List of issues in the CYPECAD final design report

Below is a list of messages that may appear in CYPECAD’s "Final design report".

Notes:

• Text within {} is a comment or group.
• Text within [] lists several possible options.
• Text such as %s, %g, %f, … is filled in with different values in the program.

Messages:

• The reinforcement of the column with reference %s in floor %d must be divided due to the bar length limitation, but this division must be carried out within the beam, which is not adequate, and will not be carried out in any floor of the group.

• The disconnectivity in group %s of %s with the columns are not correct because there exists a connection with waffle slabs or flat slabs

• {Beam errors (explanations of these errors can be found in "Error Assessment")}
  • Average stress greater than the allowable stress.
  • Edge bearing pressure > 1.25 × allowable bearing pressure
  • There is no equilibrium
  • ...

• {Beam errors (old portal frames) (explanations of these errors can be found in "Error assessment")}
  • Excessive shear.
  • Excessive or impossible stirrups.
  • The area of the top reinforcement is smaller than required.
  • The area of the bottom reinforcement is smaller than required.
  • The steel area of the stirrups that have been placed is less than that selected by the program.
  • Oblique compression
  • ...

• There are some frames that have section or level changes, which are usually caused by errors when entering beams. If you really want to make the section or level change, check the reinforcement at the points where these changes occur.

• The program does not automatically check the deflection of waffle and flat slabs. For these floor slabs, the values of the elastic deflection can be consulted between any two points indicated by the user. The limits in accordance with the code selected for the job should be consulted and estimate the corresponding deflections.

• Floor slab element (x1, y1) (x2, y2): Insufficient section.

• The hollow core slab between coordinates %s, is insufficient %s. Acting: %g %s, Maximum Resisted: %g %s

• The hollow core slab between coordinates %s, fails due to shear %s. Acting: %g %s, Resisted: %g %s

• The deflections of hollow core slab %s have been calculated with complete stiffness due to the fissured stiffness not being available and/or fissure moment to calculate the equivalent stiffness.

• In the alignment of lightweight slabs, joists, composite slabs between coordinates %s there is a negative moment of %.2f %s which cannot be covered by any reinforcement.

• In the alignment of lightweight slabs, joists, composite slabs between coordinates %s there is a negative moment of %.1f %s which cannot be covered by any reinforcement.

Warning: The following points have excessive displacements. This may be due to an incorrect structural design or, if mat foundations or foundation beams have been entered with a reduced subgrade modulus, the global or partial settling of the building.

• The global stability check has failed.

• {Standards: Brazil}
  • GammaZ >= 1.3. The structure should be reinforced, as it is highly prone to displacement

• The panel %d has insufficient dimensions to be able to place a hollow core slab.

• Rectangular slab with depth %d cm less than the minimum: %g cm

• [Point and Linear] loads outside the floor plan:

• Loads [Point and Linear] not taken into account in the calculation:

• The external fixity beam %d with ends %s is connected to column with reference %s.

• The part of group %d containing %s is not restricted from vertical movement in the conventional sense (columns extending to this floor, wall supports, low wall supports, etc.). The only elements that may be restricting vertical movement are those that start on this floor and extend to upper floors. Whilst this may be correct, it probably indicates an error in data entry, so you should check the data you have entered.

• There are some vertical load-bearing elements (columns, screens or walls) defined with fixed supports, and others where the interaction between their foundation and the ground is being taken into account. This can lead to unforeseen differential settlement and unexpected results.

• With the top and bottom assembly overlap option outside of the supports it is not possible to use assembly reinforcement that does not contain straight bar anchorage at intermediate nodes. You have selected a different assembly reinforcement anchorage criteria but it shall be reinforced with the straight bar anchorage criteria.

• Los muros %s (consultar con la opción 'Información'), han sido introducidos con vinculación exterior a la estructura y están en contacto con vigas que no son ni empotramientos en muro, ni apoyos en muro, ni vigas de centrado de muros.
  Tenga en cuenta que de esta forma se impide el desplazamiento vertical de la viga. Normalmente estos muros deben estar exentos o en contacto con empotramientos o apoyos en muro, o con vigas de centrado de muros.
  La obra continuará calculándose, por lo que puede interrumpir el proceso de cálculo o, al finalizar el mismo, revisar el encuentro indicado y, si es necesario, corregirlo.

• {Corbels}
  • The column width is smaller than the corbel width.
  • The load application point must not fall outside the corbel reinforcement zone.
  • The corbel cannot be designed if negative loads are applied to it.
  • The selected concrete and main steel are not compatible.
  • The selected concrete and the stirrup steel are not compatible
  • The ratio of the horizontal load to the vertical load exceeds the maximum permitted by the standard.
  • The overhang from the edge of the support does not exceed the minimum permitted value. 
  • No valid reinforcement has been found – Primary reinforcement.

