Bug fixes - Matrix Software · Steel Joint connections: For a Beam ... Steel Joint connections: In some cases the checking ... Incidentally a crash occurred when deflection calculations

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Matrix Software | Wijchenseweg 116 | 6538 SX Nijmegen (t) 024-3434380 | (f) 024-3434389 | [email protected] | www.matrix-software.nl

MatrixFrame version 5.2 SP9 - Release notes

Processed in version 5.2 SP9 (July 2016):

Bug fixes:

Steel check:

With a tapered section the wrong equivalent section was used for the check on bending and compression.

Loads generator NEN-EN:

On a flat roof, for snow loads that were abutting to taller construction works, for the Muw was wrongly calculated with Sk=1.0 instead of Sk=0.7.

Steel Joint connections:

For a Beam-Column connection type “Asymmetric X-joint” the loads from MatrixFrame where incorrectly converted. Loads from column and beam where swapped.

End release note SP9


Processed in version 5.2 SP8 (June 2016):

Bug fixes:


In some cases the checking from a base plate with tensile loaded anchors was incorrectly performed. As a result, the calculated UC is too favorable, so that a too thin endplate could be chosen.

In case of a column- beam connection, with the beam at an angle, the normal force from the beam was not been correctly taken into account in the shear check of the bolts.



Processed in version 5.2 SP7 (May 2016):

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Bug fixes:

MatrixFrame® General:

When applying RHS section from the database, the wall thickness was incidentally rounded off to whole millimeters. A KK80/40/2.5 was then 80/40/3. Problem was related to product table conversion.

If a model was opened from Windows Explorer by double-clicking, the selections based on sections and work planes were not loaded.

The stresses for tapered T- sections were not calculated correctly.

Reports:

In the report from the reinforcement table, for point- and line supported plates the footer was “mm2” instead of “mm2/m”.

In the report for centered wall reinforcement “Error!!!” was printed instead of “Centered”.

Concrete check:

For the fire check on stirrups the same Shear force was used on the left and the right side of the support. Now left and right are separated again.

Steel check:

Occasionally a “My” was taken into account when the check on “compression and bending” was done in Matrix 2D- Frame with a 90 degrees rotated section.

The steel results tables were cleared and were no longer visible when the works plane browser was opened.

When a check was done according “NEN EN1993-1-1(6.1)” the torsion (Mx) was not printed in the reports.

Incidentally the restraints for the lateral buckling were wrongly set to cantilever. Also changing the restraint was not always possible.

When checking a solid rectangle or circle the check on the steel thickness> 40 mm was not done. Because of this there was no reduction for fyd done.

In the lateral buckling calculation the interpolation for C2 value was incorrectly and therefore mostly set to 0.00.

For the in-between fields from a beam on multiple supports, table NB.8.1 was used instead of NB.32 to determine the C1 and C2 factor for lateral buckling.

Timber check:

Incidentally a crash occurred when deflection calculations for compression beams was done.

2D Grillage:

In the steel deflection check a beam was wrongly divided into multiple fields, on places where another beam was connected.

If report item “Output by str.memb(compr.)”was used a loop was in the report. This caused that each beam was printed the total number of times of all beams.

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When a top view was generated the settings from register for reinforcement symbol where not taken into account.

The table was not always complete if a pile plan(DXF) was generated.


Incidentally it was not possible to define a Single T-joint on a node with 3 beams.

In the drawing from a “Beam-Column” Single L-joint, the tension- and compression plates were not always correct.

The calculation of the tension capacity was not always visible. A table with tension capacity has been added to the reports.

Changing a weld from a haunch on 1 side from a “Asymmetric X –joint” had wrongly influence on the UC from the tension capacity.

For a tube connection, the check according remark 1) on the bottom from NEN-EN 1993-1-8 table 7.8 was wrongly only done if the connection was not in the range of validity.

For a tube connection it was wrongly possible to calculate with a gap=0. Now this is handled as a connection with a gap.

For a Single L –joint with tension plate, the report has been extended with design information about tension plate.

Adding a haunch on a “Beam-Column” Single T-joint caused incidentally a crash.

For the “Beam-Column” Asymmetric X-joint the check on force distribution was not always done. Therefore it was also not printed in the report.

