Who is responsible for plugging vent holes?
The fabricator or the contractor?
Thanks in advance,
Coe

Have any of you detailed Wal-mart stores?
If you have detailed any Wal-marts, please email me privately with
which prototypes you have done and how long ago.
Please include the store number you detailed.
Thanks,
Coe

Batch Plot Utility is not too difficult. I think the video can help in
getting started faster:
http://www.nyacad.com/BatchPlot.htm

Alex Borodulin
NYacad, Inc.
Steel Detailing & CAD software development
http://www.nyacad.com
alex@...

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The Fabricator.

Kev


--- In steel-detail@yahoogroups.com, "Coe Bryan" <coeb@e...> wrote:
>
> Who is responsible for plugging vent holes?
> The fabricator or the contractor?
> Thanks in advance,
> Coe

FABRICATOR ALONG WITH TOUCH UP.

LARRY MEISSNER
HOWARD STEEL

___________________________________________________________________
Speed up your surfing with Juno SpeedBand.
Now includes pop-up blocker!
Only $14.95/month -visit http://www.juno.com/surf to sign up today!

Hey everyone,
Well, we're now into the 2nd quarter and work still sucks. I don't know
what's going on around here. Everything I bid gets put on hold. Anyone need
help? We have about 120 hours a week available.

Give me a call or drop me an e-mail.

Thanks,

Tom Davey
Thomas A. Davey & Associates, LLC
643 Genenbill Dr.
Cincinnati, OH 45238-4710
513-922-8598 Office
513-922-7605 Fax
513-379-3602 Cell
e-mail: tomdavey@...
website: www.tadassoc.com
Serving the Fabrication Industry for over 40 years



[Non-text portions of this message have been removed]

Hi all,

I'm trying to find a couple of anchor bolt supply companies so I can do some
comparison shopping....any suggestions?

Thanks much
Joanie @
MID ISLAND STEEL CORP
MEDFORD NY
631-696-0066


[Non-text portions of this message have been removed]

please post the info to the list...
thanks!!!

Regards,
Tim Quinn


Joanie wrote:

>Hi all,
>
>I'm trying to find a couple of anchor bolt supply companies so I can do some
comparison shopping....any suggestions?
>
>Thanks much
>Joanie @
>MID ISLAND STEEL CORP
>MEDFORD NY
>631-696-0066
>
>
>
>

We use these guys for almost all of our threaded rods.
http://www.platteanchorbolt.com/


Rick Welcher
Central Denver Ironworks Inc.
4245 Fox Street
Denver, CO  80216
303-433-3180

-----Original Message-----
From: Joanie [mailto:ITSME295@...]
Sent: Friday, April 01, 2005 7:56 AM
To: steel-detail@yahoogroups.com
Subject: Steel-Detail: Anchor bolt supplier


Hi all,

I'm trying to find a couple of anchor bolt supply companies so I can do some
comparison shopping....any suggestions?

Thanks much
Joanie @
MID ISLAND STEEL CORP
MEDFORD NY
631-696-0066


[Non-text portions of this message have been removed]




---- Steel-Detail List Sponsored by ---------------------------------
Detailer * Project Manager * Checker * Extimator * General Manager
Looking For a New Job? View the latest job openings in the
fabricated steel industry on Steel-Link.com by going to:
http://www.steel-link.com/2002/careers/JobList.cfm
---------------------------------------------------------------------
...the innovative minds at CadVantage - see the NEW Pay-per-Use version of
CVSpro8 at www.steeldetails.com/payperuse.htm or the NEW 'SteelTools' at
Steel-Link.com. Only pay for what you produce using high-end, automated
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*********************************************************************
To reply to the entire list simply send your message to:
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Yahoo! Groups Links

Hi Joanie,

I don't know if these companies are anywhere close to your location, but I
have bought Anchor Bolts from both companies

Haydon Bolt in Philadelphia, PA (215) 537-8700

and

PA Bolt in Pine Forge, PA (610) 970-9933

I hope this helps



Chuck Pfleger




>From: Joanie <ITSME295@...>
>To: steel-detail@yahoogroups.com
>Subject: Steel-Detail: Anchor bolt supplier
>Date: Fri, 01 Apr 2005 09:55:49 -0500
>
>Hi all,
>
>I'm trying to find a couple of anchor bolt supply companies so I can do
>some comparison shopping....any suggestions?
>
>Thanks much
>Joanie @
>MID ISLAND STEEL CORP
>MEDFORD NY
>631-696-0066
>
>
>[Non-text portions of this message have been removed]
>

_________________________________________________________________
On the road to retirement? Check out MSN Life Events for advice on how to
get there! http://lifeevents.msn.com/category.aspx?cid=Retirement

right.. TC bolts come automaticly with 1-washer.

the problem I am discussing is about A490 bolts and A36 it is a requirement that
there are 2-washers 1 under the head and 1 under the bolt. I think everone has
been thinking since A992 steel is being used not to worry. but angles and plates
still come in A36 grade.

angles in A572 are hard to come by..


