REVIEWED BLD RESUB1 ENGINEER LETTER BLD2021-0592_RESUB
ALBERT H. COHEN DESIGN COMPANY, P.S. Jun 03 2021 BLD2021-0592
330 DAYTON STREET • SUITE 6 CITY OF EDMONDS
DEVELOPMENT SERVICES
EDMONDS WA 98020-3582 DEPARTMENT
Tel / Fax 425-776-7373
June 2, 2021
PLAN REVIEW COMMENT RESPONSE #1 for Building Division Comments date 5/25/21
RE: BLD2021-0592 O'Neill Residence 23725 - 1071' Place West Edmonds
Attn: Donovan Akau
Plan Reviewer
Building Division
City of Edmonds
REVIEWED
BY
CITY OF EDMONDS
................................................
..... BUILDING DEPARTMENT
.... !
Items are numbered correlating to Comment item numbers. Any Plan changes are clouded. A full new
architectural plan set is uploaded for your review.
1. My apologies for the confusion with dealing with the software requirements of the "My Building
Permit site". Application does not allow for additional custom named headings for added support
materials so we have to get creative and stick documents under unlikely titles. In this case, the
Structural lateral design plans provided by the engineer had no slot as the lateral calcs was
occupied, therefore I included them under the heading of "Civil Plans" even though they are
not civil plans and the only "other" slot was taken.
Therefore I assume you have not seen the lateral design details, shearwall schedule etc. These answer
many of the subsequent questions you have asked.
2. The lateral details and general foundation details (which are the same) are also included on the
engineers pages mentioned above in item #1. The sheets are stamped and signed by the engineer
which should clarify and document the engineer's development of those details and responsibility.
Any labels , notes and diagrams on the architectural plans are at the direction of the engineer and
are backed up by the engineers detail pages.
3. The callouts in in round circles that point to structural members are coded to the list of vertical load
calculations provided by the architect. Each beam calculation has a number in the upper left corner
that refers to the circled number on the architectural framing plans.
4. The hold down location tags labeled T-2 refer to the Shearwall schedule provided by the engineer on
the misdirected engineering pages mentioned above. I normally provide the shearwall schedule in
the architectural plans, but the engineer had already done so with his details and it seemed
redundant to repeat it. I have added a (clouded) note on both floor plans and the foundation plan
that the T-2 label explanation can be found in the engineers structural pages.
5. I have added a copy of the engineer's foundation designs with the architectural details. They call for
identical construction, so that should not be a problem. They are standard prescriptive code
designed as well.
Continued page 2
Page 2
6. the reference to "common" truss comes from the industry standards as published in Trusfacts and the
Encyclopedia of Trusses as a way to describe "standard" or "ordinary" trusses to differentiate form
scissor trusses, cantilever trusses, hip jacks and the like. A diagram showing this, from one of the
publications, is attached for your review. We will not be designing and custom building the trusses
and they will be manufactured trusses as described in the plans.
7. I will not be specifying the truss manufacturer as that is the prerogative of the general contractor. As
the plans state in the general notes Item 0.1 on Page 2 of the architectural plans, the trusses must
be designed and built by Washington State licensed engineers and manufacturers.
8. and 9. The house is currently a rambler and almost all of the work is occurring on the new upper floor.
The first floor work is so minor I did not include an existing or demo plan and I apologize for the
confusion. An additional page 14 has been added to the Arch. Plan set. That shows the existing
first floor and the demo walls and areas labeled. The first floor is getting a simple 60 sq ft addition
to the front and the laundry is moving to a deleted bathroom space.
On this added page I have added some area totals to show that we are barely approaching a 20% demo of
the current house and nowhere near the 75% threshold.
The biggest item is roof removal because we are adding a second floor and even that is only 46% of the
roof. The remodeled first floor areas are 6.7%, the removed exterior wall length is 6%, the interior
wall length is 15%, and removed deck area is 15% of the current deck area.
Given these numbers, a full cost analysis taking 6 to 8 hours is not reasonable, nor practical, as there is no
possible way to reach the 75% threshold. I hope the included floor plan will have sufficient detail
to convey the scope of the demolition and once again I apologize for not providing this with the
initial submittal.
NOTE: Additional item for independent inspection company for "Set Epoxy" hold down bolts.
The engineer has provided an alternative Non -epoxy, mechanical bolting for the hold downs and
we will be using that method. The signed/stamped approved alternative letter/note is attached and
also have been uploaded with calcs.
Respectfully yours,
Al Cohen
project architect
6/1 /21
STATE REVIEWED _
BY '
UQ CITY OF EDMONDS €
'le n g I n e G I BUILDING DEPARTMENT
PL__L
PO BOX 952 LYNNWOOD, W4 98046
T. (206) 280-4715 F. (206) 854-6261
SERVICES@UPST8.COM
June 1, 2021
Al Cohen Design Co.
alcohendesign(a)_gmail.com
Re: Upstate Job#1359
O'Neill Residence
Retrofit Holdown Alternate Anchorage
To Whom It May Concern:
Any T-1 or T-2 holdown shown on the holdown schedule for the above -referenced project can be
retrofit using Titen HD hardware rather than threaded rod and epoxy as originally specified. The
following hardware should be installed per the manufacturer's recommendations:
5/8" diameter X 5.5" (nominal) Titen HD
See supporting calculations attached. Should there be any questions or comments please contact
our office.