Design in MatrixFrame from a “Column-Beam” Asymmetric X –joint caused incidentally a swap of the left and right beam. The forces were not swapped.

MatrixFrame® Toolbox:

Concrete: o For a round column the required reinforcement calculation was too high. o In the report from punching from a round column was wrongly a C2 value printed that was

different then the C1. For a round column we have only one C value so C=C1=C2. o In the module “Cross calculation M+N” the check MEd < Mu was not done for a not

reinforced wall.

In the module “Timber beams” was wrongly load duration class III used, when only dead load was filled in and imposed loads where set to 0.00. The load cases with a value from 0.00 are now disregarded.

In Geotechnics the modules “CPT Diagram” and “Bending moment pile” were not available anymore in SP6.



Processed in version 5.2 SP6 (January 2016):

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Bug fixes:


Occasional strange symbols were shown for the direction "Xr '' in the table for loads. Occasional after import IFC, with a user-defined association table, a blank screen appeared. When extending a beam with “Connect to…..” a beam with the same number was created if

there was a node in between. When using the “Speed up Processor”, with a “Geometric unstable system, the warning was

not shown in the log file. When using the “Speed up Processor” and FNL, the message with the calculated capacity was

not shown in the log file. Support movement in “Loads calculation” was incorrect converted to load cases. For UNP sections the Iz and the Wz were not calculated accurately enough, they were larger

than expected.

Concrete check:

For a 1D beam with a hinge deflection was incidental incorrectly calculated.

Steel check:

The restraints for lateral buckling for begin and end were not always set correct in the DIN-EN.

UC was not changing if after the steel check a steel section 90 degrees was rotated in the section table.

The EN crashed Matrix Frame incidental when the deflection check was done.

The equivalent section for a T- section was incorrectly determined, and therefore the Nb;Rd;y and Nb;Rd;z were to high.

When using the buttons in the UC chart for “Get bigger section” and then again “Get smaller section” the center of gravity was incorrectly calculated for an angular section and therefore the UC was incorrect.

Strips were placed in section class 1 instead of section class 3.

In the report the wrong buckling curve (a) was printed when cold formed hollow section steel was defined. The calculation was done correctly with buckling curve "c”.

For angular sections the section classification is adjusted. Only section class 3 and 4 are now used.

The buckling length calculation gave different values if the beams were renumbered after doing a steel check.

Timber check:

The wrong value in lateral buckling, k;h = 1.3, was printed in report. The calculation was done correctly with k;h = 1.0

With a uniformly distributed load was incidentally the factor 0.8 for a point load used instead of 0.9 from Table 6.1.

The recognition of lateral supports is adjusted. Now, only the supports in the compression zone will be used. The active lateral buckling supports are shown in the tooltip and the reports.

Reports with timber check of a large model, was very slow.

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The length on the flat roof for snow loads that were abutting to taller construction works was incorrectly determined if there were more beams.

3D Frame:

Opening a model with a large number of work planes was sometimes slow.

2D Grillage:

Incidentally, the support optimization gave an error message or got into a loop. This problem can be solved by splitting members on an intersection.

When generating a top view drawing, the reinforcement from stirrups "5x2R8-150" was incorrectly displayed as "5R8-150".

For the reinforcement symbols for the DXF drawings are added to the registry settings. This allows the user to modify it if necessary. This can be done in "HKEY_CURRENT_USER\SOFTWARE\Matrix Software\MatrixFrame\%version%\DXFSettings" Symbol_ReinfDiameter (default - %%133) Symbol_ReinfDiameter_SteelQual400 (default - %%132) Symbol_ReinfDiameter_SteelQual500 (default - %%133)


In a “Bolted-Splice joint” measurement line of the endplate was not on the correct position.

When using a haunch without flange, was wrongly done a beam check with a UC = 999.

In a "Beam- column" single T joint, the bolt row above the flange, for a negative moment, was not included in the calculation.

For a “KT joint” with an HEA as chord, were wrongly checks done with Table 7.6 for tubes.

Occasional a crash occurs in the toolbox if the double T-joint was selected.

The thickness of the endplate was erroneously put on 10 mm in case of the use of a haunch.

Weld calculation for determination of the moment capacity has been changed.


In the module "Cross Calculation M+N" it was wrongly possible to fill in Mz;Ed. This was not included in the calculation. For double bending, the user must fill in the combined moment for MyEd.

