D12 | Collar Beam Roof (Dach) | Update Information



New design code ÖNORM B 1995-1-1:2019-06 implemented.


Snow load standard ÖNORM B 1991-1-3:2018-12 corrected and mue2 implemented.
D12: For DIN 1055 load on valley rafters corrected.



New snow load standard ÖNORM B 1991-1-3:2018-12 implemented.
CIRCOLARE:2019 according to NTC:2018 added.


D11: Buckling design added


DGK: For angles alp. pl. different to 90 degrees, the geometry was not correct displayed for valley rafters.



Activated snow guard is now taking in to account again.
D2C: Stream beam and princ. rafter will be designed again.



NTC EN 1995:2018 implemented.


In the detailed optional output you get now the value kdef.
DGK: There is now a note in the output, that the dead load of the jack rafters is not included.


DGK: ASCII-Import could cause a crash.
D12: Input of supports for the collar beam could cause a crash.
D11 with ridge-purlin: Graphic view of the support reactions corrected.
Connections with cleat corrected and proof of notching added.



For the graphical output you can set now your own measure.
For the input of the hight you can use now 3 places after the decimal point.
Stability design now also for N=0.
If there is only 1 horizontal support on a roof side, it can be used for connections, even if it is not the last support of the rafter.


When a position was saved, there could occure an error 53.
Calculation of kv due to DIN NA NCI 6.5.2 was changed, because this applies only for top notching.



New Materials due to EN 338:2016 and 14080:2013 set to standard.
D12: In the connection dialog of the collar beam the text is changed to: "req dowels per shear band".
D12: Design of collar plate corrected.
DGK: Dimensions in the graphic view corrected.



New softwood and hardwood implemented according to EN 338:2016.


Output of timber design optionally can be disabled.


Connections of collar beams and purlins with nailed cleats: hight and width changed.
Load transfer crash to DLT / HO7 fixed.



Glulam according to EN 14080:2013 implemented for Germany and Italy.
The "old" Glulam timbers are marked with * (for example GL24c*).


Output Profile:
The graphics for max/min can be defined for the output.
The load combination list is set for the output as default.


Snow loads for ÖNORM EN: If the influence area is smaler than 10 m² then the snow load is increased.
The behavior of snow accumulation has been corrected in the load dialog.
Additional snow load was set to domestic load when transfered to DLT.
Corrected factor kh to increase strength with small cross-sections.
D12: The selectable but not changeable number of the collar beams is removed.



ÖNORM EN 1995:2015 in combination with ÖNORM EN 1991:2013 implemented.
BS EN 1995: 2012 in combination with BS EN 1991: 2011 implemented.


D9: Wind loads corrected for uplift design of mono-pitch rafters.
DGK: Values for width and height are stored in the load dialog again.



Implementation of DIN EN 1995:2013 in combination with EN 1995:2014.
Preset design standard can be defined in the project properties.


Averaged kmod for wind loads according to German NA.
D9: Option for automatic dead loads can be saved.
D11: Query for item calculation when entering the connection dialog without results from rafter.
D12: Correction of asymmetric base connection.
DGK: Comment for the designed cross section in the output. Default cut out depth = 50 mm.



User-definded windloads will be shown correctly after reopen of loads-dialog.
Snow-accumulations in DGK were shown two times in graphics. This item is corrected.
Combinations mit wind as additional loads corrected.



Graphics: Overlapping of support-numbers prevented.


Programm will start with the last used code.
Input of length of roof will be accepted in input field.
Userdefined windloads will be shown after reopening of the dialog correctly.
Numbers of supports synchronized between graphics and text.



The calculation of fcalphad has been corrected and the coefficient kcr is considered in the proof of notchings.
The calculation of the wind lenght e has been improved for gablesided wind for the proof against liftoff.
Now the maximum internal forces are used for the proofs of the footing details instead of the maximum support reactions.

support reactions by design situations

The max/min support reactions are now seperated by the design situations.

EN 1995 Italy

UNI EN 1995-1-1/NA:2007 and UNI EN 1995-1-1/NTC:2008 implemented.



Crash with supports of hip/valley-rafters has been corrected.
Support reactions of the program DGK are always shown in [kN].
Crash with joints of collar beams for single collarbeams has been corrected.
Proofs for plausibility in thermal proofs have been improved.
ASCII-Interface and the converting from D2 to D9 have been improved.
The desciption of the snow reference length at jack rafters has been improved.


Exceptional snow loads

Exceptional snow loads are now equal treated as usual exceptional and accidental loads.
Therefore the exceptional snow load is no longer considered for proofs in case of fire.


Now it is optionally possible to consider singelsided alternative windpressure loads for the main- and gableroof.


The undergrate wind blast for "wind from right side" in D9 has been corrected in case of user defined windloads.
Internal modifications for libraries.


Improvement of translations
Corrections for proofs in case of fire for double-sided collar beams.



