If you were Registered and logged in, you could reply and use other advanced thread options
|
Posted by Bobk207 on February 19, 2007, 1:58 am
>
> well, I agree with the other response -
>
> seeing as how you don't want to be told about
> a.. hurricane strapping
> b.. proper seismic tie ins
> c.. footing details
> d.. interior design/mechanics/usage
> e.. insulation factors
> f.. rafter framing
> g.. building usage
> h.. dimensional sizes
> i.. codes
> or any other "structural" matters pertinent to your question,
> i suppose you've excluded pretty much any comments regarding
> your situation.
>
> why did you even bother posting ?
>
> I'll tell you why;
> Because I only needed answers to the original questions!!!!!!!!!!!!!!!!!!!!
> I don't need, nor require, answers to extraneous/frivolous queries
pertaining to any who, what, why, suppositions. I thought the questions would be
extremely simple for people that build with wood, but perhaps I was wrong.
>
> A simple wall, different framing details, end of story! Not asking for loads
for wind, snow, siesmic, etc. 2 questions, end of story..................I know
what works with steel, I'm not fully cognizant with what works for wood,
henceforth, my 2 questions.............................
>
> In the event you're one of those individuals that needs a picture, plz.
respond with an address. I can send one to you as a jpg, bmp, gif, wmf, cdr,
png, psd, pdd, rle, dib, eps, psb, pcx, pdp, raw, pct, pict, pxr, pbm, pgm, ppm,
pnm, pdf, sct, tga, vda, icg, vst, tif, tiff, dwg, dwf, skp, skb, 3ds, zip, rar,
mpeg, qtv, psp, etc, etc etc. Just name the format please.
>
> The reality within this NG is people 'tend', at times, to read more into a
query then is asked. Henceforth my msg. requesting no answers nor queries
regarding;
> a.. hurricane strapping
> a.. proper seismic tie ins
> a.. footing details
> a.. interior design/mechanics/usage
> a.. insulation factors
> a.. rafter framing
> a.. building usage
> a.. dimensional sizes
> a.. codes
>
> Michael's response is correct. (The intermediate blocking between the
vertical studs @ 5' O/C.)
>
> Per;
> >>>BOBk207
>
> >>>And you don't give the location of the "shop"....... I guess you can
> >>>do pretty much whatever you want.
>
> Yes they can! They could build it out of cheese if they wanted to.
> FYI: No seismic, water, wind. Northeastern Washington State if that affects
the design..............
>
> Dan
>
> Query 1.
> Their desire is to replace the intermediate framing with a 1x4 on the
exterior face of the vertical studs at the same elevation as the intermediate
framing and fasten the steel sheets to the 1x4's. IE:sheeting girts
> Albeit the wall depth is increased to 7", anyone see a structural problem
with this?
>
> Query 2.
> In lieu of the inset 2x6 diagonal bracing into the vertical wall studs, what
about substituting metal banding that's screwed/nailed to the face of the studs
(interior and or exterior [mutltiple?]) that would wrap/fasten to the upper &
lower plates? As in diagonal brace rods in a PEB?
Chill Dan...........
>>>Not asking for loads for wind, snow, siesmic, etc. 2 questions, end of
story..................I know what works with steel, I'm not fully cognizant
with what works for wood, henceforth, my questions .......
Simple response to Query 1. Why & Yes
Simple response to Query 2 Yes if done correctly.
Sorry Dan but timber framed structures either have to satisfy
"convention construction" prescriptive "design", be designed per some
sort of code or be engineered. In order to do these things one must
know the operational environment of the structure. Changing from
convention construction to alternative materials & construction
methods requires evaluating whether the substitute meets / exceeds
that of the original.
"the devil is in the details"
>>>>I thought the questions would be extremely simple for people that build with
wood, but perhaps I was wrong. <<<<<<
If the 2x6 brace is already in place, why the question about the metal
banding?
If the walls are 16' high, why is the blocking at 5' o/c?
Have your friends visit http://www.strongtie.com/
cheers
Bob
|
|
Posted by Bob Morrison on February 19, 2007, 11:22 am
In a previous post Dan Deckert wrote...