In the module "Cross Calculation M+V+T" with torsion, the check for "T;Rd;Max" and "T;Rd;c" was not correct done. Now the checks are shown in tooltip, and in the reports according NEN-EN1992-1-1#6.3.2(4) and NEN-EN1992-1-1#6.3.2(5).

In the module "Column Calculation +Fire" the check on Asmin and Asmax was wrongly done on the reduced section properties.

In the steel module "Fire protection calculation" the user defined insulation values were not printed in the report. The calculation was done correct.

In the steel module “Column calculation” the UC for a symmetrical angular section was not symmetrical if the My and Mz where swapped. This was due to the formulas 6.61 and 6.62 because the Ksi_LT is only used for My. Now always the largest moment is taken as My.

In the masonry module "Stability Core" wall thickness and width were not processed correctly.

Also, the wall width “b” has been replaced with “dc” NEN-EN1996-1-1 Annex B formula B.3.

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Processed in version 5.2 SP5 (July 2015):

New:

2D Grillage:

In the concrete settings is the checkbox, in tab support, to determine if a beam is a support or a load, not only used for shear force but also for deflections.

Steel check:

It is now possible in Fire protection 2D to fill in Mz value for static system “Beam” and “Bending & Compression”.


Calculation with bolt groups has been added.

Check on welds according NEN-EN1993-1-8#6.2.3(5) has been added.

Bug fixes:

Reports:

Incidentally, not the complete text from a memo was printed.


Incidentally, an incorrect load, with a length of 0.000 was generated for wind.

If an imposed load or snow load was generated with 0.00, MatrixFrame did not calculate because of a zero value in the load case. Now these load cases are no longer created.

2D Grillage:

Incidentally, was for the combination from shear force and torsion not an extra cut generated for the surface reinforcement. Because of this missing cut the torsion part was also not shown for top and bottom reinforcement.

Incidentally, negative lengths were generated in bar placement.

FEM:

In report “concrete deflections” the values for top and bottom were swapped.

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Concrete check:

Asreq. Was wrongly corrected with Asmin1 for deep beams. This caused too much Asreq..

Steel check:

Incidentally, a symmetrical structure had asymmetrical UC’s.

An incorrect equivalent U section was determined for a angular section with flange thickness > 0.5*h.


For a single L –joint with compression haunch, the lever arm for an negative moment was incorrect calculated.

For Column base plate the check “Steel failure of fastener without lever arm loaded in shear” according NEN-EN 1992-4-1 has been removed. This check is not needed if calculation is done according CUR/BmS report 10.


The concrete quality was incorrect on opening a punching model.

In the module timber “Cross calculation” the last filled in section was not saved.


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Bug fixes:

2D Grillage:

Incidentally, the additional reinforcement in bar placement was drawn on the wrong side. So top reinforcement was drawn on the bottom and bottom reinforcement on the top.


The unity check for 1.8* bolt capacity has been removed because the moments capacity is reduced according NEN-EN 1993-1-8#6.2.7.2 (9).

With a column base plate connection under compression, wrongly a check for pure tension was done.

It was not possible to define bolts for the left side from an “Asymmetric X-joint”.

Occasionally a welded "Single T-joint" was not calculated.




Bug fixes:


When starting a new model, when the model contained timber, MatrixFrame gave occasional a crash.

The results of tensile removed bars were not displayed correctly in combination with the new speed up processor.

Reports:

Occasionally there was too much empty space in an isometric viewpoint from a 3D image.

Several changes have been made in the translation and layout


With a duo pitch roof were occasionally wind areas not expelled from the top but from the middle.

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The dead load elements were wrongly still with 24 kg / m3 counted for concrete instead of 25 kg / m3.

2D Grillage:

Incidentally, the moment line was drawn up side down when the beam was not orthogonal.

FEM:

Several changes have been made in the mesh module.

After removing a support, and again add a new, there was occasionally an unstable model.

Presentation of Envelope support reactions + and - was incorrect. Now at + only the positive values (tensile) are displayed and at - only the negative values (compression).

Concrete check:

Incidentally, the "W2" in the deflection was taken from the frequent combinations instead of the quasi permanent. As a result, the check on W2 + W3 was too favorable.