Sincerely,
"1 /Z021
Andrew Gahan, PE
E-7i►��i�-Z•�c■ Anchor DesignerT"'
Software
Version 2.9.7376.2
1.Project information
Customer company: Al Cohen Design Co.
Customer contact name: O'NEILL
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Concrete screw
Material: Carbon Steel
Diameter (inch): 0.625
Nominal Embedment depth (inch): 5.500
Effective Embedment depth, he (inch): 4.240
Code report: ICC-ES ESR-2713
Anchor category: 1
Anchor ductility: No
hmin (Inch): 8.50
cap (inch): 6.38
Cmin (Inch): 1.75
Smin (Inch): 3.00
Company:
Upstate Engineering, Inc.
Date:
6/1/2021
Engineer:
amg
Page:
1/5
Project:
ONEILL
Address:
22002 64th Ave W
Phone:
E-mail:
andy@upst8.com
Project description: RETROFIT ANCHORS
Location: EDMONDS
Fastening description: TITEN OPTION
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 18.00
State: Uncracked
Compressive strength, f'� (psi): 3000
Lp�,v: 1.0
Reinforcement condition: A tension, A shear
Supplemental reinforcement: No
Reinforcement provided at corners: Yes
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Recommended Anchor
Anchor Name: Titen HD@ - 5/8" O Titen HD (THDB model), hnom:5.5" (140mm)
Code Report: ICC-ES ESR-2713
r-
';11�11111111
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-7[►��[�-Z•�c■ Anchor Designer TM
Software
Version 2.9.7376.2
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: Not applicable
Ductility section for tension: 17.2.3.4.2 not applicable
Ductility section for shear: 17.2.3.5.2 not applicable
0o factor: not set
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: Yes
Strength level loads:
Nua [lb]: 3144
Vuax [lb]: 0
Vuay [lb]: 0
<Figure 1>
X
0 lb
Company:
Upstate Engineering, Inc.
Date:
6/1/2021
Engineer:
amg
Page:
2/5
Project:
ONEILL
Address:
22002 64th Ave W
Phone:
E-mail:
andy@upst8.com
Z
3144 Ib
O lb
Y
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-7i►��i�-z•�►■ Anchor Designer"'
Software
Version 2.9.7376.2
<Figure 2>
Company:
Upstate Engineering, Inc.
Date:
6/1/2021
Engineer:
amg
Page:
3/5
Project:
ONEILL
Address:
22002 64th Ave W
Phone:
E-mail:
andy@upst8.com
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-7i►��i�-Z•�e■ Anchor DesignerT"'
Software
Version 2.9.7376.2
Company:
Upstate Engineering, Inc.
Date:
6/1/2021
Engineer:
amg
Page:
4/5
Project:
ONEILL
Address:
22002 64th Ave W
Phone:
E-mail:
andy@upst8.com
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nu. (lb) Vuax (lb) Vuay (lb) �(Vuax)Z+(VUay)Z (lb)
1 3144.0 0.0 0.0 0.0
Sum 3144.0 0.0 0.0
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 3144
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.4.1)
Nsa (lb) 0 ^N (lb)
30360 0.65 19734
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2)
Nb = kcaal fchW.5 (Eq. 17.4.2.2a)
kc Aa fc (psi) hef (In) Nb (Ib)
24.0 1.00 3000 4.240 11477
0.75ONcb = 0.750 (ANCIANco)Yed,NTC,NYep,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a)
ANC (In2) ANco (In2 ca,min (In) Ted,N TC,N Tcp,N
101.76 161.80 3.00 0.842 1.00 0.998
6. Pullout Strength of Anchor in Tension (Sec. 17.4.3)
0.750Np = 0.750Vc,PA.Np(fc12,500)1 (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report)
VC,P A Np (Ib) fc (psi) n 0
1.0 1.00 9810 3000 0.50 0.65
0.0
Nb (Ib) 0 0.750Ncb (lb)
11477 0.75 3409
0.750Npn (lb)
5239
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-7i►��i�-Z•�c■ Anchor Designer TM
Software
Version 2.9.7376.2
Company:
Upstate Engineering, Inc.
Date:
6/1/2021
Engineer:
amg
Page:
5/5
Project:
ONEILL
Address:
22002 64th Ave W
Phone:
E-mail:
andy@upst8.com
11. Results
11. Interaction of Tensile and Shear Forces (Sec. D.7)?
Tension Factored Load, Nu. (lb) Design Strength, oNn (lb) Ratio Status
Steel 3144 19734 0.16 Pass
Concrete breakout 3144 3409 0.92 Pass (Governs)
Pullout 3144 5239 0.60 Pass
5/8" P1 Titen HD (THDB model), hnom:5.5" (140mm) meets the selected design criteria.
12. Warnings
- Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension
need not be satisfied — designer to verify.
- Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear
need not be satisfied — designer to verify.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com