> I'll tell you why;
> Because I only needed answers to the original questions!!!!!!!!!!!!!!!!!!!!
> I don't need, nor require, answers to extraneous/frivolous queries
pertaining to any who, what, why, suppositions. I thought the questions would be
extremely simple for people that build with wood, but perhaps I was wrong.
>
Dan:
I would not even venture to guess at the answers to these questions in a
post to a newsgroup. There may be issues unrelated to the structural
design (such as fire blocking) that are part of the question and part of
the problem.
You said the project is in NE Washington State. AS I'm sure you know,
Washington uses IBC2003 for any non-residential structure. Most
jurisdictions in Washington State will require engineering calculations
for any changes to the structural system.
And yes, I could do this work, but it would be 6-8 weeks before I could
pick it up.
--
Bob Morrison, PE, SE
R L Morrison Engineering Co
Structural & Civil Engineering
Poulsbo WA
bob at rlmorrisonengr dot com
|
|
Posted by Dan Deckert on February 20, 2007, 11:31 pm
> In a previous post Dan Deckert wrote...
> > I'll tell you why;
> Dan:
>
> I would not even venture to guess at the answers to these questions in a
> post to a newsgroup. There may be issues unrelated to the structural
> design (such as fire blocking) that are part of the question and part of
> the problem.
>
> You said the project is in NE Washington State. AS I'm sure you know,
> Washington uses IBC2003 for any non-residential structure. Most
> jurisdictions in Washington State will require engineering calculations
> for any changes to the structural system.
>
Bob,
Therein lies the gist of my query. According to the property owner, the only
inspection required is septic and power. Building permit comes from the
county with no plan review, according to the owner and I've never known this
guy to lie. Seemed strange to me but.........Building is in the county.
The owner asked for a mix of design. He didn't want a full blown wood framed
wall as one usually would. He wanted to eliminate the fire blocking,
although the walls are 16' high, because the interior is not covered
(sheetrock/OSB, etc.) in any way. It would be open like a pole building on
the interior with faced insulation between the studs.
I asked if the wood diagonal bracing could be replaced with properly
fastened steel banding to provide shear loads because the owner asked. Much
like diagonal cabling or diagonal brace rods in a PEB. The exterior of the
building will be gauge metal sheets. Hence my question of the 1x4's with the
wall sheets as a part of the shear. The 1x4's would act as sheeting girts
like a PEB or pole building. Owner has no plans to install OSB or like
sheathing to the exterior walls. Owners comment was if he can do it
differently and faster and cheaper but still be solid as hell and meet or
surpass any codes that might come up, why not.
Rico.........
>A suggestion. If you are willing to type a list of forty formats, you
>have the time to post a couple of pictures so everyone can see what's
>going on, and _then_ ask your questions.
I would have IF I had a place to post them. I suppose there are places but
I've never been there. It's my understanding it's not within etiquette to
include them as attachments within the NG. But as I stated, I can send them
'as type' if someone asks.
>You don't have enough experience in this area of construction to
>answer your own questions, but you understand enough to know what you
>_don't_ need answered? Doesn't appear that way from the answers.
26 years in construction in almost every field but wood. Some formwork but
darn little. Completly remodeled/reframed/rewired/replumed (including newly
framed doors/windows/etc) my last house with no mistakes in the city &
passed all inspections. However, I didn't feel that made me qualified to
answer the questions I raised. Steel, yes, wood, no! At this juncture Rico,
we can't even seem to get past this wall, let alone other details.
Bobk207
>Sorry Dan but timber framed structures either have to satisfy
>"convention construction" prescriptive "design", be designed per some
>sort of code or be engineered. In order to do these things one must
>know the operational environment of the structure. Changing from
>convention construction to alternative materials & construction
>methods requires evaluating whether the substitute meets / exceeds
>that of the original.
>"the devil is in the details"
The owner is looking at different methods that will meet/exceed any current
codes, albeit he states there's no plan review, yet can be done faster &
cheaper. As in why install fire blocking if the interior is open? Why cut
diagonal 2x6's into the face for shear if you can use properly attached
metal strapping with the addition of the exterior 1x4's with metal siding?