Importing old D6-positions with DIN 1052:1988 into DGK makes the load values to big by the factor of 10000. Now it is corrected.
When importing old positions with DIN 1052:1988, now the coefficients due to humidity for resistance and E-Moduli are set to the values according code.


The manual for DGK has been added.



With the new module DGK it is possible to do analysis and design of hip and valley rafters.


The button for the design of the joints is available for EN 1995.
As before you can still open the dialogue from the mainselection.


Exceptional Snowloads

According to DIN EN 1995-1-1:2010 and EN 1991:2010 exceptional snowloads can be considered.


Now joints can be proofed acc EN 1995 and eventually National Annexes.



The proof of the netto-deflection acc EN 1995-1-1 now considers the creep-deflection due to the variable loads.

design situation

The user can select, whether he wants to print only the proofs of the decisive design situations, or the output should print each of the design situation seperately.
E.g. it makes sense to compare the result of the exceptional snw loads with the common situation.

Braced purlin roof

The proof of the windjack has ben implemented for EN 1995 and NA.



Acording the premise "not more than one exceptional load together" there have not been built combinations with more than one exceptional load.
Now it is possible to combine more than exceptional load inside an associated group to consider them simultanuos.

Exceptional Snowloads

Now the factor Cesl for exceptional snowloads acc EN 1995 can be considered.


The internal-forces-like nodal reactions have been corrected.


double collar beam

Now the internal forces for the connection of double collar beams are splitted and not fully considered for each shear plane.

Correction load transmision

The writing of results for the load transmision has been corrected.


If wind was given as an additional load with a direction, the direction was not considered while combinating.
The result were too much combinations, because "wind from left-side additional loads" have been combinationed together with "wind from right-side standard loads" and vice versa.

The additional design in case of fire is no longer set as default.


proof against liftoff

For the proof against liftoff the undergrat-blast on the gabled side can be optionally considered for "wind against gable-side".


Optional combinations for seismic situation can be considered.



When a position was repeatedly saved under FLManager control the existing data was not overwritten correctly and getting unreadable.
Now the corrupt positions can be corrected in most cases and overwrite the corrupt data.


The undelivered version 02/11C is renamed to 03/11



Now the graphic shows negative dead loads.

UNI EN 1995-1-1/NTC:2008

The analysis acc UNI EN 1995-1-1/NTC:2008 is implemented.

DIN EN 1991/NA

The determination of wind and snow loads acc DIN EN 1991/NA:2010 is implemented.

DIN EN 1995-1-1/NA:2010

The analysis acc DIN EN 1995-1-1/NA:2010 is implemented.


Now it is possible to select different materials for the different members for the connection proofs.


Correction in output of connections

For all proofs of pressure the output prints now the exploitations, because due to the additional coefficients the comparision of the existing and permissible values was not representant.

Correction on pressure proof with bevelled contacts

In the proof for pressure (e.g. pressure between purlin and kerf) the lateral addition to the effective length of the support was only considered at perpendicular stressed areas (e.g. only at the purlin).
At bevelled contacts (e.g. at rafter) the lateral addition of 3cm*cos(Alpha) acc DIN 1052:2008, 10.2.5 Pic.20 is even allowed. That means smaller exploitations!
Now at all bevelled contacts the lateral additions are complemented. At kerfes you should regard the the lateral addition is only possible at one side!
Furthermore the permissible shear stress in equation 52 can be increased 40% for conifer and glulam acc footer in DIN 1052:2008, 10.2.5(1), Pic.20.

Correction bracing with longitudal boards

In the output it was not clear, if the number of nails was meant per collarbeam/support or per plate.
In the documation was written "per plate" but the formula was per collarbeam/support.
Now the number is "per plate" and it will be extraordinarily remarked in the output.

Setting of wind- and snow loads acc code

The kind of setting the wind- and snow loads in the program has been modified:
While formerly it was possible to select in the "options"-dialogue whether the program should set the loadvalues automatically acc code or the user values should be untouched,
now the load values are ALWAYS set acc code by default if the system is changed.
The automatic setting of the load values can be switched of in the loading dialog. This setting will not be saved ay more in the program configuration, but on each position in the database!


Correction in the dialogue for town selection in the roofload library without effect on the calculations.


Correction D12

In the program D12 with selected undisplacable collar beam-option the collar beam considered the normal force from the displacable collar beam.

Internal modification due to modified database structures.

D9, D11, D12

In the programs D9, D11 and D12 connections can be proofed.


Undisplacable collar beam roof

The horizontal plate load for the bracing considered the distance of the rafters twice.

Data transfer for calculation of purlin

In the dialogue for the data transer to DLT10/Ho7 the service class can be set and it possible to select whether only the vertical or horizontal loads should be transferres or both direction at same time.

Internal modification on interface to internal FRAME-library.
Due to that modification the calcullation while run a little slower but the data transfer to the ESK-program via ASCII-file is much more improved.

