Singleton SFR - DFR 5-18-21& ASSOCIATES, INC.
GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING & INSPECTION
May 14, 2021
Mr. Keith Singleton (E-Mail)
508 2nd Avenue N.
Edmonds, WA 98020
RE: CONSTRUCTION TESTING AND INSPECTION
Singleton SIR
508 2°d Avenue N.
Edmonds, Washington
Dear Mr. Singleton,
KA No. 096-21213
Permit No. BLD2021-0279
In accordance with your request and authorization, our firm performed construction testing and inspection
for the above -referenced project. The sampling and testing was performed by our inspectors and reports
are included.
If you have any questions, or if we can be of further assistance, please do not hesitate to contact our
office.
Respectfully submitted,
KRAZAN & ASSOCIATES, INC.
CCorb4ti W. Mercer
Project Manager/Lab Manager
Pacific Northwest Division
CWM/lkj
C.C. CITY OF EDMONDS
4303 198`h Street SW, Lynnwood, Washington 98036 • (425) 485-5519 • FAX (425) 485-6837
With Offices Serving the Western United States
09621213 DFR
-=—Krazan&ASSOCIATES
GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING & INSPECTION
FORENSIC INVESTIGATION
Date:
Project No.:
Project:
Project Location:
Krazan PM:
May 10, 2021
096-21213
Singleton SFR
508 2' Ave N, Edmonds,
WA
JM/MR
FIELD REPORT
Report No.:
21213DFRO51021-NG
Contractor:
Property Owner
Permit No.:
BLD2021-0279
Inspector:
Niccolo Guiao
Jurisdiction:
City of Edmonds
Weather:
Sunny Temp: 60's
A Krazan geotechnical representative visited the project site today for a footing subgrade evaluation.
Pro iect Description
The house remodel project generally includes the demolition of an existing chimney and load bearing wall at
the south central portion of the house. The demolished wall would be replaced by a new steel beam with the
north end of the steel beam supported by a new interior isolated pad footing. The new interior isolated pad
footing would be placed near the crawl space access.
Geology Map
We reviewed the "Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles,
Washington" by James P. Minard (1983) during our project research. The geologic map indicates that the site
vicinity is underlain by Quaternary Whidbey Formation (Qw).
Pro iect Plans
We have been provided with structural plans titled, "Singleton Remodel" by B2 Structural Engineers dated
04/21/21. The structural plans indicate an assumed allowable soil bearing pressure of 1,500 pounds per square
foot (psf). Detail 2 on sheet S-1 show the new interior isolated pad footing sitting on the crawl space subgrade.
Footing; Sukrade Evaluation
Upon our arrival today, the demolition of the existing chimney and load bearing wall have started. It is our
understanding that the bottom footing elevation of the new interior isolated pad footing would be the same as
the crawl space subgrade elevation.
To aid with our footing subgrade evaluation, we performed two (2) shallow hand tool explorations near the
crawl space access and the footing of the demolished chimney. The crawl space subgrade consisted of brown
silt. We evaluated the crawl space subgrade using a'/z-in diameter steel T-probe rod. The crawl space subgrade
probed up to 4-in under moderate pressure, indicating stiff to very stiff conditions. We observed brownish gray
silt to about 0.5-ft below the crawl space subgrade. The exposed subgrade soils probed up to 4-in under
moderate pressure, indicating stiff to very stiff conditions. We interpreted the brown and brownish gray silt to
native soils. See the attached site plan for the approximate locations of the new interior isolated pad footing
and the hand tool explorations.
This field report is for information purposes only.
Superintendent/Representative: Technician: Niccolo Guiao
4303 —1981 Street SW • Lynnwood, Washington 98036 • (425) 485-5519 • FAX (425) 485-6837
With Offices Serving the Western United States
KRAZAN & ASSOCIATES, INC.
09621213DFRO51021-NG
Singleton SFR
Page No. 2
Conclusion
Based on our field observations, the subgrade area of the new interior isolated pad footing observed today is
underlain by stiff to very stiff silt, interpreted as native soils.
It is our opinion that the stiff to very stiff silt soils should adequately support the assumed allowable soil
bearing pressure of 1,500 psf.
We understand that the plan is to place the pad footing on the ground surface in the crawl space, and no
excavation or foundation embedment is planned. We note that there is some potential for frost heave to affect
the footing unless the bottom of footing is below the frost penetration line.
Site Plan:
I, a II n u n n li ,I u u u u
r. r n II a I;
!� U II II II !I II II III II ;I II — if
:I IP 0 1± II N 11
I li EXISTING "ST 2X10 — I
p i II II II II
!I C AT 16 TO REMAIN I
II 'I II II II II II
if 11 II 0 I
II I
�a Approximate location of the hand tool ° !'
explorations performed today. I A II n j
_IF SPLICE_ EXISTING 9UT JOISTS
1 - ! WRH NEW 2X10 AT 16" TO
it A II I INFILL EXISTING CHU.INEV
ii II jY/ II fl I 0 II Y A WITH 10d T�1� �' TIER
i1 11 II !I • II !I II II I
U N
II DN
I II II A I I II I it 4 __
i it Y Y II N 1 N N srs'(NN)APAPLYWOOD FLOOR
SHEATH.hO WITH IW NAILS AT 6'
I N fl Il Y I Y EDGE NALING AND 10d AT 1i
II I A n it q RELD NAILING i
II A II A NEW WIOX30 STEEL n tl 11 II
it A II BEAM (13-1) TO REPLACE
EXISTING LOAD -BEARING
WALLSELOW Y d II N
II it U Y U U li I II II 11 N N
II 11 II II II II fl II !! " ;� II II n M II
11 II II A
II A Approximate location of the new
II A Y N I� interior isolated pad footing.
This field report is for information purposes only.
Superintendent/Representative: Technician: Niccolo Guiao
Krazan & Associates, Inc.
Offices Serving The Western United States