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ASCE7 Stability Coefficients

March 2, 2017, 9:21 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:21:41 PM

 Product(s):RAM Frame
 First Affected Version:
Found in Version:15.01.00.000
Fixed and Released in Version15.04.00.000
 Environment:N/A
 Area:Reports
 Subarea:N/A
 Defect Number:378286

Problem Description

Incorrect stability coefficients were reported when ASCE7-10 seismic load cases were analyzed and the ASCE7 Stability Coefficient Report was generated using ASCE7-05 as the selected code. The same problem occurred when ASCE7-05 seismic load cases were analyzed and the report was generated using ASCE7-10 as the selected code.

Correct stability coefficients were reported when the code associated with the analyzed load cases matched the code selected in the ASCE7 Stability Coefficients Parameters dialog prior to generating the report. 

Reason

The equation used for calculating stability coefficients is different in ASCE7-05 and ASCE7-10 with respect to how the importance factor is used. When generating the reports, the program used the ASCE7 code associated with the generated load case and not the code that was selected in the ASCE7 Stability Coefficients Parameters dialog.

Solution

Problem corrected in version 15.04.00.00.

Tags: reports, Stability Coefficient, RAM Frame, 15.04.00, RAM Structural System, ASCE7, known issue, defect
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AISC 360 F9 Major Axis Bending WT

March 2, 2017, 9:22 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:22:28 PM

 Applies To 
 Product:RAM Steel
First Affected Version:
 Found in Version:15.03.00.00
Fixed and Released in Version:15.04.00.00
 Area: Design
 Issue #:571350

Problem Description

The flexural capacity associated with yielding (AISC 360 F9.1) was incorrectly calculated for WT members subject to major axis bending.

Reason

AISC 360 F9.1 limits the yielding capacity to 1.6 My when the stem is in tension and 1.0 My when the stem is in compression. My should be calculated using the smaller section modulus at top and bottom of the section. An incorrect My may have been used in the calculation.

Solution

The issue has been corrected in v15.04.00.

Tags: design, WT, bending, 15.04.00, RAM Structural System, known issue, AISC, defect, RAM Steel
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ACI 318 Design of Gravity Beams for Seismic Provisions

March 2, 2017, 9:22 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:22:52 PM

 Product(s):RAM Concrete Beam
 First Affected Version:
Found in Version:14.07.01.00
Fixed  and Released in Version15.04.00.00
 Environment:N/A
 Area:Design
 Subarea:N/A
 Defect Number:241725

Problem Description

Gravity concrete beams in structures assigned to SDC D, E, or F may have been designed incorrectly.

Reason

The following checks are required in ACI 318-11 (and previous ACI codes) but were not used in RAM Concrete Beam design when the gravity axial load did not exceed Ag*f'c/10:

  1. 21.13.4.2:  Stirrups are required to be spaced at not more than d/2 throughout the length of the member. The program may have detailed no stirrups in some locations.

  2. 21.5.2.1:  At least two continuous bars are required at the top and bottom of the beam. The program may have detailed the beams with discontinuous top and bottom bars.

  3. 21.5.4:  The design shear force, Ve, shall be determined using Mpr and a gravity load along the span. The program was using the shear force from the analysis and generated load combinations only. 

Solution

Problem corrected in version 15.04.00.00.

Tags: design, 15.04.00, RAM Structural System, beam, ACI 318, known issue, seismic, defect, Ram Concrete, Unconservative
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Moment Due to Shear Pile Cap Foundations

March 2, 2017, 9:23 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:23:16 PM

 Applies To 
 Product:RAM Foundation
First Affected Version:
 Found in Version:15.01.00.00
Fixed and Released in Version:15.04.00.00
 Area: Design
 Issue #:390739

Problem Description

The option for considering moment due to shear had no effect on the pile forces or change pile files when the pile cap thickness was changed.

Reason

The program was not including the moment due to shear in the analysis of pile cap foundations.

Solution

The issue will be resolved in the release after v15.03.00.

