Hira Malik

HOW TO DESIGN A CIRCULAR SLAB FOR POINT LOADS MANUALLY? ITS AN UNDERGROUND STRUCTURE WITH TOP SLAB AS CIRCULAR AND I HAVE TO DESIGN IT FOR VEHICLE LOAD. FOUND FORMULAS FOR UDL ON CIRCULAR SLAB BUT NO FORMULAS FOR POINT LOAD.

OK GREAT. WILL GO THROUGH ALL OF THEM. HOPE THEY HELP. JAZAKALLAH.

CANT FIND SOLVED EXAMPLES FOR CONCRETE OR STEEL TUNNEL DESIGN. SHARE IF YOU HAVE ANY. OR ANY SAP2000 MODEL OR TUTORIAL SHOWING HOW TO APPLY DIFFERENT TUNNEL LOADS. JAZAKALLAH.

BTW GOT THE BOOK AT [URL Deleted as it violates Forum Posting Rules]

YES THANX ALOT. ITS REALLY HELPFUL.

YES THANX ALOT. ITS REALLY HELPFUL.

Does anyone have the soft version of Muni Budhu? If not then any other book which describes the pile foundation topic in such detail as in Muni Budhu.

The horizontal members are the ones which will be braced using sag rods. yes its elevation view. We have similar horizontal member at the other side too and the 2 are to be braced using sag rods. Design of sag rods will be similar to that of cables, not sure if SAP2000 can design it accurately or at all, never did it. Or do u have anything on design of rods or cables in SAP2000?

I have a model from a client to review. There are these horizontal members that are having the P-M Ratio value as greater than 1. Showing that the members are over stressed. Now the client asked me to ignore it, as these elements will be braced by the sag-rods but that they cant be modeled on SAP2000. Is it true that we can't model sag-rods on SAP? If yes, then how can I check that whether these sag-rods will reduce the P-M Ratio of these elements to 1 or not?

Yes thanx alot. It was really helpful.

Thats a great explanation. Thanx a lot. But i am wondering as none of the XRANGE & ZRANGE values are different, is it possible that these are 2 different loads applied on same whole floor? Like one is weight of floor and other is that of some equipment or machine load? In that case the XRANGE & ZRANGE values will remain same. Or the floor loads only include the self-weight of the floor itself? Sorry for any stupid question as load defining is much easier in SAP2000 and ETABS.

HERE IS THE INPUT FILE. THE LOADS DEFINED IN DL AS FLOOR LOADS CONFUSED ME. THE SLAB IS 3" THICK. STAAD FILE.txt

Yes I am checking the model. Thought maybe any of you guys know about the floor loads. Also went through the technical manual. didn't get any answer.

Not a regular user of STAAD and I m really confused by the floor loads. The floor is 3" thick RCC slab. How 2 different floor loads have been applied in dead loads as 50 and 122 psf? The pics are also attached. For 3" slab, shouldn't it be 150*3/12=37.5 psf.

Not sure when to use 10.5.1 and when 10.5.3. Because 10.5.3 give too less reinforcement than required by 10.5.1.

Yes, its basically the Abutment Wall of Weir. I have googled a lot but couldn't find anything. My senior says to consider only 3 ft as effective depth, but I want a reference to what he is saying.

For a base slab of retaining wall with 6ft thickness, what limited thickness should we assume for calculating minimum reinforcement? Because if we consider it as 6ft for the minimum reinforcement formula (As=p*b*d), the reinforcement comes out to be too much.

I think Mr. Ilyas is right. I drew a none property section from center to center of two columns and applied load on it. ETABS says "the load is not transferred".

How to apply "ECCENTRIC LOAD IN ETABS"? Like if i have a 18in*18 in column and load is applied 0.75 inch away from the centroid, how do i apply it?

YOu mean that for a 3000 psi concrete, cohesion will be 3000/2=1500 psi?

While performing stability analysis of dams, we have a "shear friction factor" for which we need cohesion value of the material. I am confused that whether i should use cohesion value of concrete or the rock foundation? What is the cohesion value of 3000 psi concrete and how to calculate it? In the book of santosh kumar garg, he has used the shear strength of joint instead of cohesion. Why is that? Because many other books use cohesion in the formula.

While checking the allowable deflection in member in ETABS, which deflection is to be considered, absolute or relative? Which one represents the actual deflection of the member?

How to check cable design in SAP2000? Purlins and rafters are designed in "cold-formed steel design" of SAP2000, but for checking/designing cables i cant find any option. How to check if the cable section etc. is adequate?

I am getting the following error while I try to run my model in SAP2000 "Error In Creating Analysis Model- Area Load Assigns". This has to do something with the ‘none’ section property assigned to the walls. Deleting these walls solves the problem but will also delete the loads assigned to the walls. Can I assign the loads by defining a wall section with 0” thickness? What’s this error about?

Yes i know that this problem will be solved if i use any other code. But i have to use the same and want to know the reason or explanation about this warning if any one knows it.