Got an existing 1968 building (Mid-atlantic USA) with some white rust with red deposits (see below photos. First is before I scraped it. After is after I scraped it). The red deposits come right off and deck seems to be in pretty good shape underneath. Problem is they have coolers above this...
I've never been a big fan of the Guardrail embedment detail for exterior applications. This is in a normal climate (some freeze/thaw, but not excessive). It is hot-dipped galvanized railing that is about 5 or 6 years old, embedded 5" into concrete below and grouted. I don't have the specs on...
So I've been studying ACI 318-08 App D all day on this particular situation. No examples to be found as I search and search for a concrete column with embed plates. As I understand I need to check Vcbg, but I get to multiply by 2 (Per D6.2.1(c)) since the only load is the 120k Shear load (LRFD...
Hi Folks,
So I am a one-man PLLC. I am licensed by my home state and through their secretary of state corporations division, yada yada.
So, I am individually licensed as a PE in several other states. With the firm just being me, and me wanting to keep it that way, it is a big hassle to go...
My client specifically requested REBAR over WWF and fibers. 5.5" thick slab (3.5" over a 2" VLI composite deck). I was leaning towards #3@12" o/c for longitudinal direction and #4 @ 24" o/c for transverse...but now I'm thinking just a #3@12" o/c mat that is set directly on top of the flutes...
Other than tilt-up, what options have you guys used for high bay warehouse exterior walls? Client wants 36' clear, so likely 40' total height exterior walls. Might need Brick finish, PEMB won't work at this location because it needs to look nice. Any other creative solutions other than...
See below pics. Any ideas on the specs/type of system that is? Bulb tees at 32" o/c over Steel wide flange beams. Mid-atlantic state in US, likely 20-30 years old. I DON'T think it's tectum, but I could be wrong if they had some old system.
From Below at a roof opening. You can see the...
In honor of a fantastic previous thread: Link
So, I have modeled this condition. See attached RISA-3D file. So, I believe it shows that the footing WILL transfer moment to the soil, and quite easily. So, I will go back to the original question lion asked, and say, can we live with that, or...
Interesting Fun problem here. So I have a what I think is a double warren truss (ISH). It spans about 50' and you are seeing the mid-span in the picture. So they are single angles that are riveted at the midpoint.
It appears as though the original designer assumed that the rivet point at the...
Friends,
So in trying to analyze an existing composite beam I went back through the motions of the AISC 6th edition (ASD of course) and I noticed the divide by 2 in formulas 18 and 19 of chapter "I" regarding shear connectors (They are the 0.85f'c*Ac/2 and As*Fy/2 for those that don't have an...
All,
So interesting problem here. A client wants to create a larger opening (existing 3'-0"x7'-0" door in 3'-4"x7'-4" masonry opening). They want to go to 5'x7' (5'-4"x7'-4" masonry opening), IE (2) 30" doors. It's a single wythe exterior 8" CMU wall with #6 bars at 48" o/c and (2) each side...
Folks,
I'm working up some typical details here and I want to open for comment. See below. I like the corner detail alright, but the joint details I'm working on are a work in progress. I've read through ACI, looked at old detail books, and thought through previous details. Really, there...
Without much published literature (that I can find), I'm curious what other folks use for embed plates with headed studs in cast-in-place concrete walls to support steel beams and girders.
I'm curious on stud sizes, plate thicknesses, and also what kind of shear connection do you use?
I'm...
Hi All,
KookK had a great thread last year about column dents, and I've run into a similar issue, but I'm thinking this one merits some repair. See below pics.
It's a 40' tall HSS10x10x3/16 in 50' square bays with a TPO roof, ie very light. The bottom 4' are what you see. Column...
So I have a plain jane W10x22 beam to bear on two 12" load bearing masonry walls (on bearing plates). The beam slopes slightly, an 8" drop over 25', or a little under 3/8" per foot. I want about 6" of bearing on each end, which means that the gap will be ~3/16" on the high end of a truly level...
Hi All,
2012 IBC, AISC 360-10, AWS d1.1-10 are the relevant codes for this.
So, I do a lot of small industrial work such as small platforms inside plant and rooftop unit frames. It's been my practice to not require AWS certified welders (I have a note on my drawings about following AWS but I...
Hi All,
So in section 4.5 it lists the groups of chemicals considered harmful to concrete. There is a note for group 3 that "the concentrations shown are weight percent, and are the typical maximum concentration of the chemical delivered and used at the facility."
So, I'm doing a clarifier...
This issue comes up all the time for me and how it came about is one of the eternal mysteries of the universe in my mind. I always tell folks they can't use 1-1/4" STD pipe guardrail because of the 200# concentrated force at 42" makes it such that it just doesn't work in bending. Then, I get...
JEDClampett and other Concrete clarifier folks,
Can anyone enlighten me on where the "38,000 lb-ft" of moment comes from in section 13 of the thread title book (on page 16, second paragraph)? Seems like it just was pulled out of thin air to use in the example.
I've got a 20' diameter, 14'...
Folks,
This is my first rodeo with an elevator in a multi-story all wood framed building (Endura 3500# model by Thyssen Krupp). A few questions:
1. In the past with steel structures I didn't care about the hoist beam reaction in terms of how often it is utilized. The steel was good whether...