Tags: design, 15.04.00, RAM Structural System, RAM Foundation, known issue, defect, pile cap, Unconservative
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Eurocode Section Classification for Section Subject to Flexure Only

March 2, 2017, 9:23 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:23:43 PM

 Applies To 
 Product:RAM Steel
First Affected Version:
 Found in Version:15.02.00.00
Fixed and Released in Version:15.04.00.00
 Area: Design
 Issue #:492584

Problem Description

Members subject to flexure only and designed using the Eurocode were assigned to an incorrect section class. Members subject to axial load only or a combination of axial and flexure were correctly classified.

Reason

Members under pure flexure were given a classification of 1 when they could have been a higher class.

Solution

The issue will be resolved in the release after v15.03.00.

Tags: design, 15.04.00, RAM Structural System, Eurocode, known issue, defect, Unconservative, RAM Steel
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Incorrect Unbraced Length RAM Steel Column

March 2, 2017, 9:25 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:25:02 PM

 Applies To 
 Product:RAM Steel
First Affected Version:
 Found in Version:14.06.02.00
Fixed and Released in Version:15.04.00.00
 Area: Design
 Issue #:355848

Problem Description

Column stacks that include multi-story column segments and column segments with an orientation angle greater than 0 and less than 90 degrees were designed incorrectly by the program when the major axis unbraced length was different than the minor axis unbraced length. 

Reason

The program used the incorrect unbraced lengths for one of the axes. This may have produced incorrect capacities and an unconservative design.

Solution

The issue will be resolved in the release after v15.03.00. 

Tags: design, unbraced length, 15.04.00, Column, RAM Structural System, known issue, defect, Unconservative, RAM Steel
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ACI Column Controlling Combination for Shear

March 2, 2017, 9:25 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:25:30 PM

 Product(s):RAM Concrete Column
 First Affected Version:
Found in Version:15.03.00.00
Fixed and Released in Version15.04.00.00
 Environment:N/A
 Area:Report
 Subarea:N/A
 Defect Number:489648

Problem Description

In the Concrete Column Design Report, the reported values for Vu were not associated with the controlling load combination that was identified in the report.

Reason

The controlling load combination was associated with the load combination with the largest Vu but not necessarily the largest Ld/Cap ratio. The values reported for Vu in the major and minor axes were the largest values from any load combination but not necessarily the Vu associated with the controlling load combination.

Solution

Problem corrected in version 15.04.00.00.

See Also

[[ACI 318 Column Shear Capacity]]

Tags: 15.04.00, Column, RAM Structural System, ACI 318, known issue, defect, Ram Concrete, Unconservative, Report
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ACI 318 IMF Column Shear

March 2, 2017, 9:25 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:25:56 PM

 Product(s):RAM Concrete Column
 First Affected Version:
Found in Version:15.01.00.00
Fixed and Released in Version15.04.00.00
 Environment:N/A
 Area:Design
 Subarea:N/A
 Defect Number:389767

Problem Description

The program used an incorrect and unconservative Vu in the design of columns that are part of Intermediate Moment Frames (IMFs)

Reason

For IMFs, ACI 318-11 21.3.3.2(a) requires a minimum shear strength (Vu) equal to the flexural strength (phi*Mn) associated with the factored axial force (Pu) on the interaction surface. The program calculated an incorrect phi*Mn value, which may have lead to an unconservative value of Vu.

Solution

Problem corrected in version 15.04.00.00.

See Also

[[ACI 318 Column Shear Capacity]]

Tags: 15.04.00, Column, RAM Structural System, concrete, ACI 318, known issue, defect, Ram Concrete, Unconservative
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ACI 318 Column Shear Capacity

March 2, 2017, 9:26 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:26:20 PM

 Product(s):RAM Concrete Column
 First Affected Version:
Found in Version:14.07.01.01
Fixed and Released in Version15.04.00.00
 Environment:N/A
 Area:Design
 Subarea:N/A
 Defect Number:205403

Problem Description

The shear strength provided by shear reinforcement (Vs) was calculated using an incorrect effective depth. The defect resulted in unconservative shear capacities.

