Wondering if anyone has seen a wood I-joist like this. The building was built in 1988.
I've asked RedBuilt as it seems similar to their 28" Red-I90HS. Hopefully they reply tomorrow.
This is in a warehouse in Stockton, CA. 40' x 40' bays. These span 40' and are spaced at 8'-0" o.c. I...
I was asked to look at some slab cracks in an unfinished basement. The house is coming up on a year old (when the warranty expires).
The builder was asked to come and look, and he said they were fine and they would not fix the cracks.
The cracks are near structural posts, and there is moderate...
Hello,
I have a steel framed building currently in design phase. It will have rooftop parking, no Trucks, so 40 PSF live load. The spans will be 55'-0", will have a 4" topping slab, over 3" structural slab over W3 deck, so 10 total thickness. With the spans being 55'-0", we are looking into...
I'm designing hoisting/rigging/spreader bars for picking these large modules. They give me the attachment points to the modules and where the center of gravity is. So I just need to figure out how much force is going into each pick point. Theres are large modules with 12 pick points each, and I...
I've got this 50 to 60 year old warehouse with these existing bowstring trusses. California, light wind, no snow.
The owner is putting up a structure interior to this existing one, I am doing calculations for the interior structure only.
However, the architect just sent me this picture...
I'm trying to find code provisions addressing overstrength but am coming up short.
It's intuitive to design both the sill plate anchors in shear for overstrength and the holdown anchors in tension for overstrength. At least for failure modes involving concrete.
However it seems many people...
I'm creating my shear wall standards and would like to hear other's experience on what is most cost efficient.
Obviously 8d nails are cheaper than 10d, 6" spacing cheaper than 4", and regular (whats a better term to distinguish?) panels are cheaper than structural 1, and 15/32" panels are...
Reading through "First Solo Project" https://www.eng-tips.com/viewthread.cfm?qid=455362 prompted me to make this post. I was gonna write a comment but it got too big and I didn't wanna steal the thread.
I'm starting to get a little itchy to leave my current job and set out on my own.
Current...
I have an old concrete building, 6" concrete walls X 25'-0" high. They run about 1'-9" into the ground, but have no footing.
There are 18" X 18" Pilasters every 20'-0", supported by a 3' X 3' footing.
Contractor is adding a second floor inside the building, supported by new walls just inside...
We frequently have buildings with multiple levels below grade. The seismic forces to apply to the below grade elements is a common topic of debate.
Do you use Sds / (R / Ie) ?
Or do you use Sds / (Ie) ?
To me it is rational to not include R; the seismic forces are delivered from the earth...
I have a 52'-0" long wall on a second story. It has 30'-0" of roof trib (12 psf DL). The owner needs the space below that to be open. I try supporting the wall with perpendicular joists but they get killed. I would need a W24X62 steel beam at the roof level, and I don't know if they can ship a...
If I have a beam, main span = 20', cantilever on only one side = 5' with a point load at the end of the cantilever... assume beam is weightless and no other loads are present. Bottom of beam is braced at supports only.
What is my governing unbraced length, lu ?
5' or 20'?
Also, does it not...
See the column and beam I circled red...
Why are there intermittent columns in the wall? There's only a continuous, uniform load from the rafters. This is an interior wall, the structure looks the same on the other side of this wall. I have a client who wants to cut a hole in the wall, cutting...
Has anyone recently taken the SE exam who is willing to sell their material?
I'm specifically looking for:
Structural Engineering Reference Manual 9th edition
Structural Exam Solved Problems, 7th edition
Structural Exam Practice Exam, 5th edition
If not, is there another website I might...
I am designing an intermediate level, which is less than 10% of total structure weight, in an R=8 building (modal spectrum analysis & design by EOR). I am bracing this level down to the nearest primary structure level.
It is clear from ASCE7-10 Vertical Combination 12.2.3.1 Exception 2, that...
I'm relatively new to my firm, hosting a total of 3 engineers including myself. The way they have "always done things" is the one has Sap2000 on his computer, and the other has Revit. Mr. Sap2000 creates a model on SAP (from scratch) and does the analysis/design. Mr. Revit creates a model on...
I have a V brace that's over a Moment Frame. My question is: Does the the W18X86 beam need to be designed for the unbalanced force of the 2L3.5X3.5X1/2 braces (vertical component = expected tension - expected post buckled compression).
If it was a normal beam, then I wouldn't even be asking...
Really simple question.
I'm adding about 4 levels of steel parking garage above an existing 7 story concrete parking garage. Typically we use SCBF, but it has an R=6 and we need R=8 so that the concrete structure (concrete special moment frame) can keep it's R=8.
So based on experience, or if...
I have always used the 1.5 directional strength increase factor to calculate the moment capacity of my weld group from a guardrail post to it's baseplate.
For example, lets say the outside diameter of my pipe is 1.9" and I'm using a 3/16" weld all around.
Mu = 1.6*200LB*42" = 13.44 K-IN...