When the owner started asking me why not, it made me wonder as well.
Dan
> And yes, I could do this work, but it would be 6-8 weeks before I could
> pick it up.
>
> --
> Bob Morrison, PE, SE
> R L Morrison Engineering Co
> Structural & Civil Engineering
> Poulsbo WA
> bob at rlmorrisonengr dot com
|
|
Posted by Bobk207 on February 21, 2007, 12:36 am
>
>
> > In a previous post Dan Deckert wrote...
> > > I'll tell you why;
> > Dan:
>
> > I would not even venture to guess at the answers to these questions in a
> > post to a newsgroup. There may be issues unrelated to the structural
> > design (such as fire blocking) that are part of the question and part of
> > the problem.
>
> > You said the project is in NE Washington State. AS I'm sure you know,
> > Washington uses IBC2003 for any non-residential structure. Most
> > jurisdictions in Washington State will require engineering calculations
> > for any changes to the structural system.
>
> Bob,
> Therein lies the gist of my query. According to the property owner, the only
> inspection required is septic and power. Building permit comes from the
> county with no plan review, according to the owner and I've never known this
> guy to lie. Seemed strange to me but.........Building is in the county.
>
> The owner asked for a mix of design. He didn't want a full blown wood framed
> wall as one usually would. He wanted to eliminate the fire blocking,
> although the walls are 16' high, because the interior is not covered
> (sheetrock/OSB, etc.) in any way. It would be open like a pole building on
> the interior with faced insulation between the studs.
>
> I asked if the wood diagonal bracing could be replaced with properly
> fastened steel banding to provide shear loads because the owner asked. Much
> like diagonal cabling or diagonal brace rods in a PEB. The exterior of the
> building will be gauge metal sheets. Hence my question of the 1x4's with the
> wall sheets as a part of the shear. The 1x4's would act as sheeting girts
> like a PEB or pole building. Owner has no plans to install OSB or like
> sheathing to the exterior walls. Owners comment was if he can do it
> differently and faster and cheaper but still be solid as hell and meet or
> surpass any codes that might come up, why not.
>
> Rico.........>A suggestion. If you are willing to type a list of forty
formats, you
> >have the time to post a couple of pictures so everyone can see what's
> >going on, and _then_ ask your questions.
>
> I would have IF I had a place to post them. I suppose there are places but
> I've never been there. It's my understanding it's not within etiquette to
> include them as attachments within the NG. But as I stated, I can send them
> 'as type' if someone asks.
>
> >You don't have enough experience in this area of construction to
> >answer your own questions, but you understand enough to know what you
> >_don't_ need answered? Doesn't appear that way from the answers.
>
> 26 years in construction in almost every field but wood. Some formwork but
> darn little. Completly remodeled/reframed/rewired/replumed (including newly
> framed doors/windows/etc) my last house with no mistakes in the city &
> passed all inspections. However, I didn't feel that made me qualified to
> answer the questions I raised. Steel, yes, wood, no! At this juncture Rico,
> we can't even seem to get past this wall, let alone other details.
>
> Bobk207
>
> >Sorry Dan but timber framed structures either have to satisfy
> >"convention construction" prescriptive "design", be designed per some
> >sort of code or be engineered. In order to do these things one must
> >know the operational environment of the structure. Changing from
> >convention construction to alternative materials & construction
> >methods requires evaluating whether the substitute meets / exceeds
> >that of the original.
> >"the devil is in the details"
>
> The owner is looking at different methods that will meet/exceed any current
> codes, albeit he states there's no plan review, yet can be done faster &
> cheaper. As in why install fire blocking if the interior is open? Why cut
> diagonal 2x6's into the face for shear if you can use properly attached
> metal strapping with the addition of the exterior 1x4's with metal siding?
> When the owner started asking me why not, it made me wonder as well.
>
> Dan
>
> > And yes, I could do this work, but it would be 6-8 weeks before I could
> > pick it up.
