19-103584COBALT
GEOSCIENCES
March 5, 2020
Viral Shah
C/O David Fisher
d avi d (@ dl-fish erarch ite cts. coin
RE: Plan Review
Proposed Residence
3ooi6 20th Place SW
Federal Way, Washington
19- 1U5937
Cobalt Geosciences, LLC
P.O. Box 82243
Kenmore, Washington 98o28
RESUBMITTED
MAR 0 9, 2020
" CfrY OF FEDEPX WAY
.COMMUNrrY DEVELDpIuIW,
In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has prepared a plan
review letter for the proposed development. In preparation of this letter, we have reviewed the
Architectural Plans by DK Fisher Architects dated March 4, 2020.
We are in agreement with the geotechnical related information presented in the plans based on
our previous report for the project.
Sincerely,
Cobalt Geosciences, LLC
q WA
54896 .4
NAL
exp. 6-26-2020
Phil Haberman, PE, LG, LEG
Principal
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,A,ww.co.bahUo.com (2o6) 331-1097
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W. LINE E. 340.00'
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LEGAL DESCRIPTION
B,
C' •_ _ , i +-�� SOUTH LINE OF PARCEL - 5 0'00'48"
•r '- f III PER RECORD OF SURVEY IN VOL. 107, PACE 107
ppRT10N5 OF THE WEST 27J.62 FEET Of
693.S2 FEET OF THE NE 1/4 DF THE
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RA81L J EAST, 1Y.M., AS DESCRIBED fN ,�' :=• t�
SCALD 1" = 3fl'.` -'- METHOD OF SURVEY
SETTLEMF 1 AGREEMENT FILED UNDER
KING COUNTY SUPERIOR COURT CAUSE 4 4P'
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NO. 97-2-32182--4 KNT, DATED FEB. 9, 2000. t�1
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MANUFACTURER!$ SPECIf'ICATIONS %
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0 FOUND V21t'REBAR & CAP VOL. 107, PAGE 107 '' _ ''•;
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AUDITOR'S CERTIFICATE
SURVEYOR'S CERTIFICATE
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Filed for record thislG day of J; , 2000 aU.i>'Fd
This map correctly represents a survey made by me or
under my direction in conformance with the requirements
[IRS GRT1NE FOOINFARD CLYDE
pCF4vY
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FOR:
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of the survey recording act of the request of
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JAMES AND CAR-0�. 1LAVEKIO,� / CHICAGO T1T.LE INS. CO.,
in book 13-? ------ of Sc.uat pageS9 at the request of
CHICAGO--TITLE INS. CO. MARCH 2000
150�4THNAVENUE SUITE I500
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SEATTLE. WA. 98101 1662
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JOB Nl:?
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TEL: 206-343-7933
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FAX: 206-343-0513
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After recording return to:
Viral S. Shah
Aparna Ananth
300ilS & 30020 20u' Place SW
Federal Way, WA 98023
Reference: 40138473-803-3H4
20150903001684
CHICA10 TITLI 110 77.00
05/03$201SF16.53
KING COUNTY, WA
E2753956
09/93/2015 10:25
KING SALE y
COUNTY, U92�0 475.00
$1,100;e08.00 PAGE-001 OF 001
STATUTORY WARRANTY DEED
THE GRANTOR(S) ]amen Alaveldos and Carol Vandenberg, husband and wife,
for and In consideration of Ten ($10.00) Dollars and other good and valuable consideration
in hand paid, conveys and warrants to Viral S. Shah and Aparna Ananth, husband and wife
the following described real estate, situated In the County of King, State of Washington:
SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF.
Subject to: Those Items specifically set forth on Exhibit "A" attached hereto.
Abbreviated Legal: PORTIONS SE 1/4 SECTION 1, TOWNSHIP 21 NORTH RANGE 3 EAST
Tax Parcel Number(s): 012103911306, 012103911405
Statutory Warranty Deed LPS-10-05 (ltr) (1/06)
CW Title
Reference: Statutory Warranty Deed 401.38473-803-3H4
Dated: A!jgust xS, 201§
SELURS:
State of N eV C"kr—
County of TfA,r l�
f.
Carol Vandenberg
A. HILL
F*7Appointmen]
c, Stale of Nevada
No- 97.1627.1
pires fJlay t. 2017
SS:
On this 97 day o r before me personally appeared
`%arr.c��lr, ve. .n 5 a, P&C 6 c,rtdQ �� to me known
to be the Individual(s) described in and who execute he within and foregaing instrument, and
acknowledged that signed the same as 3: e1 P` free and voluntzry act and
deed for the uses and pure ses therein mentioned.
Givgn under my hand and offldal seal the day and year last above written.
Kay A. Hill - Notary Public
Notary'Publi and for the State of �e0
Residing at
My Appointment expires: r
Page 2 of 4 LPB 10-OS(ltr) (1-06)
EXHIBIT A
Legal Description
The out 32.40 feel of the following described property
Commencing at the southeast corner of Section 1. Township 21 North. Range 3 Fast. Willamette
Meridian, In King County, Washington;
Thence an the south Me of said aedlorl. west 613.52 feet; nnin for this
Thence pamHel wlth the east Me of said section. north 1005 feat to the true point be g1 9
descripliart;
Thence continuing on said parallel Arse earth 17 8D feet, more or less, to the meander Me of t:3avemment
Lot 1, Seddon 1, Townahlp 21 North, Range 3 Fast, W ilametle Meodiari, in King County, Washington;
Thence an said meander line northeasterly to a line parallel with and 636.72 feet west of said east One of
section measured at right angles thereto;
Thence on said parallel line south 1800 feet, more ar teas. to a Roe parallel with and 1005 feet north of
said south Rae of seclIon;
Thence veriest 76.80 feet to the true point of beginning;
Also an undivided one -eighth interest In the north 30 feet of the south 116S.19 feat of thvt portion of the
west 610.76 feet of tha aoulheast quarter or the southeast quarter of s idef the oe untyr �
S el tkm tTownship 21 North.
Range 3 East; Willamette Meridian, In ling County, Washington, lAng
Together with a portlon of land described as follows:
Commencing at the southeast comer of Section 1, Township 21 North, Mange 3 East. Willamette
fJferidian, In " County, WashIrtgton;
Thence an the south One of said secllon, west 536.72 feel;
Thence parallel with the east tine of said sections. north i005 feet to the true point of beginning for this
descripifan;
Thence conllnuing on sold parallel line north 1fl00 feel, more or less, to the meander linel of government
Lot 1, Section 1, Township 21 North, Range 3 East. Willamette meddfsan, In king county, WashirrgfaN
Thence on said meander fine northeasterly to a Me parallel with and 488.12 feet west of said east fine or
section measured at. right angles ther+ety;
Thence on said parallel line south 14OW feet more or less, to a one parallel with and 1420 feet north of
said south One of section;
Thence an sold paralki line west 24.58 feet to a Ina parallel with and 493.5 feet west of said east one of
section;
Thence on said parattet line south 415 feet;
Thence west 43.72 feet to t!t$ true point of beginning;
Also an Undivided on"uarter interest In the north 30 feet of the south 1165.19 fee! of that portion of the
west 610.78 feat of the southeast quarter of the southeast quarter of saidS Section
f the 1, �� ��' 21 North,
Range 3 East, Wlltamette Meridian, In I3ng County. Washington, tying
Together v►dth an easement for ingress and egress as eshUlshed by instrument recorded undar recording
number 6608291648;
Also to„ether with an easement for driveway purposes. Including ingress and egress as recorded under
recording number 20021022000179.
�61
(RIN
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WHEN RECORDED RETURN TO: 90i09114
Jerry A. Creim RECO F 10.00
Williams, Kastner 6 Gibbs RECFEE 2•00
Two Union Square CASHSL
601 Union Street, Suite 4100
Seattle, WA 98101-2380
EASEMENT AGREEMENT
THIS EASEMENT AGREEMENT made as of the Iz day of
, 19_q , by and between Ray Tisch, a single person
"G antor") and Sohn Diaconou and Judy Diaconou, husband and
wife ('Grantee").
R E C I T A LS:
01215 n
*a*12.00
A. Grantor is the owner of the real property described in
Exhibit A. attached hereto and incorporated herein by reference
("Grantor's Property").
8. Grantee is the owner of the real property described in
Exhibit 8 attached hereto and incorporated herein by reference
('Grantee's Property").
D. Grantor has agreed to grant an easement to Grantee for
utilities subject to the terms of this Agreement.
NOW, THEREFORE, in consideration of the covenants and
agreements contained herein, and other good and valuable
consideration, the receipt and sufficiency of which are hereby
acknowledged, the parties agree as follows:
11
1. Easement. Grantor hereby grants, conveys and warrants
to Grantee. their successors and assigns, a perpetual easement
for the installation, placement and continued maintenance of
utilities of Grantee's choice. to service Grantee's property,
including but not limited to electricity, telephone and cable
T.v.,'over, through, under, and across Grantor's property
legally described in Exhibit A attached hereto and incorporated
herein by reference. The exact placement of the utilities On
Grantor's Property shall be determined by the mutual agreement
of the parties and, once installed. shall remain in said
location for the term of this Easement Agreement unless
otherwise agreed by the parties in writing. All such utilities
shall be buried undergraund.
Grantee shall at all times have the right to enter the
premifses described in Exhibit A hereto for the purpose of
EXCISE TAX NOT REQUIRED '
1Gt Co. Rowels 0t)ssbn _ 1 _ [ OHH : 0 241
Deputy
M
inspecting, maintaining, improving, repairing, constructing,
installing and reconstructing all utilities and appurtenances.
Grantee agrees that Grantee shall return Grantor's Property, to
the extent practicable, to as good a condition as existed
immediately prior to Grantee's entry upon Grantor's property.
Grantor hereby agrees that no building, wall, rockery,
trees;; shrubs or structure of any kind shall be erected or
planted above any of the Utilities.