Internal modification on ASCII-interface for SEMA.


The generation of coombinations has been improved on additional loads with overlaying alternativ- and associated groups.

Translation corrected.

Optinal snowdrift on multi-span roofs can be considered acc DIN 1055-5:2005.

Optinal snowdrift on multi-span roofs can be considered acc EN 1991-1-3:2004.


Dimension error in settings-dialogue corrected.

ÖNorm B 1995-1-1:2010

ÖNorm B 1995-1-1:2010 is available if licensed therefore.


ÖNorm B 1995-1-1

ÖNorm B 1995-1-1 with EN 338:2009 is invalid due to ÖNorm B 1995-1-1:2010-08!

throat plate

The stiffening of the throat plate with longitudinally or transversely plates can be designed according DIN 1052:2008.


ÖNorm B 1995-1-1 with EN 338:2009

The corrected material values of EN 338:2009 can be considered now with ÖNorm B 1995-1-1


progress bar

Now it is possible to cancel the running calculation within the progress bar.


With many loadcases the program was crashing sometimes while calculating the bearing reactions.


loads to purlin

Accidental snowloads can transmitted to purlin now.
The presetting values in the dialog are holded in memory for further callings.
Now it is possible to choose between single or biaxially loading for the purlin, eg. due to horizontal load transmitting to the collar beam.

correction purlin support

The value of kc90 is editable now.

correction rafter base

The cross-section values of the existing rafter had not been considered, if a position was read from the database.

correction collarbeam

The values for N and V have been changed.
The dimensioning will be done for to the maximum resulting force, instead of former maximum vertical force.


The ASCII interface to DLT10 and Ho7 includes now informations about the permissible deflections.


DIN 1052:2008 Italy

The south tyrol version of DIN 1052:2008 is now available, if licensed.


If more than one combinations was selected for the detailed output with graphics, the text got lost. This error has been solved.



The forces of addational loads have been added in the output of forces for the connection of the ridge and collarbeam sorted by the actions. the design values already included the forces by the additional loads.

A numerical error, that may raise with systems with cantilevers and a collar beam, was corrected
For all SLS-proofs roofloads according category H are not considered furtherhmore.
In the wind-/snowloads dialogue all values will be preset "according code" as default.


material identification with ASCII import

The identification of hardwood with DIN or Eurocode while ASCII import has been improved.

ASCII Interface for D5

The ASCII interface method has been corrected for collar beams and additional loads.


The output for connections according DIN 1052:2004/2008 has been improved. Furthermore the required number of fasteners per shear plane is printed in the output.

DIN 1052-A1:1996

In the graphical output both exploitations (DIN 1052(H-HZ) and DIN 1055-old (only H)) are represented.



Internal adaption and corrections.


D1-D3: Connections are available for DIN 1052:2008.
It is possible to select the default norm under Options / Settings.



For DIN 1052:2008 better timber than C24 is available now.
The problem with each other overwriting positions for load forwarding has been solved.


Correction EN 1995

- all proofs of SLS have been re-engineered:
EN 1995-1-1 (pure):
proof for winst, wfin, wnetto in characteristic situation acc EN 1995-1-1, 2.2.3 combined with maximum permissible values acc 7.2
ÖNorm-B 1995-1-1:
proof for wQinst, wfin* in characteristic situation and wnetto in permanent situation acc ÖNorm B 1995-1-1, with boundaries acc ÖNorm B 1995-1-1, 4.3.1

- combination acc EN 1990/1991 for imposed loads in roof (manload) have been corrected:
EN 1991-1-1 (pure):
combination of manload with snow load OR windload is not considered acc EN 1991-1-1, 3.3.2.(1)
ÖNorm B 1995-1-1:
combination of manload with snow load OR windload is not considered acc ÖNorm B 1991-1-1, 4.4.4, table 5, footnote (1)

- partial factors for material properties are considered acc EN 1995-1-1, 2.4.1, table 2.3.
ÖNorm B 1995-1-1 accepts this table.


-The deflections due to manload are not considered now in the grafics for DIN 1052-A1:1996
-The selected snow-action will be stored for DIN 1052:2008, too.


Collar beams with 2-part can be considered now.
The actions "Snow accidental" with medium and short-term load durations are available again.


EN 1995-1 is available if licensed.


DIN 1055-4:2006 considers positiv aerodynamical values for light-sloped roofs on lee-side. That makes windpressure on the lee-side. Due to this additional effect to dead loads and snow loads, windloads are considered even for the leeside case at single rafters.

In the ASCII-interface windloads for DIN 1055-new have been splitted to much.


DIN 1052:2008 is available now.


The permisseble values for deflection were wrong in the output for proof of serviceability limit state.
Possibly the permissble values for stresses over inner columns have not been increased due to numeric problems for extrem short beams.


Now the maximum and minimum values are written to resultsfile for loadforwarding instead of total values.


internal adaption