>
> > --
> > Bob Morrison, PE, SE
> > R L Morrison Engineering Co
> > Structural & Civil Engineering
> > Poulsbo WA
> > bob at rlmorrisonengr dot com
Dan-
>>>>The owner is looking at different methods that will meet/exceed any current
codes<<<<<<
if he's looking to meet or exceed a code....we kinda have to know
which one OR at the very least where the building is going to be;
snow? wind? seismic?
desired performance level? life safety only? moderate damage from a
50 year event? minimal damage? fully elastic?
>>>>>>As in why install fire blocking if the interior is open? <<<<<
I must have missed that in the OP, nothing on the interior?
>>>Why cut diagonal 2x6's into the face for shear if you can use properly
attached
metal strapping with the addition of the exterior <<<,,
Metal strapping is an alternative to a let-in brace system, not much
of an alternative IMO
I've tested let-in braces (1x4 or 1x6) in a 2x6 wall.....they're
amazingly strong, IMO straps are a crappy cheap alternative. Who
came up with a 2x6 let-in brace?
>>>>>exterior 1x4's with metal siding?<<<<<<
Is the metal siding, siding or structural sheathing? What are the
surfaced mounted 1x4's supposed to accomplish? How thick is the steel
"sheeting"; flat or corrugated / ridged? fastener style, size &
spacing?
How is metal supposed to work as structural sheathing if it's held off
the framing (studs) by the surface mounted 1x4's ? what is the
estimated demand on the 1x4 when it acts as "shear transfer
blocking"? Is 1x4 adequate to provide continuity of load path for the
metal sheathing? I doubt it.
In order to design something like this this (& not use a code,
convention construction or a prescriptive design methodology) you have
bounce back & forth between "capacity" & "demand" and constantly
thinking about load path .....
Oh but not foundation or any of the other "off limits" topics from the
OP.
What's gonna hold this thing together when the wind sucks the roof off
as a single unit.....better not discuss any hurricane ties.
Just because the process might appear to be simple (it ain't) or the
process appears easy (it is, IF you know what you're doing; & know
what to consider, what to ignore......it's called experience)
Seismic in Texas...probably not a huge factor, wind in WA....maybe
something to consider
Snow is Orange County, CA not a concern snow in WA....I don't
know, I'd have to check.....elevation
Snow in SoCal not a problem....oops! I forgot to tell you, the
building site is at 6000 ft! & the roof slope is only 4/12! Got me a
cheap set of plans off the internet.
cheers
Bob
btw construction ain't design & design ain't construction......but
both are required to get the job done.
The best jobs are gotten when each part considers the other.........
|
|
Posted by Dan Deckert on February 22, 2007, 12:43 am
: quoted-printable
> >
> >
> Dan-
>=20
> >>>>The owner is looking at different methods that will meet/exceed =
any current
> codes<<<<<<
>=20
> if he's looking to meet or exceed a code....we kinda have to know
> which one OR at the very least where the building is going to be;
> snow? wind? seismic?
OK Bob, I''ll try to cover this.=20
Building in NE Wa. St. Snow load is @ least rated @ 3'. Wind is zero. =
Siesmic.?? unk 60 miles +/- north of Spokane
>=20
> desired performance level? life safety only? moderate damage from a
> 50 year event? minimal damage? fully elastic?
A minimal workshop for life.=20
> >>>>>>As in why install fire blocking if the interior is open? <<<<<
>=20
> I must have missed that in the OP, nothing on the interior?
Nope! Well, insulation between the studs.
> Why cut diagonal 2x6's into the face for shear if you can use properly =
attached
> metal strapping with the addition of the exterior <,,
>=20
> Metal strapping is an alternative to a let-in brace system, not much
> of an alternative IMO
>=20
> I've tested let-in braces (1x4 or 1x6) in a 2x6 wall.....they're
> amazingly strong, IMO straps are a crappy cheap alternative. Who
> came up with a 2x6 let-in brace?
Now here's the question, why can't metal banding/strapping work, =
properly applied, as well as cut in diagonal bracing for shear? Whether =
it's interior/exterior or both?
