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Thanks MarcbSE for the explanation. Thanks everyone for the valuable contribution to enhance my understanding on using ACI code.

MaecbSE, can you explain,"It would not apply whenever you do not have a concrete to concrete interface" For normal case is it not valid..? Concrete to concrete transfer..

What is the use of this clause then...? when it is followed...? I am getting confused now. Moreover cl 10.5.3 says we don't need to follow 10.5.1 reinf provided is more then 1.3 time the required fromanalysis. In such a big pedestal literally there is no reinf required. So whatever you proved...

but what about the clause in chapter 15, "Footing"(sorry , the code is not in front of me)of ACI318 which says that at least reinf equal to 0.005Ag should be extended from supporting element(bsae slab) to the supported slab. 49merc, there is no dynamic load on this foundation. It is just a...

Alright, so which clause is the one which define reinf area as 0.002Ag, (blame it to my limited knowledge of ACI) Moreiver do i need to provide 3d reinf cage to avoid any shrinkage cracks within the core. IS there any clause on this issue. I have see this kind of 3d cage for m/c foundation...

but, shouldn't this pedestal be treated as a compression element, rather than a flexural element.

Hi, I am to provide main (vertical) reinf in an equipment foundation which is octagonal foundation with each side =1574mm. Depth of this fdn is 1.5m out of which 300mm above ground. I am struggling to provide min reinf into this foundation. ACI318 cl 10.9 says that ther should be min reinf =...

JKStruct is very right in the sense that what is the use of designing the anchors for these amplified forces when you foundation can't take it but as mentioned by JAE, we actually don't want to design our anchor bolts for these amplified forces but do so to keep some margin in the capacity of...

Need to know, should i ise the load comb no 5 , 6 & 8 (using omega factors with seismic)as given in cl 14.4.3.2 of asce 7-05 for the overturning/uplift/sliding of the foundations.

I could have included this topic in my previous post but to avoid any mix up i have created a new one. Need to design anchor bolts as per the load comb given in ASCE-7. Section 8.5b of Seismic provisions (2005) says anchor bolt of column bases should be designed for the summation of ...

Thanks all of you for you valuable suggestions. I got some design aspect given in AISC steel construction manual which are quite useful. Thanks again for you comments guys.

Ok, you are saying that even if i have bolts located outside the column flange, this base still can behave like a pinned one if i don;t introduce stiffener plates....agreed. Well coming back to my original question, do i still need to check my shear key element for bending. Even if you have...

Actually my concern is, for high shear if you check shear key for bending then you land up with bigger size of this element and ultimately you are forced to place your anchor bolts outside the column flange. So even being a pinned connection modelled in analysis this actually becomes a moment...

Hi, I am to design a shear key for a steel column of a braced bay in a pipe rack. Since there is a significant amount of shear at column base which is difficult to be borne by anchor bolts ,shear key has been envisaged. My problem is where ever i seen calculation for the design of a typical...

JAE is correct. Tension only bracings are discouraged in high seismic zones. Reason being;while under compression they tend to buckle and under reverse load effect when they experience tension, sudden snapping at the bracing junction occurs which eventually lead to the failure of joint under...

I am using ACI318 05 code for the very first time. Just wanted to know if this code is for limit state design only and not for allowable strength design, as load combination given in code (chapter 9 & Appendix c)are only the factored one. Thanks

Thanks unclesyd for this link. This in fact seems to be quite useful.

Sorry to say but there is hardly any oil in Dubai. 98% of UAE oil is in Abu Dhabi and rest of it is disributed among 6 of it's states (Duabi is one of them).

Hi, Any thoughts on design of bracing member in (high)seismic zone. AISC seismic provision (2005) restrict slenderness of V, inverted V bracings to 4*sqrt(E/f)for OCBF. Is this not applicable to cross bracings. My understanding is, we can design bracing members as 'tension only' only if they are...

Thanks all of you for the info. I think i would still go for foamglass insulation of 150 thk as i would keep concrete temp above -10deg for 2.5hrs as specified by HSE.