20060629135008.pdfCity of Edmonds
PLAN REVIEW COMMENTS
BUILDING DIVISION
(425) 771-0220
DATE: June 8. 2006
TO: Tony Shapiro
FAX: 425-778-3032
FROM: Ann Bullis, Assistant Building Official avi
RE: Plan Cheek#: 05-423
Project: Remax Office Building
Project Address: 21920 76th Ave W
Below are combined comments from the City's plan review consultant and myself Structural
review of the next resubmittal will be done in-house. Please provide written responses to each
comment as to how it has been addressed, and where changes can be found on the plans. Please
submit revised plans/documents (affected sheets only) to Theresa Umbaugh, Permit Coordinator.
1) On Sheet AO. 1, the firestopping detail, and assemblies GA ATP35 10 and GA FC2601
descriptions are illegible and did not copy well. Please enlarge and revise. (previous item 3)
2) Note the source of power backup for the recessed can emergency light on Sheet A6. 1. (previous
item 4)
3) Still waiting for the general contractor's written acknowledgement (previous item 6).
4) Provide foundation drainage details on the foundation structural sheets. Also see letter from
Geotechnical Engineer of record dated 1/5/06. (previous item 8)
5) Details 6/A5.1 and 1 I/A5. 1:
a) Show 1 hour fire barrier walls extending to the underside of the floor and roof sheathing, and
cross reference applicable fire rated wall assemblies on the details.
b) Cross reference applicable fire rated assemblies at the janitor closet ceiling and stair
enclosure ceilings.
c) Complete notes for ceiling construction.
6) See attached structural comments from the City's consultant.
Structural Review Date S,
Plan Check No. (35- 42- 2, WJA Project No. (1(41 -A
Review By
"'12-20 1�n-A AVLUO,
Address -4�
Owner LLC
Designer I'l plf�z
Engineer Auoc- lgn-�
OFFICE rz',LV--'
Fire Rating Nwwlc' F'T'I-
Area House Area Garage Outside Deck Area
Area Basement )Finished, ( )Unfinished
Total All Areas Retaining Walls Yes, No
Earth Subsidence and Landslide Area (Meadowdale) Yes, ( ) No
Edmonds Single Family Residential Correction List >� Resubmittal Required
Resubmittal not required
Reference: 2003 IBG if all comments answered
to the satisfaction of the
Engineer of Record.
These review sheets contain correction items and are used as an aid to the plans examiner. They are
designed to be used in conjunction with the 2003 International Building Code and are not to be used as a
substitute for the code.
COMPLIANCE WITH THE ITEMS ON THESE SHEETS DOES NOT GUARANTEE FULL COMPLIANCE
WITH THE CODE.
Note: On your plans, do not just list code reference. Put all specific items on plans in the appropriate
places. See City of Edmonds Residential Permit Submittal Requirements.
RESPONSE KEY
NA = ITEM NOT APPLICABLE
A = ITEM ADDRESSED ON DRAWING
C = MAKE CORRECTION NOTED
DESIGN
Ave. S. SUITE A SEATTLE, WA 98134 T 205.254.257U F
WJADO.00M
WJA - pg 1
M E M 0 R A N D U M
I.g.1na's ring- - --------- ------
PROJECT: ReMax Office Building PROJECTNO.: 0601-A
ATTENTION: Theresa Umbaugh DATE: 5/11106
COMPANY: City of Edmonds TOTAL PAGES: 2
FROM: Brian Moll
SUBJECT: Structural Review Comments
COMMENTS:
1. It appears the roof trusses at the high roof are anchored for wind uplift, what about
the uplift anchorage of the I -joists framing the low roof?
