRACING NOT BOLTED FOR COMPOSITE ANALYSIS. [6.5.25] |
| 1/22/08 | Total steel weight in the girder Weight table was not in metric if metric output. [6.5.22] |
| 1/21/08 | In some cases the default total number of studs in a line for both box girder top flanges was two instead of four. [6.5.21] |
| 1/17/08 | Rolled shape weight in the Weight table. [6.5.17] |
| 1/15/08 | The parameter "e" in the box girder internal bracing forces table was zero if slab extension data was added with the direct editor. [6.5.15] |
| 1/11/08 | The weight table included only one of the two top box girder flanges. [6.5.11] |
| 1/7/08 | Force on internal cross frame strut of box girder. [6.5.7] |
| 1/4/08 | Fracture strength of inner plate of box girder bottom flange splice. [6.5.4] |
| 12/24/07 | Problem with the condition INTERMEDIATE BRACING NOT BOLTED FOR STEEL ANALYSIS. [6.3.358] |
| 12/18/07 | Problem with bearing strength of flange plate bolt. [6.3.352] |
| 12/13/07 | Problem with noncomposite dead settlement. [6.3.347] |
| 12/1/07 | A coding flaw was introduced 9/7/07 where 1.2 times the effect of HL93 loading on a single lane would not govern over 1.0 times the combined effect of the two highest effect lanes, but only if permit loading was not used. [6.3.335] |
| 11/29/07 | LRFD Cb factor when larger moment is at a brace straddling a pier instead of at the pier. [6.3.333] |
| 11/13/07 | In some cases LRFD moment redistribution was permitted if bracing was staggered. [6.3.317] |
| 11/12/07 | The LRFD Service Force Summary table tabulated composite dead torque for LL+I torque. Service Torque table tabulations were correct. [6.3.316] |
| 11/05/07 | Builds [6.3.305] and [6.3.306] contained a logic error which could zero some bottom flange factored bending stress performance ratios. Allowable stresses unaffected. [6.3.309] |
| 10/27/07 | In some cases the bracing input condition HORIZONTAL STEM was not operative. [6.3.300] |
| 10/23/07 | Extensions beyond abutment bearings now included in end reactions and revised weight table. (See New Features log entry for 10/23/07.) [6.3.296] |
| 10/22/07 | Slip strength of box girder top flange splice plates. [6.3.295] |
| 10/18/07 | Stud strength in LFD has not been limited by right side of (10-67). [6.3.290] |
| 10/15/07 | Possible miscalculation of LRFD allowable stress for tabulations other than at tenth points. Downloads made in the period 10/9/07-10/14/07 should be repeated. [6.3.288] |
| 10/8/07 | Stiffener b/t limit from (5-7) of 2003 curved girder spec. was not checked for tension flanges. [6.3.281] |
| 10/1/07 | Stiffener b/t limit from (6-13) of 2003 curved girder spec. was not checked for straight girders in an otherwise curved system. [6.3.274] |
| 9/26/07 | Torque not included in factored web shear on right side of pier for box girders. LFD only. [6.3.269] |
| 9/19/07 | LFD line girder noncomp deflections if WAS and WAC are used as additional loading. [6.3.262] |
| 9/17/07 | Cb if bracing at same location as flange splices. [6.3.260] |
| 9/13/07 | Lane fractions for deflections in LRFD line girder projects used multipresence factor applied to total lanes instead of governing combination. [6.3.256] |
| 9/11/07 | LRFD line girder projects used lane fractions for moment instead of deflections when determining permit vehicle deflections. [6.3.254] |
| 9/10/07 | Flange plate allowable stress on noncontrolling flange of web splice. [6.3.253] |
| 9/4/07 | Load modifiers were not included in (D.6.2.2-2) for LRFD yield moment and a problem with Mp calc in (6.10.7.1.2-2). [6.3.247] |
| 8/15/07 | In some cases LRFD moment redistribution was permitted for girders braced with staggered cross frames. [6.3.227] |
| 8/8/07 | Problem with possible shift of web thickness to adjacent field section. Problem was advertently introduced with fix posted 7/13/07. LRFD only. [6.3.220] |
| 8/7/07 | LRFD resistance factor from 6.5.4.2 was not applied to net section fracture strength of web splice plate. [6.3.219] |
| 8/7/07 | Load modifier from LRFD 1.3.2.1 was not being applied in Factored Noncomp Dead Wet Concrete Stress table. Cb for allowable top flg stress. [6.3.219] |
| 8/6/07 | Effect of LRFD wearing surface stress on web plate at splice. [6.3.218] |
| 7/27/07 | If the condition PEDESTRIAN BRIDGE was used for ASD or LFD system analysis, 3.14.1(3-3) from the AASHTO standard specs was used for the default minimum sidewalk load instead of 65 psf from 1.2.1.1 of the guide spec. for pedestrian bridges. [6.3.208] |
| 7/20/07 | Problem with effect of class B surface on slip strength and shear strength reduction for flange plate connection length exceeding 50 inches. [6.3.201] |
| 7/19/07 | Case Data in bracing output incorrectly used the expression "to center of web" instead of "to center of girder" for box girder bracing connection setback. [6.3.200] |
| 7/13/07 | Problem with Cb for allowable compression stress if stress at center of unbraced length of the same flange was tension. [6.3.194] |
| 7/5/07 | Problem if conditions involving unbolted bracing for multiple loadings were used. [6.3.186] |
| 7/3/07 | Build [6.3.183] contained a problem affecting the stress table including pouring effects caused by the fix of 6/28/07. [6.3.184] |