Reason

The effective depth was calculated using the column dimensions and clear bar cover only, but not the diameter of the shear or vertical reinforcement. The correct effective depth was used to calculated the shear strength provided by the concrete (Vc).

Solution

Problem corrected in version 15.04.00.00.

See Also

[[ACI Column Controlling Combination for Shear]]

Tags: design, 15.04.00, Column, RAM Structural System, ACI 318, known issue, defect, Ram Concrete, Unconservative
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Incorrect foundation loads under multi-story braces

March 2, 2017, 9:26 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:26:47 PM

 Applies To 
 Product:RAM Foundation
First Affected Version:15.03.00.00
 Found in Version:15.03.00.00
Fixed and Released in Version:15.04.00.00
 Area: Design
 Issue #:541339

Problem Description

When a foundation supports a braced frame and the brace is one that spans across intermediate stories (modeled using Layout - Brace - Add Special) then the resultant reaction from the brace is absent in the foundation loads giving an unconservative design. 

Reason

The program is not seeing the brace when determining the foundation loads. 

Solution

The issue will be resolved in the release after v15.03.00. In the meantime, either revert to the prior version 15.02.00.00, or modify the braces so that they intersect a few inches above the base. This can be accomplished by re-modeling the braces using the "knee brace" standard configuration or by adding an extra short story at the base with only columns (and foundations) modeled.

Tags: design, 15.04.00, RAM Structural System, First 15.03.00, foundation, RAM Foundation, known issue, defect, Unconservative
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Incorrect Building Story Shear and Frame Story Shear for Dynamic Loads

March 2, 2017, 9:27 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:27:11 PM

 Applies To 
 Product:RAM Frame Analysis
First Affected Version:15.03.00.00
 Found in Version:15.03.00.00
Fixed and Released in Version:15.04.00.00
 Area: Analysis
 Issue #:537872

Problem Description

Incorrect Building Story Shear and Frame Story Shears are reported when dynamic load cases are analyzed with gravity load cases only. Correct results are obtained when only dynamic load cases are analyzed or when the dynamic loads are analyzed with both gravity and static seismic load cases. The issue affects models with semirigid diaphragms and two-way decks. The defect does not affect the following results: nodal displacements, story displacements, and member forces.

Reason

The program is not processing results for gravity columns and walls correctly.

Solution

The issue will be resolved in the release after v15.03.00. In the meantime, analyze dynamic load cases with gravity load cases and static seismic load cases.

Tags: RAM Frame, 15.04.00, RAM Structural System, First 15.03.00, dynamic, story shear, known issue, defect, Unconservative
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Dynamic Load Case Forces 0 in RAM Foundation

March 2, 2017, 9:27 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:27:33 PM

 Applies To 
 Product:RAM Foundation
First Affected Version:15.03.00.00
 Found in Version:15.03.00.00
Fixed and Released in Version:15.04.00.00
 Area: Design
 Issue #:558738

Problem Description

Forces for dynamic load cases are 0 in RAM Foundation for foundations that support a brace member and are lowered. The dynamic load case forces are not used in the foundation designs.

Solution

The issue will be resolved in the release after v15.03.00. In the meantime, either revert to the prior version 15.02.00.00 or modify the braces so that they intersect a few inches above the base. This can be accomplished by re-modeling the braces using the "knee brace" standard configuration or by adding an extra short story at the base with only columns (and foundations) modeled.

Tags: design, 15.04.00, RAM Structural System, First 15.03.00, dynamic, foundation, RAM Foundation, known issue, defect, Unconservative
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AS 4100-98 Maximum Moment in Design Forces

March 2, 2017, 9:27 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:27:56 PM

 Applies To 
 Product:RAM Steel
First Affected Version:
 Found in Version:15.01.00.00
Fixed and Released in Version:15.04.00.00
Environment:N/A
 Area: Design
Subarea:N/A
 Issue #:434357

Defect Description

AS 4100-98 Clause 8.2 states that the design bending moments shall be the maximum major and minor bending moments in the member. These maximum moments may not occur at the same location. When designing for axial-flexure interaction, the program used the moments at the same location only. When the location of the maximum major and minor moments do not occur at the same location, the interaction ratio is calculated incorrectly. The defect most often occurs with multi-story columns in which the unbraced segment consists of more than one physical member.