> >>>>>exterior 1x4's with metal siding?<<<<<<
>=20
> Is the metal siding, siding or structural sheathing? What are the
> surfaced mounted 1x4's supposed to accomplish? How thick is the steel
> "sheeting"; flat or corrugated / ridged? fastener style, size &
> spacing?
Corrugated wall sheathing. 1.5" highs. Ribbed panels as in a PEB.
> How is metal supposed to work as structural sheathing if it's held off
> the framing (studs) by the surface mounted 1x4's ? what is the
> estimated demand on the 1x4 when it acts as "shear transfer
> blocking"? Is 1x4 adequate to provide continuity of load path for the
> metal sheathing? I doubt it.
Therein was a purpose for my query. I stated my expertise relative to =
wood is nil.=20
> In order to design something like this this (& not use a code,
> convention construction or a prescriptive design methodology) you have
> bounce back & forth between "capacity" & "demand" and constantly
> thinking about load path .....
yep!
> Oh but not foundation or any of the other "off limits" topics from the
> OP.
Bob, you know as well as I do, there are extraneous answers and queries =
unrelated to a post that detour from the OP. I just wanted to avoid the =
extraneous and subjctive stuff. Albeit it seemed to irritate some....
> What's gonna hold this thing together when the wind sucks the roof off
> as a single unit.....better not discuss any hurricane ties.
Here and again, we're not at that point in the design, henceforth, =
irrelevant. I'm just asking about a DCN for a wall.
=20
> Just because the process might appear to be simple (it ain't) or the
> process appears easy (it is, IF you know what you're doing; & know
> what to consider, what to ignore......it's called experience)
Been there, done that! But my experience is primarily steel. Which is =
why I asked about the faced 1x4 for shear, with the metal wall =
sheathing. A PEB is a freak until the wall sheets are applied to get =
shear.
> Seismic in Texas...probably not a huge factor, wind in WA....maybe
> something to consider
No wind in 60 years. Per owners father that lives there.
> Snow is Orange County, CA not a concern snow in WA....I don't
> know, I'd have to check.....elevation
=20
Elev. unk. <3000' Snow loads are a different consideration but will be =
addressed for enginereed trusses and purlins.
> Snow in SoCal not a problem....oops! I forgot to tell you, the
> building site is at 6000 ft! & the roof slope is only 4/12! Got me a
> cheap set of plans off the internet.
>=20
LOL................................
Lookin fwd to hearin from you.....................
Dan
> cheers
> Bob
>=20
> btw construction ain't design & design ain't construction......but
> both are required to get the job done.
AMEN to that. Can you plz fwd that to our engineers and fabricators? =
I've got over 300 manhours in rework and some of it is from going to =
hell to get it done.
> The best jobs are gotten when each part considers the other.........
best jobs?, consideration? what the hell are those? ;-)
Dan
------=_NextPart_000_000D_01C75601.593833C0
Content-Type: text/html;
charset="iso-8859-1"
Content-Transfer-Encoding: quoted-printable
<!DOCTYPE HTML PUBLIC "-//W3C//DTD HTML 4.0 Transitional//EN">
<HTML><HEAD>
<META http-equiv=3DContent-Type content=3D"text/html; =
charset=3Diso-8859-1">
<META content=3D"MSHTML 6.00.2800.1586" name=3DGENERATOR>
<STYLE></STYLE>
</HEAD>
<BODY>
<DIV><FONT face=3DArial size=3D2></FONT> </DIV>
<DIV><FONT face=3DArial size=3D2>"Bobk207" <</FONT><A=20