| 6/28/07 | Problem with PARTIAL COMPOSITE ACTION DURING POUR SEQUENCE. [6.3.179] |
| 6/25/07 | In some cases fncf in a web splice was a max stress instead of a concurrent stress. [6.3.176] |
| 6/21/07 | Overstress warnings were not generated in the message file when shear connector spacing was given. Performance ratios exceeding 1.00 however were listed in the shear connector table. [6.3.172] |
| 6/18/07 | The system analysis condition AVERAGE LIVE DEFLECTIONS inadvertently has been disabled for several months. [6.3.169] |
| 6/6/07 | An error msg was not generated if an attempt was made to use LRFR RATINGS with an LRFD curved girder. (LRFR Spec. for curved girders not available until late 2007.) [6.3.157] |
| 5/21/07 | Builds [6.3.130] to [6.3.140] incorrectly used half the effective slab width for the plate girder composite torsion constant J. [6.3.141] |
| 5/14/07 | The entry of 10/16/06 should have indicated the problem occurred in both system and line girder projects. [6.3.134] |
| 5/10/07 | The effective width of slab was used for the box girder torsional constant J instead of half the width as recommended in LRFD C4.6.3.3.1. [6.3.130] |
| 5/4/07 | Inserting the condition INTERMEDIATE BRACING NOT BOLTED FOR COMPOSITE ANALYSIS changed the latter portion to ...COMPOSITE DEAD ANALYSIS. [6.3.124] |
| 4/25/07 | Sign on LRFD wearing surface shear (WD) if DC2 shear is not given. [6.3.115] |
| 4/24/07 | Pour loading should not have been displayed in girder output for system projects, where in the latter it is displayed in "Incremental Pour Loading" tables. [6.3.114] |
| 4/20/07 | Web D/t < 170 violation (ASD only) was not mentioned in message window. [6.3.110] |
| 4/16/07 | If three beams the smaller of one or more lanes for distribution was used for comparison with lever method in LRFD Table 4.6.2.2.2b-1 for moment. [6.3.106] |
| 4/10/07 | Bolt shear strength reduction at flange splice plates if different flange thicknesses and flange splices only at web splices, as for rolled shapes. [6.3.100] |
| 4/09/07 | One third of lateral bending stress instead of entire was used during pouring for tension flange stress total (LRFD 6.10.3.2.2). [6.3.99] |
| 4/05/07 | In some cases slab haunch weight was combined with steel in regions not yet poured . System projects only. [6.3.95] |
| 3/27/07 | Flange stress where box girder flange stiffener terminated at a bottom flange splice. [6.3.86] |
| 3/26/07 | Tables showing bending stresses which include pouring effects were generated with the last pour not yet cured. [6.3.85] |
| 3/21/07 | Problem with reactions from support settlement. [6.3.80] |
| 3/8/07 | Although correctly displayed in the individual bracing tables, the Summary of Analyses table for diaphragms was incorrectly displaying overload (LFD) and Service II (LTFD) moments. [6.3.67] |
| 3/5/07 | Wind effect tabulation in combined forces table on bottom chord of cross frames did not include offsetting dead load effect. [6.3.64] |
| 2/21/07 | Units mishandled for Ffat2 in LRFD (6.10.10.1.2-5). [6.3.52] |
| 2/16/07 | All warning messages concerning adequacy of LRFD web stiffeners may not have been issued. [6.3.47] |
| 2/14/07 | Pour sequence effects in system projects when a slab pour occupied only the left portion of a girder member between nodes. [6.3.45] |
| 2/7/07 | In some cases NCDL rotations in system projects were incorrectly tabulated as zero. [6.3.38] |
| 2/2/07 | Given cover plates were not used for live load deflections. LRFD line girder projects. [6.3.33] |
| 2/1/07 | LFD (10-104) violation message was not generated for stiffened composite girder without a longitudinal stiffener. [6.3.32] |
| 1/22/07 | LRFD fatigue web shear check could have used (6.10.9.3.2-8) instead of (6.10.9.3.3-1). [6.3.22] |
| 1/19/07 | LRFD Service II web bend buckling check for negative moment did not use the slab for determining Dc (C6.10.1.9.1). [6.3.19] |
| 1/16/07 | Under some conditions an LRFD box girder could have been incorrectly qualified for negative moment compactness and moment redistribution. [6.3.16] |
| 1/11/07 | LRFD fatigue allowable for shear used post buckling allowable (6.10.9.3.2-2) even if (6.10.9.3.2-1) was not satisfied. [6.3.11] |
| 1/6/07 | Warning message was not issued when the slenderness of a cross frame member for LRFD curved system exceeded 120. [6.3.6] |
| 1/3/07 | Prior to 10/28/06, LRFD 6.9.4.2 checks on max WT web slenderness and angle leg slenderness in cross frame compression members were not being made in rating mode. [6.3.3] |
| 12/27/06 | Net area of flange plate when comparing zigzag line with straight line across the flange for a staggered bolt pattern. [6.2.361] |
| 12/26/06 | Bracing end effects if the condition LOCAL WHEEL DISTRIBUTION ONLY was used. [6.2.360] |
| 12/22/06 | The condition LIMIT TO ELASTIC STRENGTH was not functioning at piers if the pier met LRFD Appendix A criteria for compactness. [6.2.356] |
| 12/21/06 | Problem with wheel distribution loading on general geometry system projects where girder 1 has fewer spans than girder 2. ASD and LFD projects only. [6.2.355] |
| 12/20/06 | Factored bending stresses at splice locations between a pier and the next tenth point were not tabulated if there was LRFD Appendix B moment redistribution at the pier. [6.2.354] |
