2018-1653 Waterfront Center Site - Beck S-NS #2.pdfBeck & Associates, PLLC
Structural Engineering & Code Consulting
16425 SE 66th Street, Bellevue, WA 98006 ● beckpllc@msn.com ● PH: 206-313-3739
July 11, 2019
Leif Bjorback
Building Official
City of Edmonds
121 5th Avenue North
Edmonds, WA 98020-3145
Subject: Edmonds Waterfront Center (Structural & Non-structural Reviews)
Permit: BLD18-1653
Per your request, Beck & Associates has completed second structural & non-structural reviews of
the drawings and calculations for conformance with the 2015 International Building Code (IBC), as
adopted and amended by the State of Washington (WSA) and the City of Edmonds (ECC).
Our review of the plans and calculations indicates that corrections are necessary prior to permit
issuance. The applicant should address the following comments in itemized letter format in
addition to making corrections & revisions to the drawings. Corrections and revisions to the
drawing should be clouded so that they are clearly identifiable.
_______________________________________________________________________
Legend:
Faded text = initial comment adequately addressed – no further action required
Plain text = initial comment (these remain where an additional comment is made)
Blue text = additional comment in response to the resubmittal
NON-STRUCTURAL
Accessibility (IBC Ch. 11; ICC A117.1-09)
1) At least one accessible route within the site is required to be provided from the public
streets/sidewalk and from accessible parking.
a) Reference the route of travel from the public sidewalk to the building entrance (L1.0 –
Overall Layout Plan). Based on the proposed layout, the accessible route will consist of
walking surfaces with a slope not steeper than 1:20, ramps, and/or curb ramps. 1104; ICC
A117.1-09, Ch. 4
b) Identify the slopes of walking surfaces (slope <= 1:20) or ramps that will be included in
the accessible route. Where ramps are provided, they are required to comply with ICC
A117.1-09, 405. The plans need to be updated to demonstrate compliance.
c) Since the accessible route crosses traffic lanes (in the parking lot), the route is required to
be designated and marked as a crosswalk. 1106.6
d) Identify the location and provide complete detailing of curb ramps, as required to
transition between elevations. Curb ramps are required to comply with ICC A117.1-09,
406.
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July 11, 2019
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16425 SE 66th Street, Bellevue, WA 98006 ● beckpllc@msn.com ● PH: 206-313-3739
e) This item remains to be addressed. Specify the required location of and provide
specifications/detailing for the detectable warning (truncated domes) required where the
accessible route from the public sidewalk to the building entrance crosses the vehicular
path. Detailing requirements are found in ICC A117.1-09, 705. ICC A117.1-09, 406.12, 705
Marked crossings that are raised to the same level as the adjoining sidewalk/walkway are
required to be preceded by a detectable warning 24 inches in depth complying with ICC
A117.1-09, 705. Provide complete specifications & detailing for the detectable warning to
demonstrate compliance with the requirements. ICC A117.1-09, 406.12
f) Update the plans to demonstrate that an accessible route will be provided from
accessible parking spaces to the building entrance. 1104
2) The Cover Sheet (G1.0) indicates that (2) standard accessible parking spaces and (1) van
accessible parking space will be provided. However, plans do not clearly identify the location
of the van accessible parking space along with requirements. ICC A117.1-09, 502
a) This item remains to be addressed. The plans need to clearly identify the van accessible
parking space as “Van Accessible” (only stall 33 meets requirements, as shown).
Update the plans to identify which accessible parking space will meet the van accessible
parking space requirements and provide dimensions & detailing to demonstrate
compliance.
b) Stall 33 (L3.3) now meets the parking space and access aisle dimensional requirements
for van accessible parking spaces. Van accessible spaces are also required to be provided
with signage meeting the requirements of ICC A117.1-09, 502.7. Update the plans to
provide specifications and detailing to demonstrate compliance (the sign must include
the international symbol of accessibility, designate the space as “van accessible”, and be
located so that the bottom of the sign is located a minimum of 60 inches above the floor
of the parking space). ICC A117.1-09, 502.7
Reference stall 43 on sheet L1.2 (Now sheet L3.2). It appears that this space meets
dimensional requirements to be a van accessible parking space. However, van accessible
parking spaces that are angled are required to have the access aisle located on the
passenger side of the parking space (assuming head-in parking). The plans will need to be
updated to demonstrate compliance.