• Frames '%s' have been designed with the option 'Continuous assembly reinforcement in the span - At workshop'.
  {This notice applies to variable-depth beam frames with more than one span that are assembled on site}

• [The joists and slabs] have a positive moment at the support. Pin the edge and re-analyse or study the continuity of the bottom reinforcement.

• The following error has occurred whilst sizing the %s joists: [Insufficient floor slab depth to resist the flexure; The calculated shear cannot be resisted, etc.]

• An end of joists %s is in a negative moment zone. These joists are not designed for negative moments, as it would be necessary to fix the ends or make them continuous with other panels.

• {Standards: Brazil}
  • The waffle slabs %s have a rib spacing greater than %s. They should be calculated as a beam and flat slab mesh. They must be calculated as a grid of beams and slabs.

• The following error occurred when designing the joists %s: %s.
  [The reinforcement cannot be placed with the given dimensions.
  No reinforcement configuration has been found that satisfies all the checks for the beam’s geometry and internal forces.
  No valid section has been found.]

• There are excessive tensile forces at floor %d of plane stress wall '%s'.

• There are excessive tensile stresses in masonry wall: %s, floor: %d.

• There are excessive compression forces at floor %d of plane stress wall '%s'.

• There are excessive compressive stresses in masonry wall: %s, floor: %d.

• Supports '%s' fail a punching shear check.

• The structure should be re-analysed, as soil-structure interaction is being considered and the dimensions of the foundation elements have changed.

• The job should be re-analysed, as the section assigned to the sloped beams '%s' has changed during the design.

• The job should be re-analysed, as the section assigned to tie bars '%s' has changed during the design.

• The job should be re-analysed, as the section assigned to the 'V' bracing '%s' has changed during the design.

• The job should be re-analysed, as the section assigned to columns '%s' has changed during the design.

• The job should be re-analysed, as the section assigned to beams '%s' has changed during the design.

• The job must be re-analysed as the concrete section corresponding to composite beams '%s' is smaller than that used in the design.

• The initial group (%s) has more than one floor. A stair core has to begin and end in groups composed of a single floor.

• No structural supports have been defined at the connection for staircase '%s', located between levels %s and %s.

• The staircase is not defined for all floors in group '%s'.

• The staircases corresponding to stair core '%s' have not been analysed.

• Changes have been made to the staircases associated with stair core '%s' since the last analysis. Re-analyse the structure to take the new support reactions into account.

• The job must be analysed so that the reactions of the stair supports of stair core '%s' can be entered.

• Staircase '%s' of stair core '%s' has not been analysed.

• Columns %s have an error in their design. They must be reviewed with the '%s' option.

• {Wind loads: Nicaragua and Mexico}
  • The ratio of the height of the building to the minimum dimension of the base is greater than %s.

• Other columns start on columns %s. We recommend reviewing the encounters between them and assessing the need to specify construction details to ensure proper continuity of forces between these columns.

• There are frames blocked in all the groups of the job. Please note that in these frames the program only checks the necessary reinforcement in the main sections of the beams in these frames.

• There are frames blocked in group %s. Please note that in these frames the program only checks the necessary reinforcement in the main sections of the beams in these frames.

• There are frames blocked in the following groups: %s. Please note that in these frames the program only checks the necessary reinforcement in the main sections of the beams in these frames.

• The force amplification coefficient due to second-order effects is greater than %s. We recommend stiffening the structure and re-analysing. Please note that the method used to account for second-order effects has a limited scope of application. In this case, a more general method for calculating second-order effects should be applied.

• The base reinforcement of panels %s has changed.

• Panels %s require shoring.

• Excessive deformation in %d case. Consider that analysis results will not be valid and that small deformation considerations may not be met in other elements although the program only warns the first time.

• {Front}
  • The loads in the loadcase '%s' do not produce any external work. Please check the data you have entered.
  • The loads in the vibration mode %d do not produce any external work. Please check the data you have entered.
  • Excessive rotation at the base of column located in coordinates (%lf, %lf, %lf).
  • Excessive rotation at the top of column located in coordinates (%lf, %lf, %lf).
  • This structure is unstable. Please check the data you have entered.
  • The structure consists of several independent substructures, and the selected number of modes is insufficient to represent all the independent degrees of freedom. Increase the number of modes or enter several independent structures.
  • With the selected number of modes, not all degrees of dynamic freedom are involved in the vibration modes. We recommend increasing the number of modes.
  • No modes have been calculated in the %s direction. This may be because an insufficient number of modes have been selected, or because there are constraints in the structure that prevent displacement in that direction. In the first case, you should increase the number of modes. In the second case, you should remove the constraints in that direction or specify that you only wish to carry out a dynamic analysis in the other direction.
  • The fundamental mode has not been achieved in either of the two main directions. We recommend increasing the number of modes.

• {Designing slabs and waffle slabs}
  • A bar with a length less than 10 cm has been obtained amongst the coordinate points (%.2lf,%.2lf) and (%.2lf,%.2lf). Check the analysis results before obtaining drawings.

