Class 3 Error Reports – CivilFEM for Ansys
The CivilFEM error classification system consists of three classes. Class 1 errors are those that do not affect the software functionality (such as text issues or minor bugs). Class 2 errors are those that prevent the correct use of the program (crashes, unhandled exceptions, non-functional buttons, or other similar issues). Class 3 errors are those where the program appears to work correctly but returns incorrect calculation results that could go unnoticed. Therefore, Class 3 errors are reported and their fixes are published to help users track and verify them when using CivilFEM in real engineering cases.
| Document | Description |
|---|---|
| 📄2025001_CFA-95.pdf | Description of Error: Steel reinforcement parameter Fyd is used for checks and design according ACI codes and Fy value is ignored. Suggested User Action For Running on Uncorrected Version: If you want to enter a user–defined value for the yield strength of the reinforcement material, you must modify the parameters Fy and Fyd Comments: For example, use the next input: ~CFMP,s_mat,USER ~CFMP,s_mat,NAME,,,User_fy ~CFMP,s_mat,ACI_S ,fy ,,f_y ~CFMP,s_mat,ACI_S ,fyd ,,f_y 01/08/2025 X Corrected by Fir... |
| 📄2023001_CFA-33.pdf | Description of Error: Error while calculating the effective section modulus of HSS and box–shaped sections with slender flanges for American steel codes. Suggested User Action For Running on Uncorrected Version: N/A Comments: The error affects only to CivilFEM box section in bending check X Corrected by Firmado por: Javier Carro X Approval Firmado por: Hugo González 28/09/2023 28/09/2023 X Reviewed by Firmado por: Ronald Siat 28/09/2023 FM–12001 – Rev.: 04 Abril 2017 |
| 📄2022001_D-03733.pdf | Description of Error: Beam shear check by ACI–318 2014 returns a check criterion equal to 1 when shear reinforcement strength contribution is less than the required. Suggested User Action For Running on Uncorrected Version: When the criterion is equal to one, take into account that the check is not ok and the real value of the criterion is greater than one. Comments: Shear strength provided by shear reinforcement contribution (Vs) is given as the needed one to fulfill the equation Vs = Vu – Vc ... |
| 📄2021001_D-03705.pdf | Description of Error: Error in the results envelope definition of alternatives where element ends have actual results and others with void results. Suggested User Action For Running on Uncorrected Version: Take into account that the envelope results correspond to the ends that have been checked/designed in all the alternatives defined for the envelope. Comments: A typical case for this error is the envelope of steel code checks, when a member is under compression in one load case and it is under... |
| 📄2020001_D-03582.pdf | Description of Error: Bending class of cross sections according EC3 could be wrongly calculated. Suggested User Action For Running on Uncorrected Version: N/A Comments: The error occurs when exists plates in pure traction. 08/07/2020 X Corrected by Firmado por: Javier Carro 08/07/2020 X Reviewed by Firmado por: Alberto Mota X Approval Firmado por: Hugo González 08/07/2020 FM–12001 – Rev.: 04 Abril 2017 |
| 📄2019001_D-03545.pdf | Description of Error: Calculation of ratio for bending reinforcement in shells when is defined by spacing and diameter is taking into account a meter of slab with bars at both ends. Suggested User Action For Running on Uncorrected Version: Take into account that the formula to calculate he number of bars is n = (1/spacing) +1 Comments: In corrected version the formula to calculate the numbers of bars is n = (1/spacing). Also in the shell vertex window you will see the ratio of reinforcement when... |
