011 - PENNDOT LRFD and Engineering Programs
Contents
1. of the correct convention stated in the user s manual For example a positive transverse offset value should move the footing to the left of the column centroid However when graphic plots were displayed on the screen the footing was being moved to the right The error affected the graphic plotting only the structural computations were being performed correctly IR 135 Mean water level defaulting to the average of high and low water levels is now properly implemented IR 134 Changes were made to the routine that interprets the shear stirrup layout entered via the RCV command to resolve a problem with unintended and incorrect stirrup spacings being generated IR 133 The program was revised to handle user defined bearing reactions entered via the ULL command for a pier with a combined footing The previous program logic did not permit this functionality IR 132 Program now uses clear spacing instead of center to center spacing when evaluating compliance with minimum stirrup spacing criterion The user is reminded that the minimum spacing criterion is only enforced when the cap depth exceeds 4 0 IR 131 A problem with the program aborting with a Bad Column Handle error when a stand alone footing file was requested has been corrected IR 130 A new input parameter Number of Lanes Loaded has been added to the ULL command The new parameter had to be inserted into position 3 because of repeatability2. of the end parameters Therefore any existing files that use the ULL command must be modified This new parameter is used to determine the correct multiple presence factor and to determine the correct number of lanes to include for the purpose of computing centrifugal and longitudinal braking force effects IR 129 For a LRFD run only the program now uses a modified load factor for wind on structure loadings for limit states STR V and SER I whenever a design wind velocity other than the 100 mph base wind velocity is specified via Parameter 9 of the WSL command The intent is to ensure the load factor is always consistent with a 55 mph 90 km hr wind velocity The modified load factor is not used if any of the wind pressure modification factors in the WSL command are entered as other than 1 0 IR 125 A new table has been added for the reporting of reinforcement layout for columns shafts The table is entitled Flexural Reinforcement Bar Layout and is intended to be a more user friendly format for interpreting the program generated bar locations compared to the Flexural Reinforcement Bar Locations table which gave 44 45 46 47 48 49 50 51 52 individual bar locations in X Y coordinate format The new table explicitly reports the layout dimensions in the length and width directions as well as the explicit bar spacings IR 121 A separate number of default point of interests POIs can now be specifie
3. the amount of output An input value of 2 must be specified to obtain the individual bar locations IR 140 The weight of the HL design tandem vehicle is now used correctly to compute braking and centrifugal force effects when the HL 93 live load type is designated as T1 in the LLR command Previously the program was using the weight of the HL design truck IR 139 Several errors related to use of the stand alone footing option via the FCD and FCF commands have been corrected Note that contrary to the Version 1 1 user s manual combined footings are not permitted for the stand alone option IR 138 In previous versions the program would abort with the error message Shear Location Already Found in CPSGSHR if shear regions were specified to start and end at the exact same location The program now properly recognizes that this manner of specifying shear regions is valid IR 137 34 35 36 37 38 39 40 41 42 43 User specified centrifugal and or braking forces can now be specified via the UBR command in conjunction with user specified live load reactions specified via the ULL command However subvehicle type matching of forces e g PHL 93 truck versus tandem is not performed The largest vertical and lateral loads due to either the truck or the tandem are always used IR 136 Transverse and longitudinal offsets specified for footings via the FTG command were being graphed opposite
4. the final n factor is less than 1 0 or greater than 1 16 a warning message is reported and execution continues with the n factor set to the appropriate limit IR 165 Previously load results from the extreme limit states were excluded from the Bp dead load creep factor computation for the strength condition The Bp factor is a parameter used in the moment magnification equation The results from the extreme limit states are now included so as to better predict moment magnification effects when the extreme limit state forces dominate the structure response IR 164 The default value for cap column and footing forces table has been changed from 1 to 0 in the OUC OUS and OUF commands respectively IR 162 The program no longer makes the distinction between soft rock and hard rock for spread footings Linear pressure distribution and rock stability rules are applied when the bearing stratum is defined using the RCK command while equivalent uniform pressure distribution and soil stability rules are applied when the bearing stratum is defined using the SOI command IR 159 For stream flow skewed to the pier a change in interpretation of the AASHTO LRFD specifications will result in smaller longitudinal forces on the pier The documentation in the Method of Solution chapter of the user s manual was correct but the program was performing the computations differently Instead of using the projected length of the p
