ENGINEER RESPONSE - BLDG.pdfDesign Build 5ervice5, Inc.
�g' erin & COnS�trUGtlOn Ma
g nagemen-t
28119 -120th 9t. S.E., Monroe, WA 98272 Phone /Fax: (360) 793-9659
E-mail: rheide@dbemonroe,com
February 16, 2016
Henry Byam
(Wesco Construction)
PO Box 5003
Lynnwood, WA 98046
Phone 425-771-0926 ext. 237
hb@wescogroupinc.com
Subject: Response to Comments Dated January 5, 2016
Plan Check: BLD2014-0821
Project: White SFR
Project Address: 8545 Talbot Road
As requested I reviewed the following comments and have the following responses.
5. Main Floor Plan
a. The upper floor is comprised of two sub -diaphragms. Please show how the new columns will
effectively transfer lateral loads into the foundation.
Response: A detail of the column was provided on sheet 4/20 in my July 31s, response. The column is
acting as a simple vertical beam supported at the top by a CC connected to the roof framing and the
bottom by the main floor diaphragm and steel floor and column framing. There are 4-3/4" bolts
specified to attach the bottom of the beam to the steel framing and a CCOQ welded to the top of the
HSS6x6 column that takes the load into the roof framing. All welding is to be %4' fillet unless noted
otherwise. A note is to be added to the roof and floor framing that the floor/roof trusses in line with
these columns are to be designed to transfer 2500 Lb. from the truss into the floor/roof diaphragms.
See details attached.
Sheet A-5
15. Guard Rail above the open areas.
Response: This is a fabricated steel railing per the new detail and specifications provided. Posts will
be bolted/welded to the steel beam below.
Sheet A-6
19. Column numbers are shown on the attached key sheets.
20. Wood columns are multiple studs in walls. Walls to be attached to the Footings/Slabs with 5/8"x6"
Titen Screws at the Required anchor bolt spacing.
Strong Bolts or Titen Screws.
21. Steel columns are to be attached to the concrete with 4-5/8" Strong Bolts per the detail provided.
ij p } �- 6 Z) -1 1 'l I 142 1, V J f'
Henry Byam
Response to Comments Dated January 5, 2016
February 16, 2016
Page 2 of 2
Sheet A-7
23. Steel to Steel are columns with cap plates bolted to the steel beams with 4-3/4" bolts per detail on
S-2. Steel to Wood beams are Simpson CCO per detail on S-2.
24. Steel Column to top of Stem wall connection is the same as to footing with 4-5/8" x5" Strong Bolts
or 5/8"x10" Anchor Bolts.
25. All beam Hangers are HWU Hangers matched to beam depth and height so beams flush with top
of wood nailer. Hangers to be welded to steel beams per Simpson requirements. 8102 and B103
are to have %" Plates welded to steel beams and wood beams to be notched to fit in under top flange
per detail attached.
Sheet A-8
26. New 21.5' Column was detailed in July 31, 2015 comment response. This column extend from the
main floor, across the upper floor extending to the roof. The bottom was to be bolted to the steel beam
supporting the main floor to transfer the lateral load into the main floor diaphragm. The top was to
have a bucket welded on to hold up the roof beam and transfer the lateral load into the roof
diaphragm.
Sheet A -9A
28. There are two locations that present this detail. Both are in T -walls and can be supported by
different height wall studs as shown on attached.
29. There are no studs over 12' tall that are not braced by corners very close to them. Walls are
broken up by horizontal continuous beams to take the wind to the wall corners. B65 and b66 are one
continuous beam.
General
41. Details are shown on the Lateral detail Sheet S-1.
This should address all the items you asked me to address. If you have any further questions or I can
be of any further assistance please call me at the above number.
Rick Heide, P.E.