| 12/18/06 | Problem with web slenderness limit expression (A6.1-1) in determining if Appendix A of third edition LRFD can be used for compact moment strength. [6.2.352] |
| 12/11/06 | ASD rating tabulations at some flange splice locations not included in rating table if top and bottom flange splices did not coincide. [6.2.345] |
| 12/07/06 | The web t of an adjoining web section in some cases could have been used for LRFD web shear fatigue. [6.2.341] |
| 12/06/06 | Max unbraced length of compression flange for LRFD compactness used second edition criteria instead of third edition. [6.2.340] |
| 11/27/06 | Unfactored LRFD live reactions at piers excluding dynamic allowance used truck+lane instead of truck train+lane. [6.2.331] |
| 11/15/06 | Problem with LRFD strengths based on lateral torsional buckling (6.10.8.2.3-2). Problem inadvertently introduced 6/06. [6.2.319] |
| 11/13/06 | Problem with the condition INTEGRAL ABUTMENTS FOR COMPOSITE ANALYSIS ONLY. [6.2.317] |
| 11/1/06 | Article 3.5.1 in the 2003 curved girder spec. was used for the uplift check of LFD straight girders instead of 3.17.1 in the standard spec. [6.2.305] |
| 10/23/06 | Summary table of noncomposite dead deflections did not include concentrated noncomposite dead load effects if sequential pouring was used. Line girder projects only. [6.2.296] |
| 10/20/06 | LRFD lane loading modifier LFACT was not effective if permit loading was used. [6.2.293] |
| 10/16/06 | Problem with use of the condition OVERLAY PERMIT TRUCK WITH LANE LOADING in LRFD line girder projects because of coding changes made 8/27/06. [6.2.289] |
| 10/6/06 | Problem with the properties of last web section of a rolled shape beam used also for first web section properties for system analysis. [6.2.279] |
| 10/2/06 | Column headings in (ASD) Standard Truck-Lane Shear Ranges table should have been labelled "Ranges" instead of "Min LL+I." [6.2.275] |
| 9/25/06 | Unbraced lengths for allowable compression stress during pouring were not changed to span lengths after the condition BRACING NOT BOLTED FOR DL1 LOADING was replaced on 6/22/06 by INTERMEDIATE BRACING NOT BOLTED FOR NONCOMPOSITE ANALYSIS. [6.2.268] |
| 9/18/06 | First two axles on permit loading were interchanged in LFD line girder projects. In LFD and ASD system projects only the first three axles of permit loading were used if permit loading was the only loading applied. [6.2.261] |
| 9/5/06 | In some cases the lateral positioning of live loading may not have been optimal for moment on the ends of bracing. [6.2.247] |
| 9/1/06 | If both HS25 loading and a defined truck (eg., military) were used in LFD, the 80 percent factor used to convert HS25 fatigue effects to HS20 fatigue effects (AASHTO 10.3.2.1) incorrectly was also applied to defined truck fatigue effects. [6.2.244] |
| 8/26/06 | Units given in Lateral Bending Moment table in Girder System Analysis Output should have been k-in2. Lateral bending stresses in girder output unaffected. [6.2.238] |
| 8/24/06 | Table of WT shapes used as box girder bottom flange stiffeners should not have been displayed in Dimensions table if rating mode, where stiffener parameters are given in input as XAS, XIS, XCS, etc. [6.2.236] |
| 8/18/06 | Use of BRBF to indicate bracing not applied to bottom flange at pier could have caused a noncompact section to be classified as compact. (LFD,LRFD) [6.2.230] |
| 8/16/06 | Sign of rotation about the global x axis in girder system projects. [6.2.228] |
| 7/31/06 | Use of the condition INTEGRAL ABUTMENTS with finite element models. [6.2.212] |
| 7/27/06 | Ductility, operational importance, redundancy load modifiers were not being applied to permit truck reactions in the LRFD Factored Reactions table. [6.2.208] |
| 7/19/06 | Concurrent reactions for max slopes in LFD and LRFD line girder projects. [6.2.200] |
| 7/13/06 | Use of cover plates in girder system stiffness analysis. Problem inadvertently introduced 4/4/06. [6.2.194] |
| 7/10/06 | Yield moment My in expressions (10-129c), (10-129d) for LFD box girders. [6.2.191] |
| 7/7/06 | LRFD strength II factored bending stress table used HL93 interpolated effects at splice locations. [6.2.188] |
| 7/5/06 | Problem with live shear effects in system projects if loading is given by LRFD wheel fractions instead of defining lanes and the condition LOCAL WHEEL DISTRIBUTON ONLY is not used. [6.2.186] |
| 6/26/06 | Shear had not been reallocated to inside and outside flange plates according to C6.13.6.1.4c if their areas differed by more than 10 percent. [6.2.177] |
| 6/15/06 | The LRFD fatigue truck was used for 2003 guide spec. curved girders even if loading consisted only of a defined truck, such as light rail. In such a case the actual loading now is used for fatigue effects. [6.2.166] |
| 6/12/06 | Line girder project deflections if the condition INTEGRAL ABUTMENTS was used. [6.2.163] |
| 5/29/06 | LRFD fatigue force for plate girder shear used parameters for box girder. [6.2.149] |
| 5/27/06 | The first of two rating tables when permit loading is used in LFD system projects simultaneous with HS loading now is properly labelled "HS+Permit" instead of "Group I." [6.2.147] |