| 📄2018008_D-03454.pdf | Description of Error: When checking a "I" shaped beam with the EC3–92 or EC3–05 for any type of buckling, the imperfection factor was not being calculated correctly. Suggested User Action For Running on Uncorrected Version: Recheck the affected model for buckling. Comments: N/A 17/12/2018 X Corrected by Firmado por: Javier Marcelo Mora 23/01/2019 X Approval Firmado por: Javier Carro X Reviewed by Firmado por: Alberto Mota 16/01/2019 FM–12001 – Rev.: 04 Abril 2017 |
| 📄2018007_D-03445.pdf | Description of Error: The cracking check results for beams are wrongly calculated if dirkey selected is My moment and non–symmetric reinforcement is defined. Suggested User Action For Running on Uncorrected Version: Change the orientation of beam to makes the code check for Mz moment. Comments: X Corrected by Firmado por: Javier Carro X Approval Firmado por: José M. Moreno 28/11/2018 14/12/2018 X Reviewed by Firmado por: Alberto Mota 13/12/2018 FM–12001 – Rev.: 04 Abril 2017 |
| 📄2018006_D-03432.pdf | Description of Error: S.L.S Cracking. EC–02 for shells. There are an error when calculate Aceff (the effective area of concrete in tension surrounding the reinforcement or prestressing tendons of depth), hcef, where hcef is the lesser of these expressions: 2,5(h–d), (h–x)/3 or h/2. Suggested User Action For Running on Uncorrected Version: N/A. Comments: CivilFEM calculates hcef as the lesser of 2,5(h–d) or h/2. So when the neutral axis has to be taken into account hcef is wrong calculated. X Cor... |
| 📄2018005_D-03423.pdf | Description of Error: Error in calculated elastic critical moment for lateral–torsional buckling on uniform symmetrical cross–sections about the minor axis (Annex F, ENV 1993–1–1:1992). This error also affects the Indian code IS 800 2007. Suggested User Action For Running on Uncorrected Version: Comments: Error occurs while calculating the integration of : X Corrected by Firmado por: Javier Carro X Approval Firmado por: José M. Moreno 12/09/2018 18/09/2018 X Reviewed by Firmado por: Alberto Mota... |
| 📄2018004_D-03417.pdf | Description of Error: Error in shear check of american steel codes AISC 14th edition for box,L and T cross sections Suggested User Action For Running on Uncorrected Version: Comments: X Corrected by Firmado por: Javier Carro X Approval Firmado por: José M. Moreno 12/09/2018 18/09/2018 X Reviewed by Firmado por: Alberto Mota 14/09/2018 FM–12001 – Rev.: 04 Abril 2017 |
| 📄2018003_D-03346.pdf | Description of the Error: Error in crack checking of beams with certain type of sections (captured, user defined) for EC2, ACI, EHE. Suggested User Action For Running on Uncorrected Version: N/A Comments: For a section to be affected, it must have its local axes not located on the COG of the section. Depending on the location of those axes, the distance between the COG and the origin was obtained incorrectly, leading to an erroneous result in a crack check by code. 13/02/2018 14/02/2018 X Author... |
| 📄2018002_D-03327.pdf | Description of Error: Error in bending + compression check for AISC ASD9th edition and ANSI/AISC N690–1994 codes. Suggested User Action For Running on Uncorrected Version: Comments: X Corrected by Firmado por: Javier Carro X Approval Firmado por: José M. Moreno 12/01/2018 12/01/2018 X Reviewed by Firmado por: Ronald Siat 12/01/2018 FM–12001 – Rev.: 04 Abril 2017 |
| 📄2018001_D-03324.pdf | Description of Error: Error in shear check for AISC ASD 9th edition code. The shear area in Y is exchanged with the shear area in Z when shear criterion is calculated. Suggested User Action For Running on Uncorrected Version: Exchange the shear areas: numSection = 1 new_ZWS = 0 new_YWS = 0 ~CFGET,new_ZWS,SECTION,numSection,MECHPROP,YWS,,2 ~CFGET,new_YWS,SECTION,numSection,MECHPROP,ZWS,,2 ~SECMDF,1,MECHPROP,ZWS,,new_ZWS,2,0, ~SECMDF,1,MECHPROP,YWS,,new_YWS,2,0, X Corrected by Firmado por: Javier ... |
