Search results for query: *

Thanks for the reply Jed. My phrasing of "turn a blind eye" was a poor choice - by no means did I intend to imply that we are going to knowingly violate any specification. However, our design begins and ends with the steel building (at the bottom of column baseplate). In other words we are...

As a career metal building engineer I am fairly ignorant of the requirements of ACI. However, recently we have had a couple instances where our standard 4"x4" anchor bolt pattern has been rejected where we have specified 1 1/4" dia anchor bolts. We were referred to section D.8.1 of ACI 318 as...

I hate to hear that Boiler - I'll give someone a kick in the seat. I agree that oftentimes coordination is difficult due to the fact that the customer of the metal building company ends up creating an intermediate step in communication that we can't leave out. This is constantly a source of...

Boiler, As one of blake989's "snakes" perhaps I can offer some general advice on dealing with metal building manufacturers. 1) Metal building companies are manufacturers of steel buildings, not a provider of engineering services. 2) We design metal buildings and their components. 3) Give us...

This condition is also directly covered in the book "Designing with Steel Joists, Joist Girders, Steel Deck" by Fisher, West, and Van de Pas. I highly recommend this book if you can find a copy...it's an excellent resource for anyone who is routinely designing with joists and deck

My group always designs to a deflection of L/240 for a drop ceiling under the uniform roof live or snow load case, as well as any pattern/unbalanced snow cases. We do not, however, check deflection under any pattern live load cases as these are construction live loads. The codes just don't...

I always abide by Random County's decision on what the governing building code shall be. However.... When the design reference - in this case any ASCE wind provision that you mention - does not address a condition, how then do we proceed? Make something up? Use the provisions defined in an...

ASCE 7-05 addresses wind loads on open buildings - our company has already incorporated these provisions to be used with all IBC jobs. I do not know where we obtained the draft copy however.

I think it's pretty clear from the commentary cited above that the column does NOT fall within the definition of C&C. Thus use MWFRS wind loads.

The post by SmithJ piqued my interest so I dug up the ASCE7-02 to check the commentary. Section C6.2 Defintions (pg. 271) states the following: COMPONENTS AND CLADDING. Components receive wind loads directly or from cladding and transfer the load to the main wind force-resisting system...

JAE, As a metal building engineer my typical frame of reference may be a little unique. Let me ask your opinion of this example - which could occur readily in our day-to-day design of metal buildings. Example: We have 150' wide multi-span rigid frames spaced at 20' centers with 30' column...

Being in Florida UcfSE - were there lots of building failures during the hurricanes due to uplift on a column/footing? Generalizing here, but all the failures were probably due to the loss of cladding and/or poor details. I'm a big fan of making realistic decisions. Realistically (going to...

Our company's approach is to apply MWFRS winds to the column if the roof members that it directly supports are designed for MWFRS winds. Is the column design really going to be controlled by the tension case due to uplift? Seems we might be aggravating over a case that is unaffected by the...

Was my post so controversial that it got removed? Anyway, the AISI spec defines a reduction factor R that is applied based on the purlin or girt conditions defined in section C3.1.3. The reduction factor is applied to the full allowable strength on the section being analyzed. This eliminates...

Let me recommend the Structural Bolting Handbook published by SSTC. It's a pocket-sized little book with all of the topics that have been addressed in this thread. Bob Shaw runs this firm, and is highly involved with the RCSC spec. He has been an excellent resource for our company when we...

From Preface to Part 5 of the ASD spec (top of Pg 5-13) "The reader is cautioned that independent professional judgment must be exercised when data or recommendations set forth in this Specification are applied. The publication of the material contained herein is not intended as a...

Very good question broekie. As a new engineer fresh out of school a 1.03 allowable stress ratio is the "rule" that I was taught to be a self-evident truth. It's definitely an unwritten rule - doesn't appear in the MBMA industry bible (Metal Building Systems Manual) in any fashion. I faintly...

As a metal building engineer I can confirm that the industry uses the 1.03 allowable stress ratio as the staple of our design diet. There are probably two underlying factors why this is the case: 1) The metal building business relies on competitive design - the amount of steel in our...

Please forgive my misdating of the 1989 Edition of ASD.

So would we consider ASD steel design to be deficient since the only updated specs published since 1986 address LRFD steel design? I think sometimes we can get trapped in a "newer-is-better" mindset. Are the new generation of slow-pitch softball bats better because they hit the ball twice as...