| 5/17/06 | LFD Group I rating on bottom flange of noncompact flanges when permit loading is used in girder system. [6.2.137] |
| 5/15/06 | Linear interpolation was used for bracing moment even though parabolic interpolation was used for other effects. [6.2.135] |
| 5/9/06 | Allowable shear in bolts connecting flange plates was not reduced for the effect of non-extended fillers. [6.2.129] |
| 5/8/06 | Box girder bottom flange extension was not deducted from bottom flange width when calculating enclosed area for torsion property J. [6.2.128] |
| 5/8/06 | Box girder bottom flange compression allowable near contraflexure point where negative factored live moment is larger than factored dead moment. [6.2.128] |
| 5/4/06 | The limit for concentrated loads (D1CON, D2CON) in system project is given as 1600, however since there are 4 data elements for each load, the effective limit has been 400. The actual limit is now the listed value of 1600. [6.2.124] |
| 5/1/06 | Factored shear strengths in low shear regions where signs of noncomposite dead and composite dead shears differ. [6.2.121] |
| 4/26/06 | Sidewalk loading for an LRFD system project used the specification value of 75 psf even if a different value was given with SIDEWLD. [6.2.116] |
| 4/25/06 | Simultaneous noncomp dead effects when sequential pouring is used. Noncomp dead effects in pouring tables unaffected. [6.2.115] |
| 4/19/06 | Bending stresses from pouring at piers if fine or superfine resolution is used for tabulating. [6.2.109] |
| 4/17/06 | Additional concrete (WAC-i) was being applied on first pour to the entire girder instead of only the slab pour on first and subsequent pours. [6.2.107] |
| 4/4/06 | Fatigue calcs for bolted flange plates at web splice could have used larger yield strength where flange strengths differ. [6.2.94] |
| 4/3/06 | Fatigue at toe of LFD intermediate stiffeners. [6.2.93] |
| 3/20/06 | Allowable shear stress in ASD unstiffened curved girders. [6.2.79] |
| 3/13/06 | Problem with effects from short pours containing either only one or no tenth points in system analysis. [6.2.72] |
| 2/24/06 | A coding adjustment made on 11/28/05 in response to a reported problem inadvertently caused a problem with fine and superfine resolution tabulations in ASD bending stress tables. [6.2.55] |
| 2/21/06 | Strengths listed in the (LRFD) Shear Strength at Web Splices table if unstiffened webs. [6.2.52] |
| 2/17/06 | Shear buckling coefficient C, ratio of shear-buckling resistance to web yield, for unstiffened LRFD webs. [6.2.48] |
| 2/15/06 | Live deflections if hinges, line girders only. [6.2.46] |
| 2/11/06 | Default value of 2 studs per line has been used for both plate and box girders. The default for box girders is now 4 studs per line, 2 on each flange. [6.2.42] |
| 2/10/06 | Termination without results should have occurred immediately when (LRFD) SECOND EDITION was used for curved girders. [6.2.41] |
| 2/6/06 | Lateral bending in LRFD curved girder rating table. [6.2.37] |
| 1/30/06 | Bottom flange allowable stress at pier in ASD rating table. [6.2.30] |
| 1/20/06 | In rare cases the larger flange thickness instead of the smaller at a web splice may have been used in flange splice plate stress checking. [6.2.20] |
| 1/17/06 | Concurrent reactions with max slopes, line girder projects. [6.2.17] |
| 1/16/06 | Net area used clearance of .0625 instead of .125 when designing or analyzing web and flange splice plates. [6.2.16] |
| 1/6/06 | LRFD Factored Strengths table may have tabulated "bending chk not required" where, according to Appendix B, no redistribution was made. Factored bending stress tables correctly tabulated. [6.2.6] |
| 1/2/06 | Sidewalk loading effects from sidewalk at far (left) exterior girder if wheel distribution is used as system analysis loading. [6.2.2] |
| 12/26/05 | Net section fracture strength of flange splice plates. [6.1.360] |
| 12/21/05 | Fu of 70 for M270-50W steel was also set at 70, instead of 65,for M270-50 steel for bolted web splice design and analysis. [6.1.355] |
| 12/13/05 | While the third edition of LRFD indicates that plastification and negative moment redistribution for straight girders according to Appendices A and B are optional, it has been incorrectly assumed that the, generally more conservative, second edition approach of 10 percent negative moment redistribution was an alternative. This has been corrected. [6.1.347] |
| 12/1/05 | Pier reactions in the LRFD table "Max unfactored live reactions - No dynamic load allowance" were incorrect if the condition IGNORE IMPACT was used. [6.1.335] |
| 11/25/05 | Concurrent reactions between girders not having the same number of supports. [6.1.329] |
| 11/18/05 | A fix to a related problem applied 7/15/05 inadvertently caused the first axle of a permit truck to be used twice, producing conservative effects. LRFD system projects only. [6.1.322] |
| 11/12/05 | Problem with pouring reactions if the condition: HINGES FOR TOTAL SELF WEIGHT ONLY is used. Line girder projects only. [6.1.316] |
| 11/8/05 | In some cases LRFR operating rating for the Strength II rating table was shown as governed by the top flange near the pier instead of the more critical bottom flange. [6.1.312] |
