Design Settings > Design Checks

Tekla Structural Designer
2021
Tekla Structural Designer

Design Settings > Design Checks

Warnings used as guidance during the design of a structure to IS seismic provisions are in effect by default. These can be de-activated as found useful from this page.

Design Checks (IS Head code only)

Setting Description

Concrete Seismic Warnings

Requirement of seismic provisions of non-SFRS members
  • Applies to normal weight reinforced concrete beams, column and walls not included in the SFRS
  • Prompts the designer to apply code prescribed requirements on top of current design
Structure in seismic zone II - Clause 1.1.1 See IS 13920 2016 Clause 1.1.1
Specified concrete grade is too low - Clause 5.2
  • Prompts the designer to increase the concrete grade of the member
Specified longitudinal reinforcement grade too high - Clause 5.3.1 (b)
  • Prompts the designer to use lower longitudinal reinforcement grades
Column at the end of the beam is not in the same seismic frame
  • Used to validate if the frame of which the beam is part of is correctly set-up as a seismic frame
  • Applies to normal weight reinforced concrete beams part of a seismic force resisting system
  • Applies to both SRFS type and direction
  • Checks both ends of each beam span
  • Prompts the designer to set up a consistent SFRS type and direction between all members of the frame
Beam at the end of the column is not in the same seismic frame
  • Used to validate if the frame of which the column is part off is correctly set-up as a seismic frame
  • Applies to normal weight reinforced concrete columns part of a seismic force resisting system
  • Checks the top of each column stack
  • Prompts the designer to set up a consistent SFRS type and direction between all members of the frame
Beam axial stress is too high - consider as compression member - Clause 6.1 See Clause 6.1
Beam support region size is too small - Clause 6.1.1, 6.1.2
  • Comes into effect if the length of the end shear design regions is smaller than the requirement
  • Prompts the designer to review the shear design regions - Design options
Beam effective width at support is too large/not calculated - Clause 6.1.4
  • Comes into effect if the effective width at support is larger than the requirement, or not calculated
Beam depth is too high - Clause 6.1.4 See Clause 6.1.4
Column axial stress limit - consider as flexural member - Clause 7.1 See Clause 7.1
Column cross sectional dimension is too small - Clause 7.1.1, 7.1.2 See Clauses 7.1.1, 7.1.2
Column width is too small in Beam-Column joint- Clause 9.1.3 See Clause 9.1.3
Wall thickness is too small - Clause 10.1.2, 10.1.3 See Clause 10.1.2
Wall width is too small in Wall-Beam joint- Clause 9.1.3 See Clause 9.1.3
Concrete seismic checks

Wall minimum horizontal reinforcement - Clause 10.1.6 Table 1

Wall maximum allowed horizontal bar diameter - Clause 10.1.8

Wall minimum vertical reinforcement - Clause 10.1.6 Table 1

Wall maximum allowed vertical bar diameter - Clause 10.1.8

  • These options can be used to skip wall design seismic horizontal and vertical reinforcement checks
Steel Static Warnings

Shear buckling is too high - Clause 8.4.2.1

See Clause 8.4.2.1
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