ahsun

Thanks for your reply. Can you please provide me with some study material for such footing? .. 

I have a study case for existing three story concrete apartment.  Extension for building has been done by using steel material. Footings for steel columns are constructed by inserting it 300mm-400mm in the plain concrete footing size of 800mm x 800mm x 800mm ( l x b x d ). No shear stud has been provided. Only a steel plate is used in the base of steel column. Is it safe to have that kind of footing for a residential apartment? What precautionary measurements should be taken in order to make it safe? Is there any example for that kind of footing I can find somewhere?

Thanks!

I am designing a footing of column for seismic loads. Is it permissible to increase the allowable soil bearing capacity by 30% for seismic design of footing? Can anyone provide me with book or code reference?

When I import a raft or slab from ETABS 2013 to SAFE 2014, It is generating dead & "dummy" load case in safe 2014. Load Case, Dummy has a dead load with multiplier of 1. Whereas in Load case Dead, it has a dead and dead_above with a multiplier of 1. When I generate default load combinations from SAFE, it is considering dummy and dead with factor of 1.2. As far my understanding, it is considering double the self-weight of the structure. What SAFE 2014 is doing, is it right? or I have to delete the dummy load case from my model in order to avoid the duplication.

Has anyone faced this issue?

I hope anyone can make my doubts clear.

Regards.

I am designing a water tank as per ACI350-06. I want to add a extra reinforcement with the base reinforcement i.e., d16/200 (base reinforcement) and d12/100 (extra reinforcement). Environmental Durability factors for d16/200 and d12/100 are 1.52 and 1.21 respectively. Reinforcement diameter is neglected in the factor as per code. What will be the governing Environmental Durability Factor out of it, I have to consider in the design? I am comparing this factor with factor of safety calculated from provided to required reinforcement.

Can anyone tell me while assigning the diaphragm when we have to choose the semi rigid or rigid. What exactly it does with the structure in ETABS? 

As far my understanding I am applying rigid diaphragm for concrete structure and semi-rigid for steel structures / car park structures.

Regards

How can I calculate the required splice length for column?

What will be effect on the structure, if someone on site provide the column splice length less than the required length? Will it create problem in load transfer or moment or stress? 

What is the minimum column splice length can be provided? (With ACI Code Reference)

Regards,

A lot is going on this thread, and I would just point out 1 thing regarding "hinge type base plate".

Your base connections can be fixed or pin.

Depends where you place your bolts around column. If bolts are insider flanges, its pin, if outside, fixed or moment. You will have to design the baseplate accordingly.

Also the connection of column to baseplate matters and you can achieve a pinned connection by welding in a special way but to keep things simple, assuming fully welded column to baseplate, stick to bolt layout to determine if its pin or fixed.

Rest, you can transfer the loads like you said. Follow free body.

Thanks.

Hello Umar,

Can you please send me any reference book or document for your quoted statement?

"If bolts are insider flanges, its pin, if outside, fixed or moment. You will have to design the baseplate accordingly."

Thanks.

I would like to know in which of the following case the length of steel in pile of 50ft. deep is required more? (With any Logic)

1. Spiral At 5" Pitch

2. Welded Rings @ 5" c/c spacing

Thanks for your reply..

Do you mean by everything? I mean what is it?  how ETABS 2013 confirm the governing wind load value in those load combination?

I have created auto generated all wind loads cases using ASCE 07-10 in load pattern. It automatically generates all 12 cases for wind i.e. Wind-1,WInd-2,Wind-3 to Wind-12.

When i generate the default load combination, it shows only 6 load combinations including wind load case. In load combination, it shows only one load case i.e Wind. However in ETABS 9, it used to generate 12 load combination including all wind load cases.

I want to know in ETABS 2013, is this case "Wind" in load combination is the Envelope of all 12 Wind loads cases. if it is then how can i confirm it? Does anyone know is it working or any related reference?