20080212143102.pdfOo City of Edmonds
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PLAN REVIEW COMMENTS
- BUILDING DIVISION
(425) 771-0220
DATE: February 12, 2008
TO: Ronald D. Johnson, Architect
rom,naile@verizon.net
FROM: Jenny Readwin, Plans Ex in
RE: Plan Check 4 2007-1195
Project: Edmonds Open Bible Church Duplex
Project Address: 656 Daley Street.
During re -review of the above noted application, it was found that the following information,
corrections, or clarifications are needed. Please redline plans or submit two (2) sets of revised
plans/documents (affected sheets only) with a written response to each of the items below to a
Permit Coordinator.
1) ok
2) ok
3) 2/12/08 Will need before permit issuance. Special inspections are required for the following.
Complete the enclosed special inspection agreement signed by the owner, the general contractor
and the special inspector and submit to the City for approval prior to issuance.
• Excavation/Grading/Site Prep
• Soil Bearing Verification
• Placement of Fill and Compaction
• Foundation Drainage
• Retaining Wall Construction
4) 2/12/08 Site plan now shows existing enclosed patio on the other building to be removed.
Because this is on a separate building a separate demolition permit is required for this work.
Contact your permit coordinator for application and submittal requirements.
5) 2/12/08 See comments below. See attached structural comments from city consultant. Respond
to each item in writing.
1.. The lateral analysis uses a seismic response factor R of d. Reinforced concrete shear
walls used as noted for the garage walls shall be a maximum R of 4. Please modify
analysis accordingly. ASCE 7-07 Table 12.2.1. The design analysis must also use the
smaller seismic response factor for the horizontal diaphragm. The reason for the different
seismic response factor is due to the different lateral resistance elements. Since element
have different stiffness the code has different seismic response factor based off testing
and review by the design professions. Resubmit lateral analysis to account for the
horizontal diaphragm to transfer the design force to the vertical resisting elements with
the correct response factor. ASCE 12.10 (General)
6. Please modify the lumber strengths to reflect the correct allowable values per the
adopted code. For example, the shear stress of 75 PSI is not correct. This still has not
been update as per the NDS. Please modify per the adopted code. See NDS table 4A for
the correct values. (Sheet 1)
37. Please provide guard details at the decks. R312 It is still not clear how this item has
been addressed on the drawings. Please clarify on the response (Sheet 10)
10. Please specify the required diaphragm nailing for the drag struts. I was unable to
determine how this item was addressed on the drawings. Please add this information to
the drawings or clarify where this information's is provided. (Sheet 12)
11. Please specify the beam -to -beam hangers required to support the design loads. All
beam to beam hanger have not been specified. For example the cantilever beams 3-
1/2X9-112 over the 5-114X16. Another location is the 2-11/16X9-1/2 PSL to the 5-
1/4X16. More information is required to be added to the drawings to show all required
beam to beam connections. (Sheet 12)
12. Please specify the required connections of the 4x8 beam to the 4x8 beam. This still has
not been specified on the drawings. This should not be left up to the contractor but the
design professional should clearly add this information. (Sheet 12)
New: Revised drawings specify the drag trusses to be used to collect the load to the vertical
resisting elements. But the required design forces should be clearly noted on the drawings
for the truss to design this element. Please add this information to the drawings. IBC 2304.4
(Sheet 13)
New: Please specify the required anchorage/ connections of the truss to the main structure.
The design professional is responsible for this. IBC 2304.1.6 (Sheet 14)
16. Detail 8: Provide analysis for the Simpson A35 clips to resist the horizontal force of the
retaining wall to resist soil pressure. Note the TJI 110 has a bottom chord 1-114 to 1-318 and
the A35 flange is 1-7/16". Submit letter from TJI manufacture that the force applied by
restrained the retaining wall will be resisted using this connections. This must be stamped by
a licensed professional engineer. (Also I called Truss joist and Simpson and they have some
new connector for this application. The phone number is 1-888-ilevel and 1 8000 999-5099)
(Sheet 15)
17. Detail 10: Please add detail A, as referenced in this section. This still has not been
addressed. Detail A shall be the required connections of the guards. But detail A is for the
cant Deck Detail. Please modify the drawings accordingly. (,Sheet 15)
30. Please specify the required landing at the exterior door, in Unit 101. R311.4.3 It is still
not clear how this item has been addressed on the drawings. Please clarify on the response
(Sheet 9)
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