STRUCTURAL
General
Geotechnical
8) This item remains to be addressed. A letter summarizing the geotechnical review was not
included in the submitted documents as indicated. Supplemental Geotechnical
Recommendations were provided (dated March 12, 2019). However, a letter of review was not.
Landau Associates is required to provide a review of the submitted plans in order to assess that
the recommendations and design considerations presented in the geotechnical report have been
properly interpreted and implemented into the project design. Landau Associates should provide
a letter summarizing their review and providing any additional recommendations. All
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16425 SE 66th Street, Bellevue, WA 98006 ● beckpllc@msn.com ● PH: 206-313-3739
recommendations need to be addressed in the resubmitted drawing set. Reference page 6-1 of
the geotechnical report. Landau Associates, Geotechnical Engineering Study, p. 6-1
Drawing Sheets
S1.1 – General Structural Notes
9) Reference the Geotechnical section of the General Structural Notes. Information on piles is
provided. However, piles (other than sheet piling) are not a part of this project.
10) Reference the Concrete Mixes table.
a) The maximum w/c ratio and compressive strength for Exposure Class F3 are 0.40 and
5,000 psi, respectively. Specified w/c ratio and compressive strength should be updated
accordingly. ACI 318-14, Table 9.3.2.1
b) This item remains to be addressed. Required air entrainment was not specified as
indicated.
Specify the required air entrainment for Exposure Class F3, in accordance with ACI 318-
14, Table 19.3.3.1. ACI 318-14, Table 19.3.3.1
S5.1 – Structural Details
18) Reference 6/S5.1 (now 7/S5.1)
a) Calculations were revised for design of the ‘cantilever’ retaining wall.
i) Revised design now considers that the wall is restrained at the top. However, the
details (7/S5.1, A&B/S4.2, A/S4.3) do not provide a mechanism for restraint. Please
be aware that the slab simply sitting on top of the wall does not provide restraint.
Restraint must be provided by a positive means (such as via a shear key or dowels
between the slab and the wall). Update detailing to provide the required restraint.
ii) Retaining wall design is based on 94 pcf equivalent fluid pressure. How was this
determined? Recommendations indicate that the wall is required to be designed for
the following equivalent fluid pressures. Revise the design and detailing accordingly.
(1) 57 pcf (restrained, drained)
(2) 0.43 x 250 pcf = 107.5 pcf (lateral earth pressure due to the recommended 250
psf surcharge; rigid walls)
(3) 11H (seismic surcharge)
It is apparent that the design of the retaining walls will need to be based on the Landau
July 18, 2018 geotechnical report (this report is for the EWC and provides geotechnical
design parameters for retaining wall design). The recommendations require non-
restrained (yielding) walls to be designed for 37 pcf active (drained conditions) or 82 pcf
active (undrained conditions). Additionally, the walls are required to be designed for
surcharges (such as traffic surcharges) and seismic surcharges (11H), both of which
appear to be applicable in this particular application. The current retaining wall design is
based on 35 pcf active pressure, 250 pcf passive pressure, 0.45 coefficient of friction, 100
psf surcharge and 2,000 psf bearing.
iii) The geotechnical engineer should confirm the design parameters used for design of
the cantilever retaining walls.
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16425 SE 66th Street, Bellevue, WA 98006 ● beckpllc@msn.com ● PH: 206-313-3739
iv) Revise the design in accordance with the recommendations of the geotechnical
engineer.
b) R2 is specified at the wall reinforcement. It appears that this should be R1.
c) Both R2 and #5@12” EW, T&B are specified. However, these specifications are slightly
different. Provide coordinate.
Please contact me should you have any questions.
Respectfully,
Douglas Beck, PE, SE
Beck & Associates, PLLC