7:, Costs. The 'costs of any inspection, installation,
maintehanr:e.-Tmprovement, repair, construction or
recogqstiiuction relating to Grantee's utilities, shall be borne
by Grantee; provided, however, if any of the utilities are used
to service Grantor's property, then installation and
maintenance costs, if any, related to such utilities shall be
equally shared by both Grantor and Grantee.
3.Indemnificatiion. Grantee agrees to fully indemnify,
defend and hold Grantor harmless, including Grantor's
reasonable attorney fees, from any claims, damage or loss to
Grantor or Grantor'sproperty solely and proximately caused by
Grantee's use of the Easement. Grantor agrees to fully
indemnify, defend and hold Grantee harmless, including
Grantee's reasonable attorney fees, from any claims, damage or
loss to Grantee or Grantee's property solely and proximately
caused by Grantor's use of the Easement.
4. • successors/R4nninq With The Land. The- Easement
granted herein shall be appurtenant tq Grantee's Property and
the Easement, and covenants of Grantor and Grantee herein,
shall run with the land and be binding upon the successors,
heirs and assigns of both Grantor and' Grantee.
5. Attorney Fees. If a dispute between the parties
arises under this Agreement and if either party retains an
attorney to enforce any of the terms of this Agreement, the
prevailing party shall be entitled to recover from the other
party' its. reasonable attorney fees and costs in addition to any
other amount and regardless of whether or not litigation has
commenced.
GRANTOR:,
Ray sch
-2 -
GRANTEE:
ffuhn piacoriou
away Qiaconou
[OHH:024)
rn
O
1
STATE OF WASHINGTON y
ss.
COUNTY OF KING }
On this day personally appeared before me RAY TISCH, to me ;
known to be the individual described in and who executed the
within and foregoing instrument, and acknowledged that he
signed iho same as his free and voluntary act and deed, for the
uses and purposes therein mentioned.
GIVEN under my hand and official seal this R, day of
Ael6- 192.
Notaty ublic d or the State
of Washington, residing at &i t.&
My commission expires /0-iw4m
STATE OF WASHINGTON )
) ss.
! COUNTY OF KING )
to On this day personally appeared before me JOHN OIAcoNOU, to
me known to be the individual described in and who executed the
within and foregoing instrument, and acknowledged that he
signed the same as his free and voluntary act and deed, for the
uses and purposes therein mentioned.
p GIVEN under my hand and official seal this 2,, eday of
Aj6- 1990.
Hota y Public in o the State
of Washington, residing ate
My commission expires
-3- [OHHs024)
f .
Ql
r.
1
I
r-1
STATE dF WASHINGTON )
ss.
CGtTxft OF KING f
On -this day personally appeared before me JURY DIACANOU, to
me known to he the individual described In and who executed the
�. within -and foregoing instrument, and acknowledged that she
signed the semc as hoc free and voluntary act and deed, for the
uses and purposes therein mentioned.
GIVEN under my hand and official seal this 2eday of
sQ�ilf=„� • 19f.
�• Notar u lic in —and r the State
a of Washington, residing at jib.
My commission aspires �� •-�
r
-4- [ONH:024] ,..
r_ 0
EXHIBIT A
Commencing at the Southeast corner of Section 1, Township 21
North, Range 3 East W.M.;
Thence on the South line of said Section, West 536.72 feet;
Thence parallel with the East line of maid Section, North 1005
feet to the True Point of Beginning for this description;
Thence continuing on said parallel line North 1000 feet, more or
loss, Ito the meander line of Government Lot 1, Section 1,
ToWnship.21 North, Range 3 East W.M.;
Thence on said meander line Northeasterly to a line parallel with
and 468.12 feet West of said East line of Section measured at
right angels thereto;
Thence an said parallel line South 1400 feet, more or less, to a
line parallel with and 1420 foot North of said South line of
Section$
Thence on said parallel line West 24.8E feet to a line parallel
with and 493 feet West of said East line of Sections
Thence'on said parallel line South 425 feet;
Thence West 43.72 feet to the True Point of Beginning;
ALSO:
M 1
An undivided one -quarter interest in the North 30 feet of the
South 1165.19 feet of that portion of the West 610.78 feet of the
.4 Southeast one -quarter of the Southeast one -quarter of said
� Section 1, Township 21 North, Range 3 East, W.M., lying East of
the county road.
v7 r
Situate in the County of King, State of Washington.
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EXHIBIT 8
Commencing at the Southeast corner of Section 1, Township 21
North, Range 3 East, W.M., in King County, Washington;
Thence on the South line of said Section, West 460.12 feat!
Thahce parallel with the East line of raid Section Korth 1,420
feet to the True Point of Beginning for this description;
Thence continuing on said parallel line North 1,400 feet, more or
less, to the meander line of Government Lot 1, Section 1,
Township 21 North, Range 3 East, W.M.;
Thence on said meander line Northeasterly to a line parallel with
and 340 feet west of said East line of Section measured at right
angle thereto;
Thence on said parallel line South 1,430 fast, more or less, to a
line parallel with and 1,420 feet North of said North line of
Section;
Thence Hest 12B.12 feat to the True Point of Beginning;
TOGETHER with tidelands of the second class as conveyed by the
State of Washington, situate in front of and adjacent to and
abutting the East 122 feat thereof;
ALSO: '
An undivided one -quarter interest in the North 30 feet of the
South 1,165.19 feet of that portion of the West 610.78 feet of
the Southeast ono -quarter of the Southeast one -quarter of said
Section 1, Township 21 North, Range 3 East, W.M., lying East of
the county road.
situate in the County of King, State of Washington.
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DEC. 5, 2019
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Stacey Welsh
From:
Tina Piety
Sent:
Monday, March 2, 2020 1:48 PM
To:
viralpandit@gmaii.com'
Cc.
'david@dkfisherarchitects.com'; Greg Kirk; Stacey Welsh
Subject:
Shah-Ananth Residence
Attachments:
Comment Letter (2).pdf; 129 Resubmittal Information.pdf
Hello,
Attached you will find a comment letter (and enclosure) regarding the Shah-Ananth Residence project. A hard copy has
been mailed. Please contact Senior Planner Stacey Welsh at 253-835-2652, or stacey.welsh cityoffederalway.com, if
you have any comments and/or questions regarding this letter.
Regards,
E. Tina Piety, CAP, OM
Administrative Assistant II
4 •
�. Federal Way
Community Development Department
33325 8th Avenue South
Federal Way, WA 98003-6325
Phone:253/835-2601 Fax: 253/835-2609
www.cityoffederalway com
CITY OF
4:tk�
Federal Way
Centered on Opportunity
March 2, 2020
CITY HALL
33325 8th Avenue South
Federal Way, WA 98003-6325
(253) 835-7000
www, cityoffederalway.. com
Mr. Viral Shah V:ILE
1600B SW Dash Point Road, Suite 466
Federal Way, WA 98023
viral and.tt ail.com
Re: File #19-105937-SF; PLANNING DIVISION COMMENT LETTER
Shah-Ananth Residence, 30016 20' Place SW, Federal Way
Dear Mr. Shah:
Jim Ferrell, Mayor
The Planning Division has reviewed your building permit and has the following comments:
1. On Sheet 0, the footprint outline for the new house does not appear to match the outline shown
on the site plan; please revise if this is the case.
2. Show the shoreline stringline setback on the site plan in accordance with Federal Way Revised Cade
T"q 15.05.080(5)(2)(i)(C)M. Single-family residential development shall maintain a minimum
setback behind the stringline setback. Per FWRC 15.05.030, "stringline setback" means a straight
line drawn between the points on the primary structures having the greatest projection
waterward on the two adjacent properties.
3. The submitted geotechnical report by Cobalt Geosciences (October 30, 2019) recommends a
minimum setback of 40 feet from the top of the slope. Provide a notation on the site plan
indicating the established top of the slope and show the 40 foot geologically hazardous area
(GHA) setback, per FWRC 19.145.150(4). New improvements are not permitted within the 40-
foot GHA setback per FWRC 19.145.240(2).
4. Per FV,RC 19.145.160, structures shall be setback a distance of five feet from the edges of a
critical area buffer. Show the 5-foot critical area buffer building setback in addition to the 40-
foot GHA setback on the site plan. Per FWRC 19.145.160, the only items allowed within the
five-foot critical area buffer building setback are landscaping, building overhangs, and fences and
railings six feet and less in height.
5. Per 19.145.250(2)(e), submit a letter by the geotechnical engineer, or engineering geologist,
stating that they have reviewed the final project plan drawings and, in their opinion, the plans
and specifications meet the intent of the geotechnical report.
Mr. Viral Shah
Page 2 of 2
March 2, 2020
G. Driveway and security gate improvements are proposed on the property to the east; provide
proof of legal authorization to improve this area.
7. Provide an up-to-date reduced scale site plan in support of the submitted Shoreline Exemption
application (19-103584-SIB.
8. Please revise the plans as necessary; all submittals must go through the Permit Center using the
enclosed'resubmittal form.
If you have any questions regarding this letter, please contact me at stace .wvel sh ci .-offederal-w-Av.com,
or 253-935-2652.
Sincerely,
Stacey Welsh, AICP
Senior Planner
enc: Resubmittal Information Form
c: Greg Kirk, Plans Examiner
David Fisher, 708 Market Street, #415, Tacoma, WA 98402, david QtikF her.,vcitf w :.6.con1
19-105937-00-SF Doc. I.D. 80188
10-14
RECEIVED
DEC 2 3 2019
COBALT z
G E 0 S C I E N C E S z
2
Limited Geotechnical Investigation 0
Proposed Single -Family Residence
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October 30, 2019
LIMITED GEOTECHNICAL INVESTIGATION
FEDERAL WAY, WASHINGTON
October 30, 2019
Table of Contents
L 2 COBALT
GEOSCIENCES
i.o INTRODUCTION............................................................................................................. 2
2.0 PROJECT DESCRIPTION.............................................................................................. 2
3.0 SITE DESCRIPTION....................................................................................................... 2
n-n FIELD INVESTIGATION............................................................................................... 2
3
4.1.1 Site Investigation Program...................................................................................
5.0 SOIL AND GROUNDWATER CONDITIONS..............................................................
3
5.1.1 Area Geology....................................................................................
. ................... 3
5.1.2 Groundwater...............................................................................................
. ........ 4
6.o GEOLOGIC HAZARDS ...................................................................................................
