09-0316 Teigs Hoyt's 3rd Comment letter_3_.pdf
Eagle Eye Consulting Engineers, P.S.
PO Box 523
Olalla, WA 98359
hoytjeter@centurytel.net
360 874 0562
Fax 360 874 0591
To: Linda Thornquist
121 5th Ave N
Edmonds, WA 98020
Re: Tiegs Residence
16911 Talbots Rd
Edmonds, WA 98020
Plan Review # BLD 2009-0316 EECE # EDM 09-07 (3)
Plan review number 03
Structure Area S.F.
First floor 1676
Second floor 1780
Total 3456
Garage 916
Total 4372
Deck 93
Grand total 4465
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.
Original comments will be written in italic if not addressed properly.
Second comments will be in red.
Third comments will be in purple.
Page 2 of 5
Plan Review Number 3
EECE 09-07
Tiegs
2009-0316
STRUCTURAL COMMENTS
General
1.7. 2. There was not any lateral analysis for the Metwood building solutions. All
that was submitted was the gravity analysis of the beams. Please submit this upon
the response. IBC 1604.2. The response states see revised letter from SDA
attached. However, there was not any analysis for the lateral load transfer for the
diaphragm load as required. Details and analysis are required to be submitted. In
addition, the new analysis submitted states the lower floor dead load to be 12 psf.
Please clarify how this was determined when the floor system will exceed this.
Please revise and modify as required upon the response. This still has not been
addressed.
2.14. 15. For member B11 from Metworks has an uplift load of 6.7 kips. Please
clarify on the drawings how this force will be resisted. The response states inverted
hanger but I was unable to find where this was specified in order to transfer the
loads. Please clarify upon the response and modify drawings accordingly. This was
not addressed at this time.
Sheet S2.1 Foundations Plan
3.19. 25. EOR, please provide a detail for the concrete column note on the
foundations plan. Where is the steel to be placed? How are the vertical bars tied?
Please modify the drawings to show the construction of the concrete column. ACI
7.10.5. This still has not been addressed. Grid 3A shows a concrete column
without any supporting documents. Please submit and revise accordingly. The
response states the horizontal bars are the ties. ACI 7.10.5.2 states vertical spacing
of the ties shall not exceed 16 longitudinal bar diameter, 48 tie bar or least
dimension of the compression member. The drawings do not reflect this as
required per ties for concrete columns. Please meet ACI requirement for
compression members on ACI 7.10.5
Sheet S2.2 Upper Floor and Lower Roof Framing Plan
20.
4. 26. EOR, the drawings only show three sided lateral vertical resisting elements.
The analysis submitted has not accounted for this type of lateral resistance. Please
resubmit analysis and modify the drawings to show how the horizontal lateral
forces will be transferred. ASCE 12.14.7.4. Letter was not submitted to justify the
three-sided diaphragm to resist the lateral design loads. Please submit this upon the
response. The response states steel frame resists this force but there is not any steel
shown for the low roof. There is not a lateral load path to transfer the roof
Page 3 of 5
Plan Review Number 3
EECE 09-07
Tiegs
2009-0316
diaphragm force from the garage roof to the steel frame as per the response. Please
modify the drawings accordingly and submit an analysis to justify.
Sheet 1 of 10 METWOOD
5.24. 34. Please submit ICC approved report for this structural system. This should
be included with the submittal. IBC 1604.2. This has not been submitted for the
material used. Please submit this upon response or submit an analysis to justify.
The information submitted for the alternate method and material has not submitted
a quality control manual for this product. Please submit this upon the response. See
ICC AC46 and ICC ACC10 for requirements to be submitted.
6. The design analysis requires the diaphragm to be welded but the drawings state to
use screws. Which is correct? Please cross off what is not to be used and submit an
analysis to justify and modify drawings accordingly.
