BLD14-0457 Prestige Care - Struct Corr#1 by DB (5-31-14).doc
Beck & Associates,
PLLC
Structural Engineering & Code Consulting
May 31, 2014
Leif Bjorback
Building Official
City of Edmonds
th
121 5 Avenue North
Edmonds, WA 98020-3145
Subject: Prestige Care (Structural Review)
Permit: 2014-0457
Per your request, Beck & Associates has completed a structural review of the drawings
and calculations for conformance with the 2012 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.
Geotechnical
1) Zipper Geo Associates (ZGA) needs to review the final plans and specifications 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 (page 19). Provide a letter of review summarizing the extent of the review and
identifying any corrections or recommendations. If recommendations are made or
corrections identified, they are required to be incorporated into the revised,
resubmitted drawings for review.
Lateral
2) Reference the cantilever column systems utilized to resist lateral loads at canopies.
ASCE 7-10, 12.2.5.2
a) The required axial strength of the individual cantilever column elements,
considering only the load combinations that include seismic load effects, is not
permitted to exceed 15% of the available axial strength, including slenderness
effects. Provide calculations to demonstrate that this requirement is met. Please
note that the effective length factor, K, is recommended to be 2.1 (AISC).
b) Foundation and other elements used to provide overturning resistance at the base
of the cantilever column elements are required to be designed to resist seismic
load effects including overstrength factor of 12.4.3.
i) Provide design for the foundation considering overstength for design.
ii) Provide design of the connection of the HSS column to the base plate and the
base plate to the foundation (anchor bolts, etc.) considering overstrength.
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16425 SE 66 Street, Bellevue, WA 98006 beckpllc@msn.com PH: 206-313-3739
Permit 2014-0457 (structural)
May 31, 2014
Page 2 of 3
S2.1 series sheets – Foundation Plan
3) Reference the area bounded by grids E & H and 12 & 19. Numerous point loads from
columns/posts are shown on the roof framing plan to land in this area. However, they
remain unsupported except for by the slab on grade. Provide an analysis to
demonstrate that the slab on grade is adequate to support these point loads. Provide
additional foundation elements as required by the analysis.
4) A shear wall occurs along grid J, between grids 1 & 6. It appears that a continuous
foundation is required, similar to that provided at other shear walls. Please
coordinate.
5) A shear wall occurs along grid S, between grids 9 & 12. It appears that a continuous
foundation is required, similar to that provided at other shear walls. Please
coordinate.
6) A shear wall occurs along grid 21, between grids P & Q. It appears that a continuous
foundation is required, similar to that provided at other shear walls. Please
coordinate.
7) According to the Roof Framing Plan, a column/post occurs at grids Q-24. Provide an
analysis to demonstrate that the slab on grade is adequate to support this point load.
Provide additional foundation as required by the analysis.
8) Reference the continuous footing along grid N.2 between grids 25 & 26.5. It appears
that the continuous footing is slightly mislocated and should be brought to the south to
be located directly under the bearing wall above. Please coordinate.
S2.2.1 – Enlarged Second Floor Framing Plan
9) Provide design for the header located at R.3 & 26.5 that supports BM5.
10) A point load from above, located at grids O-35, remains unsupported except by
standard floor framing. It appears that a beam will be required to be identified within
the floor system in order to provide support for this point load. Please review this
condition, provide an analysis for support of the point load, and specify the required
support framing on the plan.
S2.3 series sheets – Roof Framing Plan
11) Reference the Typical Roof Framing Plan Notes.
a) Note #7 refers to sheet S5.3. However, this sheet is not part of the drawing set.
Please coordinate.
b) Note #8 refers to 5/S5.1. However, it appears the reference should be to 3/S5.1.
Please coordinate.
12) Reference the canopies located at the interior courtyard area. It appears that the
beam and posts will be exposed to weather. If this is the case, they will be required to
be preservative-treated to resist decay. Please review this condition.
13) Provide design and detailing for the steel trellis element located at grid H, between
grids 23 & 24. Specify all members, connections, etc.
14) According to the calculations, HDU2 holdowns are required at each end of the shear
walls located between grids 4 & 12 along grids Y & W. Please coordinate.
15) Reference the shear walls located along grid 21 (between grids P & Q) and grid 25
(between grids S & V). It appears that roof members along the tops of these walls
should be solid members in order to drag lateral loads into these shear walls (both are
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th
16425 SE 66 Street, Bellevue, WA 98006 beckpllc@msn.com PH: 206-313-3739
Permit 2014-0457 (structural)
May 31, 2014
Page 3 of 3
SW2 and the diaphragm does not have adequate strength to transfer the forces by
itself). Provide detailing for this condition for transfer of lateral loads to the shear
walls.
16) Reference the shear walls located along grid 29 between grids T & V. These shear
walls are included in the ‘grid 30’ shear wall line in the analysis. According to the
analysis, these shear walls are required to be SW2 shear walls and be provided with
HDU8 holdowns at each end. Review this condition, including reduced allowable
shear wall values based on h/w ratios exceeding 2:1.
17) A drag truss is identified along grid R.5 between grids 14 &17. However, a shear wall
is not identified along this line. Please coordinate.
S4.2 – Foundation Details.
18) Reference detail 1/S4.2. The detail specifies a 10” diameter STD Pipe column
member. This is inconsistent with what is shown on the plans. Please coordinate.
Other
19) Special inspections are required on this project as specified in the General Structural
Notes. Identify the WABO certified special inspection agency that will be retained to
provide special inspection services. A list of certified inspectors can be found at
www.wabo.org.
20) Geotechnical inspections are required on this project as outlined in the General
Structural Notes and the Geotechnical report prepared by Zipper Geo Associates.
Please confirm that Zipper Geo Associates will be retained to provide geotechnical
inspections and oversee the geotechnical aspects of the project.
Please contact me should you have any questions.
Respectfully,
Douglas Beck, PE, SE
Beck & Associates, PLLC
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th
16425 SE 66 Street, Bellevue, WA 98006 beckpllc@msn.com PH: 206-313-3739