4
6.1 Steep Slope Hazard..............................................................................................
4
6.2 Erosion Hazard....................................................................................................
6
6.3 Seismic Hazard....................................................................................................
6
7.o DISCUSSION................................................................................................................... 7
7.1.1 General... - . . ......................... .................................. ............................................. 7
8.o RECOMMENDATIONS.................................................................................................. 7
8.1.1 Site Preparation................................................................................................... 8
8.1.2 Temporary Excavations & Temporary Shoving ..................................................... 8
8.1.3 Erosion and Sediment Control.............................................................................. 9
8.1.4 Foundation Design............................................................................................... 9
8.1.5 Retaining Walls...................................................................................................10
8.1.6 Stormwater Management....................................................................................11
8.1.�7 Slab-on-Grade.....................................................................................................11
8.1.8 Groundwater Influence on Construction.............................................................12
9.o CONSTRUCTION FIELD REVIEWS...........................................................................12
io.o CLOSURE...................................................................................................................13
LIST OF APPENDICES
Appendix A — Statement of General Conditions
Appendix B — Figure
Appendix C — Exploration Logs
PO Box 82243
Kenmore, WA 98028
eobaltee❑Cr)emnil Wm
2o6-331-1097
L�Z COBALT
LIMITED GEOTECHNICAL INVESTIGATION G E O S C I E N C E S
FEDERAL WAY, WASHINGTON
October 30, 2019
i.o Introduction
In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has completed a limited
geotechnical investigation for the proposed single-family residence located at 30016 — 20t" Place SW in
Federal Way, Washington (Figure 1).
The purpose of the geotechnical investigation was to identify subsurface conditions and to provide
geotechnical recommendations for foundation design, stormwater management, earthwork, soil
compaction, and suitability of the on -site soils for use as fill.
The scope of work for the geotechnical evaluation consisted of a site investigation followed by engineering
analyses to prepare this report. Recommendations presented herein pertain to various geotechnical
aspects of the proposed development, including foundation support of the building, geologic hazards, and
erosion control.
2.0 Project Description
The project includes construction of a new multi -story residence in the area of an existing residence.
Additional development may include driveway and drainage improvements.
Anticipated building loads are expected to be site and site grading may include cuts on the order of 3 feet
or less. We should be provided with the final plans so that we may review them for consistency with our
recommendations.
3.0 Site Description
The site is located at 3ooi6 — 20'b Place SW in Federal Way, Washington. The site consists of one
irregularly shaped parcel (No. 0121039113) with a total area of about 171,000 square feet. The property is
very long and narrow, with only the extreme north end developed with residential structures and
driveways. For the purpose of this report, the site consists of the area shown in Figure 2 excluding the
structure north of the delineated slope area.
As noted, the northern quarter of the property is developed with a single-family residence and driveway.
There is another structure (30020) located north of the subject residence. This residence is located along
Puget Sound below a short slope area. The remainder of the property is undeveloped and vegetated with
grasses, ferns, ivy, blackberry vines and variable diameter trees.
The site slopes gently to moderately downward from south to north at magnitudes of 5 to over 50 percent.
The total relief is about 230 feet over the entire length of the property. Within the localized development
area, the site has relief of about 55 feet. There is a moderately steep to steep slope located about 50 feet
north of the subject residence. This slope has relief of 20 to 25 feet and magnitudes of 30 to 8o percent.
The slope area is developed with a concrete walkway, modular block walls, and vegetated/landscaped
areas. The slope has been modified through prior grading.
2
PO Box 82243
Kenmore, WA 98028
• � a rf il.enn
2o6-331-1097
LIMITED GEOTECHNICAL INVESTIGATION
FEDERAL WAY, WASHINGTON
October 30, 2019
COBALT
GEOSCIENCES
The property is bordered to the east, west, and south by residential properties, and to the north by Puget
Sound.
4.o Field Investigation
4.1.1 Site Investigation Program
The geotechnical field investigation program was completed on October 15 and 22, 2019 and included
excavating one test pit with a mini excavator and two hand borings to confirm the soil conditions.
The soils encountered were logged in the field and are described in accordance with the Unified Soil
Classification System (USCS).
A Cobalt Geosciences field representative conducted the exploration, collected disturbed soil samples,
classified the encountered soils, kept a detailed log of the exploration, and observed and recorded
pertinent site features.
The results of the soil sampling are presented in Appendix C.
5.0 Soil and Groundwater Conditions
5.1.1 Area Geology
The site lies within the Puget Lowland. The lowland is part of a regional north -south trending trough that
extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington,
this lowland is glacially carved, with a depositional and erosional history including at least four separate
glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to
the east by the Cascade Range. The lowland is filled with glacial and non -glacial sediments consisting of
interbedded gravel, sand, silt, till, and peat lenses.
The Geologic Map of W shin — Northwest uadrant indicates that the site is underlain by several
geologic units. From south to north, these include Vashon Glacial Till, Vashon Recessional Outwash,
Vashon Advance Outwash, and Pre -Olympia Coarse Grained and Pre -Olympia Deposits. Beach deposits
are present near the other residence (30020).
In the area of the proposed residence, the soils are mapped as Pre -Olympia Deposits with an overprint of
mass -wastage materials. The mass wastage deposits appear to be upslope geologic units that have been
eroded and deposited in the large area near Puget Sound. These materials would have been deposited
following the most recent glacial retreat.
Explorations
As part of our evaluation, we excavated one test pit and two hand auger borings to determine the shallow
soil and groundwater conditions, where accessible.
3
PO Box 82243
Kenmore, WA 98028
rabalt= Ckmail.s�m
2o6-331-1097
LIMITED GEOTECHNICAL INVESTIGATION
FEDERAL WAY, WASHINGTON
October 30, 2019
COBALT
GEOSCIENCES
The test pit and hand borings encountered approximately 6 inches of topsoil and grass underlain by
approximately 3.5 to 4.5 feet of loose to medium dense, silty fine to medium grained sand with gravel to
gravel with sand, silt, and cobbles. These materials were underlain by medium dense to dense, silty fine
to medium grained sand with gravel, which continued to the termination depths of the test pit and hand
borings.
5.1.2 Groundwater
Groundwater was not encountered in the explorations. We anticipate that perched groundwater may be
present at shallow depths during late winter and spring months between about 3 and 8 feet below grade.
Water table elevations often fluctuate over time. The groundwater level will depend on a variety of factors
that may include seasonal precipitation, irrigation, land use, climatic conditions and soil permeability.
Water levels at the time of the field investigation may be different from those encountered during the
construction phase of the project.
6.o Geologic Hazards
6.1 Steep Slope Hazard & Critical Area Information
The City of Federal Way Critical Areas Map (2012) indicates that the northern margin of the site is located
within an erosion hazard area. There are mapped landslide hazard areas east and west of the property
along the bluffs/slopes above Puget Sound.
Based on our observations, it appears that there are local steep slope/landslide hazard areas north of the
residence. In this area, the overall topography includes slopes of 20 to 25 feet in height at magnitudes of
30 to 8o percent. There are locally steeper areas that were previously graded to create a pathway down to
the residence at 30020 20th Place SW.
During our field assessment, we observed the accessible portions of the slope. Overall, the steep slope
area north of the residence is stable at this time with no evidence of severe erosion, exposed soils,
hummocky terrain, or other signs of recent landslide activity. The slope is developed with short modular
block walls, a concrete pathway, and is otherwise vegetated with grasses. The steep slope area is mapped
as intermediate according to the Coastal Zone Atlas. Adjacent areas are mapped as stable slopes.
Some of the geologic maps indicate that this area is underlain by mass -wastage deposits overlying
glacially consolidated soils. In general, the soils encountered in our explorations consisted of silty -sand
with gravel as fill, possible colluvium, and weathered glacial deposits underlain by relatively dense silty -
sand with gravel.
It is our opinion that this slope is stable and not likely to experience landslide activity provided it remains
vegetated and drainage is not directed toward the slope system. We understand that the new residence
will be situated about 50 feet from the slope area. We recommend a minimum setback of 40 feet from the
top of the slope. Additional foundation embedment may be utilized to create an effective setback of 40
feet, if required. No additional buffer is recommended since the slope is fully developed and/or vegetated
with grasses.
4
PO Box 82243
Kenmore, WA 98028
rnbalt%V.1) mail.cUm
2o6-331-1097
COBALT
LIMITED GEOTECHNICAL INVESTIGATION G E O S C I E N C E S
FEDERAL WAY, WASHINGTON
October 30, 2019
19.145.080 Critical area report.
(1) Unless waived or modified by the director in accordance with subsection (4) of this section, an
applicant proposing activities where impacts or alteration of a critical area or its associated buffer and/or
setback shall submit a critical areas report that adequately evaluates the proposal and probable impacts.
We are not aware of any proposed alterations to the critical area of buffer zone as Rart of this project. The
project includes a new residence in the area of the existing_ residence, approximately so feet from the top
of the localized gggp sloe in the northern portion of Lhe roe . It appears that previous grading an
con truction have already taken place within the steep sloe landslide hazard area. Provided earthwork
and grading activities are periodically monitored by the geotechnical engineer, all runoff collection
devices are connected to the ti htline extending to Puget Sound. and all erosion control measures are in
place during construction, here should be minimal effect on the critical areas or adjacent _ properties.
(2) The critical area report shall be prepared by a qualified professional, incorporate best available
science, and include the following items:
(a) The name and contact information of the applicant, a description of the proposal, and identification of
the type of approval (use process, subdivision, building permit) requested;
Viral Shah. 3ao16 20Ih Place SW, Fe
rieral Way. The pr posed development includes drainage
improvements, new drivewa onstru do dification d construction of a new sin le-famii
residence in the area of the existing residence though building permits.