| 11/7/05 | Fatigue checks for some full depth connection plates were not being tabulated. LRFD only. [6.1.311] |
| 10/18/05 | Bending allowables for pour tables based on incremental instead of total moment. [6.1.291] |
| 10/18/05 | Unstiffened web bend buckling allowable in 2003 curved girder specification used k for stiffened web. [6.1.291] |
| 10/18/05 | Rho values from 1993 curved spec. were used for noncompact flanges of 2003 curved girder spec. [6.1.291] |
| 10/10/05 | A change in LFACT from the default value of 1.0 was not affecting reactions in LRFD line girder projects. [6.1.283] |
| 10/10/05 | 2Dcp was used for LFD compactness check instead of Dw in noncomposite regions. LFD only. [6.1.283] |
| 10/10/05 | In some cases a noncomposite section was used in rating table at composite flange splice locations. LFD only. [6.1.283] |
| 10/5/05 | Performance ratio for combined LFD V-M was only shown as governing if the ratio indicated overstress. [6.1.278] |
| 10/4/05 | Curved compact LRFD girders were allowed to exceed yield since 7/31/05. [6.1.277] |
| 10/3/05 | Effective area of flanges at bolted connections assumed staggered pattern even if a nonstaggered pattern was specified. Net area of flange plates was correct. [6.1.276] |
| 9/30/05 | LRFD Strength I ratings if permit loading in system analysis. Error inadvertently introduced 7/10/05. Performance ratios not affected. Does not apply to LRFR. [6.1.273] |
| 9/28/05 | Fu of 65 and 90 instead of 70 and 85 were used for Fy of 50 and 75 for bolted web splices. This changes effective area (Ae) slightly for flange plates. [6.1.271] |
| 9/26/05 | Flange plate section of bolted web splice tables were showing number of bolts required instead of bolts supplied when all splice parameters were given. [6.1.269] |
| 9/23/05 | Problem with live effects if abutments are at a shallow angle (less than approx. 45 deg) with respect to the horizontal as seen in Girder System View. General Geometry generator only. [6.1.266] |
| 9/21/05 | Uplift if total width of lanes is significantly less than roadway width. [6.1.264] |
| 9/15/05 | The compact form of rho(b) was used for Fbu in 2.12(B) of the 1993 curved girder guide spec if fw was determined at a compact location, but there was a noncompact flange at a different location in the same unbraced length. [6.1.258] |
| 8/31/05 | Min LL+I factored reaction using LRFD 3.4.1. [6.1.243] |
| 8/30/05 | Use of hybrid girder reduction factor for curved girders using the 1993 guide spec. [6.1.242] |
| 8/29/05 | Bottom flange compression allowable for ASD curved plate girder. [6.1.241] |
| 8/17/05 | Shear from permit vehicle if wheel distribution is given for each girder. [6.1.229] |
| 8/11/05 | Problem with table in Case Data output showing max unfactored reactions at pier with no dynamic load allowance. LRFD girder output only. [6.1.223] |
| 8/8/05 | b/t limit on angle legs in cross frame compression members was not being checked. [6.1.220] |
| 8/6/05 | System analysis error message concerning prohibitation of concentrated load offsets from interior girders was malfunctioning. [6.1.218] |
| 8/3/05 | Lateral bending stress (fl/3) was not being added to primary stress for compact sections (LRFD 2005 interims). [6.1.215] |
| 8/3/05 | When M270M-345W steel was changed to HPS-345W in the LRFD 3rd edition, the older form was not retained in the bracing module and M270M-250 actually was being used for bracing stresses if the older form was in the bracing module data file. [6.1.215] |
| 7/30/05 | LFD Group I inventory ratings over pier when permit vehicle is in permit lane and HS loading in the other lanes. [6.1.211] |
| 7/25/05 | Shear capacity at splice locations in rating table if splice is located at a stiffener location. [6.1.206] |
| 7/22/05 | Bolt diam default in LFD module changed to 0.875 to conform to manual description. Problem with default diam when metric input data used. [6.1.203] |
| 7/20/05 | LFD Group IB rating table values if only one lane is defined in system input. [6.1.201] |
| 7/15/05 | LRFD Unfactored Reactions table incorrectly applied ductility, redundancy and operational factors to tabulations. [6.1.196] |
| 7/12/05 | Rating tables Group IB (LFD) and Strength II (LRFD) assumed simultaneous standard trucks in other than the permit lane, producing conservative ratings. [6.1.193] |
| 7/8/05 | Problem with use of LONG TERM MODULAR RATIO USED IN POURING with partial or full composite action during pouring. [6.1.189] |
| 6/29/05 | Use of APPLY SKEW FOR SHEAR ENTIRE LENGTH on an interior girder. LRFD line girder project. [6.1.180] |
| 6/27/05 | LRFD table of Service Effects at Web Splices did not use neg mom from .9(2 trks+lane) if splice was near piers. [6.1.178] |
| 6/27/05 | Problem with the condition INCLUDE TANDEM TRUCK FOR MAX NEG MOMENT in LRFD line girder projects. [6.1.178] |
| 6/22/05 | Incremental pouring deflections if superfine resolution is used in ASD projects. [6.1.173] |
| 6/14/05 | Use of permit truck in LFD line girder projects if more than three axles. [6.1.165] |
| 6/9/05 | First pour deflections if partial or full composite action during pouring is used. [6.1.160] |
| 6/7/05 | Problem (LFD only) with condition: (steel grade) STEEL FOR SECTION i. [6.1.158] |