"Shawn Wortham" <zap1622@...> wrote:

>Now I could be wrong, but TC bolts come with a hardened washer (nut side).
>
>Right?!
>
>TY S. I. WORTHAM
>
>zap1622@...<mailto:zap1622@...>
>  ----- Original Message -----
>  From: STEELGASTD@...<mailto:STEELGASTD@...>
>  To: Steel-Detail@yahoogroups.com<mailto:Steel-Detail@yahoogroups.com>
>  Sent: Thursday, March 31, 2005 2:01 PM
>  Subject: Steel-Detail: Tension control bolt
>
>
>  Is there any documentation about A490 TC-bolts to A36 only require washer
under the nut? Since the head is round and would be same as round washer I think
it is reasonable that it would not be required. Also I do not think the bolt
turns in this type of tension system so galling under the head is not passoible
like with impact tightening of conventional hex head bolts?
>
>  Best Regards
>  Gordon Ayres
>
>  __________________________________________________________________
>  Switch to Netscape Internet Service.
>  As low as $9.95 a month -- Sign up today at
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>
>
>  ---- Steel-Detail List Sponsored by ---------------------------------
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>  Looking For a New Job? View the latest job openings in the
>  fabricated steel industry on Steel-Link.com by going to:
> 
http://www.steel-link.com/2002/careers/JobList.cfm<http://www.steel-link.com/200\
2/careers/JobList.cfm>
>  ---------------------------------------------------------------------
>  ...the innovative minds at CadVantage - see the NEW Pay-per-Use version of
>  CVSpro8 at www.steeldetails.com/payperuse.htm or the NEW 'SteelTools' at
>  Steel-Link.com. Only pay for what you produce using high-end, automated
>  detailing software for about $8 per sheet.  Call 704-344-9644.
>  *********************************************************************
>  To reply to the entire list simply send your message to:
>  steel-detail@yahoogroups.com
>
>
>
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paging Chris Riley!!!

Chris


[Non-text portions of this message have been removed]

Brian there is no program. Here is what I did

1.   I have a line for my FAX and I used that line for my DSL and FAX
2.   Ordered DSL and Broadband modem from SBC on the FAX line number
3.   Purchased a Linksys router with firewall (not wireless) and Ethernet
cables for each PC
4.   Acquired a 3com Super Stack dual speed hub from a friend (not required
for 4 or less)
5.   Received DSL modem and line splitter parts from SBC
6.   Checked with SBC to see if DSL was working on named line
7.   Placed splitter (furnished by SBC) in phone jack
8.   Hooked FAX machine into splitter phone side
9.   Hooked Ethernet cable into splitter cable side
10.  Put Ethernet cable into broadband modem
11.   Ran Ethernet cable from modem to firewall router
12.  Ran Ethernet cable from router to hub
13.  Ran Ethernet cables from hub to each computer

I have 12 ports on this hub that I can connect PC's to SBC only allows 10
addresses
I only use 6. I you only need 4 this can be done without the hub as my route
has 4 ports.

Good Luck hopes this helps - I will have to say that I have been very
pleased with this setup and connection speed. I send out ACAD dwgs non
compressed in 2 to 5 megs with no problems.

Sam Baucom
Sam Baucom & Assoc.
Structural, Misc & Rebar Detailing
Amarillo, TX
sam.baucom@...
806-359-5635

----- Original Message -----
From: "BWFAB" <bwfab@...>
To: "Sam Baucom" <sam.baucom@...>
Sent: Friday, April 01, 2005 1:41 PM
Subject: Re: Steel-Detail: Cable vs DSL - Off Topic ?