(b) Vicinity map;
Figure ar.
(c) The dates, names, and qualifications of the persons preparing the report and documentation of any
reconnaissance on site;
Phil Haberman has over 21 years of experience conducting eotechnical inve tigations in the Pu eta
area. He is a licensed professionale peer cola ' t and en in erin eol . He vi ited site on
two occasions between ❑ tober is and October 28, 2019 to conduct Migration work, reconnaissance,
and evaluation of existing features. Other details are includes in this re art.
(d) A scaled site plan depicting critical areas, buffers, setbacks, and proposed improvements;
Eil re 2.
(e) Photographs of the site and critical areas;
Included at the end of this re art.
(f) Identification and characterization of all critical areas adjacent to the proposed improvements;
Northern edge of the site is maRped as an erosion hazard area with landslide tee slue areas mapRed
east and west of the property,
(g) A description of efforts made to apply mitigation sequencing pursuant to FWRC io-ilrA30 to avoid,
minimize, and mitigate impacts to critical areas;
5
PO Box 82243
Kenmore, WA 98028
2o6-331-1097
LIMITED GEOTECHNICAL INVESTIGATION
FEDERAL WAY, WASHINGTON
October 30, 2019
COBALT
GEOSCIENCES
in i4eneral. the primary method to mitigale impacts to steep sIo a and erosion hazard areas is to contr 1
all surface water, implement aII erosion controd devices and permanentlymanse runoff throw h ti htline
devices. Additional items do not appear warranted at this time.
19.145•24o Erosion and seismic hazard areas protection measures.
(1) Erosion hazard areas and seismic hazard areas do not contain standard buffers.
(2) All proposed improvements within an erosion hazard area or seismic hazard area shall follow the
recommendations within the critical area report to ensure the improvements will not adversely affect
geologic hazards and the improvements are at minimal risk by the geologic hazard as stated by a
geotechnical engineer or engineering geologist licensed in the state, as designed under anticipated
conditions.
No seismic hazards at this site low liquefaction potential). Erosion hazards can be minimized through
implernentation of tempormand Dermanent erosion control measures with permanent y etatio
following construction.
(3) Proposed improvements within an erosion hazard area shall also demonstrate all of the following via
the critical area report:
(a) The improvement will not increase surface water discharge or sedimentation to adjacent properties
and/or stormwater systems beyond predevelopment conditions;
(b) The improvement will not decrease slope stability on adjacent properties; and
(c) The improvement will not adversely impact other critical areas.
All of the above items can and will be true provided all work is performed in accor&nce with the
approved pians and permit requirements. This should include periodic geotechn-i-val oversigbt during
eQnstruction to v rife erosion control s it bearing,dr in a and final erosion control.
6.2 Erosion Hazard
The Natural Resources nservatioServices (NRCS) maps for King County indicate that the site is
underlain by Alderwood gravelly sandy loam. These soils have a moderate to severe erosion potential in
slope areas with magnitudes greater than 15 percent.
It is our opinion that soil erosion potential at this project site can be reduced through landscaping and
surface water runoff control. Typically erosion of exposed soils will be most noticeable during periods of
rainfall and may be controlled by the use of normal temporary erosion control measures, such as silt
fences, hay bales, mulching, control ditches and diversion trenches. The typical wet weather season, with
regard to site grading, is from October 31St to April ist. Erosion control measures should be in place before
the onset of wet weather.
6.3 Seismic Hazard
The overall subsurface profile corresponds to a Site Class D as defined by Table 1613.5.2 of the 2015
International Building Code (2015 IBC). A Site Class D applies to an overall profile consisting of dense to
very dense soils within the upper ioo feet.
0
PO Box 82243
Kenmore, WA 98028
2o6-331-1097
LIMITED GEOTECHNICAL INVESTIGATION
FEDERAL WAY, WASHINGTON
October 30, 2019
COBALT
G E 0 S C I E N C E S
We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Program Website to obtain values
for Ss, Ss, FQ, and F,,. The USGS website includes the most updated published data on seismic conditions.
The site specific seismic design parameters and adjusted maximum spectral response acceleration
parameters are as follows:
PGA (Peak Ground Acceleration, in percent of g)
Ss 132.10%ofg
SI 50.70% of g
FA 1.00
Fv 1.50
Additional seismic considerations include liquefaction potential and amplification of ground motions by
soft/loose soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table.
The dense soils that underlie the site have a low potential for liquefaction.
7.o DISCUSSION
7-m General
The proposed residence may be supported on a shallow foundation system bearing on medium dense or
firmer native soils, or on structural fill placed and compacted on the suitable native soils. The steep slope
area north of the residence is stable at this time and should remain stable provided all runoff is fully
controlled and not allowed to flow toward the slope. We recommend a minimum building setback of 40
feet from the top of the steep slope area.
Infiltration and dispersion devices are not recommended.
new/existing impervious surfaces into existing or new
spreader at Puget Sound.
8.o Recommendations
8.1.1 Site Preparation
We recommend full collection of runoff from
solid pipes extending downward to the level
Trees, shrubs and other vegetation should be removed prior to stripping of surficial organic -rich soil and
fill. Based on observations from the site investigation program, it is anticipated that the stripping depth
will be 6 to 12 inches. Deeper excavations will be necessary below large trees and in areas where fill is
present.
The near -surface soils consist of silty -sand with gravel. Soils with less than 35 percent fines (passing the
No. Zoo sieve) may be used as structural fill provided they achieve compaction requirements and are
within 3 percent of the optimum moisture. These soils may only be suitable for use as fill during the
7
PO Box 82243
Kenmore, WA 98028
wbui t;rcn �gnlai k.c0m
2o6-331-1097
LIMITED GEOTECHNICAL INVESTIGATION
FEDERAL WAY, WASHINGTON
October 30, 2019
[��N COBALT
G E 0 S C I E N C E S
summer months, as they will be above the optimum moisture levels in their natural state. These soils are
variably moisture sensitive and may degrade during periods of wet weather and under equipment traffic.
Imported structural fill should consist of a sand and gravel mixture with a maximum grain size of 3 inches
and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Structural fill should be
placed in maximum lift thicknesses of 12 inches and should be compacted to a minimum of 95 percent of
the modified proctor maximum dry density, as determined by the ASTM D 1557 test method.
8.1.2 Temporary Excavations
Based on our understanding of the project, we anticipate that the grading could include local cuts on the
order of approximately 3 feet or less for foundation placement.
Any deeper excavations should be sloped no steeper than i.5H:iV (Horizontal:Vertical) in loose native
soils and 11-1:1V in medium dense to dense native soils. If an excavation is subject to heavy vibration or
surcharge loads, we recommend that the excavations be sloped no steeper than 21-1:1V, where room
permits.
Temporary cuts should be in accordance with the Washington Administrative Code (WAC) Part N,
Excavation, Trenching, and Shoring. Temporary slopes should be visually inspected daily by a qualified
person during construction activities and the inspections should be documented in daily reports. The
contractor is responsible for maintaining the stability of the temporary cut slopes and reducing slope
erosion during construction.
Temporary cut slopes should be covered with visqueen to help reduce erosion during wet weather, and the
slopes should be closely monitored until the permanent retaining systems or slope configurations are
complete. Materials should not be stored or equipment operated within io feet of the top of any
temporary cut slope.
Soil conditions may not be completely known from the geotechnical investigation. In the case of
temporary cuts, the existing soil conditions may not be completely revealed until the excavation work
exposes the soil. Typically, as excavation work progresses the maximum inclination of temporary slopes
will need to be re-evaluated by the geotechnical engineer so that supplemental recommendations can be
made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be
adjustable, to deal with unanticipated conditions, so that the project can proceed and required deadlines
can be met.
If any variations or undesirable conditions are encountered during construction, we should be notified so
that supplemental recommendations can be made. If room constraints or groundwater conditions do not
permit temporary slopes to be cut to the maximum angles allowed by the WAC, temporary shoring
systems may be required. The contractor should be responsible for developing temporary shoring
systems, if needed. We recommend that Cobalt Geosciences and the project structural engineer review
temporary shoring designs prior to installation, to verify the suitability of the proposed systems.
E-13
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8.1.3 Erosion and Sediment Control
COBALT
GEOSCIENCES
Erosion and sediment control (ESC) is used to reduce the transportation of eroded sediment to wetlands,
streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures
should be implemented and these measures should be in general accordance with local regulations. At a
minimum, the following basic recommendations should be incorporated into the design of the erosion
and sediment control features for the site:
Schedule the soil, foundation, utility, and other work requiring excavation or the disturbance of the
site soils, to take place during the dry season (generally May through September). However, provided
precautions are taken using Best Management Practices (BMP's), grading activities can be completed
during the wet season (generally October through April).
• All site work should be completed and stabilized as quickly as possible.
• Additional perimeter erosion and sediment control features may be required to reduce the possibility
of sediment entering the surface water. This may include additional silt fences, silt fences with a
higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems.
• Any runoff generated by dewatering discharge should be treated through construction of a sediment
trap if there is sufficient space. If space is limited other filtration methods will need to be
incorporated.
8.1.4 Foundation Design
The proposed residential structure may be supported on a shallow spread footing foundation system
bearing on undisturbed medium dense or firmer native soils or on properly compacted structural fill
placed on the suitable native soils. If structural fill is used to support foundations, then the zone of
structural fill should extend beyond the faces of the footing a lateral distance at least equal to the
thickness of the structural fill. If overexcavation becomes necessary and is excessively deep, driven pipe
piles may be used in lieu of the overexcavation and backfill for foundation support. We can provide
specific pile recommendations upon request.
For shallow foundation support, we recommend widths of at least 16 and 24 inches, respectively, for
continuous wall and isolated column footings supporting the proposed structure. Provided that the
footings are supported as recommended above, a net allowable bearing pressure of 2,000 pounds per
square foot (psf) may be used for design.