| 6/6/05 | Horizontal reactions for a type 4 release when elastic springs are used to resist horizontal displacements. [6.1.157] |
| 6/3/05 | Composite section properties could have been used for web splice design or analysis if the splice was in a noncomposite region but near a composite region. [6.1.154] |
| 5/10/05 | LRFD hybrid girder reduction factor was not being applied at noncompact sections if yield stress was the allowable. [6.1.130] |
| 5/7/05 | Possible reversal of top and bottom flange steel grades (ASD only). |
| 5/3/05 | Allowable shear stress in ASD curved box girders. |
| 4/27/05 | Problem with simultaneous use of PERMIT TRUCK IS ONLY LOADING IN PERMIT LANE and PERMIT TRUCK IN ALL LANES. |
| 4/25/05 | Although included as a component on the same line in the LRFD girder module reaction table, wearing surface reaction was not included in the total at the end of the line. |
| 4/21/05 | The slab over the pier for shear connector spacing according to the 2003 curved spec was using the cracked slab instead of the uncracked. |
| 4/19/05 | Shear rating at right side of pier if pouring. |
| 4/18/05 | Reaction table uplift for curved girders used 1993 guide spec. criteria instead of 2003 guide spec. criteria if the latter was employed. |
| 4/18/05 | Incremental pour tables for pours greater than 20. |
| 4/11/05 | Rating table values if partial or full composite action during pouring is used. |
| 4/9/05 | LRFD dead load deflections if the condition HINGES FOR TOTAL SELF WEIGHT ONLY is used. |
| 4/1/05 | Allowable stress from local buckling, LRFD 3rd ed. (6.10.8.2.2-2). |
| 3/30/05 | Possibility of incorrect web t used for noncomp dead modulus in rating table at a flange splice when the flange splice is near but not at a web splice where web t changes. |
| 3/24/05 | LRFD permit truck reactions. |
| 3/18/05 | Min reaction in LRFD reaction table used 1.25 for dead load factor instead of 0.9 during period 1/24/05 to 2/17/05. |
| 3/17/05 | Rating tables for LFD,LRFD used dead moments not considering stiffness differences if full or partial composite action during pouring was used. |
| 3/15/05 | Hinge locations in girder module of ASD system projects. |
| 3/5/05 | Concurrent max reactions at piers for HL93 loading. |
| 3/3/05 | If slab overlay (SLBOVR) was used during pouring, the effective slab width was based on total thickness instead of total thickness less overlay. |
| 2/23/05 | Uplift if lane loading controls, LFD line girder projects. |
| 2/23/05 | Incremental stresses instead of totals during pouring were used in determining Cb (LFD, LRFD). |
| 2/21/05 | Slab should not have been bracing top flange for some of the pours grouped as wet groups. |
| 2/7/05 | LRFD base metal fatigue for weathering steel rolled shapes was being set at cateory A instead of category B. |
| 2/7/05 | A problem with the value of Dp in LRFD (6.10.7.1.2-2). |
| 1/31/05 | Top flange splice plates of web splice design were also listed as bottom plates. Displayed calcs used the correct sizes. |
| 1/31/05 | The tabulation of tandem truck moment in LRFD system analysis output did not include the lane overlay, although it was correctly tabulated in the girder module output. |
| 1/26/05 | LRFD line girder lane fractions if English units were used with the condition PENNDOT EXCEPTIONS. |
| 1/19/05 | Concurrent reactions for a particular girder could have been zeroed if the condition CONSISTENT LANE LOADING was used in system analysis. |
| 1/17/05 | LRFD lane fraction using the lever rule for the interior girder of a three-beam single-lane system. Line girder only. |
| 1/12/05 | Modification factors TFACT, TFACTT were not applied to truck portion of LRFD truck-train loading for max reaction at pier. |
| 1/6/05 | Incorrect of three checks for LRFD composite positive moment Mn (6.10.7.1.2) may have been used as governing Mn. |
| 1/5/05 | Shear if HINGES FOR TOTAL (or STEEL) SELF WEIGHT ONLY is used. Line girder projects only. |
| 1/5/05 | Positive moment properties were used over a composite pier for f1/f2 used for Cb in (3rd ed. LRFD) 6.10.8.2.3-7. |
| 12/28/04 | Including cover plates in Kg for LRFD lane fractions in line girder projects. |
| 12/27/04 | The condition HINGES FOR TOTAL SELF WEIGHT ONLY when used with line girder projects. |
| 12/23/04 | Max negative moment and reaction at pier when loading factors TFACT, TFACTT, LFACT are used. LRFD system projects only. |
| 12/16/04 | Section properties at brace of smaller moment when determining Cb, LRFD only. |
| 12/16/04 | Problem with max pier reactions caused by coding adjustments for max negative moment problem fix posted 12/6/04. |
| 12/14/04 | Proportion limits of section 9.1 of the 2003 curved girder guide specification were not being used in tangent regions. |
| 12/6/04 | Determining maximum negative moment over pier did not examine case where both design trucks are in the same span. LRFD only. |
| 11/22/04 | Fyc used in denominator of (6.10.8.2.3-5) instead of Fyr when 2004 LRFD SPECIFICATIONS was used for Lr. |
| 11/18/04 | Second edition expressions for Cb were being used for allowable compression stress when 2004 LRFD SPECIFICATIONS was used. |
| 11/18/04 | Updates made on November 17 and early on November 18 should be repeated. Only LRFD affected. |