Solution

Problem corrected in version 15.04.00.00.

See Also

[[AS 4100-98 Uniaxial Weak Axis Tabulated Column Results]]

Tags: design, RAM Frame, 15.04.00, RAM Structural System, known issue, AS 4100, defect, Unconservative
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AS 4100 Column Design Reporting for Compression and Weak Axis Bending

March 2, 2017, 9:28 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:28:21 PM

 Applies To 
 Product:RAM Steel
First Affected Version:
 Found in Version:15.01.00.00
Fixed and Released in Version:15.04.00.00
Environment:All
 Area: Design
Subarea:N/A
 Issue #:437586

Problem Description

An incorrect interaction ratio is reported in the View/Update dialog for columns subject to compression and weak axis bending. These columns are correctly designed by the program and the correct interaction ratio is reported in the detailed column design report.

Also, the code reference for the interaction in the Summary Report lists Clause 8.4.5.1 when Clause 8.4.2.2 should be reference.

There errors are reporting issues only.

Solution

Problem corrected in version 15.04.00.00. In earlier versions, use the detailed design report.

See Also

[[AS 4100-98 Maximum Moment in Design Forces]]

Tags: design, 15.04.00, RAM Structural System, known issue, AS 4100, defect, Unconservative, RAM Steel
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AISC 360 F8 Design of Round HSS with High D/t Ratio

March 2, 2017, 9:28 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:28:56 PM

 Applies To 
 Product:RAM Steel
First Affected Version:
 Found  and Released in Version:15.03.00.00
Fixed in Version:15.04.00.00
 Area: Design
 Issue #:565987

Problem Description

Round HSS with D/t ratios exceeding the limit set in Section F8 were unintentionally designed and incorrect capacities were output by the program. 

Reason

AISC 360 Section F8 applies to round HSS with D/t ratios less than a specified limit. When the D/t ratio exceeds this limit, the program should have output a slenderness warning and reported no design.

Solution

The issue will be resolved in the release after v15.03.00. 

Tags: design, 15.04.00, Column, RAM Structural System, AISC 360 deflection check, known issue, defect, Unconservative, RAM Steel
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AISC 360 F6 Flange Local Buckling

March 2, 2017, 9:29 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:29:26 PM

 Applies To 
 Product:RAM Steel
First Affected Version:
 Found in Version:15.03.00.00
Fixed and Released in Version:15.04.00.00
 Area: Design
 Issue #:568865

Problem Description

Wide flange (W) and Channel (C) shapes subjected to minor axis bending were not correctly designed according to the provisions in AISC 360 Chapter F6 when the governing limit state was Flange Local Buckling. 

Reason

The Flange Local Buckling limit state (F6.2), which applies to sections with noncompact and slender flanges, was not completed by the program.

Solution

The issue will be resolved in the release after v15.03.00. 

Tags: design, 15.04.00, Column, RAM Structural System, AISC 360, known issue, defect, RAM Steel
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AISC 360 F7 Design of Built-up Box Shapes with Slender Webs

March 2, 2017, 9:29 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:29:50 PM

 Applies To 
 Product:RAM Steel
First Affected Version:15.03.00.00
 Found in Version:15.03.00.00
Fixed and Released in Version:15.04.00.00
 Area: Design
 Issue #:564955

Problem Description

Built-up box shapes with slender webs were unintentionally designed and incorrect capacities were output by the program. 

Reason

AISC 360 Section F7 applies to built-up box shapes with compact or noncompact webs only. It does not apply to box shaped sections with slender webs. When the web was slender, the program should have output a slenderness warning and reported no design.

Solution

The issue will be resolved in the release after v15.03.00. In the meantime, the user should use caution designing slender web built up shapes in the Ram Steel beam module.