A 1/3 increase in the above value may be used for short duration loads, such as those imposed by wind
and seismic events. Structural fill placed on bearing, native subgrade should be compacted to at least 95
percent of the maximum dry density based on ASTM Test Method D1557. Footing excavations should be
inspected to verify that the foundations will bear on suitable material.
Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent
exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad
subgrade (soil grade) or adjacent exterior grade, whichever is lower.
If constructed as recommended, the total foundation settlement is not expected to exceed i inch.
Differential settlement, along a 25-foot exterior wall footing, or between adjoining column footings,
9
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COBALT
GEOSCIENCES
should be less than 1/2 inch. This translates to an angular distortion of 0.002. Most settlement is
expected to occur during construction, as the loads are applied. However, additional post -construction
settlement may occur if the foundation soils are flooded or saturated. All footing excavations should be
observed by a qualified geotechnical consultant.
Resistance to lateral footing displacement can be determined using an allowable friction factor of 0.40
acting between the base of foundations and the supporting subgrades. Lateral resistance for footings can
also be developed using an allowable equivalent fluid passive pressure of 250 pounds per cubic foot (pcf)
acting against the appropriate vertical footing faces (neglect the upper 12 inches below grade in exterior
areas).
The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of
safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in
determining the total lateral resistance.
Care should be taken to prevent wetting or drying of the bearing materials during construction. Any
extremely wet or dry materials, or any loose or disturbed materials at the bottom of the footing
excavations, should be removed prior to placing concrete. The potential for wetting or drying of the
bearing materials can be reduced by pouring concrete as soon as possible after completing the footing
excavation and evaluating the bearing surface by the geotechnical engineer or his representative.
8.1.5 Retaining Walls
The following table, titled Wall Design Criteria, presents the recommended soil related design
parameters for retaining walls with a level backslope. Contact Cobalt if an alternate retaining wall system
is used. This has been included for any concrete walls that maybe constructed.
Wall Design Criteria
"At -rest" Conditions (Lateral Earth Pressure —
55 pcf (Equivalent Fluid Density)
EFD+)
"Active" Conditions (Lateral Earth Pressure —
35 pcf (Equivalent Fluid Density)
EFD+)
Seismic Increase for "At -rest" Conditions
iiH* (Uniform Distribution)
(Lateral Earth Pressure)
Seismic Increase for "Active" Conditions
6H* (Uniform Distribution)
(Lateral Earth Pressure)
Passive Earth Pressure on Low Side of Wall
Neglect upper 2 feet, then 250 pcf EFD+
(Allowable, includes F.S. = 1.5)
Soil -Footing Coefficient of Sliding Friction
0.40
(Allowable; includes F.S. = 1.5)
"H is the height of the wall; Increase based on one in 500 year seismic event (10 percent probability of being exceeded in 50 years),
,EFD — Equivalent Fluid Density
10
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The stated lateral earth pressures do not include the effects of hydrostatic pressure generated by water
accumulation behind the retaining walls. Uniform horizontal lateral active and at -rest pressures on the
retaining walls from vertical surcharges behind the wall may be calculated using active and at -rest lateral
earth pressure coefficients of 0.3 and 0.5, respectively. A soil unit weight of 125 pcf may be used to
calculate vertical earth surcharges. The parameters assume level backfill conditions. If sloping
backslopes are anticipated, we recommend increasing the values 0.75 pcf per degree of slope.
To reduce the potential for the buildup of water pressure against the walls, continuous footing drains
(with cleanouts) should be provided at the bases of the walls. The footing drains should consist of a
minimum 4-inch diameter perforated pipe, sloped to drain, with perforations placed down and enveloped
by a minimum 6 inches of pea gravel in all directions.
The backfill adjacent to and extending a lateral distance behind the walls at least 2 feet should consist of
free -draining granular material. All free draining backfill should contain less than 3 percent fines
(passing the U.S. Standard No. 200 Sieve) based upon the fraction passing the U.S. Standard No. 4 Sieve
with at least 30 percent of the material being retained on the U.S. Standard No. 4 Sieve. The primary
purpose of the free -draining material is the reduction of hydrostatic pressure. Some potential for the
moisture to contact the back face of the wall may exist, even with treatment, which may require that more
extensive waterproofing be specified for walls, which require interior moisture sensitive finishes.
We recommend that the backfill be compacted to at least 90 percent of the maximum dry density based
on ASTM Test Method D1557. In place density tests should be performed to verify adequate compaction.
Soil compactors place transient surcharges on the backfill. Consequently, only light hand operated
equipment is recommended within 3 feet of walls so that excessive stress is not imposed on the walls.
8.1.6 Stormwater Management
The site is located within a steep slope and landslide hazard area. We do not recommend utilizing
dispersion or infiltration devices for stormwater management. We understand that portions of the
driveway runoff flow to the north and through the subject property. Some portion of this runoff is cutoff
by a shallow interceptor trench and collection pipe that diverts runoff to a seasonal stream near the west
property line. This trench is located in the northern quarter of the property approximately shown in
Figure 2.
The remainder of new/existing runoff north of this area will be collected and routed through an existing 8
inch diameter tightline to the beach near Puget Sound and north of the property. We concur with the
proposed system. We can provide additional recommendations as needed.
8.1.7 Slab on Grade
We recommend that the upper 12 inches of the existing native soils within slab areas be re -compacted to
at least 95 percent of the modified proctor (ASTM D1557 Test Method). Overexcavation of poor quality
soils will be required to variable depths if they are present. The geotechnical engineer should observe slab
excavations to determine the depth of overexcavation.
11
PO Box 82243
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GEOSCIENCES
Often, a vapor barrier is considered below concrete slab areas. However, the usage of a vapor barrier could
result in curling of the concrete slab at joints. Floor covers sensitive to moisture typically requires the
usage of a vapor barrier. A materials or structural engineer should be consulted regarding the detailing of
the vapor barrier below concrete slabs. Exterior slabs typically do not utilize vapor barriers.
The American Concrete Institutes ACI 36oR-o6 Design of Subs on Grade and ACI 302.iR-o4 Guide for
Concrete Floor and Slab Construction are recommended references for vapor barrier selection and floor
slab detailing. A 4 to 6 inch thick capillary break consisting of 5/8 inch clean angular rock or pea gravel
should be placed over the prepared subgrades.
Slabs on grade may be designed using a coefficient of subgrade reaction of 210 pounds per cubic inch (pci)
assuming the slab -on -grade base course is underlain by structural fill placed and compacted as outlined in
Section 8.1.
A perimeter drainage system is recommended unless interior slab areas are elevated a minimum of 12
inches above adjacent exterior grades. If installed, a perimeter drainage system should consist of a 4 inch
diameter perforated drain pipe surrounded by a minimum 6 inches of drain rock wrapped in a non -woven
geosynthetic filter fabric to reduce migration of soil particles into the drainage system. The perimeter
drainage system should discharge by gravity flow to a suitable stormwater system.
Exterior grades surrounding buildings should be sloped at a minimum of one percent to facilitate surface
water flow away from the building and preferably with a relatively impermeable surface cover
immediately adjacent to the building.
8.1.8 Groundwater Influence on Construction
Groundwater was not encountered in the explorations. We anticipate that perched groundwater may be
present at shallow depths during late winter and spring months between about 3 and 8 feet below grade.
If groundwater is encountered perched below weathered native soils, we anticipate that typical sump
excavations and pumps will adequately de -water the areas for short term work.
9.o Construction Field Reviews
Cobalt Geosciences should be retained to provide part time field review during construction in order to
verify that the soil conditions encountered are consistent with our design assumptions and that the intent
of our recommendations is being met. This will require field and engineering review to:
■ Monitor and test structural fill placement and soil compaction
■ Observe foundation subgrade conditions
■ Observe drainage placement
■ Observe slab -on -grade preparation
Geotechnical design services should also be anticipated during the subsequent final design phase to
support the structural design and address specific issues arising during this phase. Field and engineering
review services will also be required during the construction phase in order to provide a Final Letter for
the project.
12
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FEDERAL WAY, WASHINGTON
October 30, 2019
io.o Closure
This report was prepared for the exclusive use of Viral Shah and his appointed consultants. Any use of this
report or the material contained herein by third parties, or for other than the intended purpose, should
first be approved in writing by Cobalt Geosciences, LLC.
The recommendations contained in this report are based on assumed continuity of soils with those of our
test holes, and assumed structural loads. Cobalt Geosciences should be provided with final architectural
and civil drawings when they become available in order that we may review our design recommendations
and advise of any revisions, if necessary. Our recommendations pertain to the proposed residence only
and not slope stability with regard to the lower building at 30020 loth Place SW or the remainder of the
subject property.
Use of this report is subject to the Statement of General Conditions provided in Appendix A. It is the
responsibility of Viral Shah who is identified as "the Client" within the Statement of General Conditions,
and its agents to review the conditions and to notify Cobalt Geosciences should any of these not be
satisfied.
Respectfully submitted,
Cobalt Geosciences, LLC
Original signed by:
N -� KDNYYY
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Exp. 6/26/2020
Phil Haberman, PE, LG, LEG
Principal
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PO Box 82243
Kenmore, WA 98028
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2o6-331-1097
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APPENDIX A
Statement of General Conditions
1
Statement of General Conditions
USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agent and
may not be used by any third party without the express written consent of Cobalt Geosciences and the
Client. Any use which a third party makes of this report is the responsibility of such third parry.
BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are
in accordance with Cobalt Geosciences present understanding of the site specific project as described by
the Client. The applicability of these is restricted to the site conditions encountered at the time of the
investigation or study. If the proposed site specific project differs or is modified from what is described in
this report or if the site conditions are altered, this report is no longer valid unless Cobalt Geosciences is
requested by the Client to review and revise the report to reflect the differing or modified project specifics
and/or the altered site conditions.
STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in
accordance with the normally accepted standard of care in the state of execution for the specific
professional service provided to the Client. No other warranty is made.
INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and
statements regarding their condition, made in this report are based on site conditions encountered by
Cobalt Geosciences at the time of the work and at the specific testing and/or sampling locations.
Classifications and statements of condition have been made in accordance with normally accepted
practices which are judgmental in nature; no specific description should be considered exact, but rather
reflective of the anticipated material behavior. Extrapolation of in situ conditions can only be made to
some limited extent beyond the sampling or test points. The extent depends on variability of the soil, rock
and groundwater conditions as influenced by geological processes, construction activity, and site use.
VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be
encountered that are different from those described in this report or encountered at the test locations,
Cobalt Geosciences must be notified immediately to assess if the varying or unexpected conditions are
substantial and if reassessments of the report conclusions or recommendations are required. Cobalt
Geosciences will not be responsible to any party for damages incurred as a result of failing to notify Cobalt
Geosciences that differing site or sub -surface conditions are present upon becoming aware of such
conditions.
PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications
should be reviewed by Cobalt Geosciences, sufficiently ahead of initiating the next project stage (property
acquisition, tender, construction, etc), to confirm that this report completely addresses the elaborated
project specifics and that the contents of this report have been properly interpreted. Specialty quality
assurance services (field observations and testing) during construction are a necessary part of the
evaluation of sub -subsurface conditions and site preparation works. Site work relating to the
recommendations included in this report should only be carried out in the presence of a qualified
geotechnical engineer; Cobalt Geosciences cannot be responsible for site work carried out without being
present.
APPENDIX B►
Figure: Site Plan
10.2
PO Box 82243
Kenmore, WA 98028
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2o6-331-1097
122*23.000' W 122°22.000W 1LL`L1.UUV vv
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Proposed Residence
3oo16 - 2oth Place SW
Federal Way, Washington
VICINITY
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Kenmore, WA 98028
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HB-1
Approximate Test Pit and
Hand Boring Location
TP-i
1"=100'
N
A
Cobalt Geosciences, LLC
Proposed Residence
3 ooi6 - 2oth Place SW
SITE PLAN
P.O. Box 82243
Kenmore, WA98o28
(206) 331-1097
Federal Way, Washington
FIGURE 2
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APPENDIX C
Exploration Logs
Unified Soil Classification System (USCS)
MAJOR DIVISIONS TYPICAL DESCRIPTION
Clean Gravels GW
r Well -graded gravels, gravels, gravel -sand mixtures, little or no fi7
Gravels
(less than 5%
(more than 50%
fines) Poorly graded gravels, gravel -sand mixtures, little or no fines
of coarse fraction
GM
retained on No. 4
Gravels with a ` Silty gravels, gravel -sand -silt mixtures
COARSE
sieve)
Fines
GRAINED
(more than 12% �r GC
fines) Clayey gravels, gravel -sand -clay mixtures
' '
SOILS
(more than 50%
retained on
SW
Clean Sands
Well -graded sands, gravelly sands, little or no fines
g g y
No. zoo sieve)
Sands
(less than 5% sP
(50% or more
fines)
Poorly graded sand, gravelly sands, little or no fines
of coarse fraction
sM
Sands with
Silty sands, sand -silt mixtures
passes the No. 4
sieve)
Fines
Clayey sands, sand -clay mixtures
(more than 12% SC
fines)
ML
Inorganic silts of low to medium plasticity, sandy silts, gravelly silts,
or clayey silts with slight plasticity
Silts and Clays
Inorganic �L
Inorganic clays of low to medium plasticity, gravelly clays, sandy clay
(liquid limit less
silty clays, lean clays
FINE GRAINED
than 50)
oL
SOILS
Organic
Organic silts and organic silty clays of low plasticity
(50% or more
passes the
MH
Inorganic silts; micaceous or diatomaceous fine sands or silty soils,
No. 200 sieve)
elastic silt
I
Silts and Clays
Inorganic CH
Inorganic clays of medium to high plasticity, sandy fat clay,
(liquid limit 50 or
or gravelly fat clay
more)
ON
Organic
Organic clays of medium to high plasticity, organic silts
HIGHLY ORGANICI
Primarily organic matter, dark in color, PT
Peat, humus, swamp soils with high organic content (ASTM D4427)
SOILS
Iand organic odor
Classification of Soil Constituents
MAJOR constituents compose more than 50 percent,
by weight, of the soil. Major constituents are capitalized
(i.e., SAND).
Minor constituents compose 12 to 50 percent of the soil
and precede the major constituents (i.e., silty SAND).
Minor constituents preceded by "slightly" compose
5 to 12 percent of the soil (i.e., slightly silty SAND).
Trace constituents compose 0 to 5 percent of the soil
(i.e., slightly silty SAND, trace gravel).
Relative Density
(Coarse Grained Soils)
Consistency
(Fine Grained Soils)
N, SPT,
Relative
N, SPT,
Relative
Blows/FT
Density
Blows/FT
Consistency
0-4
Very loose
Under 2
Very soft
4 -10
Loose
2-4
Soft
10 - 30
Medium dense
4-8
Medium stiff
30 - 5o
Dense
8 -15
Stiff
Over 50
Very dense
15 - 30
Very stiff
Over 3o
Hard
Cobalt Geosciences, LLC
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l •orb 1 co
Grain
Size Definitions
Description
Sieve Number and/or Size
Fines
<#200 (o.o8 mm)
Sand
-Fine
#200 to #40 (0.08 to 0.4 mm)
-Medium
#40 to #10 (0.4 to 2 mm)
-Coarse
#10 to #4 (2 to 5 mm)
Gravel
-Fine
#4 to 3/4 inch (5 to 19 mm)
-Coarse
3/4 to 3 inches (19 to 76 mm)
Cobbles
3 to 12 inches (75 to 305 mm)
FB.uIders
>12 inches (305 mm)
Moisture Content Definitions
Dry Absence of moisture, dusty, dry to the touch
Moist Damp but no visible water
Wet Visible free water, from below water table
Soil Classification Chart
Figure Ci
Log of Test Pit TP-1
Date: October 22, 2019
Contractor:
Method: Hand Auger
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Depth: 7' Initial Groundwater: None
Elevation: N/A Sample Type: Grab
Logged By: PH Checked By: SC Final Groundwater: N/A
Moisture Content
Plastic 1 jjqUid
0 Limit Limit
V3 Material Description C
N o SPT N-Value
i) 10 20 30 40
Vegetation/Topsoil
f
SM
Loose to medium dense, silty -fine to medium grained sand with
— 1
gravel, yellowish brown to grayish brown, moist.
-Locally mottled
2
-- 3
SM
Medium dense to dense, silty -fine to medium grained sand with
gravel, yellowish brown to grayish brown, moist to very moist.
5
6
End of Test Pit 7'
— 8
—9
— 10
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Proposed Residence Test Pit P.O. Box 82243
Kenmore, WA 98028
30016 - 2oth Place SW Log (2o6) 331-1097
Federal Way, Washington w, -a = oha1 0a ,
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Log of Hand Boring H B-1
Date: October 22, 2019
Depth: 8'
Initial Groundwater: None
Contractor:
Elevation: N/A
Sample Type: Grab
Method: Hand Auger
Logged By: PH Checked By: SC
Final Groundwater: N/A
0)
O
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Moisture Content {%i
Plastic Liquid
LL
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3
Limit Limit
O
2
`0
0
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N
Material Description
D
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U
V)
o
SPT N-Value
cc6
0
0 10 20 30 40 5
Vegetation/Topsoil
---
_
SM
Loose to medium dense, silty -fine to medium grained sand with
— 1
gravel, yellowish brown to grayish brown, moist.
-Locally mottled
— 2
i
— 3
'.
— 4
'
i.
SM
Medium dense to dense, silty -fine to medium grained sand with
gravel, yellowish brown to grayish brown, moist to very moist.
—6
— 7
t
;
End of Hand Boring 8'
—9
—10
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Cobalt Geosciences, LLC
Proposed Residence
Hand
P.O. Box 82243
COBALT
30o16 - 2oth Place SW
Boring
Kenmore, WA 98028
(2o6) 331-1097
GEOSCIENCES
Federal Way, Washington
Log
'y%Aiv,cobgIt'
cah 1t sl. i
Log of Hand Boring HB-2
Date: October 22, 2019
Depth: 8'
Initial Groundwater: None
Contractor:
Elevation: N/A
Sample Type: Grab
Method: Hand Auger
Logged By: PH Checked By: SC
Final Groundwater: N/A
N
O
Moisture Content
Plastic UquId
LL
>
O
'o
U
3
Limit Limit
Q
z
3
N
Material Description
C
o
m
N
o
SPT N Value
CD
0 10 20 30 40 5C
Vegetation/Topsoil
i
SM
Loose to medium dense, silty -fine to medium grained sand with
— 1
gravel, yellowish brown to grayish brown, moist.
-Locally mottled
2
—3
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Proposed Residence Hand P.O. Box 82243 yyV' uyV
Kenmore, WA 98028
COBALT 30016 - 2oth Place SW Boring (2o6) 331-1097
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Leila Willoughby -Oakes
From: Leila Willoughby -Oakes
Sent: Thursday, August 08, 2019 1:42 PM
To: 'Gretchen.Kaehler@DAHP.wa.gov'; 'Todd.Scott@kingcounty.gov'
Subject: Shah Pre-app (30016 20th Place SW, Federal Way)
Attachments: 20190808113911.pdf; Shah PC Narrative.pdf
Greetings Gretchen and Todd;
Please find the attached pre -application package for a demolition and replacement residence on the Puget
Sound located at 30016 20th Place SW, Federal Way. It appears the existing residence exceeds 40 years and earthwork
will occur for the new residence within 200 ft. of the shoreline. We wish to advise the application on the submittal
requirements for their formal building permit and shoreline exemption.
The proposal depicts a stream crossing- however under the city's code this may not be permitted if they have sufficient
access to that area of the property where the stream is culverted.
If DAHP or King County have any comments please provide them by August 25", 2019.