5. vehicle This functionality was added as a result of a new provision added to Article D3 6 2 1 stating that the dynamic load allowance for a permit vehicle need not exceed 20 This functionality has been made applicable to both LFD and LRFD runs IR 78 Cap and column section properties are now reported at all POI locations In previous versions section properties were reported only at locations where there was an abrupt change in section dimensions or reinforcement IR 76 To be consistent with the SOI command parameters for the RCK command that are used only for settlement computations are now optional fora LFD run only If these parameters are not specified an information code to this effect is reported in the settlement output table The optional parameters are elastic modulus Poisson ratio and RQD The parameters are still required fora LRFD run IR 71 A new report table for longitudinal skin reinforcement requirements has been added to the cap flexural analysis report The intent of this new report is to alert designers for the need to provide supplemental longitudinal reinforcement along the side faces of the pier cap to control web cracking for deep flexural members Note that the program does not perform an explicit specification check of required versus actual longitudinal skin reinforcement it simply reports the required amount IR 68 53 54 55 56 57 For the computation of stream flow force effects
6. PENNDOT e Notification Bureau of Information Systems Application Development Division PAPier No 011 April 19 2004 Release of Version 1 2 The Department s Pennsylvania Pier Analysis Program PAPier has been revised as described on the attached Summary of April 2004 Revisions Version 1 2 Consultants and others who have a current license agreement for PAPier Version 1 1 or Version 1 0 can obtain the updated version for a license update fee of 500 for private organizations and 50 for governmental agencies The forms for Software Update Request and Request for PennDOT s Engineering Software License can be downloaded from the web site at http penndot engrprograms com Direct any questions concerning the above to Hasmukh M Lathia P E PENNDOT Bureau of Information Systems Application Development Division Phone 717 783 8822 Fax 717 783 8816 e mail hlathia state pa us Archived copies of all previously distributed e Notifications can be obtained from the PENNDOT LRFD and Engineering Programs website at http penndot engrprograms com home and clicking on e Notification and then Mailing List Archives SUMMARY OF APRIL 2004 REVISIONS VERSION 1 2 Below is the list of corrections made to the PAPIER computer program and incorporated into Version 1 2 1 10 11 An axial force adjustment factor has been added via a new command the CLC command to more accurately predict moment mag
7. a triangular pressure distribution 0 pressure at streambed and twice the average pressure at water surface is now the standard methodology for a LFD run and is optional fora LRFD run IR 54 User defined live load reactions entered via the ULL command were being incorrectly reported in the dump file The reactions from the last load case were being reported for all load cases The load computations were unaffected This error in the outputting of the user defined live load reactions in the dump file has been corrected IR 38 A new parameter has been added to the STS command allowing the user to specify the mode of transfer friction or thermal of the superstructure temperature and shrinkage force effects to the substructure This new parameter allows the program to determine the correct load factor to apply If the mode of transfer is friction the AASHTO LRFD specification stipulates the load factor for TU SH CR loads is to be 1 0 for the strength limit states instead of 0 5 if the mode of transfer is non friction thermal IR 30 Specification checking for lateral forces on foundations has been implemented For spread footings this involves a check for sliding For pile caisson supported footings this check involves comparing actual lateral forces against developed resistances due to battering and or user specified per pile resistance IR 23 A summary listing of report tables with specification check failures has been add
8. d for the overhang region and the interior regions of the pier cap for a multi column bent via Parameter 11 of the CTL command IR 117 Column transverse confinement steel reinforcement requirements are fully evaluated for seismic Zones 2 3 amp 4 and non seismic Zone 1 conditions within the plastic hinge zones IR 101 User loads are now explicitly checked when determining the applicability of a particular limit state group load Previously if a limit state group load was not considered applicable exclusive of the user load the program would not apply the user load to the user specified limit state group load and if the Input Summary parameter of the OUI command was selected the program would abort with the following error message INVALID LIMIT GROUP NUMBER IN LDFGLDAP IR 96 The program has been revised to check whether the applied factored shear in a column or shaft is greater than 0 5 V before reporting an information code indicating that the minimum shear reinforcement requirement was not complied with IR 88 Two new input parameters have been added to the CVR command allowing the user to specify that the top and or bottom flexural reinforcement conforms to the cap surface profile In previous versions the user had to specify conformance of the reinforcement to the slope of the cap surface via the RCP command IR 84 A new parameter has been added to the LLC command for dynamic load allowance for a permit
9. ed to the formal output and to the screen echo IR 5
