B8 | Prestressed Concrete Girder | Update Information

Version 02/17

Correction Calculation

The utilization for crack width design in the case of reinforced concrete was related to the permissible crack widths for prestressed concrete.
Creep modulus calculation for time sections with elevated temperature is corrected.
In case of holes the automatically generated sections are corrected according to the type of the hole.
In the case of the minimum reinforcement for the crack width limitation on the bottom side, a higher mean reinforcement distance is obtained by taking into account the prestressing steel layers, resulting in a higher hcef and ao. a slightly higher req. As . At the same time, the chargeable prestressed reinforcement is also higher in some cases, so that the effects on the utilization (req.As/exist.As) are relatively low.

Correction Input/Output

It is possible again to enter a user-defined area without shear design.
The default value for the number of sections in the basic grid is increased from 10 to 20 sections.
The table shear reinforcement is corrected for the case of in-situ concrete reinforcement (columns "Joint asw" and "Eta vRdi").

Version 01/17

Correction: Input

Input cross section for in-situ concrete:
- Selection box for joint formation has beencompleted.
- The surface depth of the finished part formwork could not be edited in former version
user defined input compressive strength medium value :
- is now correctly considered in the computing part
Input Creep:
- t0= 1d for creep period “Storage” also in the case of in-situ concrete accepted

Correction: Calculation

Calculation - load combinatian in case of dependend vaiable actions:
- The decesive action has only been updated in case of an unfavorable change
Calculation - creep coefficient for in-situ concrete reinforcement:
- is now determined with t0E (creep start for in situ concrete) instead of t0 (release anchor).
Calculation - Minimum Reinfocement for bending :
- The minimum reinforcement was too great for the cantilever arms and the tension zone on top side
Calculation - NA Austria and stress verification prestressing steel:
- Determination of the ksi1 value for the prestressing steel tension has been corrected.

Correction: Output

Output - Graphic for concrete compression stresses changed:
- instead for the permanent combination (only informative), the stress curve for t = t0, the release of the anchoring of the prestressing steel (necessary verification) is shown
Output - table for shear capacity verification along the girder:
- Sections x < section for design: for the strut angle and shear reinforcement of the values from the section for design are adopted.
Output -table of the prestressing steel layers:
- Number of isolated bars is now correct.
Output - table for verification of anchorage of the prestressing steel:
- the outfit was improved by adjusted column widths.

Change to a more recent version of the same country:
- user defined values of the item will not be replaced by standard values

Version 01/16


Current versions for the National Annexes NA to BS EN 1992-1-1, PN EN 1992-1-1/NA, DIN EN 1992-1-1/NA and ÖNORM B 1992-1-1 implemented.
Depending on the National Annex consequence classes can be taken into account.
Deflection check according to EN 1990 A1.4.3 (1) for each combination of SLS possible.


- Optional user-defined actions possible.
- Optional user-defined concrete compressive strength at the time of prestressing force transfer.
- Consideration of a heat treatment, a gradual prestressing force transfer and increased allowable compressive stresses during re-prestressing possible.
- Detailed output for anchor design and deflection check.
- Extended output for accidental situation and earthquakes (graphics, design in table and at the section).


- Stress limit for nonlinear creep for "failed checks" and "critical sections" only as information.
- Deflection calculation: Adjustments in determining the curvature of shrinkage and the curvature of bending and for the used creep values.
- The use of the effective creep number has little influence on concrete and steel stresses in the state of long term effects.

Version 02/15


Optional the rebar diameter can be set differently from the customary diameter list by the user.


Girder with in situ concrete: The design and report of sectoins for the horizontal shear connections are changed to the critical sections. The horizontal shear connection is a specific design criteria now including full documentation (overview, table, shear design graphics/output).

Version 01/15


Load combination decompression: XD1 is calcualted with quasi-permanent instead of frequent combination now.

Version 02/13A


Problem with loading of old items and DIN 4227 as standard is solved.

Version 02/13


Problem with Eastern European typesetting fixed and localization completed.

Version 01/13


DIN EN 1992-1-1/NA implemented, replaces previous existing optional DIN ENV 1992-1-1 (EC2)

Version 02/11


display problem of the triangular load fixed
English translation of the output improved

Determination of the minimum reinforcement for limitation of crack width:
In the case of the tendon type "wire" the prestressing steel area was not considered.

resisting tensile force:
The results for a three-membered strand were too much on the safe side.

Version 01/11A


Output in proportional pitch improved.

Version 01/11


Decompression check was not performed


Internal adjustments

Version 01A/10


Criterion for non- linear creep:
So far, general sigc <0.45 * fck
Now for t = Solve anchoring sigc> 0.45 * fck (t)
Regard to stress exceeded:
For t = Solve anchoring when sigc> 0.6 * fck (t)

Actions in the dialog for reinforcement:
caused an incorrect representation of the result graphs. Cause has been turned off.

Crack width limitation
sometimes. was no evidence led connected with the incorrect message "no reinforcement in the tension zone”. Cause has been turned off.

transverse tensile reinforcement:
Laying length was sometimes erroneous, corrected.

Version 01/10


Crack width limitation:
In case of the cross section has only tension strains, sometimes the strain state determined incorrectly, which resulted in too large crack width.

Version 02/09


For new positions, the standard of the last saved position is the default.