20140623144448561.pdf0
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DATE:
TO:
FROM:
CitLof Edmonds
PLAN RE, VIEW COMMENTS
BUILDING DIVISION
(425) 771-0220
June 19, 2014
Nancy Greenwood Vehrs
Chuck Miller, Plans Examiner
RE: Plan Check: BLD2014-0313
Project: Vehrs SFR
Project Address: 1040 6"' Avenue S
During a review of the plans by the Building Division for the above noted project, it was found that
the following information, clarifications, or changes are needed. A complete review cannot be
performed until the revised plans/documents, including a written response indicating where the
`clouded' or otherwise highlighted changes can be found on the revised plans, have been submitted
to a Permit Coordinator. Reviews by other divisions, such as Planning, Engineering, or Fire, may
result in additional comments.
On sheet 5: �, u 11 t2l,
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Shearwall SAMW— MET
red spacing of the 1 6d nails used for base plate
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nailing of the 'SW1' and 'SW2' shearwalls. It appears to be greater than that required by
the represented construction. /14RJ' holdowns at each end of the
Foundation Plan — Clarify the callout for the 'ST14D 14
`SW4' shearwalls along the south wall of the garage and the north wall of the 'Master
Bedroom'. Per the manufacturer they are unable to develop the tension loads noted in the
provided structural calculations at those locations.
On sheet 6:
Roof Framing Plan
Provide a detail on the plans, and a reference to it, for the required construction to
transfer the lateral loads from the roof diaphragm to the top of the `SW1' shear wall
along the north wall of 'Bedroorn 3. shear wall
W Clarify the callout for the IMST48' strap tie at each end of the 'SWl' she
along the north wall of 'Bedroom 3'. The referenced installation detail (12/7) does
not appear to reflect the conditions represented in the provided construction
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documents. A pre-bent strap, similar to the ms,rC48B3' or equivalent, may be a
suitable alternative,
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Upper Floor Framing Plan — Indicate on the plans the required connection at the b'ackspan to
resist uplift at the 6x12 'look -out beams' used tosupport the roof over the main entry.
In the provided structural cgiculations:
/11 Clarify the length of the shearwall used in calculating the overturning forces at the south
wall of the garage. The overturning forces appear to be based on a 13 foot shearwall width,
whereas the plans indicate two shorter walls, which would result in overturning forces
significantly greater than those noted.
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