10. ier the program was using the full length of the pier regardless of skew angle IR 158 An error with the program aborting with the error message of F E load cases not in sync CPRUCLC2 has been corrected The error occurred when concentrated user loads specified via the UCL command were applied near the bottom of a column or solid shaft IR 157 An error that resulted in the program aborting whenever user specified column forces were applied to a solid shaft via the UCL command has been corrected IR 156 Various issues related to the handling of pile tension force capacity for extreme limit states earthquake load combinations have been clarified and or corrected IR 155 An error was corrected when checking whether or not a pile is located beyond the footing IR 154 23 24 25 26 27 28 29 30 31 32 33 Narrative was added to the DLB command explaining the difference in Type amp Type II dead load nomenclature used in PAPIER versus STLRFD and PSLRFD IR 153 The default concrete cover for walls shafts columns was changed from 2 50 mm to 3 75 mm in the CVR command IR 152 DW type dead loads Type II dead loads entered via the DLB command are neglected for column load cases in which the Dead Load Factor is assigned a MIN value refer to Table 3 6 1 in the user s manual This change will negate the need for making two separate runs for modeling the inclusion versu
11. nification induced in columns using the AASHTO single step method The correct shaft location is now reported in the input summary table for a H1 type pier IR 190 A problem with the program aborting when attempting to plot graphics of a rectangular column cross section with semi circular ends has been corrected IR 189 An error has been corrected in which under certain circumstances the program would report an incorrect information code related to the maximum minimum bar spacing check for the pier cap flexural reinforcement IR 187 The required percentage of footing area in compression for spread footings on rock has been corrected from 62 5 to 37 5 This change affects the footing stability check IR 186 Several errors have been corrected when user specified loads are applied directly to the footing via the UFR command The forces were being applied about the incorrect axis Also the loads were being considered twice if specified in User Load Case 1 but not at all if specified in User Load Case 2 The bottom of column forces were being transformed incorrectly when the footing was rotated relative to the column IR 184 The program was reporting buoyancy forces for the footing in the dump file for input files that did not have any water level defined While the program was not considering these buoyancy forces in the actual footing analysis the reporting of the force effects caused confusion IR 181 The range limits
12. of numerous input parameters have been revised to eliminate warning messages caused primarily by piers taller than 100 ft and caps and footings longer than 100 ft IR 179 A problem with the program aborting when a special live load has been specified in LLC command for piers with SS support condition using LFD specification option has been corrected IR 175 The amount of temporary memory allocation was increased to accommodate increased demand caused by multi column bents on combined footings IR 172 The program has been revised such that the area of cap vertical shear reinforcement after being reduced to account for torsional effects is never taken to be less than 0 0 in In previous versions the adjusted area of shear reinforcement could become negative resulting in a negative value for Vs IR 170 12 13 14 15 16 17 18 19 20 21 22 In previous versions the default values for the parameters of the STP command would be used if the STP command was not specified only ifa STS command was included The program has been revised to always use the default values of the STP command regardless of whether or not a STS command is included IR 169 An error has been corrected in the computation of stream flow force results whenever the water level is above the bottom of the cap and when not all three water levels low mean and high are defined IR 166 Instead of aborting the run if
13. s exclusion of DW type loads such as future wearing surface or utilities that might not be present Also MIN dead load factor is now explicitly assigned to Column Load Cases 9 14 19 amp 24 for LRFD runs IR 148 43 amp 16 The program will terminate execution if the EQL command is used for piers with combined footings For the combined footing algorithm to work properly concurrent bottom of column forces must be available and input to the program Since the SEISAB program does not report concurrent bottom of column forces only maximum values an alternate approach to handling earthquake loadings for piers with combined footings is needed IR 167 was created to address this issue in the future IR 147 An error with the program failing to consider water loads WA stream flow and buoyancy for the Extreme and Extreme lIl LRFD limit states has been corrected IR 146 The program would abort with an error message for a multi column bent on a solid shaft if the soil thickness on top of the footing exceeded the height of the solid shaft This error has been corrected IR 145 A problem with the program aborting with an error message whenever the left most column was supported on an individual footing while the other columns of the pier bent were supported on combined footings has been corrected IR 144 An additional level of output has been added for the Reinforcement parameter of the OUS command in order to reduce
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