• {Integrated 3D structures}
  • The analysis was carried out without considering this structure. The job must be re-analysed.
  • Sections have been changed after analysing the whole job. The job must be re-analysed.
  • The structure has been modified after analysing the whole job
  • The 3D structure has been analysed as an isolated structure after analysing the whole job.
  • The displacements obtained are too large for the elements located at the following coordinates:
  • Errors have been detected whilst distributing surface loads at the following coordinates:
  • The dimensions of the nodes located at the following coordinates cannot be correctly entered into the analysis:
  • There are elements which have been assigned an inadequate rotational stiffness value.
  • There are bars that have been assigned an insufficient section.
  • The anchorage conditions at connections '%s' of the integrated 3D structure '%s' must be checked.
  • For the '%s' anchor plates in the integrated 3D structure '%s', the available anchor length at the connection is insufficient.
  • The fire resistance check for steel sections in the integrated 3D structure '%s' has not been activated.
  • The fire resistance check for steel sections in the integrated 3D structures '%s' has not been activated.

•  {Connections}
  • An overlap has been found at coordinates %s between the integrated structures: %s and %s.

• Uplift occurs at some points of the mat foundation of group '%s'.
• Uplift occurs at some points of the mat foundation.

• The allowable bearing pressure is exceeded at some points of the mat foundation of group '%s'.
• The allowable bearing pressure is exceeded at some points of the mat foundation.

• The following loadcases have not been taken into account in the analysis of the job as they have been marked as 'Not acting': %s.
• The loadcase '%s' has not been taken into account in the analysis of the job as it has been marked as 'Not acting'.

• {Seismic loads: Mexico}
  • According to standard %s, section %s, the eccentricity '%s' of the centre of mass with respect to the centre of stiffness (%s) in the floor '%s' shall not exceed the value %s.

• Los pilares están calculados con una versión anterior a la actual. Para calcular con la versión actual es necesario desbloquear todos los pilares mediante la opción '%s' y después '%s' o '%s'.

• The soil-structure interaction has been considered.
• The soil-structure interaction has not been considered.

• Only the concrete beams and columns have been designed by capacity. The rest of the elements must be analysed by the user.

• The amplification of forces by floor is not applied to the bars in the integrated 3D structures.

• In the current version, the 'Post-tensioned slabs' and 'Post-tensioned waffle and one-way slabs' modules design the passive reinforcement and perform the geometric control of the tendons, but consider the floor slabs to be rigid diaphragms. Hence, the effects of the axial force in serviceability limit states or ultimate limit states are not taken into account. In addition to the checks carried out by the program, losses due to prestressing, concrete stresses, and the cracking and prestressing limit states must be checked, as well as the design, reinforcement and anchorage zones, and provide adequate construction details.

• The corresponding material has not been defined for form '%s'.
• The corresponding material has not been defined for forms '%s'.

• There are elements that either fail a check or contain warnings regarding their fire resistance. You can view all elements with errors and warnings under the '%s - %s' option.

• The fire resistance check has not been carried out for the following elements: shear walls, concrete block walls, masonry walls, sloped beams, diagonal bracing, composite beams, joist floor slabs, composite slabs.

• The fire resistance check of the structure has not been carried out.

• The walls %s have been calculated taking into account the rigid diaphragm hypothesis of the floor slabs. The tensions in floor slab zones should be checked and the reinforcement increased to support these tensions.

• The shear stiffness has not been considered in generic material masonry walls.

• There are no punching shear or shear results for the two-way spanning floors.

• The job contains sections of hollow core plate slabs without a compression layer.
• It is therefore advisable to check whether the structure includes structural
• elements such as frames, walls, diagonal bracing, etc., which provide rigidity
• against horizontal displacement, to verify that the rigid diaphragm assumption applies to these sections.

• {Block walls}
  • The concrete block series is not defined.
  • The concrete block is not defined.
  • For the selected standard, reinforcement bars must be provided in concrete block walls.
  • Vertical reinforcement cannot be provided in the wall because it has fewer than two cells.
  • No vertical reinforcement layout satisfies the axial check.
  • No vertical reinforcement layout satisfies the bending check.
  • No horizontal reinforcement arrangement has been found that satisfies the shear check
  • No horizontal reinforcement layout meets the bending check in the horizontal plane perpendicular to the wall.
  • Lintel reinforcement could not be designed.

• {Blocked frames}
  • The reinforcement of frame %u from group %u could not be retrieved.

• The following errors have occurred while designing the steel beams:
  {Various warnings that may appear when modifying a beam section, for example:
  Beams cannot be assigned due to the following error: The axis of the polybeam cannot be obtained.
  On beam %d there is an element supported at point (%g, %g), which is outside the beam.@
  You must delete this beam and enter it again to analyse the job.