Occasional the option all sided reinforcement gave an error message in columns.

Steel check:

It is now again possible to fill in moments out of the plane in stability.

Beams with different local directions could be graphically not merged into one structural member.

In 2D with fire protection, for a 90 degree twisted tube, the moments were not processed correctly.

In the DIN-EN the deflection check was turned off if a bigger section was selected.

In the fire protection the original section factor was shown and not the reduced factor because of shadow effect. Now both are in report.

Timber check:

Occasional crashed MatrixFrame when opening a file with members made of timber. This was caused by corrupt data stored in file.

The load duration class is not saved.

After selecting a larger or smaller section and recalculate the lateral buckling and buckling settings have been reset.


The unity check for 1.8* bolt capacity has been removed because the moments capacity is reduced according NEN-EN 1993-1-8#6.2.7.2 (9).

With a column base connection with anchors from plane steel, the minimum anchorage length was multiplied by 2 instead of the calculated anchor length.

With a column base connection checks was done for tensile + shear according EN 1993-1-8 Table 3.4. However, this is not necessary because the shear strength is determined with the NEN-EN 1993-1-8 # 6.2.2 (7) of formula 6.2.

The shear capacity of a girder web plate according NEN_EN 1193-1-8 (6.8) was incorrect.

In a "Beam-Cross girder" shear connection, there was wrongfully done a check on bending for the bolts and the endplate.

UC diagrams in reports were occasionally empty.

For a “Bolted – Splice joint” the length of the weld for the flange was too unfavorable.

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When only 1 bolt-row was used in a angular connection the program was crashing.


The values for the reinforcement chart were 0:00 in the report of the "M + N" calculation.

Not all moments were printed in report from the Column + Fire module. Calculations were correct.

Incidentally, the tabs were not sorted correctly and could cause a crash.

For a flat roof the Mu1 from snow was not always generated.

Not used values have been removed from timber beams reports.



Processed in version 5.2 SP2 (February 2015):

Bug fixes:


Model with a cable element caused MatrixFrame to crash.

In the IFC browser the button “Select member” was not staying activated.

Reports:

In 3D the “Pic. J.C. definition“was not printed in isometric view.

Occasional not all pictures of the support reactions were printed in 1D.

Occasional the loads were printed outside the picture in 3D.

If in concrete a structural member was set to “None” an empty table was printed in “Concrete cross section (compr.).

Report "Pe. C. Extreme Support Reactions” has been extended for point supports.

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Steel check:

After changing a section in “Sections Definition” the equivalent section for lateral buckling is not recalculated. This results in a favorable steel check for a smaller section and a too unfavorable steel check for a larger section.

Occasional the check for lateral buckling became greater if a lateral buckling support was placed. This was caused by incorrect determination of the C1 and C2 values.


When a “Column – Base” was made in 3D only the Vz was taken into account. Now also the Vy is taken into account as well as the force from stability beam.


In steel “Fire protection calculation” the UC for the moment check has been added in GUI.



Processed in version 5.2 SP1 (February 2015):

Bug fixes:


In the results the minimum and maximum Normal Forces are shown. For the minimum Normal Force an extra layer is added which default is off.

If the combination generator was not in the license of the user MatrixFrame was crashing when loads combinations were activated.

Reports:

In 1D was for some images wrongly the text "(Ignore)" printed.

Occasional a Run Time Error was given for a report of a steel connection.

Images of a model with only one column were incorrectly scaled.

Very small structures were occasionally not properly scaled.

For grillage occasionally the images was not fitting within the frame.

Report "Concrete cross section (compressed)" was reprinting several times in grillage.

FEM:

Only the absolute reactions were shown for the envelope support reactions. 2 extra options have been added “Envelope +” and “Envelope –“.

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Steel check:

In 3D, after choosing a bigger section or smaller section in UC histogram, the structural members were reset at recalculation.

In the stability check for the DIN-EN the gamma_M1 was incorrect.

For the EN and DIN EN the Mcr was the incorrectly calculated because the C1 and C2 values were not correct.


Occasionally the steel connections were unavailable when a model from 5.1 was opened.


CPT diagram that was digitized on the screen with the ground level on +9.47 m. N.R.L. was drawn incorrect.

For a timber column it was not possible to fill in negative forces.

