bld20160553-NWBrewery-2.docx
City of Edmonds
TH
121 5 AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 FAX(425) 771-0221
Website: www.ci.edmonds.wa.us
PUBLIC WORKS DEPARTMENT
Engineering Division
Plan Review Corrections
nd
Plan Check : Date:
# BLD20160553 2 Comments July 7, 2016 September 20, 2016
Project Name/Address:
NW Peak Brewery Tenant Imp/Parking Lot 18502 76th Ave W
Contact Person/Address/Fax:
Tony Shapiro tony@adshapiro.com
Reviewer: JoAnne ZulaufDivision:Engineering
During review of the subject submittal, it was found that the following information, corrections, or
clarifications would need to be addressed. All Handouts and Standard Details referred to in these
comments can be accessed at our website: www.edmondswa.gov by choosing the “Services” tab and
“Permits and Development”.
1. 9/20/16 Traffic Study Report not received. Worksheet received references the original use as
Storage/Warehouse. Traffic Impact Analysis Worksheet submitted is not complete. As identified in the DRC
meeting April 23, 2015, the established previous use for the property is auto gas/service station. The proposed
use is restaurant. Please complete sheet 5 of the Worksheet or submit an independent report for review by our
transportation engineer as outlined in the City Handout E82.
2. 9/20/16 Herrera response below. Please see comments from Herrera regarding the stormwater system
proposal at the end of this letter.
3. 9/20/16 Done.
4. 9/20/16 Done.
5. 9/20/16 Done.
6. 9/20/16 Done.
7. 9/20/16 Done.
8. 9/20/16 Not Done. It is shown on the civil plan C4 but not the other two. Additionally, the new sidewalk
proposed on the north side of the building does not show a connection to the existing sidewalk. Revise plan to
extend sidewalk or show material between sidewalks. Connection shall be ADA compliant.Show public
sidewalk, curb and edge of road etc on C4, A002 and L101.
9. 9/20/16 Done.
12. 9/20/16 Done.
13. 9/20/16 Not Done. Not shown on A002. Trench area should be depicted on this plan. On all sheets, show
the bypass drainage. Note that it was installed under permit ENG20160089.
14. 9/20/16 Not Done. Diagonal striping is not shown in front of the dumpster (and possibly at the entrance to
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the shed) to prevent parking, directional arrows shall be added to the entrance on 76, and the 10’ asphalt lane
on the west side of the building shall have striping or some kind of sign prohibiting parking. On sheet L101,
show limits of paving and concrete. Show dumpster and handicap striping. Surfaces are inconsistent with the
changes in material areas shown on the sheet A002.
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15. 9/20/16 Done.
16. 9/20/16 Done.
17. 9/20/16 Done.
HERRERA Stormwater comments:
After reviewing the storm drainage report and plans for the improvements proposed for the Perrinville Retail
Building Upgrade (NW Peak Brewery), we have the following comments:
1.The Full Drainage Report (10/20/15) and Drainage Plan Sheet C4 (10/30/15) contain different
impervious and pervious areas. Please update for consistency.
a.9/14/16 – The Full Drainage Report (dated 8/3/16) and the Drainage Plan Sheet C4 (dated
8/3/16) now contain consistent impervious and pervious area totals.
b.9/14/16 – The WWHM Output Report (7/28/16) included with the Drainage Report contains
different impervious and pervious areas from what is included in the main text of the
Drainage Report, the Drainage Plan Sheet, and the stand-alone WWHM Output Report dated
8/3/16.
2.9/14/16 Not Addressed. The WWHM output report (10/28/15, updated 8/3/16) and the Drainage
Notes and Details Sheet C6 (10/30/15) \[now Infiltration Details Sheet C5, 8/3/16\] contain
inconsistent information regarding the outlet structure for Gravel Trench Bed 1 (9’ x 13’). Please
update for consistency.
3. 4. WWHM Output 6. Infiltration Details
Report 7.Sheet C5
5.(8/3/16) 8.(8/3/16)
11.4 ft (above the
bottom of the sand
layer)
9.Riser height 10.3 ft
12.2 ft (above the
bottom of the
gravel layer)
13.Riser 14.12 in 15.6 in
diameter
3. 9/14/16 Addressed.
4. 9/14/16 – This comment has not been addressed. The WWHM output report (10/28/15) and the
Drainage Notes and Details Sheet C6 (10/30/15) contain inconsistent information regarding the material
thicknesses for Gravel Trench Bed 2 (20’ x 15’ in previous submittal, now 18’ x 15’). Please update for
consistency
.
Infiltration Details Infiltration Details
Sheet C5 Sheet C5
WWHM Output Typical Infiltration Typical Infiltration
Report Trench Detail Trench Sections
(8/3/16) (8/3/16) (8/3/16)
Layer 1 (Gravel) thickness 2 ft 3 ft 3 ft
Layer 2 (Native Sand)
3 ft 1 ft 2 ft
thickness
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4. 9/14/16 – This comment has not been addressed with the 8/12/16 resubmittal.
The WWHM output report (10/28/15) and the Drainage Notes and Details Sheet C6 (10/30/15)
contain inconsistent information regarding the material thicknesses for Gravel Trench Bed 2 (20’ x
15’ in previous submittal, now 18’ x 15’). Please update for consistency.
Infiltration Details Infiltration Details
Sheet C5 Sheet C5
WWHM Output Typical Infiltration Typical Infiltration
Report Trench Detail Trench Sections
(8/3/16) (8/3/16) (8/3/16)
Layer 1 (Gravel) thickness 2 ft 3 ft 3 ft
Layer 2 (Native Sand)
3 ft 1 ft 2 ft
thickness
5. 9/14/16 Addressed.
6. 9/14/16 – This comment has not been addressed with the 8/12/16 resubmittal.The Edmonds
Stormwater Supplement states that sizing must be conducted using the “Puget East 36” precipitation
times series developed by MGS Engineering Consultants; however, the precipitation time series used
in the WWHM output report was the Everett rain gage. The “Puget East 36” precipitation time series
can be accessed in WWHM by selecting the “Use WS-DOT data” checkbox on the Site
Information/Map tab.
7. 9/14/16 Addressed.
8. 9/14/16 Addressed.
9. 9/14/16 Addressed.
10. 9/14/16 Addressed.
11. 9/14/16 – This comment has not been addressed with the 8/12/16 resubmittal.Both infiltration
trenches are located near Test Pit #1 (TP-1), so the infiltration test results from that test pit could
be used for design rather than an average of the infiltration results from TP-1 and TP-3.
9/14/16 – The WWHM output reports dated 7/28/16 and 8/3/16 both contain an incorrect infiltration rate
and safety factor. According to the geotechnical report, the infiltration rate for TP-1 should be 17.5
inches/hour (not 17.15 inches/hour) and the correction factor should be 0.225 (0.9 x 0.5 x 0.5) not
0.2245. Page 14 of the Full Drainage Report (dated 8/3/16) also contains an incorrect infiltration rate
(17.15 inches/hour) and correction factor (0.11).
Please resubmit 3 copies of the revised plans/documents to a Development Services Coordinator. Please
contact me at 425-771-0220 if you have specific questions regarding these plan corrections.
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