Tags: slender, design, 15.04.00, RAM Structural System, First 15.03.00, AISC 360, known issue, defect, Deflection Check, Unconservative, RAM Steel
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AISC 360 F4 Compression Flange Yielding

March 2, 2017, 9:30 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:30:12 PM

 Applies To 
 Product:RAM Steel
First Affected Version:
 Found in Version:15.03.00.00
Fixed and Released in Version:15.04.00.00
 Area: Design
 Issue #:540806 / 562996

Problem Description

The compression flange yielding capacity determined in AISC 360-05 or 10, Section F4 for qualifying sections was incorrectly determined. 

Reason

Where the governing capacity for sections evaluated under Section F4 "Other I-Shaped Members with Compact or Noncompact Webs Bent about their Major Axis" was the Compression Flange Yielding limit, the reported capacity was incorrectly determined as Fy * Zx rather than Rpc * Fy * Sxc per Equation F4-1. 

Solution

The issue will be resolved in the release after v15.03.00. 

Tags: design, 15.04.00, RAM Structural System, AISC 360 deflection check, known issue, defect, Unconservative, RAM Steel
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ACI 318 Column Slenderness Second-Order Effects Along Member Length

March 2, 2017, 9:34 pm
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Current Revision posted to RAM | STAAD Wiki by Seth Guthrie on 3/2/2017 11:34:53 PM

 Product(s):RAM Concrete Column
 First Affected Version:
Found in Version:14.07.01.00
Fixed and Released in Version:
 Environment:N/A
 Area:Design
 Subarea:N/A
 Defect Number:215527

Problem Description

Slender concrete columns that are defined as sway, frame columns are not designed for second-order effects along the length of the member. The problem affects all ACI 318 design codes.

Reason

Slenderness design of frame columns that are defined as sway columns are assumed to be analyzed using an elastic second-order analysis (ACI 318 10.10.4). ACI 318 10.10.2.1 requires the analysis to account for second-order effects along the length of the member (also referred to as P-small delta effects). The second-order analysis is completed using the P-Delta analysis in RAM Frame. This analysis does not include P-small delta effects. ACI 10.10.2.1 allows these effects to be included using the moment magnification procedure in ACI 318-11 10.10.6. The program does not amplify the moments from the RAM Frame Analysis, so second-order effects along the length of the member are not included in the design.

Solution

None.

Tags: Active, design, slenderness, RAM Structural System, ACI 318, known issue, defect, Ram Concrete, Unconservative
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I have installed Structural Synchronizer, but RAM Structural System says ISM is not installed

March 3, 2017, 3:56 pm
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Current Revision posted to RAM | STAAD Wiki by Payel on 3/3/2017 5:56:02 PM

Applies To
Product(s):RAM Structural System
Version(s):N/A
Environment: ALL
Area: Gereral
Subarea: N/A
Original Author:Payel Sasmal, Bentley Technical Support Group

Description

I have installed Structural Synchronizer successfully in my machine; when I try to access it from RAM Structural System, it says it is not installed.


Explanation:

There could be two reasons behind it,

  • 64 bit of Structural Synchronizer and 32 bit of RAM Structural System is installed in the machine
  • Structural Synchronizer has been installed, but there is a version mismatch with the one that is supported by the specific version of RAM Structural System

Solution

Please note that Structural Synchronizer is the engine that makes ISM work. 

1) In case there is a mismatch in Structural Synchronizer (64bit) and RAM Structural System (32 bit), download the 64 bit version of RAM Structural System by following the steps stated in the link below.

Software Download Instructions

2) If you have installed Structural Synchronizer (64 bit) and RAM Structural System (64 bit) and the ISM says not installed, then there is a version mismatch between RAM Structural System and Structural Synchronizer.

Uninstall Structural Synchronizer from the machine. Download and install the latest version od RAM Structural System and Structural Synchronizer.

They can be downloaded from the Fulfillment Center .

Tags: ISM is not installed, RAM Structural System, ISM
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