> Sam could you forward that SBC program for $19.95
> sounds like a winner
> thanks
> Brian Beller
> Beller Welding & Fab. Inc.
> bwfab@...
> ----- Original Message -----
> From: "Sam Baucom" <sam.baucom@...>
> To: <steel-detail@yahoogroups.com>; "Bob Lucernoni" <masd@...>
> Sent: Tuesday, March 29, 2005 12:36 PM
> Subject: Re: Steel-Detail: Cable vs DSL - Off Topic ?
>
>
> >
> > I have DSL and love it I pay $19.95 month through SBC can have up to 10
> > email accounts - currently have a router and 6 computers hooked up all
for
> > $19.95 month. Before I went on DSL I had 2 dial up accounts for 2
> computers
> > @ $14.95 EACH a month plus extra phone line expense. I now have my fax
> > machine on the DSL line - all on (computers and FAX 24/7)
> > Sam
> >
> > ----- Original Message -----
> > From: "Bob Lucernoni" <masd@...>
> > To: <steel-detail@yahoogroups.com>
> > Sent: Tuesday, March 29, 2005 2:06 PM
> > Subject: Steel-Detail: Cable vs DSL - Off Topic ?
> >
> >
> > >
> > > I'm looking at changing my internet account from cable to Verizon DSL.
> > > The DSL is $40 a month and has 3mg downloads and 758k uploads.
> > > (Cable is $80/month - both are commercial accounts.)
> > >
> > > Has anyone had any issues with DSL that you would like to share.
> > >
> > > Thanks,
> > >
> > > Bob Lucernoni
> > > MASD, Inc.
> > >
> > >
> > > [Non-text portions of this message have been removed]
> > >
> > >
> > >
> > >
> > > ---- Steel-Detail List Sponsored by ---------------------------------
> > > Detailer * Project Manager * Checker * Extimator * General Manager
> > > Looking For a New Job? View the latest job openings in the
> > > fabricated steel industry on Steel-Link.com by going to:
> > > http://www.steel-link.com/2002/careers/JobList.cfm
> > > ---------------------------------------------------------------------
> > > ...the innovative minds at CadVantage - see the NEW Pay-per-Use
version
> of
> > > CVSpro8 at www.steeldetails.com/payperuse.htm or the NEW 'SteelTools'
at
> > > Steel-Link.com. Only pay for what you produce using high-end,
automated
> > > detailing software for about $8 per sheet.  Call 704-344-9644.
> > > *********************************************************************
> > > To reply to the entire list simply send your message to:
> > > steel-detail@yahoogroups.com
> > > Yahoo! Groups Links
> > >
> > >
> > >
> > >
> > >
> > >
> > >
> > >
> >
> >
> >
> >
> >
> > ---- Steel-Detail List Sponsored by ---------------------------------
> > Detailer * Project Manager * Checker * Extimator * General Manager
> > Looking For a New Job? View the latest job openings in the
> > fabricated steel industry on Steel-Link.com by going to:
> > http://www.steel-link.com/2002/careers/JobList.cfm
> > ---------------------------------------------------------------------
> > ...the innovative minds at CadVantage - see the NEW Pay-per-Use version
of
> > CVSpro8 at www.steeldetails.com/payperuse.htm or the NEW 'SteelTools' at
> > Steel-Link.com. Only pay for what you produce using high-end, automated
> > detailing software for about $8 per sheet.  Call 704-344-9644.
> > *********************************************************************
> > To reply to the entire list simply send your message to:
> > steel-detail@yahoogroups.com
> > Yahoo! Groups Links
> >
> >
> >
> >
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Hi list,
               Just a wee warning to anyone out there who is using xsteel and
creating nc files for automated
machinery.
The problem arises when you have one of the following situations:

1. The end of a sloping beam has a double skew cut i.e a fitting cut for the
saw, then a line cut for the other skew.
             _____________
            /
            \
              \
                \__________


2. The end of a beam is skew cut the notched ( coped ).

                  __________
                 |
                 |
          ____|
          \
            \__________


         If the resultant depth of the web ( on the fitting line ) after the cuts
have been made is less than half the beam depth
then the angle of cut in the header bloc of the nc file is shown as zero, not
what it should be.

I can be manually solved on the machine controller, but the operator has to be
made aware of the beams in question
or they are all straight cut.

Tekla have been informed and are working on a solution that works ( it seems
they knew about
it , solved it but created problems elswhere - thanks for letting us know)

Anyway, as I said a wee warning for the users out there

regards

  Stuart










[Non-text portions of this message have been removed]

I no longer have current standards, and am looking for reference material for
OSHA handrail height requirements.

Our standard is 34" above the nose line. Have received rails done at 32" I think
that this is the OSHA standard, is this correct?

Does anyone know if MSHA has the same standard?

Thanks in advance,


Chris Bell
belldraft@...
EarthLink Revolves Around You.

[Non-text portions of this message have been removed]

everybody thanks for the help.

at a36 material you do not need to have a washer under head of bolt for A490 TC
bolt if the head provides equal bearing circle to a std hard washer.

I finally figured it out. I had ranito this some time ago and got approval but
for got the particular sections of the spec. Since then new books and such and
have not run into it for awhile.

See AISC 3rd edition 16.4-41 / table 6.1 note (a)

phew!! dodged another bullet.