| 📄2017008_D-03289.pdf | Description of Error: Critical moment (Mcr ) is calculated improperly according to EC3, CT DB SE–A and Indian Standard 800 (2007). Suggested User Action For Running on Uncorrected Version: 1) Change sytem units to user units and select kN like force unit. 2) If the system units is IS, then divide the shear modulus by 1000. Comments: X Corrected by Firmado por: José Luis Gómez X Approval Firmado por: José M. Moreno 31/10/2017 23/11/2017 X Reviewed by Firmado por: Ronald Siat 21/11/2017 FM–12001 –... |
| 📄2017007_D-03235.pdf | Description of the Error: Moments due to prestressing force applied at the ends for beams models are wrongly computed if the axes of the cross section are not located in the center of gravity. Suggested User Action For Running on Uncorrected Version: Define the cross section with the axes in the center of gravity Comments: 17/07/2017 X Author Signature Firmado por: Javier Carro 17/07/2017 X Development Manager Approval Firmado por: José M. Moreno X Reviewed by QA Manager Firmado por: Hugo Gonzál... |
| 📄2017006_D-02185.pdf | Description of the Error: The value of Vc and all results that depend on Vc (Vn, VFi, CRT) in ACI 318 14 and ACI 349 13 for Shear check/design of shells was incorrectly calculated if lambda (lightweight concrete factor) was different than 1.0. Suggested User Action For Running on Uncorrected Version: The correct Vc result for shear check/design of shells under the ACI 318 14 and ACI 349 13 can be obtained by dividing the given Vc by lambda. Comments: 26/04/2017 X Author Signature Firmado por: Ja... |
| 📄2017005_D-02183.pdf | Description of the Error: When defining the shear reinforcement in shells, if the reinforcement was entered as a ratio (total reinforcement area per unit area), the value was not taken correctly and a reinforcement of 0.0 was used instead. Suggested User Action For Running on Uncorrected Version: Use the shear reinforcement definition by number of bars or separation. Comments: 26/04/2017 X Author Signature Firmado por: Javier Marcelo Mora 27/04/2017 X Development Manager Approval Firmado por: Jo... |
| 📄2017004_D-02177.pdf | Description of the Error: Error when prestress load on beam is transfer to the finite element model and moment in x–axis has to be applied in the ends of the support beam. Suggested User Action For Running on Uncorrected Version: Orientate the beam in order to not generate moment in x–axis due tendon load transfer at ends. Comments: 21/04/2017 X Author Signature Firmado por: Javier Carro 25/04/2017 X Development Manager Approval Firmado por: José M. Moreno X Reviewed by QA Manager Firmado por: H... |
| 📄2017003_D-02162.pdf | Description of the Error: Limiting value for effective axial stress in concrete 'cd is not correctly computed in EHE code for out of plane chek and design for shell elements. The following limitation values are not taken into account in the final value of effective axial stress: cd < 0.30 fcd 12 MPa (Compression positive) Besides, limiting value of 2 for is not taken into account as well: = 1 + 200, d in mm < 2 d Suggested User Action For Running on Uncorrected Version: 'cd and values affe... |
| 📄2017002_D-02160.pdf | Description of the Error: Total shear reinforcement 1 in Out of Plane Shear Check and Design for Eurocode 2 and EHE 2008 standards is wrongly computed in shell elements. Suggested User Action For Running on Uncorrected Version: The correct total shear reinforcement 1 is computed from each x, y direction of the shell element, according to equation LL.123 (Annex LL from EN 1992–2:2005): 1 = x cos2v + y sin2v There is no suggested action. Comments: Total shear reinforcement 1 is taken into accoun... |
| 📄2017001_D-02087.pdf | Description of Error: Error in losses due anchorage slip for pre–tensioned members. Keywords: GUI Access: CivilFEM Preprocessor > Prestress Concrete Prep>Calculate Losses. Suggested User Action For Running on Uncorrected Version: To obtain the correct values of losses due anchorage slip for pre–tensioned members divide the anchorage slip by the tendon area. Comments: Value given in stress losses is the value of the force value obtained by the formula PL = a EpAp L 01/02/2017 08/02/2017 X Correct... |