With thanks,
Leila
L. Willoughby -Oakes
Associate Planner
u r.p
Federal Way
Planner on Duty: 253-835-2655 I tannin cit offederalwa .cam
From: Scott, Todd mailto:Todd.Scott kin coup . av]
Sent: Friday, August 02, 2019 1:02 PM
To: John Hutton; Brian Davis; EJ Walsh
Cc: Meisner, Jennifer
Subject: Notice of SEPA or Section 106 projects
Good afternoon,
King County has a historic preservation services interlocal agreement with the City of Federal Way which has a provision
for the review and comment of projects which affect historic buildings; structures, objects, sites, districts, or
archaeological sites. I was hoping to get added to your notification list for any projects that involve SEPA (State
Environmental Policy Act) or Section 106 of the National Historic Preservation Act within Federal Way.
We would also be happy to review any projects that involve potentially historic resources (older than 40 years) that
don't involve SEPA or Section 106, and any that might be in areas of high probability for uncovering archaeological
resources.
I've attached the interlocal agreement for your information. If you could add my contact information to the distribution
list for these types of projects, I'd be happy to review them of have our archaeologist take a look. Please let me know if
there is someone else at the city whom I should contact in order to be placed on the list.
RECEIVED COMMUNITY DEVELOPMENT DEPARTMENT
41k 33325 8`h Avenue South
Federal Way, WA 98003-6325
� CITY OF � JUL �fll 253-835-2607; Fax 253-835-2609
Federal Way C1.Y OF FE4EFIALWAY WWI .cityoffederalwa,
COMMUNrN DEVELt}P�+It I�[i
SHORELINE SUBSTANTIAL DEVELOPMENT PERMIT
EXEMPTION APPLICATION
File # l q — / a3
TO BE COMPLETED By APPLICANT
Project Name: AgA b7rf Ag 51 aj;wcz,
Project Address: 30014, 2,v 44
Applicant: �►�IL 7
Mailing Address: 16 0 0 — E> s a 5 �_ �� � �o Oia L� �,6
Phone Number: Z.f-i' 3^ 2,D ay 1Cr�Cp E-mail: a wcafC '
Description of Project:
l� K�W,
Meets the criteria for exemption under which section of * WAC 173-27-040:
*Washin mistrative Code online: @pps.leg.wa.gov
Applicant's Signature f Date
Bulletin #143 — March 25, 2013 1 of 2 k:\Handouts\Shoreline Exemption
• Ir...
TO BE COMPLETED BY STAFF
1)
The proposed development is consistent with Section of WAC 173-27-040
and is therefore exempt from the Substantial Development errlut Process.
J, Yes ❑ No (explanatory narrative attached)
2)
Proposal requires:
Yes No
❑ 5 Shoreline Variance
❑ ® Shoreline Conditional Use
❑ &' Review, Approval or Permit by other State or Federal Agency
3)
Proposal complies with applicable provisions of the City's Shoreline Master Program.
D� Yes ❑ No Condition(s) attached: ❑ Yes ;K No
4)
In accordance with FWRC Section 15.05.130, this application is hereby:
21 Approved ❑ Denied
Director, Community & Economic Development Date
Distribution:
❑
Applicant
❑
Owner
❑
File
❑
Outside Agency
Bulletin #143 —March 25, 2013 2 of 2 k:\Handouts\Shoreline Exemption
0
0
rn
C=,
LT,
CITY OF
Federal Way
Centered on Opportunity
July 8, 2019
Mr. Viral Shah
1600-B SW Dash Point Road, #466
Federal Way, WA 98023
i]ir-AMIL 1144e1Vail C-ran
IVED CITY HALL
33325 8th Avenue South
Federal Way, WA 98003-6325
JU 25 (253) 835-7000
www. cityoffederalway.. com
CrrY OF FEI)F-RAVWAY
GQMMIft'i[TY []EVE PME
Re: File No.19-102543-00-AD; EXEMPTION REQUEST APPROVAL
Shah Septic Line Stream Crossing, 30016 20th Place SW, Federal Way
Dear Mr. Shah:
Jim Ferrell, Mayor
This letter responds to your critical area exemption request submitted to the city on May 24, 2019. The
Community Development Department staff has reviewed and hereby approves your proposal to cross the
type Ns stream and stream buffer on your property with two schedule 40 PVC 1/4-inch lines (supply and
return) for a new septic drain field on the southern end of your property.
The stream on the property has been classified in a June 13, 2018, memo by Cedarock Consultants Inc. as a
type Ns stream, which has a minimum 35-foot required stream buffer per Federal Way Revised Cade (FWRC)
19.145.270.
As described in the revised Walker Septic Design and Repair plans dated received on June 19, 2019, the 'A
inch transport lines for the septic system include the following construction methods as noted on the plans:
• Transport line to be installed by boring or pushing under the stream bed for a distance of 70 feet.
• Sleeve supply line and return lines a minimum of 35 feet on either side of stream.
• Lines are to be buried at least three feet below the stream bed.
• Lines are to be perpendicular to the stream bed.
• Pressure test transport line to assure water. tight.
As identified in Viral Shah June 19, 2019, email, construction of the lines and drain field can be accessed from
the north via an existing Shah access road, and from the south via the neighbor's property to the west.
This stream crossing work is hereby approved as proposed and does not require a formal critical area
exemption under FWRC 19.145.110 or FWRC 19.145,120, as all critical area impacts from this small
improvement are avoided. The proposed stream crossing by pushing or boring under the Ns stream avoids
impacts to the stream and its 35-foot protective buffer. No above ground work is proposed within 35 feet of
the stream. The septic drain field lines are a small private utility improvement and the construction method
Mr. Viral Shah
Page 2of2
July 8, 2019
meets the highest level of critical area protection identified in FWRC 19.145.130 by avoiding impacts to the
stream and buffer. The overall project will protect the public health, safety, and welfare by installing a new
code compliant septic drain system and avoiding critical area impacts.
The applicant is responsible for all other permits and approvals, including any access over the neighbor
property and ling County Health Department approval. We suggest that you consult your stream biologist,
Cedarock Consultants Inc., to determine if any other state or federal permits are required.
If you have any questions or need further assistance, please contact me at 253 835-2652 or
jisit.harrisi�i-?c•il�'c�[[c[icr:tl�v, t'�i�.
Sincerely,
4A-1
in,-1 1,
rris
Senior Planner
Enc: Approved Walker Site Plan Regarding Critical Areas (Stream Crossing), May 21, 2019
c: Robert "Doc" Hansen, Planning Manager
19-102543-00-AD Doc 1 1) 79339
W. LINE E r ;00'
I= BASIS OF BEARING LEGAL DESCRIPTION
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SE 1 4 OF SECTION 1. TOWNSHIP 21 NORTH,RANCE J EAST, W.M., AS DESCRIBED IN
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SETTLEMENT AGREEMENT FILED UNDER
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NO. 97-2-J2162-4 KNT, DATED FEB. 9, 2000.
THIS -SURVEY WAS PERFORMED ,BY FIPtp=Tl2atVERSE WITH c� IDS �0
$a THE FINAL RESULTS MEETIAW"'QR EXCEEDING biE CURRENT E yU yp
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of the survey recording act at the request of JAMES AND CAR%� 4LAVEKICI5--1 CHICAGO TITlE€ INS. CO.:
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AS DEPICTED HEREON- SWING ND'OO'48"W
SITE INFORMATION:
SITE ADDRESS: FEDERAL WAYLWA 98023
TAX ACCOUNT No.: 012103-9113
LEGAL DESCRIPTION.
`ABr I THE EAST 32.40 FEET OF THE FOLLOWING DESCRIBED PROPERTY_
�r!yJ I COMMENCING AT THE SOUTHEAST CORNER OF SECTION 1, TumNSNPP 21
rat NORTH, RANGE 3 EAST, W'UMETTE MERIDIAN, IN KING COUNTY WASHINGTON:
THENCE ON THE SOUTH LINE OF SAM SECTION. WEST 613.52 FEET:
..r,� THENCE PARALLEL WITH HE EAST LINE OF SAID SECTION. NORTH I,0D5 FEET
ems: TO THE TRUE POINT OF BEGINNING FOR THIS DESCRIPTION;THENI LESSCTO THE ME
ANDER CONTINUING ANDER I�B_ LINE OF GOVERNMENT LOT 1,SECRON 1. TOWNSHIP
@F 21 N01ifF.1, RANGE S EW, WILLAMETTE MERIDIAN, IN KING COUNTY
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. i THENCE ONySAID MEANDER LINE NORTFEASTERRL,Y TO A LINE PARALLEL WITH
9 AND 536.72 FEET WEST OF SAID EAST LINE OF SECTION MEASURED AT MIGHT
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I 1 LINE PARALLEL WITH AND 1.005 FEET MOM OF SAID SOUTH LINE OF
I;""- 'R SECTION;
HENCE WEST 76.80 FEET TO THE TRUE POINT OF BEGINNING;
ALSO AN UNDIVIDED ONE-ElGHH INTEREST IN THE NORTH 30 FEET OF HE
�:Il1NO T' SOUTH 1165A9 FEET OF THAT PORTION OF THE WEST 610.75 FEET OF HE
SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SNIJ SECTION 1,
Dos ERON �, o y_N TOWNSHIP 2i NORTH,
'- - 5TOF 3 EAST WILLAMETTE MERIDIg, IN KING COUNTY,
1/2' NUN 142D ASHNCTN, LYING EATHE COUNTY
k CAP W/TACK TOGETHER WITH THE FOLLOWING:
COMMENCING AT THE SOUTHEAST CORNER OF SECTION I, TOWNSHIP u
NORTH, RANGE 3 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY,
WASHINGTONI
THENCE ATHE VIHEEAAID EOTISE. THENCE PRALLELTH TT LINE F SECTION,
1,005
FEET TO THE TRUE PRINT OF BEGINNING FOR THIS DESCRIPTIONI
THENCE CONTINUING ON SAID PARALLEL LINE NORTH Lee FEET, MORE
OR LESS, TO THE MEANIIER TINE OF GOVERNMENT LOT 1, TOWNSHIP Pt
NDRTH. RANGE 3 EAST, WILLAMETTE MERIDIAN. IN KING COUNTY,
WASHINGTONI
THENCE ON SAID MEANDER LINE NORTHEASTERLY TO A LINE PARALLEL
WITH AND 468.12 FEET WEST OF SAM EAST LINE OF SECTION MEASURED
AT RIGHT ANGLES TOj
THENCE ON SAID Sf3�E1400 FEET, HOK OR LESS, TO A LINE PARALLEL
WITH AND 1420 FEET NORTH OF SAID SOUTH ME LTF SECnCINI THENCE
ON SAID PARALLEL LINE WEST 24.89 FEET TO A LINE PARALLEL WITH
AND 493 FEET WEST OF SAID EAST LINE OF SECTIONI
THEE ON SAID PARALLTHENCE WEST 43.78 FEEET1TOI NE HE TRUE POINT OF BEGINNINGI
ALSO AN UNDIVIDETI ONE -EIGHTH INTEREST IN THE NORTH 30 PEET OF
THE SOUTH I,165.19 FEET OF THAT PORTION OF THE WEST 610.78 FEET
SECT SIN THE SOUTHEAST
TD V SHIPP a) NOR7Ti RANGE 3EASTTVILLAMEET7or F MERIDIAN,
IN KING COUNTY, WASRINGTON, LYING EAST OF THE COUNTY ROAUI
TETHER WI
AND ESS AS
ESTA$ SHED TBY INSTRSUME'NTTRECORD D FORINGRESS U DER R CORDING NUMBER
260829164BI
ALSO
TOGETHER
M UD NGINGRESSTANDNEGRESSEAS RECORDED NT FOR EUNDER WAY PURPOSES.
