Manager

RAM MANAGER WOULD NOT LAUNCH: For systems that require all binaries to be strongly named, the RAM Manager would not launch because two libraries were not strongly named.

Effect: Program was rendered unusable on these systems. This is a rare problem, only occurring on computer systems with exceptionally tight security.

Data Extractor

NODAL REACTIONS: Live load reduction was not applied in Data Extractor report for Nodal Reactions for the Live Load cases.

Effect: Nodal Reactions for the Live Load cases listed the unreduced values.

Defaults Utility

STEEL COLUMN SCHEDULE LAYER: The values specified for Misc Symbols Color No and for Layer Name were shifted into the Hanging Column row.

Effect: DXF file was created using the incorrect color number and layer name.

Modeler

DXF IMPORT: Walls in the DXF file currently aren’t imported, and they weren’t recognized as supports for beams.

Effect: Beams supported by walls were imported with their length truncated; subsequently when the walls were added manually the beams didn’t extend to these walls, they were unsupported in the model.

DATACHECK: If a beam was crossed by multiple beams, or if a beam had multiple walls frame into its interior, the Datacheck may have failed to give Error messages about all of the occurrences of those error conditions.

Effect: Errors given by Datacheck may have been incomplete, some framing conditions with Errors may not have been listed.

CONTINUOUS FOOTING: When a continuous footing supports a wall that is not on the footing centerline, the Change Properties command caused the footing to move to coincide with the wall coordinates.

Effect: Footing would move to the wall coordinates.

Steel Beam

AISC 360-16 DESIGN CRASH: Beams designed according to AISC 360-16 with negative bending moments sometimes resulted in a crash during design.

Effect: Program crashed during design of beams with negative bending moments (e.g., from cantilevers).

AISC 360-16 STUB CANTILEVER CRASH*: Stub cantilevers designed according to AISC 360-16 sometimes resulted in a crashed during design.

Effect: Program crashed during design of beams with stub cantilevers.

AREA OF TEES: For C-Beams and for the tee above web penetrations of rolled sections, the area of the Tee was slightly larger than half the area of the tabulated full section area less the penetrated web area.

Effect: In determining the properties of the Tee section resulting from a penetration of the web of a rolled I-Section, the calculated area of the fillets was ever so slightly over estimated. While designs were correct, reported capacities differed from verified calculations in precision after the 1st decimal place. Optimized sizes were unaffected.

ASSIGN SIZE - FENCE, JOISTS or BEAMS*: When the Assign - Size Fence command was applied to members it would corrupt current analyzed data.

Effect: Resulting member designs using the corrupt data may have been incorrect. Steel Beam program may also have crashed. Forcing the model to ‘reframe’ (by changing model data or by changing the design code) would correct the data.

BS 5950 VIERENDEEL MOMENT CAPACITY (Mv) FOR WEB OPENINGS: Composite beams with web openings having compact top and bottom tees and no stiffener assignments designed according to BS5950 reported incorrect Vierendeel moment capacities.

Effect: While all other web opening designs were correctly performed, the Vierendeel moment capacity for composite beams with web openings having compact top and bottom tees and no stiffeners was incorrect. The reported capacity was conservative and openings that would have otherwise passed may have failed the Vierendeel check.

Concrete Analysis

MESHING WARNINGS \ ERRORS NOT REPORTED*: Some errors and mesh problems encountered during meshing were not reported.

Effect: When mesh errors or problems were not reported the user was unaware, and took no action to correct the problem. The resulting analysis results may have been flawed. Note that RAM Frame correctly reported those meshing errors, so this error did not occur in RAM Concrete Analysis if the mesh problems were corrected for RAM Frame.

Concrete Wall

REINFORCEMENT*: Manual changes in curtains and bar sizes in View/Update were not preserved in the model after invoking the Update Database command.

Effect: User-specified reinforcement was not saved in the model.

WALL SECTION PROPERTIES*: The Section Cut Design Summary report was incorrectly reporting the Area (Ag) and major and minor moments of inertia (Imaj, Imin) for automatically generated Wall Design Group section cuts for wall design groups that formed a closed geometric loop, for example, for walls forming a rectangle. Individual section cuts worked correctly.

Effect: Report error only, the reported Area, and moments of inertia may have been incorrect.

Frame – Analysis

PARTITION LOAD MOMENTS*: Partition load moments from stub cantilevers framing off of Frame members were ignored.

Effect: Moments due to partition live loads on gravity stub cantilevers were not applied to the frames. The resulting Live Load forces in those frames was incorrect when there were Partition Live Loads on gravity stub cantilevers supported by Frame members.

POINT AND LINE PARTITION LOADS OMITTED IN DIAPHRAGM GRAVITY LOADS*: Point and Line Partition loads were not included in the Live loads listed in the Diaphragm Gravity Loads in the Loads – Gravity Loads command.

Effect: If Partition loads had been defined in a model as point loads or line loads, and if the option was selected to Use Gravity Loads for P-delta, the Partition line and point loads weren’t included as part of the geometric stiffness method used by the program for P-delta analysis (those loads were correctly included in the Live Load case applied to the structure, but were not included in the stiffness reduction calculations used in the P-delta methodology). Those loads were also missing from the Notional Live Load case. Note that the more common case of Partition loads defined as part of the Surface loads was handled correctly; only user-specified Line and Point Partition loads encountered the error.

