- Inter
storey drift ratio should be less than 0.004.
**(Clause 7.11.1.1 of IS 1893(Part 1): 2016** - The maximum deflection
against wind allowed is H/500.
**(Clause****5.4 of IS 16700:2017)** - Maximum deflection against EQ allowed = H/250.
**(Clause 5.4 of IS 16700)** - Maximum
deflection against cantilever or any individual element allowed = span/350 or
20 mm whichever is less.
**(Clause 23.2.B of IS 456:2000)**. - Guidelines for fundamental time-period = 0.1 * N (N= No of levels)
- No.
of modes given should be given in such a way that around 95 to 98% modal
participating man ratio shall be achieved. (
**Clause 7.7.5.2 of IS****1893 (Part 1): 2016.** - 1
^{st}mode of vibration is preferred to be in translation mode.**(Clause 5.5.1 of IS16700: 2017)** - If
the frequency of the building is less than 1Hz then wind dynamic analysis needs
to be done by considering the guest factor
**. (Clause 9.1 of IS****875(Part 3) :2015)**and for the Dynamic wind, response refers to chapter 10 of the same code describe at this point. - For key elements
(elements acting as transfer beams) design over strength factor of 1.5 need to
be used for EQ loadings. E.g.: Load
combination (Additional factor of 1.5 need to be multiplied for EQ load case
for the following load combinations)
- 1.5D + (1.5 * 1.5) E
- 1.2D + 1.2 L + (1.2*1.5) E
- 0.9D + (1.5*1.5) E
- If
the expansion joints are there in the building the distance of expansion joint
need to be as per
**(Clause 7.11.03) of IS1893 Part 1-20** - All the structures
elements need to well within the strength design limit criteria.

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