20-101386-CO-Response Letter-05-05-2022-V1
Civil Engineers
Structural Engineers
Landscape Architects
Community Planners
Land Surveyors
Neighbors
TAC O MA
2215 North 30th Street
Suite 300
Tacoma, WA 98403-3350
253.383.2422 TEL
www.ahbl.com
May 4, 2022
Scott Sproul, Building Official
City of Federal Way
33325 8th Avenue South
Federal Way, WA 98003-6325
Project: IRG Greenline Business Park Building A, AHBL No. 2180307.20
Subject: Response to WC3 Comments dated April 22, 2022
Woodbridge Building A - Structural Only - Plan Review Comments 1st Review
Federal Way Project No. 20-101386-CO
Dear Scott Sproul:
This letter is in response to the WC3 comments dated April 22, 2022, regarding the above
referenced project. The comments are included below (verbatim) for your reference. Our
responses are shown in bold after each comment.
STRUCTURAL COMMENTS
Structural Drawings
S1. Sheet S0.2: Please add a note to the “Open Web Steel Joists” section, stating that a
certificate of compliance must be submitted to the building official upon completion of
fabrication in accordance with IBC 2207.5.
Response: Note added to 5.6.8.
S2. Sheet S3.1: The project calls for tilt-up panels to be directly connected to the floor slab,
with no physical connection to the footing. Please provide calculations showing that the
portion of the floor slab that is used is capable of transferring the required forces to the
supporting soils. In addition, please provide a check of the panel-to-slab connection for
side-edge concrete breakout.
Response: Tilt panels are connected to slab via #5 at 24-inch o.c. dowels. Using
shear friction, this gives 4.1K/ft capacity. Load to slab ends up 1.45k/ft. Refer to
the attached calculation sheet. Slab to panel connection is more than adequate for
worst case loading.
S3. Sheet S3.2: Please provide the size of the concrete pier shown in detail 2.
Response: Dimension added.
Scott Sproul, Building Official
May 4, 2022
2180307.20
Page 2 of 2
Structural Calculations
S4. It appears that a live load reduction was used on the typical panel calculations. Please
provide the live load reduction calculations and show that this applicable at the tilt
panels.
Response: Note that roof live load was incorrectly added as 12psf. Even without
any roof live load reduction and using 20psf, this is lower than the roof snow load
of 25psf, which controls design. No additional calculations required.
If you have any questions, please call me at (253) 383-2422.
Sincerely,
Larry A. Higgins, PE
Project Manager
LAH/lsk
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