I have an existing unreinforced concrete slab-on-grade to check for new machine loads. Is ACI318 chapter 22 (Structural Plain Concrete) allowed to be used for such design checks (such as section 22.5)?
The reason I ask is that section 22.1.1.2 states that "Design and construction of soil...
I'm tasked with checking an existing 5" thick fiber reinforced concrete "housekeeping" pad for new equipment loads. This is a very large existing pad (approximately 1300SF) that will support multiple new pieces of equipment (some permanently anchored to the pad and some movable on wheels)...
I am working on a Army Corps project that requires us to construct concrete pavements (typically 8-inch thick) with both smooth and deformed dowels ("tie bars").
For the smooth dowels the contract specifications state, "[Dowel] Bars shall conform to ASTM A615/A615M, Grade 40 for plain...
Thanks DekDee. We were looking for references to take corrective measures. It appears that chapter 5 covers that in our case (with the references you indicated). For the most part we will be within tolerances of the 3.13.1 reference (+1/4" for single V-Groove CJP welds) per figure 3.4 (of AWS...
What is the allowable tolerance (if any) for the gap between beam flanges and column faces for Complete-Joint Penetration Groove Welds?
The AWS D1.1 apparently indicates that the root opening (for a 45-degree groove angle/beam flange bevel) should be 1/4" with a backing bar utilized. After...
TomDOT, I guess you're correct in that the additional specified Corps requirement is not a "conflict" as stated.
The target strength was much higher than 3100psi, however. Our ready-mix plant had provided lab data for 16 specimens and when averaged was 4340psi at 28 days, with even an average...
ASTM C 476-02 paragraph 4.2.2 does state that grout shall be mixed to a slump of 8 to 11 in. as determined by Test Method C 143 and shall have a minimum compressive strength of 2000 psi at 28 days. Also, IBC 2006 section 2105.2.2.1.2 Concrete Masonry states that the grout should either conform...
I am working on Army Corps project that has both contract drawings and specifications for masonry.
The drawings indicate:
"Masonry System Compressive Strength, f'm = 1500psi"
"Mortar Shall be Type S"
"Grout Compressive Strength, 3000psi"
The specifications state that the mortar is to follow...
As far as what I mean by "Light Gauge"...20Ga. to 12Ga. studs, tracks, etc.
The ASTM A666 appears to include this type of steel, however, there is a note in the abstract (searching astm.org...I don't have the full copy of course) that states that testing for specific yielding and such...
From the lists of ASTMs, it appears that light gauge stainless steel is either not very common or not even made? It looks like most of the ASTM types for stainless steel are for structural steel shapes, nuts, bolts, etc. but I don't see anything about cold-formed light gauge steel. It would...
I am reviewing a set of structural drawings that call for cold formed (light gauge) steel to be stainless steel conforming to the ASTM spec A446 Grade A. I understand that this ASTM has been discontinued and replaced with ASTM A653 and the drawings need to be changed for this reason. However...
Here's a good website that has some design charts and information on typical laps, member capacities, etc. for Cees and Zees that I use for this type of design (gives you at least a quick "feel" for what size members will be in the ball park)...
I think that is the key. Because you are now changing the structure from what it has been originally designed for, you have to implement the appropriate design. It is justifiable in that sense.
I worked on a project that required new HSS steel wind columns for some hanger doors that each...
I agree with EIT. You as the structural engineer are hired for your expertise in this area. Think about this, the contractor in a similar manner is hired for his "expertise" in constructing the actual project. You shouldn't be telling him how to swing a hammer and he shouldn't be telling you...
Good idea ToadJones, we were actually thinking of requesting a change to a bolted clip angle instead of welding, more for the purposes of not having to deal with containing sparks falling from 30 feet up (this building must remain fully operational to the user while we construct, so there's more...
I had a question regarding the effects and possible requirements of welding to existing wide flange beams while these beams are under load.
This particular job requires cutting holes into an existing concrete floor slab, which is currently supported by wide flange beams (no metal deck; this is...
I was fortunate enough to attend an IBC seminar in which SK Ghosh spoke about the new changes to the 2010 IBC. What a mess! Here in Hawaii, only Oahu is on 03 IBC, and some of the other islands are on as old as 1991 UBC!!!...That's all going to change in about a year to 06 IBC for the state...
Cutting through or otherwise placing "non-structural" items in beams is unfortunately too common in construction (even if the documents state to do no such thing)! I agree with Ron on this one...It is NOT a good idea to run the pipe in the beam as stresses common in the beam may very well not...
From what I understand so far, the electrical/mechanical engineers that would be tasked with wiring the generator in parallel should very well be aware of the danger of an improper synch. My electricians agree any competent person should know about this.
Just a bit of background to maybe...