Best Regards
Gordon Ayres

"Chris Bell" <belldraft@...> wrote:

>Gordon,
>
>Are you talking about sect 6.2.1 of the "Specification for Structural
>Joints Using ASTM A325 or A490 Bolts" that states "Specified Minimum Yield
>Strength of Connected Material Less Than 40ksi: When ASTM A490 bolts are
>pretensioned in connected material of specified minimum yield strength less
>than40 ksi, ASTM F436 washers shall be used under both the bolt head and
>nut." ?
>
>Sect 6.2.3 indicates that washers are required under the nut, sect 6.2 says
>that washers are not required except as indicated in sections 6.1.1, 6.1.2,
>6.2.1, 6.2.2, 6.2.3, 6.2.4, and 6.2.5
>
>So if these are pretensioned joints, it would seem to indicate that both
>washers are needed, but if they are snug tight, they may not be needed.
>
>You may need to go over the job specs and all of "Section 6. Use of
>Washers" in order to get the required answer.
>
>Hope that this is of some help,
>
>Chris Bell
>
>
>> [Original Message]
>> From: <STEELGASTD@...>
>> To: <Steel-Detail@yahoogroups.com>
>> Date: 3/31/2005 5:01:10 PM
>> Subject: Steel-Detail: Tension control bolt
>>
>>
>> Is there any documentation about A490 TC-bolts to A36 only require washer
>under the nut? Since the head is round and would be same as round washer I
>think it is reasonable that it would not be required. Also I do not think
>the bolt turns in this type of tension system so galling under the head is
>not passoible like with impact tightening of conventional hex head bolts?
>>
>> Best Regards
>> Gordon Ayres
>>
>> __________________________________________________________________
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>> Detailer * Project Manager * Checker * Extimator * General Manager
>> Looking For a New Job? View the latest job openings in the
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>> CVSpro8 at www.steeldetails.com/payperuse.htm or the NEW 'SteelTools' at
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>> *********************************************************************
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>>
>>
>>
>>
>>
>>
>
>
>

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Hi-

I am detailing some HSS hangers that support the interior framing of a
suspended concrete running track. The bottoms of the hangers weld to the top
flange of the beams that support the decking. The top is going to be
attached to the bottom chord of the joists. The joist people tell me that
there is a 320' radius built into the joists, but that the joists may or may
not lay flat when fully loaded with the concrete. I'm thinking of leaving
the hangers long and then noting on the drawing that the hangers need to
have a simulated load applied before cutting them to length. Is there a
better way to do this?

Thanks,

Lem




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[Non-text portions of this message have been removed]

Set up a bracket utilzing all thread so the adjustemtn can be applied after all
loads are in place. This way everything can be erected. If you get creative you
can make it so you would have all thread with nut welded or forged to one end.
then leave acessable to drive with impact or electric wrench.

Best Regards
Gordon Ayres

"Lem-(qwest)" <adltd1001@...> wrote:

>Hi-
>
>I am detailing some HSS hangers that support the interior framing of a
>suspended concrete running track. The bottoms of the hangers weld to the top
>flange of the beams that support the decking. The top is going to be
>attached to the bottom chord of the joists. The joist people tell me that
>there is a 320' radius built into the joists, but that the joists may or may
>not lay flat when fully loaded with the concrete. I'm thinking of leaving
>the hangers long and then noting on the drawing that the hangers need to
>have a simulated load applied before cutting them to length. Is there a
>better way to do this?
>
>Thanks,
>
>Lem
>
>
>
>
>--
>No virus found in this outgoing message.
>Checked by AVG Anti-Virus.
>Version: 7.0.308 / Virus Database: 266.9.0 - Release Date: 03/31/2005
>
>
>
>
>[Non-text portions of this message have been removed]
>
>

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Anybody here on the list used/using Acad 2006?

From what I've seen of it, this looks like the first real release for quite some
time. It looks like someone figured out that some of us still use it  for
drawings. Looks pretty good.

I ordered the 30 day trial.

Chris Bell
belldraft@...
EarthLink Revolves Around You.

[Non-text portions of this message have been removed]

List,

Consider a fillet welded connection of a TS bracing
member to a gusset.
The TS member is slit and the gusset is inserted into
it.

Forces in the brace are not given and we we were not
expected to calculate the weld lengths and sizes.

The contract dwg indicates a normal double fillet weld
symbol that points to the top of the tube and bottom
of the tube and weld size given is 5/16"

The weld length is not mentioned alongside the fillet
weld triangle symbol but it is mentioned at the tail
of the arrow as 14" minimum.

My question:

1) Does this mean we provide a minimum of 14" of
fillet weld length on EACH of the four runs? Totalling
56" of fillet weld? I thought that if this was the
engineer's intent, he should have indicated 14"
clearly alongside the fillet weld symbol after the
weld size and not at the tail of the arrow.

