Rahul Sarker's Activities

diaphram in steel building

Rahul Sarker — Sat, 23 May 2020 14:07:46 GMT

I am designing a steel building which has a mezzanine floor.Steel frame will carry all dead and live load & no composite action is considered.concrete slab will act only as a floor covering material.As steel beam,joist is not bonded together like Monolithic action with concrete, can i use diaphram with master slave command in this case?.if yes, then what will be the connection type in practical site with steel floor and concrete if we use semi rigid in master slave command.thanks in advance..

communities.bentley.com/.../04._2D00_master-slaveCopy.std

steel member design in staad pro

Rahul Sarker — Thu, 21 May 2020 06:07:44 GMT

Hi,

I have attached a simple 2D design of a steel structure.In one design i have broken the beam into some segments and the member is passed.Then i wanted to check the entire beam as one member with the same section and same loading.This time the beam is not passed.how to solve the problem? thanks in advance.

communities.bentley.com/.../01_2D00_design-with-member-breaking.std

communities.bentley.com/.../02_2D00_design-without-member-breaking.std

question regarding response spectrum analysis

Rahul Sarker — Mon, 08 Apr 2019 11:17:38 GMT

Hello Engineers,

I have some question regarding response spectrum analysis. Your help is needed

I HAVE DESIGNED A 10 STORY STEEL BUILDING WITH ALL STATIC LOAD COMBINATION AND PASSED ALL MEMBER AS PER CODE.THE DEFLECTION AT TOP IS 142 MM AND WHICH IS ALLOWABLE (MAXIMUM LIMIT IS 160 mm) .THEN I HAVE DONE THE RESPONSE SPECTRUM ANALYSIS AS PER ASCE 7-05.I HAVE CHECKED DRIFT WITH THIS “DL+EX+,DL+ EZ+” LOAD COMBINATION. I HAVE FOUND THE DYNAMIC DRIFT IN TOP FLOOR IS 432. NOW MY QUESTION IS,

Q-01- WHAT I WILL DO NOW?.I HAVE TO CONTROL THIS DYNAMIC 432 mm DRIFT TO MY STATIC DRIFT 142 ?

Q-02-IN CONNECTION DESIGN, I HAVE TO COUNT DYNAMIC FORCE AND MOMENT OR STATIC MOMENT AND FORCE ? ALSO IN BASE PLATE DESIGN WHAT FORCES I HAVE TO CONSIDER,STATIC OR DYNAMIC?

Q-03- I WANT TO FIND SHEAR AND MOMENT FROM A SPECIFIC SUPPORT BY REPORT.IS THERE ANY COMMAND?

Q-04- WHEN ASSIGNING RESPONSE SPECTRUM DEFINITION AS PER ASCE-7-05,I HAVE PUT THE ZIP CODE VALUE AS 0,BECAUSE I HAVE DESIGNED FOR BANGLADESH.IS IT OK? IF NOT THEN WHAT WILL BE THE PROCEDURE?

THANKS IN ADVANCE……

problems when working with direct analysis method

Rahul Sarker — Mon, 04 Feb 2019 10:48:23 GMT

hi everyone,i have created my staad model and assig loads in KN-M unit and design parameters are also in same unit .the design was ok.after that i have assign" direct analysis" from load definition.there i have given the yield strength in (KN-M) unit .then an error occurred saying that ** FYLD OUTSIDE THE NORMAL RANGE FOR STEEL, CHECK UNITS.".i have put all my units in same unit.but can't get rid of the problem.i would be very grateful if you solve the issue.i have attached my staad file.thanks in advance

communities.bentley.com/.../16_2E00_._2D00_LPG-BUILDING.std

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