| 11/17/04 | Composite behavior at brace of smaller moment for LRFD 3rd edition compression allowable. |
| 11/12/04 | Service moment for LRFD wearing surface (DW) if more than six spans. Line girder project only. |
| 11/12/04 | Second edition expresssions for unbraced compression allowable were being used when the condition 2004 LRFD SPECIFICATIONS was used. |
| 11/7/04 | Web slenderness compactness check for noncomposite positive moment regions. |
| 11/7/04 | Because of coding changes made the last week of October, box girder internal bracing (INB-i) was used only for girder 1 of a system of girders. |
| 10/30/04 | Only the two closest lanes were actually loaded when ALL LANES LOADED was used concurrently with CALTRANS or MNDOT standard permit loading conditions. |
| 10/30/04 | Sidewalk effects when both curb and edge of sidewalk are inside of exterior girder and curb does not coincide with edge. |
| 10/25/04 | Partially braced bottom flange tension allowable was using top flange yield in 2003 curved girder specification Eq. (5-10). |
| 10/20/04 | The LRFD method for determining the min number of shear connectors between location of max positive moment and pier for strength was still using the 1993 second edition approach when the condition 2004 LRFD SPECIFICATIONS was used. |
| 10/19/04 | Lane fractions for the interior beam of a three-beam system were based on approximate expressions in tables 4.6.2.2.2b-1, 4.6.2.2.3a-1 instead of lever rule. The latter is required for shear, and compared with approximate expression for moment. LRFD line girder project only. |
| 10/11/04 | LRFD rotation table was not including HL93 lane loading. |
| 10/4/04 | Support rotation table in line girder project output now shows live load range instead of max only to conform to system analysis rotation table. |
| 9/28/04 | Case II and III negative moment Mp could be listed also as positive moment Mp in the Plastic Section Properties table. Only table tabulations were affected. LRFD only. |
| 9/23/04 | Fatigue stress at bottom of full depth connection plate was using the setback for intermediate stiffeners. LRFD only. |
| 9/16/04 | Possible zeroing of sidewalk effects after related coding changes made 3/17/04. See relevant sidewalk effects tabulations in System Output tables to determine if affected. System projects only. |
| 9/15/04 | LFD and LRFD rating table value may have been incorrectly listed as governed by permanent deflection serviceability at flange splice locations if girder was partially noncomposite. |
| 9/13/04 | Shear Strength at Web Splices table if 2004 LRFD SPECIFICATIONS condition is used. |
| 9/10/04 | Rating table for Permit vehicle after the condition PERMIT TRUCK IS ONLY LOADING IN PERMIT LANE was implemented, whether or not this condition was used. |
| 9/7/04 | Single lane LRFD multilane factor was being misapplied to live effects when lane fraction distribution loading was used instead of lane definition. |
| 9/3/04 | Shear strength of inclined webs of box girders. |
| 8/29/04 | Slab overlay weight now is being added automatically to composite dead load for line girder projects. While this has been the case in system projects, a message was being generated to the contrary. This fix overrides the related problem fix of 8/25/04 below in that overlay weight no longer need be user supplied for both types of projects. |
| 8/29/04 | LRFD rating table if LRFR ratings used with the condition PERMIT TRUCK IS ONLY LOADING IN PERMIT LANE. |
| 8/26/04 | Effect of noncomposite concentrated dead loads on concrete component of noncomposite dead reactions. |
| 8/25/04 | The message "Overlay weight should be included in noncomposite dead load WS-i in girder system input." should have referred to composite dead load. The data item WS-i was correct. |
| 8/24/04 | Fatigue table forces if the condition SINGLE LANE LOADING is used for a curved system using the 2003 curved girder specifications. |
| 8/23/04 | Downloads during the period 8/19/04 through 8/23/04 contain a problem involving the LRFD lane overlay onto the HL93 design truck and should be repeated. |
| 8/18/04 | Shear from the condition SINGLE LANE LOADING in system analysis was not necessarily being tabulated for the highest effect lane in the "Service Shear" table. However it was being correctly tabulated in a following table labelled "Single Truck Service Shear and Moment." |
| 8/11/04 | Rating table entries at splice locations when steel strength changes at the splice. |
| 8/7/04 | Effect on reactions of concentrated dead loads in system analysis. |
| 8/7/04 | Straight girders in a grid consisting of both straight and curved girders were not using the 2003 curved girder specifications for fatigue. |
| (4/26/04-7/15/04) |
Add following paragraph to the description for the condition NO BRACING ALONG PIERS: "If radial bracing crosses the pier line (parallel/concentric model), suggest omitting such bracing from the input file until the layout has been generated. Then use ADDMEM to insert the omitted braces." |
| (4/26/04-7/15/04) | Noncomposite dead moment component from self weight of steel. |