2)Or does this mean we provide a TOTAL of 14" weld
length for the entire connection? That's just 3 1/2"
fillet weld for each of the weld runs? Not likely in
my opinion. Thats too little welding considering the
tube size and TS member size.

3) Or does this mean we provide minimum of 7" weld
length at near side at the tube top, another 7" of
weld length on the far side at the tube top and repeat
this at the bottom of the tube? Total 28".

We believe 3) is correct.

I would have sent a sketch of the detail in the
contract dwg but attachments are not permitted.
I am sending this sketch privately to  Dan Hargis,
Kevishev, Tim Quinn, Clint Strain, Joe Slater, Eddie
Partito and Dave Lowen with a request for their
opinion and to share this sketch with any list member
who wants to take a look at it before commenting. I
have also sent this to MiscIron-detail@yahoogroups.com
where attachments are permitted.


I request your opinion or advice latest by Monday
evening here (Early Monday morning at USA)

Regards
Vish

ddhargis@..., eddiesdrafting@...,
dave.lowen@...
jasdet@...
ferro20@...
kevishev@...
malemodeler@...






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Cecil,

Sorry I took so long to respond. I have not seen any responses on the Steel
Detail list yet. The solution is easy.

Set the end connection of the beam to Plain end. Set the VB connection to Vbrc
plate Force, Re-Design, then set to User. This locks in the connection. You may
have to add the required weld size in the Vbr12 screen. Now you can set the beam
end to the desired connection.

Bruce Vaughan
www.bvdetailing.com

----- Original Message -----
From: "Cecil Hayden" <cecil@...>
To: <cooldetailers@yahoogroups.com>
Cc: <steel-detail@yahoogroups.com>
Sent: Thursday, March 31, 2005 7:02 AM
Subject: Steel-Detail: SDS/2 question


>
> Can you create a vertical TS Brace to beam and HSS col connection as follows.
I want the gusset shop welded to the beam bottom flange and field welded to the
column. the program keeps the connection to the column the same as the beam. I
want to change this. How?
>
> Cecil
>

Vish,

If you could indicate the member size, some of us may have more insight to a
suggestion.

Without seeing the sketch, following are my suggestions for 3 possible tube
sizes:
HSS3x3x1/4 - 3.5x4
HSS6x6x1/4 - 7x4
HSS12x6x3/8 - 14x4

Someone needs to send an ANSI/AWS A2.4 to the engineer. Could you send the
sketch to me?

Bruce Vaughan
www.bvdetailing.com

----- Original Message -----
From: "G Vishwanath" <gvshwnth@...>
To: <steel-detail@yahoogroups.com>
Sent: Saturday, April 02, 2005 1:45 AM
Subject: Steel-Detail: Fillet weld symbol interpretation


>
> List,
>
> Consider a fillet welded connection of a TS bracing
> member to a gusset.
> The TS member is slit and the gusset is inserted into
> it.
>
> Forces in the brace are not given and we we were not
> expected to calculate the weld lengths and sizes.
>
> The contract dwg indicates a normal double fillet weld
> symbol that points to the top of the tube and bottom
> of the tube and weld size given is 5/16"
>
> The weld length is not mentioned alongside the fillet
> weld triangle symbol but it is mentioned at the tail
> of the arrow as 14" minimum.
>
> My question:
>
> 1) Does this mean we provide a minimum of 14" of
> fillet weld length on EACH of the four runs? Totalling
> 56" of fillet weld? I thought that if this was the
> engineer's intent, he should have indicated 14"
> clearly alongside the fillet weld symbol after the
> weld size and not at the tail of the arrow.
>
> 2)Or does this mean we provide a TOTAL of 14" weld
> length for the entire connection? That's just 3 1/2"
> fillet weld for each of the weld runs? Not likely in
> my opinion. Thats too little welding considering the
> tube size and TS member size.
>
> 3) Or does this mean we provide minimum of 7" weld
> length at near side at the tube top, another 7" of
> weld length on the far side at the tube top and repeat
> this at the bottom of the tube? Total 28".
>
> We believe 3) is correct.
>
> I would have sent a sketch of the detail in the
> contract dwg but attachments are not permitted.
> I am sending this sketch privately to  Dan Hargis,
> Kevishev, Tim Quinn, Clint Strain, Joe Slater, Eddie
> Partito and Dave Lowen with a request for their
> opinion and to share this sketch with any list member
> who wants to take a look at it before commenting. I
> have also sent this to MiscIron-detail@yahoogroups.com
> where attachments are permitted.
>
>
> I request your opinion or advice latest by Monday
> evening here (Early Monday morning at USA)
>
> Regards
> Vish
>
> ddhargis@..., eddiesdrafting@...,
> dave.lowen@...
> jasdet@...
> ferro20@...
> kevishev@...
> malemodeler@...
>
>

Thank you Gordon, that seems like an excellent idea. Now I just have to sell
it to the team.