| 📄2016009_D-02057.pdf | Description of Error: Losses due to slippage of strands in the anchorages are calculated improperly when x–axis of the support beam is not parallel to the x direction of the prestressing tendons. Keywords: GUI Access: CivilFEM Preprocessor > Prestress Concrete Prep>Calculate Losses. Suggested User Action For Running on Uncorrected Version: Comments: Anchorage losses may be overestimated by CivilFEM when the tendon profile is not coincident with the x–axis of the support beam. 20/12/2016 21/12/20... |
| 📄2016008_D-01931.pdf | Description of the Error: The total shrinkage strain according to CEB–FIP Model Code is calculated from: cs= cso*s (t–ts) (2.1–74) The notional shrinkage coefficient is obtained from: cso=s(fcm) RH / s(fcm)=(160 + 10 *sc (9–fcm/10)) *10e–06 (2.1–75)(2.1–76) while CivilFEM for ANSYS calculates this coefficient by using the equation: cso=s(fcm) RH / s(fcm)=(160 + 10 *sc –fcm/10) *10e–06 Keywords: Shrinkage, CEB–FIP Model Code GUI Access: N/A Suggested User Action For Running on Uncorrected Version... |
| 📄2016007_D-01925.pdf | Description of the Error: The coefficient depending on the type of cement (S) is defined improperly according to EHE 08. S values defined in CivilFEM for ANSYS: o Normal hardening cements: 0.43 o Rapid hardening cements 0.30 S values according to EHE 2008 code: o Slow hardening cements : 0.38 o Normal hardening cements:0.25 o Rapid hardening cements:0.2 Consequently, some EHE code properties are wrongly calculated, therefore, checking and analysis results could be affected. This bug only invol... |
| 📄2016006_D-01852.pdf | Description of Error: Torsional moment of inertia in captured cross sections with different materials is calculated improperly. Keywords: Warping constant, shear center, tessella, cross section GUI Access: Civil Preprocessor > Cross Sections > Edit Sections Suggested User Action For Running on Uncorrected Version: Discretize the cross section using only tesellas of types 4 through 7. Comments: CivilFEM only computes torsional inertia (IXX), torsional warping constant (IW) and shear center (YM, Z... |
| 📄2016005_D-01263.pdf | Description of Error: The result value of the KLT (KZY according to EC3) parameter corresponding to bending and compression buckling check, according to EC3 2005 and Indian Standard 800 Codes, is not calculated correctly. Keywords: EC3, IS800 GUI Access: Suggested User Action For Running on Uncorrected Version: Comments: The result only is affected for members susceptible to torsional deformations. The correct values are obtained by applying the following formulas: Section Class 3,4 Section Clas... |
| 📄2016004_D-01770.pdf | Description of Error: Mn (Nominal flexural strength) calculation in Bending of box sections for WLB and LTB is changed, which can lead to erroneous Criterion results Keywords: AASHTO10 GUI Access: Civil Postprocessor > Code Checking > AASHTO10 > Check by code >Bending Suggested User Action For Running on Uncorrected Version: Comments: When checking a box section using the Bending check option, Mn for LTB and WLB were assigned incorrectly, so CivilFEM was always calculating Mn for LTB using the f... |
| 📄2016003_D-01763.pdf | Description of Error: Plastic Bending Moment and Yielding Limit State Criterion of Tees are wrongly calculated in Bending checking for AISC LRFD/ASD thirteenth edition Keywords: ASD13, LRFD13 GUI Access: Civil Postprocessor > Code Checking > ASD13 > Check by code >Bending Civil Postprocessor > Code Checking > LRFD13 > Check by code >Bending Suggested User Action For Running on Uncorrected Version: Comments: Yielding Limit State is calculated from Plastic bending moment (Mp): Mp=ZzFy not greater ... |