President
Attachments
City of Edmonds
PLAN REVIEW COMMENTS
BUILDING DIVISION
(425) 771-0220
DATE: January 5, 2016
TO: Tony Shapiro
A.D. Shapiro Architects
�,��ant o co
FROM: Andrew Gahan, Plans Examiner
RE: Plan Check: BLD2015-1320
Project: White SFR
Project Address: 8545 Talbot Road
During a review of the plans by the Building Division for the above noted project, it was found that
the following information, clarifications, or changes are needed. A complete review cannot be
performed until the revised plans/documents, including a written response indicating where the
`clouded' or otherwise highlighted changes can be found on the revised plans, have been submitted
to a Permit Coordinator. Reviews by other divisions, such as Planning, Engineering, or Fire, may
result in additional comments. Note that the comnments from the original review appear below in
italics.
Original Non-structural:
1. Please clarify by what means the required energy credits from Table 406.2 of the 2012
Washington State Energy Code will be met.
The information provided in your response must be added to the plans.
2. Clarify the method by which the whole house ventilation requirements will be met per the
2012 IRC section M150Z
The information provided in your response must be added to the plans.
3. Please verify that all fixed and operable panels of swinging, sliding and bifold doors are
equipped with safety glazing per IRC R308.4.
OK
4. Door number D32 is shown along the north wall of the Jacuzzi room attached to the north
end of the master suite. However, door D32 is unidentified on the door schedule. Please
clarify.
OK
Original Structural:
5. Main Floor Plan
a. The upper floor is comprised of two sub -diaphragms. It is clear how the two sub-
diaphragrn.s are transferring shear load on three sides and intennedia.tely. However,
please clarify the shear path of the lateral load generated by the upper floor
diaphragm along the interior halves of the aforementioned sub -diaphragms.
Please show how the new columns will effectively transfer lateral loads into the
foundation. Provide details of the connections required above, below and at the mid -
span diaphragm along the columns.
b. It appears that the sub -diaphragms comprising the upper floor do not conform to the
aspect ratios provided in the AMPA SDPWS section 4.2.4. Please justify.
OK
c. Please provide calculations to show that the upper floor diaphragms are not
overstressed without blocking.
OK
6. Please provide framing layouts for the roof and floor framing from the manufacturer for
each level of the structure with engineered lumber/trusses, as a deferred submittal.
OK
Additional Comments
Sheet Al
7. Note on plans that stucco installation is to conform to IRC R703.6,
Sheet A-3
8. Add a note `SEE SHEET Al FOR WINDOW/DOOR SCHEDULES.'
9. Provide detail bugs to reference the relevant foundation details to help guide proper review,
construction and inspection.
Sheet A-4
10. Note on the plans that the pool will be submitted under a separate permit.
11. Please specify on the plans the method to be used to fill and drain the Jacuzzi. While the
pool can be applied for under a separate permit, the above considerations should be made for
the pool as well.
12. Provide the details required for the HFX assembly specified at the garage doors. At
minimum, please include the manufacturer's typical detail sheet in the plans to help guide
proper construction and inspection.
13. Add a note `SEE SHEET A13 FOR WINDOW/DOOR SCHEDULES.'
14. Provide a note indicating where the shear wall schedule can be found. No shear wall
schedule could be found during this review.
Sheet A-5
15. Provide a detail with specifications or calculations for the guard rails above the open to
below area per IRC Table R301.5.
16. Specify on the plans the method to be used to fill and drain the Jacuzzi off the Master
Bedroom.
17. Add a note `SEE SHEET A13 FOR WINDOW/DOOR SCHEDULES.'
18. Provide a note indicating where the shear wall schedule can be found. No shear wall
schedule could be found during this review.
Sheet A-6
19. It appears that the columns are called out by number, but it is unclear to what that number is
referring. Please provide a column schedule correlating to the column call -outs or label each
column appropriately.
20. Provide details and/or specifications for wood column to footing connections.
21. Provide details for steel column to footing connections.
22. Install detail bugs or at minimum a reference to the foundation detail sheet.
Sheet A-7
23. Provide steel connections details for the various configurations to be utilized including steel
to steel and steel to wood connections.
24. Provide steel column to top of stem wall connection details.
25. Specify each of the beam hangers required.
Sheet A-8
26. Provide connection details for the new 21.5' HSS6x6x3/8 column including top connection,
mid -span floor connection and foundation connection details.
27. Clarify what the B/1 call -out is representing. It appears that it may be a detail, but no such
detail could be found.
