I'm attempting to specify some epoxy anchors in an 11" thick concrete slab. My concern, one of them, is how deep to drill before the bottom of the slab will blow out, or be damaged. We won't be able to tell if it blows out or cracks. The installer seems to have a "feel" for it, but I'd like...
Can someone comment on how well this rating system is working out in real life?
I am just starting to mess around with it on a 22.5' span. It looks like l/720 LL defl typically gets a tj-pro 45 rating.
Code minimum I-joist floors don't feel that great to me (l/360), but am I "over...
I need some guidance on how to design a hillside washer to
web connection. Is there a published design guide for this
which I can't seem to find?
I have searched and searched with no luck.
thanks
I have a poorly placed cantilever concrete retaining wall, 12" thick, 10 feet tall. The wall has a "cold" joint/pour line horizontally across it's entire length ranging in height from the bottom to a couple feet below the top. 2 layers of # 5 at 16" o.c. Not backfilled yet.
It is a remote...
I have a very unprofessionally placed retaining wall containing horizontal cold joints and excessive honeycomb. Too many issues for one thread. I'm looking at density here. We took cores and got some decent compressive strength results, but the density is ~135 pcf. The density appears to be...
This is my first mech post, so please have patience with my ignorance.
I am looking at a multistory condo, penthouse unit. Owner is replacing the wood fireplace with
a direct vent gas unit. The flue and chases are separate, but 2 flues exit to one existing screened in
chimney exhaust feature...
I'm designing a wall and roof envelope for high interior/low exterior humidity, high interior/low exterior temperatures.
Mech Eng's plan to create .05"wc neg pressure inside.
I was attempting to use fiberglass insulation with vapor barrier on interior to save money.
I'm now considering sprayed...
I am modelling a foundation wall and after talking with RISA, is was confirmed that the concrete wall design
results are only valid for the vertical reinforcement. So I am duplicating the wall and rotating it vertically.
( the risa tech guy was like, "uh, that should work I think" )
Now I can...
Table 4.2a and 4.3a require a 50% reduction in capacity for ASD loads.
asce 7-10 reduces wind load by a factor of .6 in all ASD load combinations.
So, when I design a shear wall or diaphragm, do I:
1. determine load from ASCE 7-10
2. reduce load by .6 to reflect ASD load combo
3. then use half...
I recently visited the site of a new building which I designed to perform a construction observation of
wall reinforcement on an ICF building. I noticed a lot of honeycomb in the recently poured footers and I remarked that the walls need to be poured much better than that or I will reject it...
I'm working as a subcontractor for a PE. I am also licensed but will not be stamping anything.
Their insurance company is requiring me to have Prof Liability insurance.
I have always assumed that when I stamp it, I own it, mistakes and all.
So, what could I be sued for and by whom when...
My foundation is on expansive soil and I must provide 800psf DL pressure min and 3000 psf maximum.
When I am designing a cantilevered retaining wall foundation, do I need to try and keep the heel pressure above 800psf and toe below 3000psf.
I got a soils report, after the foundation was designed for 2000 psf soil bearing and footing forms in place, and we have "slightly" expansive soils.
Now I am redesigning for 800psf min dead load and 3000psf maximum soil bearing. So far I have been able to use 6 square foot pads
spaced 8'-0"...
I am designing a structure, let's call it a bench/sculpture to be installed in a renovated pier building in San Fransisco.
I have designed it as an architectural component in order to determine forces, but the owner does not want to bolt it to the concrete floor because of heat tubing. The...
After the footing rebar inspection I requested the compaction test results since fill was imported (first note on my foundation drawing of course). After the footing was poured the contractor shows me a letter from a PE who couldn't do the compaction test because it was over 30% oversized...
It's a long shot, but maybe the existing floor that I am looking at was never designed for the now 100psf live load required for retail. I can't get ahold of the 82 ansi58.1 to see. Can some one look this up and share it with me?
thanks
I'm designing a stem wall foundation with an interior slab, 50'by70'. I need to restrain the moment frame thrust between piers. It's 25kips. I am proposing to tie the piers together with #5's across and through the slab. Everywhere but at the piers the slab edge has an expansion joint. I'm...
I recently received a PE license in California (Civil) and I just got a small job designing the support system for some large interior signs. I don't see a ton of work coming our there yet, but do I need register my business in Cali for this job alone? Thanks, I'm still researching elsewhere...
I discovered a likely collapse mechanism in a 100 year old theater 5 years ago, produced a report, suggested shoring. Bow string trusses with rotted bottom chord bearing ends. Install columns through the roof to support the trusses. Long story short, another firm designed the shoring, the new...