| (4/26/04-7/15/04) | Additional steel (WAS-i) and additional concrete (WAC-i) were not being transferred to girder modules for table showing the steel and concrete weight used in pouring effects. Tabulated pouring effects were not affected since they are generated in the system analysis module. |
| (4/26/04-7/15/04) | An incorrect hybrid girder reduction factor could have been downloaded during the period April 29-30. (LFD only) |
| (4/26/04-7/15/04) | The conditions FULL COMPOSITE ACTION DURING POUR SEQUENCE and PARTIAL COMPOSITE ACTION DURING POUR SEQUENCE were inactive for system analysis (ASD only). |
| (4/26/04-7/15/04) | Sxc in 10.48.4.1 and 10.50(b) did not use rebars in negative moment composite regions for bottom flange allowable. |
| (4/26/04-7/15/04) | The stress fb is used instead of M1 and M2 for Cb if non-compact composite negative moment (10.50.2.2). |
| 6/1/04 | BARIO (barrier Io) was not being divided by the modular ratio (LRFD only). |
| (4/26/04-7/15/04) | Factored bending stress table was using moment from design trk+lane at flange splice locations near a pier instead of 0.9 (2 trks + lane). (LRFD) |
| (4/26/04-7/15/04) | Allowable of .55Fy (eg., 27.5) used in ASD rating table instead of the value shown in Table 10.32.1A (eg., 27.0). |
| (4/26/04-7/15/04) | Problem with Mn of (6.10.4.2.2a-2) limiting Mn of (6-10.4.2.2a-3) for compact positive moment region where piers are noncompact. (LRFD) |
| (4/26/04-7/15/04) | Slab overlays (SLBOVR) automatically were being added to WSDL data in line girder projects, which is counter to Help section (manual) descriptions. This has been reversed and a warning message generated that overlay weight should be included in WSDL. Slab overlay in system projects correctly has been not included in WS-i, conforming to the Help section description. A warning message now is being generated as reminder that slab overlay weight should be included in WSDL (line girder) and WS-i (girder sysems). |
| (4/26/04-7/15/04) | Problem with metric input of flange strength by flange spliced section. (ASD) |
| (4/26/04-7/15/04) | Lateral bending stress (fl) in Eq. (5-11) of the 2003 curved girder guide spec. for allowable stress of partially braced tension flanges was using only noncomposite dead loading instead of total loading. |
| (4/26/04-7/15/04) | The 0.75 reduction factor for fatigue effects on lateral bracing appearing in 3.5.7.2 of the 2003 specification for curved girders inadvertently was being applied to bracing in straight LRFD girders. |
| (4/26/04-7/15/04) | The top chord force range inadvertently was being zeroed prior to use as Fcr in (7-13) of the 2003 curved girder guide specification. |
| (12/24/03-4/26/04) | Use of the vertical spring constant KFV-i if metric input. |
| (12/24/03-4/26/04) | Truck placement table wheel contribution toward moment was high by a factor or 3.2808 if metric output. This was tabulation error only. Stresses or deflections not affected. |
| (12/24/03-4/26/04) | The condition NEG MOM SLAB NOT USED FOR COMPOSITE ACTION was not being applied for live load deflections if a hinge was present. |
| (12/24/03-4/26/04) | Postbuckling shear strength expression was being used in stiffened interior panels of straight portions of curved girders when the 2003 guide spec. was used. |
| (12/24/03-4/26/04) | Possible problem if bracing included in a particular group have different lengths. |
| (12/24/03-4/26/04) | Problem with rolled shape deflections if hinges are present and web sections are of significantly different sizes of shapes. |
| (12/24/03-4/26/04) | Additional studs near contraflexure points if alpha in (10-80) is less than 5500. |
| (12/24/03-4/26/04) | Number of studs for ultimate strength from positive moment region left of pier, to the pier, if 2003 guide spec. is used for curved girders. |
| (12/24/03-4/26/04) | Problem with V-M interaction limit (Eq. 118) when factored moment M exceeded Mu. |
| (12/24/03-4/26/04) | AASHTO 10.53.1.2 for braced non-compact sections was not being used to limit the strength of partially braced noncompact hybrid members. |
| (12/24/03-4/26/04) | The factor PBETA was used for a permit truck reaction in the Factored Reactions Table instead of GAMMA*PBETA. (LFD only) |
| (12/24/03-4/26/04) | Mu from 10.53.1.2 for hybrid girders were not limited by 10.48.4.1 as specified in 10.53.1.3. |
| (12/24/03-4/26/04) | Rolled shapes given for girder 1 carried over to other girders in system projects. |
| (12/24/03-4/26/04) | Noncomposite dead stress of 4.5.2 of the 2003 guide spec. using n instead of 3n not used if compression. |
| (12/24/03-4/26/04) | Permit truck if more than 3 axles and used concurrently with AASHTO loading. |
| (12/24/03-4/26/04) | Violation of (6.10.2.3-2) was not being placed in the message display (LRFD). |
| (12/24/03-4/26/04) | Violation of (6-1) in the 2003 curved girder guide spec. was not being placed in the message display (LFD). |
| (12/24/03-4/26/04) | Unfactored reactions in Case Data table when IGNORE IMPACT was used in the system analysis input file (LRFD only). |
| (12/24/03-4/26/04) | If bracing included in a particular group have different lengths. |
| (12/24/03-4/26/04) | Effective column length factor from LFD (1993 guide spec.) used instead of from 9.3.1 for 2003 curved girder guide spec. |