size=3D2>rkazanjy@gmail.com</FONT></A><FONT face=3DArial size=3D2>> =
wrote in=20
message </FONT><A=20
=20
face=3DArial=20
></A><FONT=20
face=3DArial size=3D2>...</FONT></DIV>
<DIV><FONT face=3DArial size=3D2>> On Feb 20, 8:31 pm, "Dan Deckert"=20
size=3D2>deck...@owt.com</FONT></A><FONT face=3DArial size=3D2>> =
wrote:<BR>>=20
> "Bob Morrison" <</FONT><A =
face=3DArial size=3D2>SpamFigh...@junk.com</FONT></A><FONT face=3DArial =
size=3D2>>=20
wrote in message<BR>> ><BR>> > </FONT><A=20
face=3DArial=20
A><FONT=20
face=3DArial size=3D2>...<BR>> ><BR><BR>> Dan-<BR>> <BR>> =
>>>>The owner is looking at different methods that will =
meet/exceed=20
any current<BR>> codes<<<<<<<BR>> <BR>> if =
he's=20
looking to meet or exceed a code....we kinda have to know<BR>> which =
one OR=20
at the very least where the building is going to be;<BR>> snow? wind? =
seismic?</FONT></DIV>
<DIV><FONT face=3DArial size=3D2></FONT> </DIV>
<DIV><FONT face=3DArial size=3D2>OK Bob, I''ll try to cover this. =
</FONT></DIV>
<DIV><FONT face=3DArial size=3D2>Building in NE Wa. St. Snow =
load is @ least=20
rated @ 3'. Wind is zero. Siesmic.?? unk 60 miles +/- north of=20
Spokane</FONT></DIV>
<DIV><BR><FONT face=3DArial size=3D2>> <BR>> desired performance =
level? =20
life safety only? moderate damage from a<BR>> 50 year =
event? =20
minimal damage? fully elastic?<BR></FONT></DIV>
<DIV><FONT face=3DArial size=3D2>A <U>minimal </U>workshop for life. =
</FONT></DIV>
<DIV><BR><FONT face=3DArial size=3D2>> =
>>>>>>As in why=20
install fire blocking if the interior is open? =
<<<<<<BR>>=20
<BR>> I must have missed that in the OP, nothing on the=20
interior?<BR></FONT></DIV>
<DIV><FONT face=3DArial size=3D2>Nope! Well, insulation between the=20
studs.</FONT></DIV>
<DIV><FONT face=3DArial size=3D2></FONT><FONT face=3DArial =
size=3D2></FONT> </DIV>
<DIV><FONT face=3DArial size=3D2>> Why cut diagonal 2x6's into the =
face for shear=20
if you can use properly attached<BR>> metal strapping with the =
addition of=20
the exterior <,,<BR>> <BR>> Metal strapping is an alternative =
to a=20
let-in brace system, not much<BR>> of an alternative =
IMO<BR>>=20
<BR>> I've tested let-in braces (1x4 or 1x6) in a 2x6=20
wall.....they're<BR>> amazingly strong, IMO straps are a crappy =
cheap=20
alternative. Who<BR>> came up with a 2x6 let-in =
brace?<BR></FONT></DIV>
<DIV><FONT face=3DArial size=3D2>Now here's the question, why can't =
metal=20
banding/strapping work, properly applied, as well as cut in =
diagonal=20
bracing for shear? Whether it's interior/exterior or both?</FONT></DIV>
<DIV><FONT face=3DArial size=3D2> </DIV>
<DIV><BR>> >>>>>exterior 1x4's with metal=20
siding?<<<<<<<BR>> <BR>> Is the metal siding, =
siding or=20
structural sheathing? What are the<BR>> surfaced mounted 1x4's =
supposed=20
to accomplish? How thick is the steel<BR>> "sheeting"; flat or=20
corrugated / ridged? fastener style, size &<BR>> =
spacing?<BR></DIV>
<DIV>Corrugated wall sheathing. 1.5" highs. Ribbed panels as in a =
PEB.</DIV>
<DIV><BR>> How is metal supposed to work as structural sheathing if =
it's held=20
off<BR>> the framing (studs) by the surface mounted 1x4's ? =
what is=20
the<BR>> estimated demand on the 1x4 when it acts as "shear =
transfer<BR>>=20
blocking"? Is 1x4 adequate to provide continuity of load path for=20
the<BR>> metal sheathing? I doubt it.</DIV>
<DIV> </DIV>
<DIV>Therein was a purpose for my query. I stated my expertise relative =
to wood=20
is nil. <BR></DIV>
<DIV>> In order to design something like this this (& not use a=20
