20091006113449224.pdfOf ED4 City of Edmonds
PLAN REVIEW COMMENTS
BUILDING DIVISION
ESt j g90 (425) 771-0220
DATE: 10/6109
TO: Ron Johnson Architect
19601 23"d Ave NW
Shoreline, WA 98177
RE: Plan Check: BLD20090498
Project: Deck
Project Address: 656 Daley Street
During review of the plans for the above noted project, it was found that the following information,
clarifications or changes are needed. Please provide written responses as to where the changes can
be found on the plans, and submit revised plans/documents to a Permit Coordinator.
1. See attached City of Edmonds' consulting engineer's comments.
2. Provide guard details.
3. Because the second duplex is a future project without a given timeline, how will the 5/8" anchor
bolts that are proposed to be cast into the concrete going to be protected from the weather?
They can be hot dipped galvanized.
4. Provide footing drain details on plans, including means of conveyance to termination point. Is
the footing drain to be connected to the duplex under construction's system?
Pat Lawler
patrick.lawler@ci.edmonds.wa.us
Plans Examiner
425 771 0220 x1703
Page 2 of 3
Plan evie", Number O:l
EECE#: EDM 09-15
Open Bible Church Retaining will.
2009-0628 i E 1
EE
l ,a 5
General DE�, `10[I Atai T SER MN S C"111
DI Y O EW1DNE)S
1, Architect of Record (AOR), the design arialysis used a surcharge of 50 psf. This
appears to be only :for the 4" patio slab dead load at the top of the wall, Ilowever�,
the live lead also has to be accounted for in the design of the retaining wall. Please
resubmit the design for the wall including this force.
2. AGR„ please specify the required retaining wall concrete compression force
required (F'c) on the drawings.
3. AOR, the design analysis used a depth to tension reinforcement (d) of 6". Per the
drawings on sheet, 11 of 16 shows the vertical reinforcement in the wall shall have
a clear of 2". This would cause the "d''' to be the fol lowing, 8"-(2+112 the vertical.
bar diameter), 5.75". Resubmit an analysis with the correct depth from the extreme
compression fiber to the ccntroid of the tension reinforcement steel. ACI 2.1.
4. AOR, please clarify how the axial load dead and live load respectively of 400
bounds and 450 pounds was determined"? (Tote the vertical components were used
for the sliding resistance).
5. The design analysis used the older adopted code. Please submit analysis per the
IBC 2006 and ACI 318-05 or justify equivalence.
6. AOR, please Justify a passive pressure of 310 psi. IBC table 1804,2
Sheet 11 of 16
7. Please submit detail 811.5 as noted at the existing fill height wall shown on this
sheet.
S. AOR, the toe reinforcement shall be #4 (c) 5.25" OIC but the detail does not reflect
this minimum requirement. Please modify detail accordingly.
9. AOR, please provide a detail (with analysis to justify) for the retaining, wall at the
stair framing..
10. AOR, please specify the footing size at the stair framing along the wall parallel to
the house.
Additional corrections may he required following receipt of corrections and
additional information as requested.