2009-0485 Eagle Eye.pdf
Eagle Eye Consulting Engineers, P.S.
PO Box 523
Olalla, WA 98359
hoytjeter@centurytel.net
360 874 0562
Fax 360 874 0591
To: Marie Harrison
City of Edmonds Building Dept.
th
121 5 Ave N
Edmonds, WA
Re: Edmonds Public Storage
th
22510 76 Ave W
Edmonds, WA 98026
Plan Review #2009-0485 EECE # EDM 09-12
Plan review number 1
Structure Occupancy Area S.F.
Main floor S2 3300
Existing ???
Total
The above referenced project is in the process of plan review for compliance with
Edmonds
ordinances and applicable codes. The following comments,
deficiencies/corrections must be addressed prior to completion of plans review and
subsequent issuance of permits.
Provide revised plans and calculations along with a written response to each of the items
listed below to facilitate a shorter back-check time.
SCOPE OF REVIEW
Structural
The scope of this review is for therequirements of this project.
All features were checked only to the extent allowed by the submittals provided. All
portions of this project are assumed to meet or will meet other departmental requirements,
conditions and concerns before permit approval.
Page 2 of 4
Plan Review Number 01
EECE#: EDM 09-12
th
Public Storage @ 22510 76 Ave
2009-0485
STRUCTURAL COMMENTS
General
1.Engineer of Record (EOR), it is not clear if the CMU walls are solid grouted or
not. Please clarify on the drawings if they are solid grouted or only reinforcement
cells are grouted. This is important for the dead load of the wall in the seismic
design.
2.EOR, please submit a lateral analysis for the metal deck diaphragm. This is
required to transfer the roof lateral forces to the vertical resisting elements. In
addition, since there are no separations between the existing and new, the existing
lateral forces from existing structure and the new structure must be considered. It
appears the analysis submitted has not included this. Sheet 14 of the analysis
appears not to have included shear from both sides. Please clarify this upon the
response. ASCE 12.10
3.EOR, it appears the height of the wall used in the shear analysis was 7 feet, but the
drawings specify 100 ½ to 104 ½. Please clarify how the 7 feet was determined
for the analysis. ACI 530-05 definition of height.
4.EOR, it does not appear the masonry shear wall resisting lateral forces were
designed to resist 1.5 times the seismic force as required per chapter 16. Please
clarify upon the response. IBC 2106.5.1
5.EOR, the design analysis used a dead load of 10 psf for the roof. Please justify this
dead load. How was this determined to be 10 psf with the joist, deck, roofing,
mechanical, sprinkler, etc... Please provide a break down of the dead loads used in
the analysis. IBC 1602
6.EOR, please submit an analysis for the anchorage of the wall exceeding 4 feet. The
wall shall be designed to resist bending between the joists. Please submit this upon
response. ASCE 12.11.2
Sheet S-1 General Notes
7.Please add the required ground snow load (Pg) to the drawing. IBC 1603.1.3 item 1
8.Please add the required snow exposure factor (Ce) to the drawing. IBC 1603.1.3
item 2
9.Please add the required snow importance factor (I) to the drawing. IBC 1603.1.3
item 3
Page 3 of 4
Plan Review Number 01
EECE#: EDM 09-12
th
Public Storage @ 22510 76 Ave
2009-0485
10.Please add the required applicable internal pressure coefficient used for the wind
design to the drawing. IBC 1603.1.4 item 4
11.Please add the required earthquake design data to the drawing per IBC 1603.1.5
item 3 (Site Class)
12.Please add the required earthquake analysis procedure used to the drawing per IBC
1603.1.5 item 10
Sheet S-2 Foundation Plan and Roof Framing Plan
13.EOR, the width of the wall panels are not specified on the drawings. It is not clear
if the CMU wall falls under wall pier or column per definitions of ACI 530-05. For
example, the definition for a member to fall under a column is the following:An
isolated vertical member whose horizontal dimension measured at right angle to
the thickness does not exceed 3 times it thickness and whose height is greater than
4 times its thickness. A wall pier is defined as an isolated vertical member whose
horizontal dimension measured at right angle to its thickness is not less that 3
times its thickness nor greater that 6 times its thickness and whose height is less
than 5 times its length. The required analysis and detailing is different depending
on how the member falls under each category. Please clarify and modify the
drawings accordingly. ACI 530.1 05-1.6, ACI 530.1 05-3.3.4.3 and ACI 530.1 05-
3.3.4.4.1
14.EOR, the metal decking diaphragm shall not be used as a continuous tie in
directions perpendicular to the deck span. Currently the drawings show the deck
providing this support. Please modify accordingly. ASCE 12.14.7.5.3
Sheet S-3 Details
15.EOR, please provide an analysis for the anchorage of the masonry per ASCE 7-05
12.11.2.1
16.EOR, please submit an analysis for the CMU bearing at the edge of the continuous
spread footing with a width of 10. Based off the reactions and the force applied
center of the wall at the edge of the footing it appears to exceed the IBC soil forces.
IBC table 1804.2 and IBC 1805.4.1
Sheet S-4 Details
17.Detail 2 and detail 3: EOR please provide an analysis for the connection at the top
of the wall. For a special reinforcement wall, an analysis is required to show this
will transfer the force. ACI 530-05 1.6 and ASCE 12.11.2.1
Page 4 of 4
Plan Review Number 01
EECE#: EDM 09-12
th
Public Storage @ 22510 76 Ave
2009-0485
18.Sections 6 and 8: EOR, please specify the depth of the CMU header on the
drawings. It is not clear based off the information submitted. The analysis used a d
of 32. The existing drawings have an overall depth of the concrete header of the
range of 12 to 22. This will not meet the 32 required. Please modify the
drawings to show the required header depth. IBC 106.1.1
Additional corrections may be required following receipt of corrections and
additional information as requested.
Your plans are being reviewed concurrently with the Building Department, Fire
Department, Zoning Department and Public Works Engineering. Changes,
clarifications or additional corrections may be required subsequent to the Building
Department plan review when comments are received from the other concerned
departments.
Should you have any inquiries regarding this letter, please contact Hoyt Jeter at
(360) 874-0562 between 8:00 a.m. and 5:00 p.m.
By:
Hoyt Jeter, P.E.
President