code,<BR>> convention construction or a prescriptive design =
methodology) you=20
have<BR>> bounce back & forth between "capacity" & =
"demand" and=20
constantly<BR>> thinking about load path .....<BR></DIV>
<DIV>yep!</DIV>
<DIV><BR>> Oh but not foundation or any of the other "off limits" =
topics from=20
the<BR>> OP.<BR></DIV>
<DIV>Bob, you know as well as I do, there are extraneous answers and =
queries=20
unrelated to a post that detour from the OP. I just wanted to avoid the=20
extraneous and subjctive stuff. Albeit it seemed to irritate =
some....</DIV>
<DIV><BR>> What's gonna hold this thing together when the wind sucks =
the roof=20
off<BR>> as a single unit.....better not discuss any hurricane =
ties.</DIV>
<DIV> </DIV>
<DIV>Here and again, we're not at that point in the design, =
henceforth,=20
irrelevant. I'm just asking about a DCN for a wall.<BR> <BR>> =
Just=20
because the process might appear to be simple (it ain't) or the<BR>> =
process=20
appears easy (it is, IF you know what you're doing; & know<BR>> =
what to=20
consider, what to ignore......it's called experience)<BR></DIV>
<DIV>Been there, done that! But my experience is primarily steel. Which =
is why I=20
asked about the faced 1x4 for shear, with the metal wall sheathing. A =
PEB is a=20
freak until the wall sheets are applied to get shear.</DIV>
<DIV><BR>> Seismic in Texas...probably not a huge factor, wind =
in=20
WA....maybe<BR>> something to consider</DIV>
<DIV> </DIV>
<DIV>No wind in 60 years. Per owners father that lives there.</DIV>
<DIV><BR>> Snow is Orange County, CA =
not a=20
concern snow in WA....I don't<BR>> know, I'd have to=20
check.....elevation<BR> </DIV>
<DIV>Elev. unk. <3000' Snow loads are a different consideration but =
will be=20
addressed for enginereed trusses and purlins.</DIV>
<DIV><BR>> Snow in SoCal not a problem....oops! I forgot to tell you, =
the<BR>> building site is at 6000 ft! & the roof slope is =
only=20
4/12! Got me a<BR>> cheap set of plans off the =
internet.<BR>> </DIV>
<DIV>LOL................................</DIV>
<DIV> </DIV>
<DIV>Lookin fwd to hearin from you.....................</DIV>
<DIV>Dan</DIV>
<DIV> </DIV>
<DIV><BR>> cheers<BR>> Bob<BR>> <BR>> btw construction ain't =
design=20
& design ain't construction......but<BR>> both are required to =
get the=20
job done.<BR></DIV>
<DIV>AMEN to that. Can you plz fwd that to our engineers and =
fabricators? I've=20
got over 300 manhours in rework and some of it is from going to hell to =
get it=20
done.</DIV>
<DIV> </DIV>
<DIV><BR>> The best jobs are gotten when each part considers the=20
other.........<BR>best jobs?, consideration? what the hell are=20
those? &=
nbsp; =20
;-)</DIV>
<DIV>Dan</FONT></DIV></BODY></HTML>
------=
|
Page 3 of 6 < 1 2 3 > last >>
| Similar Threads | Posted | | Clear Span Query | January 3, 2007, 12:25 am |
| UK Building Regs query | October 18, 2007, 7:11 am |
| Structural Engineering | August 11, 2006, 4:08 pm |
| WTC 7 Structural Drawings Are Available | March 26, 2007, 2:51 pm |
| structural fiberboard sheathing | October 11, 2006, 9:02 am |
| Building leans- structural? | November 11, 2006, 9:12 am |
| structural design studymetrial | January 18, 2007, 11:25 pm |
| structural insulated panels | May 28, 2007, 1:11 pm |
| Maintenance free structural metal | August 4, 2006, 2:20 pm |
| structural rehab of old non engineered buildings | October 26, 2006, 12:02 pm |
|
|
Yahoo! 
Google 
Windows Live 
del.icio.us 
digg 
Netscape 
XML Sitemap