2. Add lightweight topping fc'to S1. 1
3. Coord roof framing snow load on S1.1 with Caics
4. Calc sheet 1.006 calls for 1 1/8" plywood, sht S2.1 calls for 3/4""-coord dwgs and calcs
5. Coord floor live load on S1.1 with Calcs (80 psf vs 50 psf)
6. Sheet S2.1 callout beam mark numbers for beams along gridline D. (According to your
calcs they appear to be 5.25x16 Parallams)
7. Sheet s2.1: provide foundation mark number for footings at concrete columns
8. 1 did not see a review of the redundancy factor in the seismic calcs-EOR to review
9. What load combinations were used in conjunction with wind and seismic? For example
were the effects of gravity reduced by 0.2SDsDL in figuring out the restoring moment.
Was your load combination 0.6DL+E? Correct the calculations and holddown callouts
as required.
10. What are the units of v and v' in the shear wall tables, I am guessing they are lbs/ft.
However in the shearwall schedule I do not see any walls with a value of v> 1540 plf.
But in the calcs I see shears of 1696 plf and 2338 plf. Also what is shear wall SW-8, I
saw it in the calcs, but not in the shear wall schedule
11. in the diaphragm calcs , I do not see a review of the implications of the holes in the
diaphragm from the stair openings and the elevator openings.
12. Provide calculations of the foundations to resist lateral loads. Check sliding
,overturning and Bearing, particularly on the highly loaded shear walls.
13. Verify the cultured stone veneer is anchored per seismic design category D
requirements
14. Show perimeter footing drains,gravel drainage blanket, geofabric wrap etc per the
geotech report, on the perimeter strip footing details. That is the appropo place for
this information.
15. Sheet S2.1: show control joints in SOG and diamond D blockouts @ steel columns on
foundation plan
16. 6/S4.1 show IJ between SOG and stemwall
17. Where is detail 7/S4.1 called out on the plans?
18. On detail 1/S4.2 correct "IO/S4.2" to read "4/S4.2" -EOR verify
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19. Cut/Callout 3/S4.2 on foundation plan
20. Provide detail of concrete column to concrete footing attachment, then provide detail
cut on plan
21. Address interface of parking slab on grade adjacent to gl-B, and gl-2 in detail 6/S4.1
22. 2nd floor framing/roof framing: I have redlined onto the submitted plans a number of
locations which need details drawn and then cut on the plans, otherwise they are not
clearly described by the plans ( for example at the steel beam on gi-A between 2-3,at
the steel beam on gl 1 between A to E, the wood beam on gl-A between gl's 1-2. Also
show details of how the beams are connected to the concrete columns -all cases, ie
where the steel is coming in on 2 sides, where there is a steel beam on one side and a
wood beam on the opposite side. See redlines to plans
23. Detail cut at GL-7 should be 2/S5.1 (Not 2/S3.1)
24. Detail holddowns at location where wide flange beam occurs below
25. Sheet S2.2: plan note 8 , I do not see this hatch pattern
26. Detail 8/S4.1 is there any reinforcing bars perpendicular to the turndown ftg direction
that go from slab on grade,down to bottom of turndown and back up into slab on
grade on the other side?
27. Detail 2/S4.2:callout distance between 15t floor & t.o. ftg
28. cut detail 6/S5.1 details on the plan, where are you intending this detail be used?
29. Detail 8C/S5.1 drilling a hole through a wood beam as you have shown for a
holddown, removes a lot of wood from the beam cross section. Verify that the beam
works and coord with TJI tech rep in the case of parallams to see if they approve.
Also what happens when the beam is a steel wide flange
30. Details 5/S6. I & 4/S6. 1, what holds the parapet on for wind In BOTH directions. Are
you strapping on the interior side to the wall below. Is there a note about the exterior
side of plywood being continuous below roof so it behaves like a tie?
31. It appears that some of the shear walls will need collectors (drag struts) to get the
loads to them, however; I do not see any calcs for that, nor do I see any strapping for
collectors to the shear walls. Proved calcs,straps and details.
32. note that shear wall edge nailing shall occur at the holdclown stud, wherever they
occur relative to the plywood panel edge.
COPY:
WJA DESIGN COLLABORATIVE 1736 FoURTH AvE S, SuITE A SEATFLE, WA 98134 T 206.254.2570 F 206.254-2571
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