Punching for Edge- and Corner columns: o Check on Asw;Req. was done incorrectly. o If reinforcement was 2R12-150 then only 1 was shown in the drawing.


MatrixFrame version 5.2 - Release notes

Processed in version 5.2 (January 2015):

New:


New "Speed up processor" which also supports multi-core processors. (This is an expansion module).

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Default processor Speed up processor

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Default processor Speed up processor

Results are now stored in the project file for 1D, 2D, 3D grillages.

The DIN-EN1990 is now supported.

MatrixFrame Toolbox is now integrated into MatrixFrame. This means that with the spy function and the right mouse pop-up menu (on a selected member) you can start the toolbox in MatrixFrame to make a detailed calculation with toolbox. The detailed calculations are then also stored in the MatrixFrame file. With menu item "Toolbox” you can then switch between MatrixFrame and MatrixFrame Toolbox.

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Loads combinations: o Accidental combinations for fire are now generated.

o With the Accidental combinations for fire the Cprob for wind is also taken into account. o Combination filter has been added in which the user can manually exclude combinations, or it

may generate them, on the basis of the envelope results.

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The Open dialog is enhanced with available standard structures.

With an active filter in selections, the results, node and beam tables are also filtered.

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Selected nodes can be merged with right click pop-up menu.

Beams can be connected. Select the beams that should be connected and choose for "Connect to ..." in the right click pop-up menu. Then click the beam to which they should be connected.

Beams can be laid parallel. (Note: the end node is always adjusted.) Select the beams which are to be laid parallel and choose then in the right click pop-up menu "Make parallel to ..." then click on the beam to which they should be laid parallel.

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Beams can be merged now to 1 beam.

In divide member is the option added to divide on a work plane.

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In move selected nodes, is now possible to use "move nodes absolute", to determine which coordinate should be adjusted. (X, Y, Z) also can be chosen to select a coordinate graphic.

A new work plane can now be made by a click on 3 points.

It is now possible to scroll in the dropdown list of selections.

It is now possible to merge selected “absolute” grid lines to one grid line. The first selected remains.

"Previous view" is now possible.

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Notification and sorting of the Work planes has been adjusted.

In the table of the load cases the values are now shown with 3 decimals.

Reports:

The results of the Mass combinations are added to the GUI, and the reports for a LE calculation.

FEM:

Analysis with Mindlin element is added. (This is an extension module) This functionality is only available with the "Speed up processor".

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Check on double supports has been added to the "Check geometry".

If in the "Visibility Options / Grid lines and dimension lines" layer "Loads (show all)" is turned on then not only the grid lines but also loads will be shown.

Concrete check:

Fire concrete for floors and beams has been added. (This is an extension module)

Setting has been added: “Filter nets by biggest diameter”.

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Reinforcement Table for slabs is divided into top and bottom reinforcement for nets.

Due to the enhancements and changes to the above reinforcement tables they will not be migrated from 5.1 to 5.2

For a plate with Bi-material NEN EN1992-1-1 # 6.2.5 "Shear at the interface between concrete cast at different times"

The "concrete Wizard" now generates for floors with an h <= 250 only additional reinforcement according to EN 1992-1-1 + C2: 2011 / Note: 2011 # 9.3.1.1.

Steel check:

The "DIN EN1993-1" is now supported. (This is an extension module.)

CE certification has been added.

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A parametric I section with different flanges is now checked as an IFB section.

Structural members can now be merged graphic and in the table right mouse pop-up menu.

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Sort function has been added to the columns tab "Structural members". This allows the largest UC can be found quickly for size models.

Timber check:

A parametric I section with different flanges is now checked as an IFB section.

Structural members can now be merged graphic and in the table right mouse pop-up menu.

Sort function has been added to the columns tab "Structural members". This allows the largest UC can be found quickly for size models.

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Setting is added to determine if the shear plane passes through the wire.

Verification of force distribution NEN EN 1993-1-1 + C2: 2011 / NB: 2011 # 6.5.3 is added to the “Beam-Column” connections.

For tube connections according to NEN EN 1993-1-8 # 7.6 control was added on buckling of the web if "h; w> 400".

Stability connections are added including calculation gusset plate. (This is an extension module.)

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Connection types for the “Beam – Column” connection has been extended.


