2018-1653 Waterfront Center Site - Beck S-NS 1.pdfBeck & Associates, PLLC
Structural Engineering & Code Consulting
16425 SE 66th Street, Bellevue, WA 98006 ● beckpllc@msn.com ● PH: 206-313-3739
February 22, 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 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.
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.
e) 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
BLD18-1653 (S, NS)
February 22, 2019
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16425 SE 66th Street, Bellevue, WA 98006 ● beckpllc@msn.com ● PH: 206-313-3739
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) 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) Reference stall 43 on sheet L1.2. 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.
3) Provide detailing for accessible parking space widths (96” minimum) and aisle widths
adjacent to accessible parking spaces. Aisle widths for standard accessible parking spaces are
required to be 60” minimum. Aisle widths for van accessible parking spaces are required to
be 96” minimum. ICC A117.1-09, 502.2, 502.4; RCW 19.27.550
Handrails (1014)
4) Reference detail C/L3.3 – Standard Railing. The handrail is required to continue to slope for
the depth of one tread beyond the bottom riser. While the detail shows a 12” extension, the
extension does not continue to slope. Update the illustration and detailing to specify this.
1014.6
5) Reference A/L3.2 – Railing and Boulders at Stairs. The handrail is required to continue to
slope for the depth of one tread beyond the bottom riser. Update the illustration and
detailing to specify this. 1014.6
Electric Vehicle Charging Infrastructure (427)
6) The electrical room that serves the parking area is required to be designed to accommodate
the electrical equipment and distribution required to serve a minimum of 20 percent of the
total parking spaces with 208/240 V 40-amp electrical vehicle charging infrastructure. Please
note that this requirement is to insure that the electrical room will be able to accommodate
future electrical equipment and distribution. The equipment and distribution are not
currently required to be installed. Please coordinate with the building architect to verify that
the electrical room is large enough.
7) Five percent of the parking is required to be provided with electric vehicle charging
infrastructure (5% x 74 = 3.7 ~ 4 EV parking spaces). Currently, only (3) parking spaces are
provided with EV charging infrastructure. Additionally, the code requires one accessible
parking space to be served by EV charging infrastructure. Update the plans to provide an
accessible parking space with EV charging infrastructure. 427.2, 427.5 (Washington State
Amendments)
STRUCTURAL
BLD18-1653 (S, NS)
February 22, 2019
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16425 SE 66th Street, Bellevue, WA 98006 ● beckpllc@msn.com ● PH: 206-313-3739
General
Geotechnical
8) 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
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) 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
S2.4 – Partial Site Plan
11) Keynote #5 indicates that an existing soldier pile will be spliced and extended to match the
top of the new sheet pile. The connection of the extension to the existing soldier pile should
be specified/detailed within the drawings.
S3.2 - Sections
12) Reference B/S3.2
a) Numerous reinforcing bars illustrated in the detail remain unspecified. Identify all
required reinforcement.
b) Identify the required spacing of slots/holes for installation of the precast concrete
architectural cap.
13) Reference C/S3.2 – Section – Pile Cap. Identify the dimension of the top of the sheet pile to
the top of the pile cap.
S4.2 – Sheet Pile Wall Sections
14) Detail 5/S5.1 is incorrectly referenced for the retaining wall and footing. It appears that detail
6/S5.1 should be referenced.
S4.3 – Sheet Pile Wall Sections
BLD18-1653 (S, NS)
February 22, 2019
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16425 SE 66th Street, Bellevue, WA 98006 ● beckpllc@msn.com ● PH: 206-313-3739
15) Detail 5/S5.1 is incorrectly referenced for the retaining wall and footing. It appears that detail
6/S5.1 should be referenced.
16) Reference D/S4.3 is incorrectly referenced for stair construction. It appears that detail A/S4.4
should be referenced.
S4.4 – Stair Sections
17) Reference A/S4.4.
a) Specify the length and embedment of the #5 @ 6” o.c. at the top of the stairs.
b) Specify the minimum thickness/depth of the stairs.
c) Specify required footing dimensions.
S5.1 – Structural Details
18) Reference 6/S5.1
a) 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 desgiend 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.
i) The geotechnical engineer should confirm the design parameters used for design of
the cantilever retaining walls.
ii) 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