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@SWComposites - It's my first rodeo billing like this. I have no idea what I'm doing. @human909 - I'm charging 2% of the total construction cost. @dik - I thought about that, and I'm not opposed to it, but it feels like going around my clients back. Honestly, I don't fully trust my client...

@driftLimiter - I have this in it (see below), but I feel I already underestimated the total cost. "Unless receipts, invoices, or other evidence of payments are provided to this office, the total construction cost will be defined as this offices’ opinion of all probable construction costs for...

@Celt83 Normally I'd agree with you, however when the wind loads were reconfigured in ASCE 7-10, the load combinations were also changed. I'm not positive that somewhere imbedded in the formulas of FP-1001-07 this doesn't come into play.

I have landed my first project where the payment is based off a percentage of the total construction cost. How do other engineers verify the actual total cost to determine an accurate final payment? It doesn't help that the project continues long after we are done with our part. I feel...

Engineers design to the requirement of the code. If they don't like the criteria that all engineers, contractors, & property owners, are required to meet, have them take it up with the state.

FP-1001-07 is the latest. It's odd that every organization pumps out a new manual every 2 years, and this hasn't been updated in almost 20. Not that I'm complaining. Typically I use the wind loads from ASCE 7-05 which is specified in FP-1001-07. The ASCE tables aren't accurate enough for...

Does any have any value for the weight of a built-up roof per unit thickness? I can find some weight (psf) values online for the various plies (3-ply, 4-ply, & 5-ply), but can't correlate this to a "weight per inch thickness" value since there is no direct relation (that I can see) between...

I'm designing an elevated house in a V zone (near the ocean) and typically like to use concrete for the piers & beams since they hold up better to the corrosive environment. Due to other design aspects of the project (connection to frames above) it would be beneficial to use steel beams for the...

I'm designing an elevated house in a V zone (near the ocean) and typically like to use concrete for the piers & beams since they hold up better to the corrosive environment. Due to other design aspects of the project (connection to frames above) it would be beneficial to use steel beams for the...

jayrod12; Thanks. I think that's what I'll do.

XR250; I just got off the phone with Simpson and you are correct. There is no out-of-plane capacity with the ICFVL Ledger connection system. I wish they made that a little more obvious. Thanks for saving me the cost of a defense lawyer. I owe you a beer.

phamENG / JStructsteel; Thank you both for the feed back on the fire cuts. dhengr; Actually the 22k load will be on an interior traditionally formed wall. The max Pu on an ICF wall is 10.4k. The walls will be a 8" thick (12" ICF) flat walled system, however it will be at the ridge 12' above...

It is a single family residential structure designed using IRC-15 we are using ICFs for the exterior walls and regular forms for the interior walls. The maximum point load (Pu) is 22 kips. I like your embedded plates idea and I'll use it if I have to, but I think it would be easier for the...

I'm designing a new residential structure and the architect wants concrete walls (interior & exterior) all the way to the roof. These walls will support beams bearing in beam pockets at mid-height of the concrete wall. I was going to specify that the beams have fire cuts at the ends (similar...

I'm designing a concrete shear wall and I'm a little rusty so poking around on line for a "refresher" I came across a very helpful YouTube channel from Tyler Ley. He's big a professor from OSU that is very involved w/ ACI. Here is the shear wall video. https://www.youtube.com/watch?v=PyVR0Or_YyE

Thank you both for all the helpful input on this one.

phamENG; The only equations I see are 4.4-1(a-c), and 5.4-1(a-c), but they are the same thing except one solves for the radius of gyration, and the other is solved for brace spacing. Am I missing something? I have been watching webinars, scouring the web, to try and figure this out and there...

SandwichEngine; I love the thought, but I need the radius of gyration for the weak axis "ry", and there is no posted deflection tables. Any other brilliant thoughts? phamENG; All I see SJI 100-2010 is Section 5.4 (5 pages mostly tables), Section 104.5 (3 pages), Section 2.7 (6 pages mostly...

I've spec'd out Titans for anchor bolts, and the framing contractor loved them, however the GC gave me an ear full when discussing the project after the fact since I guess it was a significant cost increase.

I'm trying to design a new roof system with the Steel Joist Institute specifications, and need to design the connection from the bridging to the wall. However, I'm a little confused on my maximum bridging force is. -For a 14K6 joist, Table 5.4-3 gives a Pbr = 340 lbs., which isn't effected by...