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Would anyone happen to have a table (shear wall schedule)showing Panel edge nailing, sill plate thickness, anchor bolts,sill plate nailing, etc.etc.with a column showing the maximum allowable shear. for each configuration (diaphram). I'm not asking for much!!!!!! Bob Levin
Bob:
Here's one the builder gave me, maybe it's one you can use ?
HTH
Lew
Lew
Thanks for that.I don't think it is what he wants.That was for regular construction,he looking for shear panels..
I have seen the chart some place..
Sorry, I saw "nailing schedule" and didn't pay attention to "shear wall"
I too have seen one of those somewhere, I'll see if I can locate it.
Lew
When do you need it? I have that, but it's in the server that we unplugged yesterday for my office move - won't be on line again until next week.
Or - check out this web site - scroll to "N"...
http://www.mcvicker.com/vwall/dti.htm
Wendy:
Nice site, I like the Residential Guide also:
http://www.mcvicker.com/resguide/page000.htm
So much info to study, so little time :)
Lew
Umm, shouldn't you be getting this from your engineer?Quote:
Originally Posted by Bob Levin
[QUOTE=RMorrison]Umm, shouldn't you be getting this from your engineer
Richard:
Actually I was able get plans approved by Ventura Co a few months ago. for a 475 sq ft single story addition without engineering. The plan checker was nice enough to mark in where he wanted more shear walls. I made simple notes on the plans. STHD14 at the corners, Min 2 AB per Panel. Nailing 3" oc in perimeter and edge etc.. Anyway I was lucky enought to get approval without an engineer stamp, but may not be so lucky this time. (same jurisdiction). I was wondering whether I should paste the full shearwall schedule (table) into the plans along with a whole list of reference notes or wheather I should just make short notes specific to this plan only. I still need to have a good table available.
Wendy and Lew: those were good sites. Thanks. Wendy I would appreciate the table and notes if any when your server gets back on line. I don't think I can import the table from that web site into my chief plan.
Expanding on this subject, I am struggling with what amount of "NOTES" GENERAL NOTES" TABLES, SCHEDULES,REFERENCES etc. to include so that enough information is there, but not useless clutter. Although Building departments vary from place to place, nevertheless, I would be interested in getting other peoples thoughts on this. I know this has been touched on before, Thanks. Happy NY Bob L.
Hi BobQuote:
Expanding on this subject, I am struggling with what amount of "NOTES" GENERAL NOTES" TABLES, SCHEDULES,REFERENCES etc. to include so that enough information is there, but not useless clutter. Although Building departments vary from place to place, nevertheless, I would be interested in getting other peoples thoughts on this. I know this has been touched on before, Thanks. Happy NY Bob L.
I would be interested in this to if you want to start a new thread..
Think it depends on the job and what is not typical and needs to be explained..
A table is kind of useless unless you know what you are referencing. Your plans will show, say, a type "A", "B", "C" or maybe "6", "4", "3" (or whatever) shear wall in various locations. The schedule only tells you what that particular type of shear wall represents. A shear wall table without the specific shear wall types referenced on the plans is sort of like a window schedule without the window labels shown.Quote:
Originally Posted by Bob Levin
Richard: I understand the process of making annotations on the plans referencing tables. My point is, if you have a fairly large table with 10 or more types or configurations of shearwall and you are only referencing one of those types, maybe describing the specific shearwall with brief notes would be better.
Iit may not be necessary to fill up sheets with tables and schedules and a large generic lists of reference notes. Then again, it may be faster to insert tables if they are blocked and in your library. Thanks Bob L.
Yes, it would probably be better to keep things simple if you have only one shear wall type.Quote:
Originally Posted by Bob Levin
What I was referring to, perhaps obtusely, is that each structural engineering firm is going to have their own preferred shear wall schedule and format; there is no "industry standard" schedule that I've ever seen. Where some firms are okay with a certain number of 5/8" bolts or A35 clips, for a given shear value, others will want more or less, based on their own field experiences or risk/comfort levels. They will also have their own nomenclature for different types of shear walls, as well as associated notes. So coming up with a predefined "universal" shear wall schedule is a fruitless task.
