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Design Build 5ervice5, Inc.
Engineering & Construction Management
28119 -120th St. 5.E., Monroe, WA 98272 Phone /F -AC (MO) 79,15-9659
E-mail: rheideOdbromonroexom
July 31, 2015
HENRY BYAM
(WESCO CONSTRUCTION)
PO BOX 5003
LYNNWOOD, WA 98046
Phone 425-771-0926 ext. 237
hb@wescogroupinc.com
Subject. Response to Comments Dated October 7, 2014
Plan Check: BLD2014-0821
Project: White SFR
Project Address: 8545 Talbot Road
As requested I reviewed the following comments and have the following responses.
5. Main Floor Plan
a. The upper floor is comprised of two sub -diaphragms. It is clear how the two sub diaphragms are
transferring shear load on three sides, and intermediately. However, please clarify the shear path of
the lateral load generated by the upper floor diaphragm along the interior halves of the
aforementioned sub -diaphragms -
Response: The upper floor is treated as an open diaphragm along the interior edge. All loads are
taken to the outside walls. With the column added for y support it will also act in the x direction.
b. It appears that the sub -diaphragms comprising the upper floor do not conform to the aspect ratios
provided in the AF&PA SDPWS section 4.2.4. Please justify.
Responses I have added a steel column acting as a frame to take the load to the roof and to the main
floor. The steel column is a HSS6x6x318 Steel column with ECCQ buckets welded to the sides to
carry the beams, and a Y4"x16"'x16" steel plate welded to the side to attach to a Truss or 1.75x16 LSL
drag strut designed for 6320". 16-1/4°x1 W SDS screws will transfer the load to the column.
c. Please provide calculations to show that the upper floor diaphragms are not overstressed without
blocking.
Response- Attached are calculations showing the Case 1 unblocked diaphragm is adequate for the
loads to be transferred.
If you have any further questions or I can be of any further assistance please call me at the above
number.
Rick Heide, P.E.
President
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