2018-1498 Doug's Mazda Service Center Struc Beck.pdfBeck & Associates, PLLC
Structural Engineering & Code Consulting
16425 SE 66th Street, Bellevue, WA 98006 ● beckpllc@msn.com ● PH: 206-313-3739
December 10, 2018
Leif Bjorback
Building Official
City of Edmonds
121 5th Avenue North
Edmonds, WA 98020-3145
Subject: Mazda Service Center Addition (Structural Review)
Permit: BLD18-1498
Per your request, Beck & Associates has completed a structural review of the drawings and
calculations for conformance with the 2015 International Building Code (IBC), as adopted and
amended by the State of Washington and the City of Edmonds.
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.
Geotechnical
General
1) The geotechnical report submitted with this permit application is dated June 23, 2017 and is
titled “Showroom and Stormwater Vault Geotechnical Report”. The structural drawings
reference a geotechnical report dated April 10, 2017. Please provide a report that addresses the
geotechnical conditions of the Service Center. If a geotechnical report specific to the Service
Center has not been provided, the geotechnical engineer should either provide one or
specifically indicate that the June 23, 2017 geotechnical report contains recommendations that
are applicable to the Service Center site.
Gravity
General
2) Reference the Basis of Design noted on sheet S001. A floor live load of 50 psf is specified.
However, a live load of 60 psf is used for the design.
a) Provide coordination.
b) The category in Table 1607.1 that most closely resembles the specified “Parts Storage” is
“Storage Warehouses” which identifies a ‘light storage’ live load of 125 psf. IBC 1607.2
indicates that, for occupancies or uses not designated in Table 1607.1, the live load is
required to be determined in accordance with a method approved by the building official.
Either design the new Parts Storage for a live load of 125 psf OR provide detailed
calculations for use of an alternate live load that is consistent with auto parts storage. Revise
the design as required.
Permit BLD18-1498 (Structural)
December 10, 2018
Page 2 of 3
16425 SE 66th Street, Bellevue, WA 98006 ● beckpllc@msn.com ● PH: 206-313-3739
Lateral
General
3) The effective seismic weight is required to include a minimum of 25% of the floor live load for
areas used as storage, such as for Parts Storage. Update the lateral analysis to consider this
increase in seismic weight. ASCE 7-10, 12.7.2
Drawing Sheets
S001 – Structural Notes
4) The Seismic Response Coefficient (under Basis of Design) identifies the seismic response
coefficient as 0.14. However, calculations are based on Cs = 0.13. The Structural Notes should be
updated accordingly.
S002 – Structural Notes
5) The Structural Notes include a section on Masonry. However, no masonry is identified within the
plan set. If there is no masonry on the project, this section should be deleted.
S101 – Footing & Foundation Plan
6) Specify typical required foundation wall thicknesses. This does not appear to be specified
anywhere on the plans.
7) A note is made to “See Note 20” (along grid 1.3 between grids F & G and also along grid G
between grids 1.3 & 2). Note 20 states: “See concrete retaining wall schedule for footing and
foundation wall size and reinforcing.” Is the intent to reference the “Unrestrained Retaining Wall
Schedule” on sheet S003? If so, this should be clarified on the plans. The design relies on
cantilever retaining walls at these locations.
8) It appears, from the architectural drawings, that cantilever retaining walls will be required along
grid G, starting just east of grid 2, extending toward grid 3. This needs to be specified on the
plans.
9) Reference the HDU8 holdown specified at grid G-1.3. It appears that this holdown should be a
HDU14, similar to the other end of the shear wall located along grid G. Please coordinate.
10) It appears that continuous top reinforcement may be required for the continuous footing
located along grid 3, in order to resist overturning loads on the WSW Strongwall shear walls.
Please address this condition.
S102 – Second Floor & Low Roof Framing Plan
11) Reference Framing Note #4. A reference is made to Structural Note J.11 & J.12 on sheet S0.1.
This reference is incorrect. Provide coordination.
12) Provide an analysis of the new diaphragm to transfer loads to the shear wall located along grid
G. Reinforce the diaphragm as determined by the analysis.
13) Detail 8/S204 SIM TYP is specified along grid G. The cantilever concrete retaining wall is full-
height at this location. Provide detailing for the specifics of this condition.
Permit BLD18-1498 (Structural)
December 10, 2018
Page 3 of 3
16425 SE 66th Street, Bellevue, WA 98006 ● beckpllc@msn.com ● PH: 206-313-3739
S103 –Roof Framing Plan
14) Provide an analysis and detailing for transfer of lateral loads from the high roof (existing) into
the new roof diaphragm (along grids B & F) for transfer of loads to the shear walls along grids A
& G. Provide a complete load path. Additionally, where existing elements are being utilized,
specify what those existing elements are assumed to be and that they must be field verified.
15) Detail 6/S204 is called out along grid F. This detail is not applicable as it depicts TJIs, whereas the
plans specify roof trusses. Provide coordination and update the detailing accordingly.
S201
16) Reference 4/S201. No masonry is specified on this project. Either identify the location where this
detail is applicable, or if not applicable, delete it from the drawing set.
17) Reference 7/S201. This detail is not specified on the plans. Either identify the location where this
detail is applicable, or if not applicable, delete it from the drawing set.
S202
18) Reference 2/S202. No masonry is specified on this project. Either identify the location where this
detail is applicable, or if not applicable, delete it from the drawing set.
S203
19) Reference 4/S203. This typical opening detail specifies (3) trimmer studs for openings between
10-ft wide and 15-ft wide. However, detail 1/S204 specifies (4) trimmer studs for openings
between 10-ft wide and 17-feet wide. Provide coordination.
S204
20) Reference 2/S04. It appears that a direct connection (such as a strap) is required between the
top of the joists to the wall in order to avoid weak-axis bending of the ledger when loads are
pulling the exterior wall from the roof framing. Please address this condition.
Please contact me should you have any questions.
Respectfully,
Douglas Beck, PE, SE
Beck & Associates, PLLC