| 📄2016002_D-01768.pdf | Description of Error: Not calculated considering the 15% reduction of the contribution of the transverse reinforcement web shear (Vsu) when the structural elements are designed with a reinforced by circular stirrups (applicable to parts with circular cross section and "pipes"). Keywords: EHE–08, shear concrete checking. GUI Access: Civil Postprocessor > Code Checking > EHE > Check by code > Beams & solid > Shear & Torsion. Suggested User Action For Running on Uncorrected Version: Comments: X Cor... |
| 📄2016001_D-01723.pdf | Description of Error: Elastic critical buckling resistance (Pe) is wrongly calculated in flexural–torsional buckling checking for AASHTO LRFD (2010). Keywords: AASHTO 2010 GUI Access: Civil Postprocessor > Code Checking > AASHTO LRFD (2010) > Check by code >Comp+Bend+Tor+Buck Suggested User Action For Running on Uncorrected Version: Comments: 2 E Cw 1 Formula Pex 2 G J 2 is wrongly computed. CivilFEM uses the formula Kx l r0 which calculate the force instead the pressure. For this reas... |
| 📄2015-001.pdf | Description of Error: Shear resistance for members not requiring shear reinforcement (VRDC) in shell design by EC2–08 (VRDC) can be incorrectly computed. Keywords: Eurocode 2 GUI Access: Civil Postprocessor > Code Checking > Eurocode 2 > Check by code >Shells >Out of plane shear Suggested User Action For Running on Uncorrected Version: Checking gives correct values of Shear resistance for members not requiring shear reinforcement (VRDC). Comments: This error does not accur in version 12.1 SP3 12... |
| 📄2010-006.pdf | Description of Error: Due to ANSYS's class 3 2010–19 error, the solid 2 shell utility could fail to compute a cross section (thickness, and integration of stresses) if this cross section goes through, at least, one of the last 5 elements of the model (~SD2SH command). Keywords: Solid2Shell GUI Access: Main Menu > Civil Preprocessor > Utilities > Solid to Shell > New part Suggested User Action For Running on Uncorrected Version: A way to review if the generated shells are correct is to plot the t... |
| 📄2010-005.pdf | Description of Error: Due to ANSYS class 3 error 2010–19, terrain initial stresses could be computed incorrectly for the elements geometrically below the last 5 elements of the model (~TIS command). Keywords: TIS GUI Access: Main Menu > CIVIL Solution > Geotech. Mod. > Initial Stress > Create File Suggested User Action For Running on Uncorrected Version: Avoid using the last five elements of the model for the soil definition. If it is not possible, create 5 new elements independent from the soil... |
| 📄2010-004.pdf | Description of Error: Axial forces may be incorrect in Solid 2 Shell tool in curved surfaces Keywords: Solid2Shell GUI Access: NONE Suggested User Action For Running on Uncorrected Version: Comments: Author: Corrected by: Román Martín Date: 22/06/2010 Reviewed by: Jose Luis Gómez 22/06/2010 Approval: Eduardo Salete 23/06/2010 Signature: |
| 📄2010-003.pdf | Description of Error: Forces and moments may be incorrect in Solid to Shell tool when elements coordinate system are not parallel to the global one Keywords: Solid2Shell GUI Access: NONE Suggested User Action For Running on Uncorrected Version: Comments: Author: Corrected by: Román Martín Date: 23/06/2010 Reviewed by: Jose Luis Gómez 23/06/2010 Approval: Eduardo Salete 23/06/2010 Signature: |
| 📄2010-002.pdf | Description of Error: Allowable compression stresses in concrete are not taken into account in flexural and axial checking/design of ACI359–04 code Keywords: ACI359, Check/Design GUI Access: Main Menu > Civil Postprocessor > Prestress. Concrete Post > Code Checking>ACI 359–04> DESIGN BY CODE: Shells Suggested User Action For Running on Uncorrected Version: Comments: Author: Corrected by: Ronald Siat Date: 13/04/2010 Reviewed by: Jose Luis Gómez 18/05/2010 Approval: Eduardo Salete 18/05/2010 Sign... |