MISSING POINT LOADS ON WALLS*: If a wall was modeled such that the wall above was segmented into multiple panels while the supporting wall below was only a single panel, and if there were point loads on the upper panels anywhere along the panel except at the ends, the point load may have been lost on the supporting panel below. If the wall was segmented the same below as above, the error did not occur.

Effect: Missing loads on wall.

ASSIGN FRAME BEAM CONNECTION TYPES*: The Assign – Frame Beam Connection Types command functioned incorrectly if the beam had cantilevers. Connection types were assigned to cantilever ends rather than to beam supports.

Effect: Unintended beam behavior. In some cases instability messages were given during analysis.

Frame – Steel Standard Provisions

SIDEPLATE CONNECTION SEGMENT LENGTH: Models with beams with SidePlate connections sharing a column joint with non-steel material beams crashed during a Design All.

Effect: While determining the connection zone length for beams with SidePlate connections during the Design All process, non-steel material beams sharing a column joint with the beam with a SidePlate connection caused the program to crash.

DESIGN ALL CRASH: At the end of the Design All member code check process, the program may have crashed if the user had the RAM Frame program in the background and other application windows were foreground.

Effect: Although the member code check process was successful, the program may not have been able to display the interaction results window if users had RAM Frame in the background and other application windows were in the foreground.

EUROCODE FIXED-END FRAME BEAMS - LATERAL TORSIONAL BUCKLING CAPACITY: For the calculation of Mcr the program uses the procedure given in SN030a-EN-EU NCCI: Mono-symmetrical uniform members under bending and axial compression. This involves calculation of C1, C2, and C3 factors. This is used for symmetric and non-symmetric sections. For moment diagrams not addressed in Table 4.2 of that document the program uses a general form of the equation given in Equivalent uniform moment factors for lateral-torsional buckling of steel members, published in Journal of Constructional Research 62 (2006). For the case of a beam with a symmetric parabolic moment diagram with ratios of end moment to mid-span moment greater than 2.0 the program failed to use the general equation and assigned incorrect C1, C2, and C3 values.

Effect: For that moment configuration the design may have been very conservative if lateral torsional buckling controlled the design.

Frame – Steel Seismic Provisions

AISC 341 B2 AMPLIFICATION FACTOR: For AISC 341-10 and AISC 341-16, erroneous B2 amplification factors were applied when considering combinations from the Standard Provisions module.

Effect: For members designed according to AISC 341-10 and AISC 341-16, axial loads amplified by B2 may have been erroneous (conservative) for load combinations considered from the Standard Provisions module. While B2 factors for combinations generated under the Seismic Provisions module were correctly determined, factors calculated for Standard Provision combinations may have been erroneous and higher than the B2 factors reported for the same combinations in the Standard Provisions module. Designs governed by the Standard Provision combinations had higher than expected axial forces and members that would have otherwise passed may have been failed.

UNBALANCE BEAM FORCES*: For AISC 341-10 and AISC 341-16, in braced frames with beams supporting V, Inverted-V and X braces that spanned multiple stories above and below the beam, the unbalanced forces on the beams from the framing braces reported in the Seismic Provisions Member Code Check report were incorrect. In addition, for SCBF’s the tensile, compression and post-buckling forces listed in the report were incorrect. The error did not occur if the braces were BRB’s.

Effect: While code checks for all beams supporting single-story V, Inverted-V and X-braces were correctly performed for AISC 341-10/16, beams supporting braces spanning multiple stories reported incorrect brace forces and unbalanced forces from the supported braces.

Foundation

BS 8110 TRIANGULAR PILE CAP*: For triangular (3 pile) pile caps designed using BS 8110, an incorrect value of the av distance was used in the calculation of the shear resistance of the pile cap.

Effect: Incorrect shear design of triangular pile caps.

SOIL WIZARD: The Soil Wizard in the Assign – Soil command did not function properly, preventing a formula from being specified.

Effect: Allowable soil bearing pressures could not be defined using the Soil Wizard.

FOUNDATION MESSAGE: A "Testing Error" message was displayed when reinforcement was not suitable by development length requirements. This only occurred for small footings with greater bar size than required.

Effect: Incorrect design warning was displayed.

ISM

COLUMN TYPE: When the framing is sloping, some standard columns were changed to hanging columns when the model was imported from an ISM repository.

Effect: Columns were incorrectly tagged as hanging columns.

FIXITY FOR BEAMS WITH CANTILEVERS: For beams with cantilevers the fixity of the beam at the support at the end with the cantilever was not getting set to Fixed when exporting the model to ISM.

Effect: Incorrect beam fixity for exported beams with cantilevers.

RAM DataAccess

CANTILEVER DEFLECTION VALUES: The values for cantilevers in the GetBeamCompDisp and GetBeamNonCompDisp methods in the IGravitySteelDesign1 interface were flip-flopped (left was right, right was left).

Effect: Reported deflection values for cantilevers were correct in RAM Steel Beam were but reversed when accessing the results with RAM DataAccess.

REACTIONS: The GetReactions method in the INode interface returned unreduced live load reactions in DataAccess.

Effect: DataAccess error only. The reported reactions in RAM Frame were correct.