ILYAS

HI EVERYONE! I had gone through all discussion,i would like to add one firm which is "NOOR DURRANI ASSOCIATES" IN LAHORE.I AM RECENTLY WORKING HERE, YOU WILL FIND THE MOST UPDATES THINGS REGARDING CODES ,COMMITTEE AND SOFTWARE. WHICH IS RARE THING IN OTHER STRUCTURAL DESIGN FIRMS OF PAKISTAN. I am not appreciating bcz i m here,i m just the empolyee, i may not be there for some year later.but i found the ceo of firm mr NAEEM-UR-REHMAN DURRANI VERY HARDWORKING AND VERY STRONG PERSON TECHNICALLY,HE IS UNTAGGABLE IN STRUCTURE.WE( NOOR DURRANI ASSOCIATES HAVE EVEN VETTED NESPAK & MUSTAQ AND BILAL MANY TIMES...THE GOOD THING ABOUT MR NAEEM-UR-REHMAN IS THAT,AT THIS STAGE (AGE 63YEAR) HE STUDY LATEST BOOKS. WORKING WITH SUCH NICE PERSON IS HONOUR FOR EVERY YOUNG STRUCTURAL ENGINEER.RECENTLY HE IS WORKING ON TALLEST BUILDING (ONLY IN ISLMABAD),PARK LANE TOWER WHICH IS UNDER CONSTRUCTION. I CONSIDER MR NAEEEM-UR-REHMAN DURRANI EXCEPTIONAL DESIGNER IN PAKISTAN.THANK YOU AND KEEP WORKING HARD!

but in etabs 2015 it works.

ETABS 2015 have option in design that whether you consider minimum eccentricity or not

ok i had seen that one....if no restriction(arcitec) then just provide beam in center.and increase compression (top) reinforcement of slab.

there are 4 MODELS WHICH ONE I CONSIDER FINAL? i have already my too much work of my own,so just summarize it.and where this building is going to built so i could decide category?

increasse the compression reinforcement (top) and see the long term sustaineddeflection in safe.this one is second alternative,but i think in your case deflection is quite high due to heavy loads,it may not control as much as you wanted.bcz reason is slab thickness is low.

dear ahmed !THIS IS ALARMING SITUATION. there are certain things which i dont know about your project,but i have assumed and calculated required thickness of your panel,which comes to be AT LEAST 9.2 INCH.REFERENCE ACI318-14 (TABLE 8.3.1.2) 1-THIS 5cm deflection is immediate,the long term will be approximately 12 cm,but you can calculate exactly by yourself. i dont know what is allowable deflection in your case. 2-i have considered your panel interior ,and taken 9.2m clear span. • L/480 for the part of the total deflction that occurs after attachment of elements, that is, the sum of the long-time deflction due to all sustained loads and the immediate deflction due to any additional live load, for flors or roofs supporting elements likely to be damaged by large deflctions.

AOA, PLZ SOMEONE CAN TELL ME THAT HOW MASNOARY WALL IS MODELLED IN ETABS 2015.WILL IT BE SHELL THIN ?

dear, its not time consuminf.if you are using any software like safe,which automatically gives us critical combination