Design Settings > Design Checks (IS only)

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.


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