1327_001May 20, 2019
Strobl Design
Jacob Strobl
PO Box 20764
Seattle, WA 98102
iacob@strobldesign.com
(206) 661-3622
Eric Carter
Plans Examiner
City of Edmonds
(425)771-0220
Re: Plan Check: BLD2019-0116
Plan Review Comments
Dear Eric,
Please see the below responses to the correction notice dated March 21, 2019 for 9527 190th PL SW
plan check number BLD2019-0116.
Correction #1
The proposed plans appear to indicate slab on grade construction for the lower floor. The slab will need
to meet the minimum requirements of section R402.2.9 of the 2015 Washington State Energy Code.
Please provide details of how the concrete slab within the conditioned space will be insulated on the
plans.
Response:
See sheet A6 at the building section drawing #3 floor assembly for the slab on grade at conditioned
space to be `Fs'. 'Fs' floor assembly calls out for continuous R-10 rigid insulation under the slab.
Correction #2
The window for the music room has indications of being tempered and egress compliant but the number
callout does not appear to have been included. Please indicate the window callout.
Response:
See revised sheet A3 with the window call out indicated as window #1.
Correction #3
Within the provided "Keynotes" the installation of a 3 mil vapor under the concrete slabs. The 2015 IRC
requires a minimum of 6 mil. Please update the notes to reflect the current standards.
Response:
See updated sheet A6 with the keynote for the vapor barrier revised to 6mil.
Correction #4
The plans -indicate -the installation -of HDU-11 Hold-downs. As-indicated-on-the-holddown schedule, the
HDU11 will require a SB1x30. As noted by Simpson, the SB1x30 will require a minimum of an 18" wide
footing which does not correspond with the footing with on detail 413.2. Please clarify and indicate the
proposed changes on the plans.
Response:
See the attached response from the structural engineer.
Correction #5
The 2- 6x6 posts that supporting the 51/8"x1 %" GLB header above the door leading to the lower floor
patio do not appear have a sufficiently sized footing for the concentrated loads. Please clarify and
indicate the proposed changes on the plans.
Response:
See the attached response from the structural engineer.
Correction #6
The proposed deck will need to comply with Washington State amended version of section R507.2.4 of
the 2015 IRC. This section requires Deck lateral load connectors. Please indicate how this project will
comply with the referenced section on the plans.
Response:
See the attached response from the structural engineer.
Correction #7
It is unclear how the 5 'z"x 9" GLB for the center of the deck will be supported where it meets the home.
Please clarify and indicate on the plans.
Response:
See the attached response from the structural engineer.
Correction #8
The proposed 5118" x 13 %" GLB HDR, beam (4) on the provided calculations appears to exceed the
allowable deflection ratios of table R301.7 of the 2015 IRC. Please clarify and indicate any changes on
the plans.
Response:
See the attached response from the structural engineer.
Cnrrectinn #9
The proposed 7" x 11 718" LSL appears to exceed the allowable deflection ratios of table R301.7.
Furthermore, there does not appear to be an indication of the size of the post or amount studs is to be
used to support the beam. Please clarify and indicate the proposed changes on the plans.
Response:
See the attached response from the structural engineer.
Correction #10
The proposed 5118" x 12 Garage door header appears to exceed the allowable deflection
ratios in a fully loaded condition. Please clarify and indicate the proposed changes on the
plans.
Response:
See the attached response from the structural engineer.
rnrrPctinn #11
The proposed girder trusses over the garage do not appear to have a specified connector or minimum
load requirement on the plans. Please indicate the minimum design loads or specific connector on the
plans.
Response:
See the attached response from the structural engineer.
Correction #12
There does not appear to be any indication of size of post or number of studs to support the girder truss
bear on the exterior walls. Please provide his information on the plans.
Response:
See the attached response from the structural engineer.
These items resolve the plan corrections for the project. Please let me know if you have any questions.
Best Regards,
Jacob Strobl
Swenson Say Faget
STRUCTURAL ENGINEERING
2124 Third Ave, Suite 100
Seattle, WA 98121
O 206.443.6212
934 Broadway, Suite 100
Tacoma, WA 98402
O 253.284.9470
(+) ssfengineers.com
Memorandum
To: Jacob Strobl Date: March 25, 2019
Address: Strobl Design From:
PO Box 20764
Seattle, WA 98102
Project: Aw Residence
Hello Jacob,
We received the permit comments from the City of Edmonds for the Aw Residence. This letter serves as our response to
the comments:
S2.1
4. The footing shown in detail 4/S3.2 is 18" wide (5"+8"=5").
5. The footing has the ability to spread the load out as needed for soil bearing. With the 1.5ksf bearing capacity,
and the 1.5ft footing, the allowable load per foot is 2.25klf. With the reaction from the 6x6 post of 7.28k, the
footing needs to spread this over 3.3ft. The shear imposed on the footing, Vu is 3.37k and OVn is 12.1k.
Additionally the moment Mu is 4.59kft while OMn is 16.2kft.
S2.2
6. Tension straps have been added to detail 12/S4.2..
7. Note for an HUC hanger has been added to the plan at this location.
8. The deflection ratios listed in table R301.7 of the 2015IRC are for the live load deflection. Deflections listed in the
calculations are a total load deflection. In this case, the live load deflection of the GLB is .47" or L/380, which is
within the table values.
9. See response to comment 8 for clarification on deflection calculation. A note for three bearing studs on either
end of the beam has been added to the plan set.
S2.3
10. See response to comment 8 for clarification on the deflection calculations.
11. The required loading for the trusses is listed in the general note number 31. The required connectors are
designed by the truss manufacturer.
12. The plan note 4 has been expanded to include girder trusses for the double stud bearing requirment.
Page 2
If you have any other questions regarding this issue, please feel free to give me a call at (253) 284-9470.
Sincerely,
SWENSON JAY FAGET
A Stmc Engineering Corporation
Ryan H. Richman, PE SE
Principal
SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 O 206.443.6212 ssfengineers.com
STRUCTURAL i RING TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 0 253.284.9470
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