0570_001.pdfSwenson Say Fag6t
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
`�': ssrengin�ers.corn
Memorandum — — To: Christine Greene Date: January 15, 2019
Address: Ryan Rhodes Designs From: Chris Potter
Project: Heldridge Res
Plan Review Comments Response
Christine,
This letter is in response to the correction notice provided by the City of Edmonds regarding the permit submittal
drawings for the Heldridge Residence. Our response to the structural comments are below:
14) See below
a. Criteria
i. This note has been revised on 51.1
ii. The geotech report was not available at the time of design. After reviewing the report now,
we see that we used a more conservative Ss value, while they have a more conservative S1
value. However, S1 does not govern the seismic design, so we will keep the current design as
is. Our values were taken from the USGS seismic calculator (shown on page CRIT3)
b. We have added a note in the wood section of 51.1 specifying glulam type.
15) See below
a. We have added the site walls specified.
b. Footing width is based on retained height of soil per 12/53.1
c. Footing width is based on retained height of soil per 12/53.1
16) See below
a. Holddowns
i. This has been changed to HDUS on plan.
I This has been changed to HDUS on plan.
b. We have added a note in the Legend area of the plans defining the built-up columns in the diamond
shaped notation.
c. Fire assemblies shall be per the architect. Please refer to their drawings for all fire assembly info.
d. We have revised our beam calculation for this beam
e. We have revised the hanger for this beam
f. We have revised our beam calculation for this beam.
g. Cd= 1.0, Cr =1.15, CF=1.1, Cm= 1.0 (Fb*CF<1150 psi), Ci=.8
Fb=850 psi (1.0)(1.15)(1.1)(1.0)(.8)= 860psi
We have revised the joist calculation. The new bending stress is <2% overstressed which is
acceptable for our purposes.
17) See below
a. We have added the detail callout here
b. All posts supporting the beams at the high roof are continuous through the low roof, and bear on the
main floor framing. This is called out in the legend of the high roof framing. For this reason we do not
call out separate posts at the low roof framing level.
c. We have added framing around these skylights.
Heldridge Res Page 2 January 15, 2019
18) See below
a. Cd=1.15, Cr=1.15
Fb=850*1.15*1.15=1124 psi
This shows that these members are —3% overstressed. Which is acceptable for our purposes.
b. The intent was for the very east and west beams to be PSL rather than LSL. The size for both shall be
51/4" x 11 1/4". We have clarified this on plan.
c. These beams are intended to be PSL 5 1/4" x 11 1/4". We have clarified this on plan.
d. We have added notation to provide adequate bearing studs under roof beams.
19) Calculations for this retaining wall schedule have been added to the calculation package
20) Calculations for the retaining wall schedule have been added to the calculation package.
21) See below
a. Diaphragm nailing is already called out in the note for 2x blocking.
b. We have added a note in this detail similar to part a.
22) We have adjusted this detail to allow for 30" overhang.
If you have any questions about any of these issues please feel free to call us at (253] 284-9470 x1685.
Sincerely,
Swenson Say Faget
Chris Potter, PE, SE
Associate Principal
SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 O 206,443,6212 ssfenginer rs.corn
inoi .ZAINO TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 0 253.284,9470