Lem



    _____

From: STEELGASTD@... [mailto:STEELGASTD@...]
Sent: Friday, April 01, 2005 3:03 PM
To: "Lem-(qwest)"; steel-detail@yahoogroups.com
Subject: RE: Steel-Detail: HSS hanging from joists



Set up a bracket utilzing all thread so the adjustemtn can be applied after
all loads are in place. This way everything can be erected. If you get
creative you can make it so you would have all thread with nut welded or
forged to one end. then leave acessable to drive with impact or electric
wrench.

Best Regards
Gordon Ayres

"Lem-(qwest)" <adltd1001@...> wrote:

>Hi-
>
>I am detailing some HSS hangers that support the interior framing of a
>suspended concrete running track. The bottoms of the hangers weld to the
top
>flange of the beams that support the decking. The top is going to be
>attached to the bottom chord of the joists. The joist people tell me that
>there is a 320' radius built into the joists, but that the joists may or
may
>not lay flat when fully loaded with the concrete. I'm thinking of leaving
>the hangers long and then noting on the drawing that the hangers need to
>have a simulated load applied before cutting them to length. Is there a
>better way to do this?
>
>Thanks,
>
>Lem
>
>
>
>
>--
>No virus found in this outgoing message.
>Checked by AVG Anti-Virus.
>Version: 7.0.308 / Virus Database: 266.9.0 - Release Date: 03/31/2005
>
>
>
>
>[Non-text portions of this message have been removed]
>
>

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---- Steel-Detail List Sponsored by ---------------------------------
Detailer * Project Manager * Checker * Extimator * General Manager
Looking For a New Job? View the latest job openings in the
fabricated steel industry on Steel-Link.com by going to:
HYPERLINK
"http://www.steel-link.com/2002/careers/JobList.cfm"http://www.steel-link.co
m/2002/careers/JobList.cfm
---------------------------------------------------------------------
...the innovative minds at CadVantage - see the NEW Pay-per-Use version of
CVSpro8 at www.steeldetails.com/payperuse.htm or the NEW 'SteelTools' at
Steel-Link.com. Only pay for what you produce using high-end, automated
detailing software for about $8 per sheet.  Call 704-344-9644.
*********************************************************************
To reply to the entire list simply send your message to:
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[Non-text portions of this message have been removed]

Vish:

If the HSS section is wide enough 14" of weld may be required for shear lag. 
You don't state the width between the weld joints.  I would interpret the 14" as
the length of each weld joint, though the engineer has certainly done a poor job
telling you that.

Ron Yeager
rgy@...
   ----- Original Message -----
   From: G Vishwanath
   To: steel-detail@yahoogroups.com
   Sent: Saturday, April 02, 2005 3:45 AM
   Subject: Steel-Detail: Fillet weld symbol interpretation


   List,

   Consider a fillet welded connection of a TS bracing
   member to a gusset.
   The TS member is slit and the gusset is inserted into
   it.

   Forces in the brace are not given and we we were not
   expected to calculate the weld lengths and sizes.

   The contract dwg indicates a normal double fillet weld
   symbol that points to the top of the tube and bottom
   of the tube and weld size given is 5/16"

   The weld length is not mentioned alongside the fillet
   weld triangle symbol but it is mentioned at the tail
   of the arrow as 14" minimum.

   My question:

   1) Does this mean we provide a minimum of 14" of
   fillet weld length on EACH of the four runs? Totalling
   56" of fillet weld? I thought that if this was the
   engineer's intent, he should have indicated 14"
   clearly alongside the fillet weld symbol after the
   weld size and not at the tail of the arrow.

   2)Or does this mean we provide a TOTAL of 14" weld
   length for the entire connection? That's just 3 1/2"
   fillet weld for each of the weld runs? Not likely in
   my opinion. Thats too little welding considering the
   tube size and TS member size.

   3) Or does this mean we provide minimum of 7" weld
   length at near side at the tube top, another 7" of
   weld length on the far side at the tube top and repeat
   this at the bottom of the tube? Total 28".

   We believe 3) is correct.

   I would have sent a sketch of the detail in the
   contract dwg but attachments are not permitted.
   I am sending this sketch privately to  Dan Hargis,
   Kevishev, Tim Quinn, Clint Strain, Joe Slater, Eddie
   Partito and Dave Lowen with a request for their
   opinion and to share this sketch with any list member
   who wants to take a look at it before commenting. I
   have also sent this to MiscIron-detail@yahoogroups.com
   where attachments are permitted.