Sheet 3 of 10 METWOOD
7.25. 36. Detail 3: EOR, please submit design analysis for the special post. IBC
1604.2 The response states see page 252-257. There is not a page with this number.
Please clarify upon the response. The response now states see page 341-343 but
there is not a page number in the analysis submitted. Please submit this upon the
response in order to check the post. At the end of the analysis there is testing of the
column but the ultimate vs allowable (Omega sub c) shall not be less than 1.8 but
the test show values less than this. Please clarify upon the response. AISI C6.2
8.26. 37. This sheet state the decking attachment by other but the drawings prepared
by Structural Design Associates state this also by other. Please clarify where this
information is specified and provide analysis to justify. IBC 106.1.1. The response
states see letter from SDA, but there was not a letter that clarified this. Please
submit this upon the response. Analysis requires decking to be welded but the
detail have screws. Please modify accordingly.
9.27. 38. Detail 4: Please submit analysis for the deck ledger and attachment shown
on this detail to support the design loads. IBC 1604.2. The response states to see
page 258-260 but there was not this page labeled in the submitted documents.
Please clarify upon the response. This has not been submitted at this time.
10.28. 39. Detail 1 & 2: Please clarify the size of the IFC hanger noted in the details
to support the design loads. IBC 106.1.1.The design analysis submitted for the
Metwood hanger states to use 7-gage steel but the details state use 10-gage. 10
gage thickness is .1345 and 7-gage is .1793. Why are the drawing specifying
smaller gage then required by analysis? Please clarify upon the response and
Page 4 of 5
Plan Review Number 3
EECE 09-07
Tiegs
2009-0316
modify accordingly. The new response still requires 7 gauge but the drawings state
10 gauge. Please modify accordingly.
Sheet 4 of 10 METWOOD
11.29. 40. Detail 1: Please submit analysis for the post shown to support the design
loads. IBC 1604.2. The response states that testing and evaluations were performed
per third party. Please submit ICC approved report for this product or hand
analysis to justify. The response submitted shows the post will not support the
design loads per the applied testing. In addition, the safety factor (Omega C)
shall not be less than 1.8 for columns per AISI standard C6.
12.30. 41. EOR, please submit analysis for the lateral loads being transfer to the ICF
panel to be able to transfer this force. This was not in the submitted package. IBC
1604.2. The engineer of records analysis required welding of the deck to the
structure but this sheet states screws. Please modify drawing accordingly and
resubmit. Please modify drawings to show welding as required per analysis.
Sheet 5 of 10 METWOOD
13.31. 43. EOR, please provide ICC report for this deck system upon the response.
ICC report for this system has not been provided. Please submit this upon
response. The analysis requires welding of the deck but the drawings call out
screws. Please modify per the analysis submitted.
Sheet 7 of 10 METWOOD
14.32. 44. Please submit hanger analysis or capacity upon the response in order to
complete the review. IBC 1604.2. The hanger analysis submitted states to use 7-
gage but the drawings state 10 gage. Please modify accordingly. This still has not
been changed as required per the analysis. Modify the drawings to specify 7 gauge.
15.33. 45. Please submit lateral analysis for this level. IBC 1604.2.Lateral analysis
has not been submitted for this floor diaphragm system to resist the required forces.
Please submit this upon response. The lateral analysis for this level has not been
submitted to transfer the horizontal forces as required per the code.
Sheet 8 of 10 METWOOD
16.34. 46. EOR, please submit analysis for the hanger specified to carry the design
force shown on this sheet. This was not in the submitted documents. IBC 1604.2.
The hanger analysis submitted states to use 7-gage but the drawings state 10 gage.
Page 5 of 5
Plan Review Number 3
EECE 09-07
Tiegs
2009-0316
Please modify accordingly. This still has not been changed as required per the
analysis. Modify the drawings to specify 7 gauge.
Sheet 9 of 10 METWOOD
17.35. 47. EOR, please submit analysis for the hanger specified to carry the design
force shown on this sheet. This was not in the submitted documents. IBC 1604.2
The hanger analysis submitted states to use 7-gage but the drawings state 10 gage.
Please modify accordingly. This still has not been changed as required per the
analysis. Modify the drawings to specify 7 gauge.
Sheet 10 of 10 METWOOD
18.EOR, the drawings stated ICFVL ledger connector by other. Please submit an
analysis and spacing for the ICFVL Simpson hanger. The required spacing of the
ICFVL-14ga on the drawings should be specified. There are other sheets that do
not specify the spacing of the ICFVL hangers.
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