Sheet A -9A
28. Provide a detail for locations where three beams interface at a single column such as where
B63, B52 and B53 interface.
29. Studs over 12' require a stud height check per IRC R301.3. Please provide calculations
showing structural adequacy at those studs in excess of 12' in height.
30. Per Item#27 above, it appears that a detail sheet may be missing from the submitted plan set
as no details could be found to correlate with the call -outs on the plan. Please clarify.
Page 3 of 4
31. Please provide a shear wall schedule and make reference to it on this sheet.
Sheet A-10
32. Detail A refers to Page S-1, yet no S-1 could be found. Please clarify.
33. Detail C has a note "SEE PAGE FOR STEEL COLUMN CONNECTION". Please clarify
what is intended with this note.
34. Specify how the 1x6 nailers at the top and bottom of the steel beam will be connected to the
flanges.
Sheet A-11
35. Similar to Item#32 above, several references are made to Sheet S-1, yet no such sheet could
be found.
36. Section 113 refers to R402.2.2.8. This is not a valid section from the 2012 IBC. Please
clarify what this is referencing.
37. Each of the sections on this sheet refer to another place for concrete and reinforcing
information. This information could not be found on the plans.
Sheet A-12
38. Add a note to the plans that the swimming pool will be applied for under a separate permit
or as a deferred submittal.
Sheet A-13
39. For consistency and accuracy, please label ALL glazing that is required to be safety glass.
General
40. The engineer has included several details including B/1, F/l, H/1, 1/1 and a cantilevered
foundation detail/schedule that do not appear on the plans. Please include these details and
reference them in the appropriate locations.
41. Please include typical shear transfer details for connections at the roof, floor to floor and at
the foundation to clarify the shear load path.
42. No general construction notes could be found in the plan set other than notes referring
specifically to stairs. General notes are commonly desirable for job specific clarifications as
well as typical notes. Please verify that it is the design team's intention to exclude any sort
of general notes.
Page 4 of 4
SIMPSON STRONG -TIE COMPANY INC.
5956 W. Las Positas Blvd., Pleasanton, CA 94588
t (800) 999-5099
www.strongtie.com
OMF Frame Summary:
Notes
p �1
2 3 -
Model: 0MF2S-999-219x136x266
Size45 _..,.
Beam 1-"S"ize"
m.._,. ... .... __ _
B9, Steel Beam Depth 8.5"
Beam 2 Size 4.5
B9, Steel Beam Depth. 8.5"
Column Size 4
C9, Steel Column Depth: 9"
Dimension W1 Dim _ ..._...
n 3.6
._.e._...
_.... ..�._ __. ..�.� ....�..
18"-01"
W2 Dimension 3.6
20'-0
H1 Dimension
-4
2 Dimension 2
............................... ...n......�_
11'-4"
H1 Clear Dimension 1
10w.
-3
H2 Clear Dim...._..._ ._..,....�...�
ension 2'7
-.�.-.�,,,_.s�..w.....,.,_.._
10'-1 1/2"
Column C.C. Spacing
19"-0'"
Steel Beam Length
18'-3"
.....' m
Steel Column Length
_ _
..Plate
2.."
2"-2"
End Boliin ..�_�.�.._�.�.�...._....
Bolting
....�_.._�...._.......__.
Pre -Tensioned
End Plate Bolts
7/8Dia A325 Bolts
1. H1 and H1 clear dimensions assume 1-1/2" thick non -shrink grout.
2. H2 dimensions assume 1-1/2" thick field installed nailers.
3. Anchorage solution may require additional studs on side of columns, see anchorage design output for final W1 and
W2 dimensions.
4. Column and beam sizes shown are depth of steel only and do not include nailers.
5. For frames with C1 8H or C21 H columns, beams require 4x beam top nailers.
6. For frames with C1 8H or C21 H columns, W1 and W2 assume (2) 2x inside nailers.
7. Dimension from top of sheathing to bottom of beam 2 nailer.
8. Dimension from bottom of base plate to top of cap plate.
Frame ID: Y1 m Date: 1/23/2014 Page 4 of 20
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