   I request your opinion or advice latest by Monday
   evening here (Early Monday morning at USA)

   Regards
   Vish

   ddhargis@..., eddiesdrafting@...,
   dave.lowen@...
   jasdet@...
   ferro20@...
   kevishev@...
   malemodeler@...






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   ---- Steel-Detail List Sponsored by ---------------------------------
   Detailer * Project Manager * Checker * Extimator * General Manager
   Looking For a New Job? View the latest job openings in the
   fabricated steel industry on Steel-Link.com by going to:
   http://www.steel-link.com/2002/careers/JobList.cfm
   ---------------------------------------------------------------------
   ...the innovative minds at CadVantage - see the NEW Pay-per-Use version of
   CVSpro8 at www.steeldetails.com/payperuse.htm or the NEW 'SteelTools' at
   Steel-Link.com. Only pay for what you produce using high-end, automated
   detailing software for about $8 per sheet.  Call 704-344-9644.
   *********************************************************************
   To reply to the entire list simply send your message to:
   steel-detail@yahoogroups.com



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[Non-text portions of this message have been removed]

I like the ability to write programs the way I need them. I do however use or
have used most of the other construction type calculators. I would really like
to be able to easely own and program a solid easy to use piece of equipment.

My main question is can all the keys on the TI-89 bee assigned a user developed
program?

I have used HP calculators over the last 20-years and have been pretty happy
with them until the changes after the 48GX. I really liked the HP41. The best
was the HP-71 since it had basic programming built in. The key thing I used it
for was detailing and checking. I had programmed for the HP41 entire set
dimensions for detailed components on a trestle bridge.

After the HP71 the programming in different languages became tedious and took
too much time. I had to spend more time learning the new programming language
than getting my job done.

I would like to have a new checking and detailing tool in the form of a handheld
but I would like it to have the capability and ease of use as the HP71 had.

I see that the TI-89 has the capability to do basic programing.

One of the key features I need is the ability to write the programs in basic and
assign the program it to any key on the key board. Since a lot of the time
saving programs I had for the HP71 where in basic I am thinking I could transfer
them to the TI if the key board was entirely assignable.

Question does the TI-89 keyboard have the ability to take user assignments for
any key?

Best Regards
Gordon Ayres



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http://www.laurowski.de/hp49/ti89hp49_comparison/ti89-hp49.htm

the link above may put HP back at the top of my list.

It notes that the HP has a fully assingable key-board. this is good becuase then
I can use keys like +, - & divide directly in my programs working with feet and
inches..

the other thing is it has a programing language which may be faster than the TI
and also has better debuger built in.

Thanks
Gordon


STEELGASTD@... wrote:

>I like the ability to write programs the way I need them. I do however use or
have used most of the other construction type calculators. I would really like
to be able to easely own and program a solid easy to use piece of equipment.
>
>My main question is can all the keys on the TI-89 bee assigned a user developed
program?
>
>I have used HP calculators over the last 20-years and have been pretty happy
with them until the changes after the 48GX. I really liked the HP41. The best
was the HP-71 since it had basic programming built in. The key thing I used it
for was detailing and checking. I had programmed for the HP41 entire set
dimensions for detailed components on a trestle bridge.
>
>After the HP71 the programming in different languages became tedious and took
too much time. I had to spend more time learning the new programming language
than getting my job done.
>
>I would like to have a new checking and detailing tool in the form of a
handheld but I would like it to have the capability and ease of use as the HP71
had.
>
>I see that the TI-89 has the capability to do basic programing.
>
>One of the key features I need is the ability to write the programs in basic
and assign the program it to any key on the key board. Since a lot of the time
saving programs I had for the HP71 where in basic I am thinking I could transfer
them to the TI if the key board was entirely assignable.
>
>Question does the TI-89 keyboard have the ability to take user assignments for
any key?
>
>Best Regards
>Gordon Ayres
>
>
>
>__________________________________________________________________
>Switch to Netscape Internet Service.
>As low as $9.95 a month -- Sign up today at http://isp.netscape.com/register
>
>Netscape. Just the Net You Need.
>
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>Search from anywhere on the Web and block those annoying pop-ups.
>Download now at http://channels.netscape.com/ns/search/install.jsp
>

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List,

Thanks for the responses, many of which were received
privately.
I am sending a copy of the sketch to those who
requested it.

