[Public-List] Mast beam almost finished!

[Jeffrey]

Yes, I can confirm that my beam had large (~1 inch) holes drilled
about half way though. Two of them, 5 inches apart right in the
center.

-jeff

On Sat, Oct 26, 2013 at 8:57 AM, Mike Lehman <sail_505 at hotmail.com> wrote:
> I believe that one of the problems with the original bolts was that Whitby
> drilled VERY deep countersinks for the nuts on the bottom of the beam. The
> ones I have seen were drilled about 1/2 way thru the beam and the holes are
> on the worst possible location where the main downward force is applied. The
> main contributing factor to beam failure was the glue failed.
>
>
> ~~~_/)_/)~~ Mike Lehman ~~_/)~~~
>
>
> -----Original Message----- From: Jeffrey
> Sent: Saturday, October 26, 2013 8:11 AM
> To: Alberg 30 Public List -- open to all
> Subject: Re: [Public-List] Mast beam almost finished!
>
>
> Thanks Glen.
>
> You are probably right about using the through bolts.  I'm still
> trying to get my head around the forces on the last plate. Obviously
> down. But then I'm sure there's some pushing to the side, depending on
> the tack.  What I'm thinking is that the bolts holding down the mast
> plate only need to resist force in sheer, so that depth wouldn't
> matter after a certain point.  Shorter lag bolts that are thicker
> might be stronger than thinner through - bolts?
>
>
> jeff
>
> Jeffrey Fongemie
>
> Seagrass
> Alberg 30 #116
> Boothbay Harbor Maine
>
>
>
>
>
>
> On Sat, Oct 26, 2013 at 2:19 AM, Glenn <brooks.glenn at comcast.net> wrote:
>>
>> Hi Jeff,  i had the same concern when I replaced my beam.  Eventually I
>> drilled the bolt holes and thru bolted.  My reasoning is that all the boats
>> have these bolts with no failures in 45 years so it is a proven method.
>> Also I didnt think I would gain anything by using lag bolts. They wont give
>> you the structural integrity of thru bolts and will likely pull out if the
>> mast ever did go over.  At worst lag bolts have a high risk for  creating
>> pockets for water penetration and early dry rot.
>>
>> On that cheerful note....
>>
>> Glenn
>> dolce 318
>>
>> Sent from my iPad
>>
>> On Oct 26, 2013, at 12:13 AM, Dominic Amann <dominic.amann at gmail.com>
>> wrote:
>>
>>> I suspect that bolting through will not introduce much more weakness than
>>> drilled in lag bolts. Bear in mind that the failure you were observing
>>> was
>>> a delamination of the beam, and I think through bolts would actually help
>>> prevent that.
>>>
>>>
>>> On Fri, Oct 25, 2013 at 4:10 PM, George Dinwiddie
>>> <gdinwiddie at alberg30.org>wrote:
>>>
>>>> Jeff,
>>>>
>>>> On 10/24/13 7:17 AM, Jeffrey wrote:
>>>>
>>>>> Hi everyone,
>>>>>
>>>>> I'm nearly done replacing my mast beam. I've got the beam in, the
>>>>> tabbing finished and the posts reinforced.
>>>>>
>>>>> http://216.172.166.167/~**seagrass/ <http://216.172.166.167/~seagrass/>
>>>>>
>>>>
>>>> Nice work, and a very nice description.
>>>>
>>>> I still need to decide on how to deal with the bolts, that on the
>>>>>
>>>>> original beam, went through the mast step and right through the beam.
>>>>> I don't think bolts going all the way through the beam are necessary
>>>>> and will weaken the beam. I'm thinking of using some lag bolts that
>>>>> will go an inch or so into the beam.
>>>>>
>>>>
>>>> - George
>>>>
>>>> --
>>>> ------------------------------**------------------------------**
>>>> ----------
>>>>  When I remember bygone days                         George Dinwiddie
>>>>  I think how evening follows morn;            gdinwiddie at alberg30.org
>>>>  So many I loved were not yet dead,           http://www.Alberg30.org
>>>>  So many I love were not yet born.                          also see:
>>>>               'The Middle' by Ogden Nash     http://idiacomputing.com
>>>> ------------------------------**------------------------------**
>>>> ----------
>>>>
>>>>
>>>>
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>>>
>>>
>>>
>>> --
>>>
>>>
>>> Dominic Amann
>>> M 416-270-4587
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>
>
>
> --
> ______________
>
> Jeffrey Fongemie
> _______________________________________________
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-- 
______________

Jeffrey Fongemie

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