A "Project Browser" is added for faster switching between different calculations.

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In steel “Fire protection” input cells for the moments are added to determine Chi_LT for lateral buckling calculation.

Bug fixes:


Quasi-permanent combinations were not generated with a “user input” of the load category. In combination generator is the text "Standard family houses" adjusted to "1, 2 or 3 storey

Single-family houses " In the combination generator from NEN 8700 for reconstruction pre 2003 the generated

permanent load values were to unfavorable. In the combination generator the check will be made of the reference time <15 years in

combination with the Reliability Class 2 and 3. For roofs, the deflection calculation of NEN EN has been changed to determine wmax. The

w3 will now always be determined from the characteristic combinations. Current rules for deflection calculations are:

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Reports:

After an advanced calculation with tension bars the load cases were wrongly shown in the “filtered” report items.

Sorting on member number in report “extreme member forces” was not ok.

When printing the load cases with images in grillage two different member numbers were printed.

For FEM the creep factor is also printed in item "Geometry".

The "Forces legend" were not printed in pictures from stresses.

Various enhancements and adjustments are made in the layout of the reports.

FEM:

In grids the tabs for supports was not always displayed.

Reinforcement net in the center was only taken into account for top reinforcement for 2D plate.

Occasionally MatrixFrame crashed if there was a View point included in the report.

Concentrated loads were incorrectly defined with “F” on import dxf. This should be “N”.

Occasionally the message “Out of memory” appeared when a report from a large model was generated.

Concrete check:

In case of a beam with varying cross-section was displayed, in the dimension line of the section, the size of the first section was shown throughout.

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FNL analysis with more than 24 reinforcement bars gave a warning that too much reinforcement was added. This can be solved by changing the setting “Bars” into “mm

2” in options.

Occasionally the message “ME <= Mr, Kappa function cannot be determined.” popped up if deflection was calculated in the NEN.

In case of a beam with varying cross-section and eventual a release, the reinforcement was occasionally drawn on the incorrect place.

FNL analysis gave message about instability when round columns were used.

Steel check:

In the check for stresses with torsion was wrongly only the positive torsion moment taken into account.

The “It” for UNP sections was wrongly calculated. The value was too small.

Fire protection: o In Fire protection table the Profile factor was occasionally not recalculated when changes

were made. o On recalculating fire protection, after choosing a bigger or smaller section, the buckling

length was reset to system length. o For static system “Beam” and “Bending and Compression” the lateral buckling data from

lateral buckling tab shown. o The tables in report for fire protection have been changed. o Occasionally the use of isolation had no influence on the UC. o In 3D with double bending the “Mz” value became extreme big. This causes a big UC.

After GNL analysis in 3D the buckling length settings “Braced” and “Sway” were blocked.

Occasionally a symmetric structure with tapered section gave an asymmetric UC.

Changes in buckling lengths in the tables were done very slowly for big structures.

Copy and Paste were done very slowly for big structures.

For deflection check of a column the “z” value was used instead of the “x”.

Timber check:

The check on merging structural members has been modified.


The lengths for the beam and column were swapped when a “Beam – Column” connection was calculated in MatrixFrame.

Tube connection were not discovered in MatrixFrame if 45° >= angle <= 135°. This is now 30° >= angle <=150°.

The check on "b;eff. criteria" for welded connection was only shown in reports and not in GUI.

When checking the anchor length concrete cover was deducted instead of the grout thickness

For an angular connection occasionally the angular section was drawn mirrored.

When using a web plate in combination with a tension- and compression plate the height and width were not checked correct.

The factor 0.85 for cut thread was not taken into account for the NEN-EN.

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In the module “Reinforcement foundation slab” the reduction from VEd was done incorrect for Column Foundation. This caused an incorrect punching check.

In the NEN-EN were incorrect big values calculated in the module “M- N Kappa” if a compression force was filed in.

In the module “M+V+T” was occasionally the check on number of stirrups incorrect. This caused an error message that 3 stirrups should be used but 2 were enough.

In the module “Timber beams” was the spreading factor for the concentrated load not used for the shear force if the load was placed in the middle.

End release note

Documents

Bug fixes - Matrix Software · Steel Joint connections: For a Beam ... Steel Joint connections: In some cases the checking ... Incidentally a crash occurred when deflection calculations