The opinions were divided between 1) and 3)
Only one person suggested 2)

The tube size about which some of you inquired is HSS
12x8x1/2 or HSS 10x6x 1/2.
The gusset thickness is 3/4"

These were some additional bracings installed in a
building which we had recently  completed.
The client wanted the building height to be increased
in future and the engineer had indicated additional
TSS bracings between some columns to be provided right
now.
This was additional work.

We issued the shop dwgs for these bracings for
approval only.
The Fabricator was in a hurry and did not wait for
approval.
He fabricated the bracings and erected and field
welded them.
The engineer stated in his comments received later
that the weld lengths were inadequate and increased
all the fillet weld sizes to compensate.
The fabricator does not want to do this in the field
without compensation and asked us if our weld lengths
were okay.
We told him we had detailed per contract dwgs.
The engineer has rejected this and insisted on his
increased weld sizes.
The GC has asked the Fabricator to do the needful.

The fabricator is displeased with us.
He does not like to receive Rfis.
He does not like clouds in our drawings.
He thinks we raise too many rfis and put too many
clouds.

He was perhaps keen to finish this additional work
which had landed in his lap at the last moment and
leave the site.
That was perhaps the reason for his fabricating and
erecting the bracings before approval.
He is now incurring extra expenditure on sending a
welder to deposit additional welds at some places.


All that we can do now is to explain how we
interpreted the weld symbol in the contract drawing.
I don't want to join issue with the engineer on the
correctness or ambiguity of the weld symbol.

It's a difficult world for us detailers.

Regards
Vish





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Given a 12" wide tube and assuming the 12' leg is vertical (i.e. the welds are
12" apart). 14" of weld along each side (56" total) is correct.
See page 6-17 of AISC HSS Connections Manual, last item on page ("Lw)."  This
requirement is due to shear lag. I fail to see how increasing the SIZE of weld
will satisfy this requirement which is based on LENGTH of weld.

I won't comment on what the fabricator did or on what you did except to say,
when the contract drawings are sub-standard, we do whatever is necessary to
bring our steel into compliance with accepted standards. The clause that states
something to the effect of all detailing to be done per AISC Standards
supersedes any bone head mistake the engineer may have made. The fabricator
proceeding without your written release for fabrication is clearly him treading
into dangerous water.  If you threw him a life preserver and he still drowned
its not your responsibility. You have a right to approval of your drawings just
as the GC and fabricator do.

Ron Yeager
rgy@...
   ----- Original Message -----
   From: G Vishwanath
   To: steel-detail@yahoogroups.com
   Cc: MiscIron-detail@yahoogroups.com
   Sent: Monday, April 04, 2005 3:33 AM
   Subject: Steel-Detail: RE: Interpretation of Fillet weld symbol


   List,

   Thanks for the responses, many of which were received
   privately.
   I am sending a copy of the sketch to those who
   requested it.

   The opinions were divided between 1) and 3)
   Only one person suggested 2)

   The tube size about which some of you inquired is HSS
   12x8x1/2 or HSS 10x6x 1/2.
   The gusset thickness is 3/4"

   These were some additional bracings installed in a
   building which we had recently  completed.
   The client wanted the building height to be increased
   in future and the engineer had indicated additional
   TSS bracings between some columns to be provided right
   now.
   This was additional work.

   We issued the shop dwgs for these bracings for
   approval only.
   The Fabricator was in a hurry and did not wait for
   approval.
   He fabricated the bracings and erected and field
   welded them.
   The engineer stated in his comments received later
   that the weld lengths were inadequate and increased
   all the fillet weld sizes to compensate.
   The fabricator does not want to do this in the field
   without compensation and asked us if our weld lengths
   were okay.
   We told him we had detailed per contract dwgs.
   The engineer has rejected this and insisted on his
   increased weld sizes.
   The GC has asked the Fabricator to do the needful.

   The fabricator is displeased with us.
   He does not like to receive Rfis.
   He does not like clouds in our drawings.
   He thinks we raise too many rfis and put too many
   clouds.

   He was perhaps keen to finish this additional work
   which had landed in his lap at the last moment and
   leave the site.
   That was perhaps the reason for his fabricating and
   erecting the bracings before approval.
   He is now incurring extra expenditure on sending a
   welder to deposit additional welds at some places.


   All that we can do now is to explain how we
   interpreted the weld symbol in the contract drawing.
   I don't want to join issue with the engineer on the
   correctness or ambiguity of the weld symbol.

   It's a difficult world for us detailers.

   Regards
   Vish





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[Non-text portions of this message have been removed]

Acad file is 47,864 kb, I starting deleting items to try to reduce
size, this did not help. Have erased everything in drawing and still
size does not change. Anybody have clute on whats going on. Seems to
have something in the back ground running. But I have no clue.