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chiragchaudhari
SEFI Member
Joined: 18 Jul 2017
Posts: 3
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 Posted: Wed Mar 14, 2018 3:35 am Post subject: Drift limitations in IS 16700 |
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Dear sir/ Madam,
As per section 5.4.1 the lateral drift ratio (under factored wind load combinations) is given as H/500 and for single story it is given as h/400. For earthquake load (factored) combinations it is given as h/250.
H=total ht of the building
h=ht of one story
My question is for which unfactored wind load combinations and factored earthquake load combinations the drift value is to be considered.
Also does H/500 states the limitation for maximum deflection of building as tatal height is considered.
Kindly give some clarity on this clause....
Regards,
Chirag Chaudhari.
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alpa_sheth
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Joined: 26 Jan 2003
Posts: 278
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| Posted: Wed Mar 14, 2018 5:27 am Post subject: Drift limitations in IS 16700 |
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​The use of factored/unfactored needs to be understood.
Unfactored wind loads are easy to understand. They are the design wind loads without any load combination factors of 1.5, 1.2 etc.
Factored earthquake loads are also the design earthquake loads without any load combination factors of 1.5, 1.2 etc. The reason they are called "factored" loads is because you have used a response reduction factor R to factor down the earthquake force levels.
regards,
A
​
best regards,Alpa Sheth
VMS Consultants Pvt. Ltd.
83 Sakhar Bhavan
230 Nariman Pt.
Mumbai 400021
Tel: 91-22-61725200
w (vmsb@vakilmehtasheth.com)ww.vakilmehtasheth.com
On Wed, Mar 14, 2018 at 9:06 AM, chiragchaudhari <forum@sefindia.org (forum@sefindia.org)> wrote:
| Quote: | Dear sir/ Madam,
As per section 5.4.1 the lateral drift ratio (under factored wind load combinations) is given as H/500 and for single story it is given as h/400. For earthquake load (factored) combinations it is given as h/250.
H=total ht of the building
h=ht of one story
My question is for which unfactored wind load combinations and factored earthquake load combinations the drift value is to be considered.
Also does H/500 states the limitation for maximum deflection of building as tatal height is considered.
Kindly give some clarity on this clause....
Regards,
Chirag Chaudhari.
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hemalmistry
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Joined: 01 Jul 2009
Posts: 70
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| Posted: Wed Mar 14, 2018 5:52 am Post subject: |
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Alpa mam, Thanx for the clarification regarding "factored seismic load", as generally we mean factored load combinations are load combinations with PSF for loads applied to each load.
Regards
hemal |
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chiragchaudhari
SEFI Member
Joined: 18 Jul 2017
Posts: 3
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| Posted: Wed Mar 14, 2018 6:53 am Post subject: Drift limitations in IS 16700 |
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Thank you for making it more clear.
I have one more query.
The same clause suggest the relaxation of drift limitation to h/400 for single story.
What exactly it is for..??
Regards,
Chirag Chaudhari
On Wed, Mar 14, 2018, 11:03 alpa_sheth <forum@sefindia.org (forum@sefindia.org)> wrote:
[quote] ​The use of factored/unfactored needs to be understood.
Unfactored wind loads are easy to understand. They are the design wind loads without any load combination factors of 1.5, 1.2 etc.
Factored earthquake loads are also the design earthquake loads without any load combination factors of 1.5, 1.2 etc. The reason they are called "factored" loads is because you have used a response reduction factor R to factor down the earthquake force levels.
regards,
A
​
best regards,Alpa Sheth
 ]https://drive.google.com/uc?id=0B4BXntATUzLzTWdET1NuSmJtUTA&export=download">
VMS Consultants Pvt. Ltd.
83 Sakhar Bhavan
230 Nariman Pt.
Mumbai 400021
Tel: 91-22-61725200
w (vmsb@vakilmehtasheth.com (vmsb@vakilmehtasheth.com))ww.vakilmehtasheth.com
On Wed, Mar 14, 2018 at 9:06 AM, chiragchaudhari forum@sefindia.org (forum@sefindia.org))> wrote:
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