| 📄2010-001R1.pdf | Description of Error: Selecting a subset of elements for checking by code on ACI359 for Primary+Secundary loads could give wrong results Keywords: ACI359 GUI Access: Main Menu > Civil Postprocessor > Prestress Concrete Post > Code Checking> ACI359 > CHECK BY CODE: Beams & Solid Main Menu > Civil Postprocessor > Prestress Concrete Post > Code Checking> ACI359 > CHECK BY CODE: Shells Main Menu > Civil Postprocessor > Prestress Concrete Post > Code Checking> ACI359 > DESIGN BY CODE: Beams & Solid M... |
| 📄2010-001.pdf | Description of Error: Selecting a subset of elements for checking by code on ACI349 for Primary+Secundary loads could give wrong results Keywords: ACI359 GUI Access: Main Menu > Civil Postprocessor > Prestress Concrete Post > Code Checking> ACI359 > CHECK BY CODE: Beams & Solid Main Menu > Civil Postprocessor > Prestress Concrete Post > Code Checking> ACI359 > CHECK BY CODE: Shells Main Menu > Civil Postprocessor > Prestress Concrete Post > Code Checking> ACI359 > DESIGN BY CODE: Beams & Solid M... |
| 📄2009-248.pdf | Description of Error: Reinforcement design for shells using the Most Unfavourable Direction method or Orthogonal Directions method does not take into account the strain limit of the reinforcement bars. This will give a lower amount of reinforcement than the one required to keep the stress of the reinforcement under the specified limit. Keywords: Shell Check GUI Access: Main Menu > Civil Postprocessor > Code Checking>"Code"> DESIGN BY CODE: Shells>MUD Suggested User Action For Running on Uncorrec... |
| 📄2009-011.pdf | Description of Error: Table of total losses (LOSS_TBL table) entered by user is not correctly subtracted from initial tension force in ~GENTEN command to define pre–stressing tendons from lines without support beam. This error occurs only when table provides total losses (when last command argument LOSS_MEA = 2). Keywords: PrestressedConcrete GUI Access: Suggested User Action For Running on Uncorrected Version: Use the free prestressing tendon definition loop: ~PCCBST ~PCCBPA, x, y, z, T, p1, p2... |
| 📄2009-010.pdf | Description of Error: Combined torsion, flexure, shear and/or axial force results of LRFD steel code checking are incoherent with other simple checks. Tension, compression, bending and shear checks give small total criterion values and combined total criterion gives unexpected NOT OK criterion. Keywords: Beam Steel AISC–LRFD GUI Access: Main Menu > Civil Postprocessor > Code Checking> LRFD > CHECK BY CODE >Bend+Ax+She+Tor Suggested User Action For Running on Uncorrected Version: Ignore the BDAXS... |
| 📄2009-009.pdf | Description of Error: Calculation of average final crack spacing in EHE code is wrong. The effective reinforcement ratio is not multiplied by the reinforcement diameter. Keywords: EHE GUI Access: Main Menu > Civil Postprocessor > Code Checking > EHE > CHECK BY CODE: Beams & Solid Suggested User Action For Running on Uncorrected Version: Multiply the effective reinforcement ratio by the diameter in the cross section code properties. Comments: Author: Corrected by: Reviewed by: Approval: Eduardo S... |
| 📄2009-008.pdf | Description of Error: When obtaining the stress in the tension reinforcement of the cracked section by multiplying the young modulus by the strain, CivilFEM used the concrete young modulus instead of the reinforcing steel one. Keywords: EHE GUI Access: Suggested User Action For Running on Uncorrected Version: When plotting or listing the stress in the tension reinforcement (SIGMA), it should be scaled by the ratio between the steel young modulus to the concrete young modulus. Comments: Author: C... |
| 📄2009-007.pdf | Description of Error: There is a bug about seismic calculation according to Chinese Code Declining power = 0.9 + (0.05– ) / (0.5 + ) According to GB50011 page 29, the declining power should be = 0.9 + (0.05– ) / (0.5 + 5) Keywords: GB50011 (5.1.5–1) GUI Access: Main Menu > CIVIL Seismic Design > Define Spectrum Suggested User Action For Running on Uncorrected Version: Comments: Author: Date: Corrected by: Ronald Siat 07/09/2009 Reviewed by: Eduardo Salete Casino 23/09/2009 Approval: Román Mart... |
