@ canwesteng,
That is not a bad idea. I can just let them know the situation and have them deal with the inspector on it.
@ SWComposites,
No i don't care for this client. I was actually retained by the project Architect who I no longer work with after realizing how shady their clients were...
I get a call this afternoon by the client of a project I have not heard from in sometime.
Long story short, construction has taken off and he is requesting I provide a designation of engineer form which effectively delegates another engineer as my structural observer on my behalf.
I am a one...
I am trying to achieve a behavior in FEA that considers a roller support but constrains movement in the negative gravity direction only allowing it to lift off the support if the deflected shape warrants it.
is there a way to do this? I've been playing around with tension/compression links that...
I've been searching for this with no luck.
I have a new patio cover addition where the open end will be designed as cantilever columns (lateral checked). however, when it comes to the interface of the new patio cover and existing building (attached via a ledger connection) how do you typically...
Hi Eng tips,
I'm looking for recommendations on literature/design guides that pertain to retrofitting/strengthening of URM buildings as well as implications with respect to changing the use within the building.
I have always wondered (and generally defer to architects) for change of use...
Hi Eng Tips,
I am treating this as a typical dowel connection and I'm used to seeing these type of connections on Glulam beams for aesthetic reasons.
I don't see why they couldn't work for LVL unless I'm missing something? What are your thoughts?
How about forcing ductility by reducing the size of the anchor rod. I understand that the deflection calcs of the hold down device includes a component due to elongation of the rod but this can probably be determined and checked separately.
example:
provide a 5/8" diameter threaded rod and...
I typically ignore the overstrength factor. I believe the epoxy itself is relatively ductile and has been published in the ICC reports (i will need to look at this again). I've noticed that simpson 3G epoxy provides substantially higher forces than the Set XP and will go with that if my forces...
I'm working with an existing condition where they constructed a wood framed wall over a cmu low wall.
Not a fan of the condition but the project is a 2nd story addition over an existing car port. The (E) roof framing will be removed but they would like to maintain as much of the existing...
Angle clips with slotted holes. One direction is considered for this requirement as I interpret it. I’d want a positive connection in the transverse direction also so it seems to satisfy both
95 lbs each? We are structural engineers. Not furniture designers.
At 95 lbs a piece... the structure itself will probably weigh And cost (fabricating in time and materials) more than both units combined.
Koot,
the other end can accept tolerance. I like the idea of using a custom top flange hanger over the LVL. This might win me over using thru bolts and swiss cheesing the lvl to accommodate the reaction.
Is this a nutty idea?
I'm imagining angle clips on either end of the steel beam. Or perhaps a plate at the end of the steel beam with thru bolts into the wood LVL.
Steel is carrying relatively light loads but the span is a bit long.
I have the soil properties set to "Compression Only" and all cases as linear/static - why am I still getting tension in the soil pressures?
your issue above in bold
change it to non linear static,
be sure the model is stable in the plane direction by either providing restraints or checking...
Koot and Jayrod,
appreciate the responses
I have not yet checked the wood side of things and will do that just after I can get a good size on the washer needed.
However, on the wood side, is it just another bearing check of the wood itself for the effects of the "birds mouth" notch and the...
