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I would like to hear others thoughts on the Inspection requirements by the Licensed Design Engineer(LDP)(or person under the LDP or a qualified inspector) stated in ACI Chapter 26, section 26.13.1.2. Chapter 26 begins with "in the absence of a general building code, concrete construction shall...

Question over: Obtaining values or Expanding Tables with comparison to dimensionless frequencies, ao Can anyone point me to references that have published values or how to calculate soil parameters when the dimensionless frequency a0 is outside of 2, 4, or even 10? Most of the resources I find...

I would like to hear what the typical approach/solution is for when construction fouls-up and creates an excessively oversized hole for post-installed anchors. Let's say the hole is oversized by 3 times the anchor diameter or even 4*dia -6*dia. I am aware Hilti addresses oversized holes for...

Thanks for the help on how to approach this. Does anyone have past experience with injections of polyurethane foam? Drill & Penetrate the wall through the interior, below the horizontal joint and then inject foam to create a curtain barrier. The foam when injected and reaches the exterior, it...

I have a underground precast concrete sump pit that is actively leaking at a(horizontal)construction joint. The leak is due to the groundwater penetrating the joint. The leak is located about 10 feet below grade, in the corner of the wall, at the joint. Due to the high groundwater table, the...

I want to avoid having a construction joint at the interface of a 4'x10'x3'deep concrete pedestal / pads on a mat foundation. Vibratory equipment is going to bear on the concrete pedestals. Can the field / construction guys easily form and pour concrete in this area to get a monolithic pour...

Thanks again for all the help! I found what I was looking for. I switched to bridges(even though I am not designing a bridge) and began looking at reinforcement layout for Single-Column Piers since a lot of them are made-up of large dimensions.

Thanks for your help.

Can anyone point me in the direction for reinforcing large concrete columms. I want to see typical longitudinal reinforcement arrangement for columns on the size of 10ftx10ft. Is it required to add additional steel away from the perimeter? Also when adding lateral support to some of the...

Thanks, I have that publication. Guess I was thinking too much about seismic and seismic detailing of permanent structures :)

When designing temporary vertical bracing connections, is the Steel Seismic Design Manual for seismic detailing of connections need to be followed? I want to avoid beef-up gussets, welds, bolts and adding web stiffeners for temporary bracing that will be up no longer thant four weeks. I'm just...

I have read the post "Minimum shear reinforcement in pile caps?" posted on 1 APR 2012. From reading posts, most prefer designing pile caps using the strut-and-tie model. Which is pretty basic for 2-pile, 4-pile arrangements or pretty much symmetric layouts. But at the same time there is CRSI...

Just A concrete pile fully embedded in the ground with a top lateral shear force acting with the top 6 inches of the pile. I am using a Pile Software which we are able to get lateral displacement graphs as wells as shear / moment diagrams and well as some other graphs and results. The IBC has...

Thanks for the help, I have the latest ASCE Wind loads on Petroleum Facilities and mentions Pipe Racks, and it discusses 10% of the tributary. Also I have seen the 40psf load from the Process Industry Standards PIP STC01015. This article is about thirty one pages and does not cover alot.

ACI 318 chapter 11 shear design is a littler clearer for circular cross sections. Can anyone point me to the right direction if I wanted to design a circular cross section for shear using the Strut-and-Tie method.

No offense, but some mechanical engineers do not like being questioned about their design from other engineer outside their discipline(structural).

I am designing a steel structure that supports alot of mechanical piping. The main or the biggest pipes my structure supports are referred to as Main Steam and a Process Steam Piping. Unfortunately in the business I am involved-in requires my structure to be designed way before the mechanical...

Thanks, I did some more further reading in the ACI 318. The Commentary expands on the topic that the ACI 543 is a Recommendation. It also touches-on that pile desing is regulated by the general building code fully embedded in the ground. The ACI 543 references back to ACI 318

Again ACI 318 does not govern pile design according to Chapter 1 unless in high Seismic regions. ACI 543 mentions significant Bending moment and significant shear forces.

I have a question about the tie spacing / transverse reinforcment in piles. I am in a low seismic Region so chapter 21 of the ACI 318 does not apply to me. Also ACI 318 states in chapter 1, that ACI 318 is not for piles unless for high seismic regions. From ACI 543 in the Structural Design...