| 📄2009-006.pdf | Description of Error: Error in the initial formulation of Mohr–Coulomb (the expressions of the yield function F and plastic potential G were not correct), as result of which the model was not well calibrated. Keywords: Mohr–Coulomb Geotechnical module GUI Access: Suggested User Action For Running on Uncorrected Version: No way to make the results of both implementations equivalent. Comments: References: ––––––––––––––––––– >@ 30HQpWU\DQG.–:LOODP³7ULD[LDO)DLOXUH&ULWHULRQIRU&RQFUHWHDQG,WV*HQHUDOL... |
| 📄2009-005.pdf | Description of Error: The interaction diagram for the ACI349 code has a slight deviation on the part where the PHI value is interpolated. For PHI values of 0.7 and 0.9 the results are correct. Keywords: ACI Check GUI Access: Suggested User Action For Running on Uncorrected Version: There are no workarounds or alternative ways to run the model avoiding this error. The best solution would be to slightly decrease the strength of the section so the provided solution fulfills the ACI349 code. To achi... |
| 📄2009-004.pdf | Description of Error: Nodal rotations are not taken into account before prestressing forces are applied into the finite element model. Forces do not follow the right direction. Keywords: Solid element Results GUI Access: Suggested User Action For Running on Uncorrected Version: Do not rotate nodal coordinate system of nodes where prestressing loads will be applied Comments: Author: Corrected by: Román Martín Date: 06/07/2009 Signature: Reviewed by: Eduardo Salete Casino 20/07/2009 Approval: Romá... |
| 📄2009-003.pdf | Description of Error: ~REDEF command does not allow the definition of a single bar or layer of reinforcement. Keywords: Geotechnical module Slope stability GUI Access: Main Menu > Civil Preprocessor > Geotech. Mod. > Slope stability > Define > Graphical Input Suggested User Action For Running on Uncorrected Version: Enter two bars or surfaces at the same location with half the friction for each of them Comments: Author: Corrected by: Eduardo Salete Casino Date: 13/07/2009 Signature: Reviewed by:... |
| 📄2009-002.pdf | Description of Error: Code checking of shell elements using MUD or VF methods does not give correct values when using Linear combinations (~LINALG) Keywords: Combination Shell Check GUI Access: Main Menu > Civil Postprocessor > Code Checking> ######> DESIGN BY CODE: Shells Suggested User Action For Running on Uncorrected Version: Instead of using Linear combinations, combinations with targests can be used (~COMBINE). Comments: CivilFEM would use ANSYS Time instead of CivilFEM's Active Time New v... |
| 📄2009-001.pdf | Description of Error: Reinforcement design for shells using the Most Unfavourable Direction method or Orthogonal Directions method does not take into account the strain limit of the reinforcement bars. This will give a lower amount of reinforcement than the one required to keep the stress of the reinforcement under the specified limit. Keywords: Shell Check GUI Access: Main Menu > Civil Postprocessor > Code Checking>"Code"> DESIGN BY CODE: Shells>MUD Suggested User Action For Running on Uncorrec... |
| 📄2007-002.pdf | Description of the Error: Detected in v.11 rev.3 Error via CivilFEM window menu when input "Stress" value in shell MUD design. Argument is saved in wrong position (fifth instead seventh position) Comments: GUI Access: Main Menu > Civil Postprocessor > Code Checking>"Code"> DESIGN BY CODE: Shells>MUD Method First Incorrect Version: Corrected Version: Workaround provided: Use design by MUD Method via command line, i.e.: ~DIMCON,SHELL,MUD,,,,,250000000 Author / Signature: Reviewed by QA: Approval: ... |