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I have a situation where I will need a concrete pier to support a primary building column, (4) small tube columns (to brace architectural cladding), and to support veneer that wraps the columns, all at the same time. The loads are small. Column load is around 100 kips (dead and live). No...

Thank you guys very much. Kootk, thank you for the link. In my youth, the folks I worked for ignored the column eccentricity alot, but, we mainly designed 1-2 story steel framed buildings. Flash forward 30 years. I include the eccentricity, but, I've heard it argued otherwise. I'm always...

If you guys have a multi-story steel framed building, in your column design, do you include connection eccentricity in the analysis of the column? For example, if I have W12 columns, the connection eccentricity to the column centerline would be roughly 6", each side, in the strong direction and...

If sliding is the primary issue, then I would consider placing a grid of grade beams on the low side . You could create a grid of grade beams. For example, they might be 8' o.c. and be 36" wide and 16" thick, each. Each might could be oriented perpendicular to the footing of the retaining...

I'm trying to calculate the wind pressure on a wall inside of an open building. The building is a single story car repair shop. The building is 200' long and 80' wide. It has roll-up garage doors on both sides, all the way down the 200' long length of the building. The owner wants me to...

Sadly, this osha requirement falls well short of what is actually needed in the field.....thus my question. The eccentricity provided by the osha report is only half the column size, plus 18".....times 300 lbs. Assuming a W12 column, that's only 2' x 300lbs....or a moment of only 0.6...

What is a good rule of thumb for the number and size of anchorbolts for use in erecting steel columns? I have a building that is (3) story. The gravity columns will only be subject to downward gravity forces, except during erection. Is there a rule of thumb regarding the size and number...

driftlimiter's comment is where my confusion is coming from. The 1.5 Factor of Safety v/s overturning is a common comment among the more experienced guys in the office, but the younger guys tell me that its 0.6D = 0.7E and that the 0.6 is the old 1.5 Factor of Safety. I think when using the...

I hope by asking this question, it may lend clarity to all: Braced frame footing design is not clearly defined anywhere that I can find. I have looked in the AISC design guides, in ASCE 7, in numerous foundation design books and guides that I have, on the internet, and within this forum. I...

I have a question regarding composite steel framed floors. We have guidance in the code and AISC regarding individual member deflections, but I do not see anything about system deflections. Here’s what I mean: Let’s say we have a composite floor on a 30’ x 30’ grid. If the beams and girders...

Thank you guys for all of your input. I really like the remarkable 2, but, I will not buy it if I can not operate it without a subscription. Ideally, I would: - Take notes at a meeting or do hand calculations - Save them as pdfs - Take them to my desktop via a USB thumb drive and store...

I am thinking of going paperless. I am a structural engineer that designs and provides analysis of existing buildings. I often times am completing hand calculations. Often, I will knock out a hand calculation for a beam, or column, or a footing, or something like that. I may sketch the...

Thank you SlideRuleEra!! That's exactly what I needed!!

SRCELL - The supplement does have data for species and sections....but not for 3/4" thick materials. That is my issue. Unless, of course, I'm totally overlooking something?

In looking thru the NDS, I do not see any data regarding the use of 3/4" thick wood boards (1x's) I am looking at an existing building that has 1x6 wood used as the subfloor. The wood is southern yellow pine and spans 24". I'm trying to determine what the live load capacity for a 1x spanning...

Thanks for all the input. I went back and reviewed the composite deck itself. Turns out, to get deflection results that were acceptable to me for library loading, of just the deck, I had to thicken the slab to 6 1/4" (4 1/4" lightweight over 2" composite metal deck) and, I closed my beam...

Thank you guys for all of your input. Very much appreciated. I've studied these members pretty hard, here in the last couple days. My spans aren't terrible.....but aren't short either. My beam spans are from 28' to about 32' in length, with beam spacings in the 8' to 10' range. I've tried...

I am designing a library for one of my clients. The building will be steel framed with a composite floor system. Given this building is a library.......how do you guys feel about what an allowable floor deflection might be? If I set my live load deflection to L/360....and my overall...

Thank you guys for all the comments. steveh49, that's a good question. In the case illustrated, I was thinking of placing a stiffener between flanges at the bearing locations.....this way, even though only the bottom flange is welded down, the stiffeners unify the entire section at the bearing...

Take a look at the attached simple beam layout. If a person is working thru simple beam design at beam 1 and beam 2, what is the unbraced length that would be used to determine the allowable stress? - BM1 and BM2 are sitting on a concrete wall and welded down (pinned, not rotationally...