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Be careful with that logic.. when we justify leaner seismic/wind designs simply because "they haven't had any issues yet" .. The same was said for solar canopies I've seen designed which utilize aluminum clamps as opposed to bolts to secure the panels. The clamps calc'd, sure, but their...

@Teguchi - Indeed the code does state under 17.4.2.9 that anchor reinforcement must be developed on both sides of the breakout surface. For detail 1 on that first attachment I put in my original post it had Ldh below and a full Ld above (measured across all straight segments of rebar). The shape...

1.5 factor of safety for overturning is correct. Unless you are dealing with a seismic load case, in which you may use a factor of safety of 1.1 as allowed by the IBC. There is no additional rule I've ever heard of going above and beyond that. The only time I've heard a Geotech talk about...

I worked at a firm that did a substantial amount of solar. Much like the two-post ground mount structures you pictured but also single post carports. These solar structures are effectively wind sails as someone pointed out and can see heavy compression loads due to wind. The single posts suffer...

@pvchabot - Indeed, Simpson appears to be going beyond the letter of the code solely with the backing provided by their own test data. In my case, I would size the anchorage reinforcing bars to resist 100% of the uplift load. Any contribution provided by the concrete would be a cherry on top for...

Links to Simpson's literature on the topic (very helpful): Technical Paper: https://embed.widencdn.net/pdf/plus/ssttoolbox/s6yimo7lrc/135_PAPER_Pryor_tg.pdf Design Example: https://www.strongtie.com/products/lateral-systems/strong-rod-systems/ats/components/shallow-podium-anchorage-example...

Hi All, Would appreciate input on the attached detail sketches. We have a job going through DSA (Division of the State Architect here in CA - for schools) where a detail we routinely use for anchorage was rejected due to the distance from centerline of anchor to the intersection of the...

Thanks for the reference. I found the section in the 97 UBC too. I was posting with the hopes of finding others that would apply overstrength because that is how I interpret the code as well. I wouldn't necessarily always side myself with Woodworks, as their approaches are typically on the more...

Hey All, Just wanted to get some opinions on whether it is appropriate to use the overstrength factor to amplify forces when designing the a podium slab per ASCE 7-16's section 12.3.3.3 on elements supporting discontinuous walls or frames. The procedure behind the two-stage analysis - that...

Thanks for the input, both of you. I took the time to read through most of the article you both linked. It is proving to be exactly what I need to justify our approach and maybe even refine our numbers/gain some confidence in what we have. Very interesting topic, although it is not easy to find...

Indeed. I understand that active pressure can be obtained using Rankine theory. I'm wondering how this relates to the design of the wall, say, 20 ft tall, spanning horizontally from pier to pier. If I calculate active pressure at the bottom of the wall it will be 20x that of the active pressure...

Equivalent fluid pressure - active pressure exerted by the soil on the wall.. expressed as a triangular load similar to fluids (psf/ft depth)

Hello, I am looking for any up-to-date references on the design of lagging or more specifically, a horizontally spanning member for a soldier pile retaining wall. This would hopefully include the effects of passive arching with a known EFP, internal friction angle, & cohesion. I was given a...

For a cantilever retaining wall supported on drilled piers, a Geotechnical Engineer on a previous project stated that the active pressure should be considered over 1x the pier diameter below the depth of excavation - continuing all the way to the bottom of the pier. On a current project of...

Thanks for the replies everybody. Just to follow-up: As I stated the building is 5 levels wood over 2 podium levels with a 2 ft mat slab foundation at ~13' below groundwater per FEMA flood map data and backed by boring logs. The project is for high-density housing and the lower two levels are...

Hello All, My team is racking our brains trying to rationalize a scenario with the following: A 5 story-wood building is being designed over 2 stories of concrete. We have a 24" mat slab in the basement and two levels of PT slab above. The depth of the highest elevated level is 12" and the...

In your opinion, may I use an OCCS in SDC D, E OR F using referenced footnote "i" of table 12.2-1 of the ASCE 7-10? That footnote is specifically labelled as an exception for OMFs in its own section but is explicitly referenced as a footnote for OCCS in the aforementioned table. Thanks.

I am designing an 18'-0" wide structure that has two beams, spanning 18'-0", column to column. The beams are cold formed C-Purlins (with lips) but they have cold formed corrugated metal decking spanning between the beams with screws to their top flanges. There is no blocking between the beams...