Now it may be that you are working with a particular engineering firm on an ongoing basis. In that case, it may make sense to create a schedule for them that you can reuse.
each structural engineering firm is going to have their own preferred shear wall schedule and format
Richard:
Just trying to learn here, this is an area that isn't covered by the IRC codes or even the local permit dept codes ?
Lew
Lew,
There is a certain amount that is covered in the Code, but also a certain amount of professional judgment. For example, the UBC (on which the IRC is based, but I don't have IRC since it's not used here) allows a 3/8" plywood CDX panel, nailed 6" edge/12" field with 6d nails to handle 200 lbs/ft. However, an engineering firm, knowing that contractors often overdrive their nails in a significant number of cases, going through at least one ply of this 3-ply material (and thereby reducing the nailing strength by 1/3) might not even include 3/8" plywood on their schedules.
Instead, their minimum typical shear wall will be 5-ply w/ 8d nails, good for 260 lbs./ft. Now a Simpson A35 clip angle is good for 450 lbs. (per their catalog) when used to transfer roof diaphragm loads from the eave blocking to a top plate, say. So, for 260 lbs./ft., you'd need one A35 at least every 1.73'. (450 lbs./260 lbs/ft.), or at least every 21" approx. Normal blocking would be every 16" or 24" though, depending on rafter spacing. You could put one A35 at every block at 16" o.c.and that would work, but what if the rafters are 24" o.c.? Some engineering firms might choose to downgrade the maximum shear value for that wall type to 225 lbs/ft and accept the 24" A35 clip spacing, others might choose to specify a different and stronger connector as typical in the schedule and keep the 260 lbs value for that wall type. Still others might say that 24" is close enough to 21" and just live with it even though it doesn't precisely calc out.
Now aren't you glad you asked?
Richard:
Thanks for the follow-up :)
Lew
For those interested in shear walls I would recommend "Guide to Wood Construction In High Wind Areas" by the Wood Products Promotion Council.
There are more manuals out there but this is very good. This manual covers only high wind loads and not seismic loads. Also the WFCM from the American Forest & Paper Association is good. I use both books for calc. loads and location shear walls. They have real good details that everyone should have in their library. This does not replace the engineer but will give the designer a good grasp of concept of shear walls, drag struts and other structural assemblies that address the moments within a building.
Shear walls are meant to resist a given force, so nailing, holddowns and sheathing and thickness can vary in each and every connection / location.
So my question is How much force are you trying to resist?
If you don't know and do not know how to calculate it, then how can you assign value to it?
Like richard said "It is and would be better left to a structural engineer!
I have a Shear table that I use that was design by my structural engineer. He locates the shear walls (redlines) on my drawings and references back to the schedule. In that schedule it calls out the force /energy it is designed to resist in foot pounds.
This schedule has about 30-40 different types of shear walls type (exterior, interior, with and without holddowns, sheathing type (plywood, OSB, Gyp. Board, etc.), fastener type (nails, screws etc.) and spacing.
Maybe there is confusion between shear walls and braced wall panels? Around here if it’s called a shearwall is MUST be done so by an engineer. Under conventional construction we can use “braced wall panels, but not “shearwalls” although they are pretty much the same thing.
I came across this very informative document on the Fairfax county Permit Dept website. It is for designs up to 90 MPH winds in 3 second gusts.
http://www.fairfaxcounty.gov/dpwes/p...nd_bracing.pdf
Lew
Go to:
www.apawood.org
Download pdf E30WALL. This a full nailing schedule for shear walls.
Kenneth M. Lynch, AIBD,CBO
K M Building Consultants
9 Newman Place
Brookfield, CT 06804
Ph 203-775-0927
Fax 203-775-0928
lynchkm@charter.net
Website - www.kmbuilding.com
"The only way to do great work is to love what you do"
Thanks Ken
Lew