NUMBER
R0021022000I79.
SITUATE IN HE COUNTY OF KING, STATE OF WASHINGTON.
LEGAL DESCRIPTION NOTE:
THE ABOVE LEGAL DESCRIPTION AND HIS SURVEY ARE BASED UPON LOT
LINE ELIMINATION AND RESTRICTIVE COVENANT, AFN 20100510001296.
r,EQDE T!n
NOTES:
1. CONITiDLUNG BOUNDARY DATA WAS OBTAINED BY ACTUAL FIELD
IMMUREMENT& ANGULAR AND LINEAR RELATIONSHIPS OF FIELD TRAVER
WERE DETERMINED WITH A NIKON DTM 330 FIVE SECOND TOTAL STATIOI
SUPPLEMENTED WITH DATA COLLECTOR AND STEEL TAPE,
2. THE SITE AND ALL CONTROL MONUMENTS WERE VISITED IN JUNE 21
3. THIS SURVEY ACCURACY MEETS OR EXCEEDS PRECISION REQUIRE'ME
AS SET FORTH IN WAG, 332-130-090•
4. THIS SURVEY WAS COMPLETE WITHOUT BENEFIT OF A CURRENT TTR
REPORL EASEMENT AND OTHER ENCUMBRANCES OF RECORD MAY EXIST
THIS PROPERTY THAT ARE NOT NECESSARY SHOWN HEREON.
5, ALL STRUCTURES [BUILDINGS) TES AND FENCES TIES SHOWN HERE
ARE APPROXIMATE AND CAN NOT BE USED TO ESTABLISH pROPERTY L11
6. THIS SURVEY GOES NOT PURPORT To SHOW ALL FENCES AND/OR
OTHER SIGNS OF OCCUPATION OR POSSESSION,
7, EXISTING, POSSESSION, I.L_ FENCES. SHEDS. DRIVEWAY, ETC. ,AqY
PRIOR RIGHTS, DO NOT REMOVE THEM WITHOUT LEGAL ADVICE.
8. THE TOPOGRAPHIC SURVEY SHOWN HEREON WAS PERFORMED IN JL
OF 2018. THE FIELD DATA WAS COLLECTED AND RECORDED ON MAGNET
MEDIA THROUGH AN ELECTRIC TFEODOUTE, THE DATA FILE IS ARCHIVED
DISC DR CD, WRITTEN FIELD NOTES MAY NOT EXIST.
9. URILRIES OTHER THAN THOSE SHOWN MAY D= ON THIS SITE ON
HOSE UTILITIES WITH EVIDENCE OF THEIR INSTALLATION VISIBLE AT THE
GROUND SURFACE ARE SHOWN HEREON, UNDERGROUND UTILRIES SHO'
HEREON MAY RAVE BEEN TAKEN FROM THE PUBLIC RECORDS AND ARE
APPROXIMATE ONLY, GEODETIC SURVEYING SERAM ASSUMES NO
RESPONSIBILITY FOR THE ACCURACY OF PUBLIC RECOROS-
REFERENCES:
I. KING COUNTY ASSESSORS MAP OF ME 1-21-3.
2. RECORD OF SURVEY REC, No. 20DO07269ODDOS
3, RECORD OF SURVEY REC, No, 20020927900001
4, PLAT OF ADELAIDE FOREST ESTATES VOL. 149 PG. 39.
5. RECORD OF SURVEY REC, No, 9601119DOI
6, RECORD OF SURVEY REC. No. 20000728
7. RECORD OF SURVEY REC. Na. S.P, 582005-OW4089001
8- RECORD OF SURVEY REC. No. 93040HOOl
9. RECORD OF SURVEY REC. No. IODD239013
1O.RECORD OF SURVEY REC. No- 930S149011
GEODETIC
SURVEYING SERVICES
P.O. BOX 133
MUKILTEC, WA
9827 -0133
DATUM
NGVD-29
BENCHMARK
C.O.F. BENCHMARK No. FW155
ELEV. = 322.4
VIRAL SHAH
30016 20TH PL SW
FEDERAL WAY, WA. 9B023
CITY OF FEDERAL WAY
TOPOGRAPHICAL SURVEY
Rd
RECEIVED
Ph. 253-896-1011 J U L 2 5 2019
Fx. 253-896-2633 CrrY OF FEDERAL WAY
COMMUNFFY DEVELOPMENT
Terry Jensen Construction Corp
PO Box 1237
Seahurst, WA 98062
Attn: Mr. Terry Jensen
(425) 557-9500
jensenco@comcast.net
GeoResources, LLC
5007 Pacific Hwy. E, Suite 16
Fife, Washington 98424
March 11, 2016
Limited Geotechnical Engineering Report
Proposed Residential Additions
30020 — 20t' Place SW
Federal Way, WA
PN: 012103-9113, -9114
Job: TerryJensenConst. Shah Res. GR
INTRODUCTION
This limited geotechnical report presents the results of our subsurface explorations for
the proposed addition of an accessory dwelling unit (ADU), gazebo, and boathouse to the
existing residence located at 30020 20m Place SW in the Federal Way area of King County,
Washington. The general location of the site is shown on the attached Site Vicinity Map,
Figure 1.
Our understanding of the project is based on our discussions with you, our January 14,
2016 site visit, and our experience in the area. We understand that you propose to construct
a new boathouse, gabezo and outbuilding in the northern portion of your property in the same
location as a previously existing boathouse was located. The proposed structures are shown
on the Proposed Site Plan, Figure 2a. We understand that these additions will consist of two
single -story wood framed buildings, and one two-story, wood framed ADU. Due to the
proximity of the proposed additional buildings to an existing concrete bulkhead and shoreline,
we anticipate the additions will need to be supported on small diameter pin piles or helical
anchors.
SCOPE
The purpose of our services was to evaluate the surface and subsurface conditions at
the site as a basis for developing and providing geotechnical recommendations and design
criteria for the proposed residential addition. Specifically, our scope of services for the project
included the following:
1. Visiting the site and conducting a geologic reconnaissance to assess the site's soil,
groundwater, and slope conditions;
2. Exploring the subsurface conditions across the proposed building site by excavating
three hand augers at selected locations across the site;
3. Addressing the current building code; and
4. Providing recommendations and design criteria for conventional foundation and floor
slab support, including allowable bearing capacity, subgrade modulus, lateral
resistance values and estimates of settlement, as well as drainage recommendations
for the proposed structures.
TerryJensenConst.ShahRes.GR.doc
March 11, 2016
Page 2
SITE CONDITIONS
Surface Conditions
The subject parcel is located at 30020 20th Place SW in the Federal Way area of King
County, Washington. The site consists of two tax parcels. The site is generally rectangular in
shape, measures approximately 1,400 to 1,800 feet deep (north to south), by 80 to 100 feet
wide (east to west), and encompasses about 3.94 acres. The northern portion of the site is
currently developed with an existing residence located in the northern portion of the site, south
of the proposed location of the three additional structures, while the southern portion of the
site is undeveloped. There is an existing concrete bulkhead that extends across the northern
property boundary. The site is bounded by Puget Sound to the north and existing large -lot
residential development to the south, east, and west.
The site generally slopes down from south to north towards the Puget Sound. The
undeveloped southern portion of the site slopes down at an inclination of approximately 13 to
25 percent. The northern, developed portion of the site flattens out to inclinations of about 9 to
12 percent to the north of the existing residence. The site then steepens to slopes of
approximately 60 to 75 percent before flattening out to a bench along the existing concrete
bulkhead. This steep slope are has a vertical slope of approximately 20 feet. Beyond the
bulkhead, the site gently slopes down to the Puget Sound. Total topographic relief across the
site is on the order of 245 feet. The existing site configuration with King County topographic
contours are shown on the attached Site and Exploration Plan, Figure 2b.
Vegetation across the site consists of coniferous and deciduous trees with a
moderately dense understory of native shrubs in the southern portion of the site. The northern
portion of the site around the existing residence consists of typical residential landscaping.
The steep slope north of the existing residence is moderately vegetated with vine maples and
blackberry bushes. The northern portion of the site where the proposed structures are to be
constructed is vegetated with sparse grasses.
No evidence of surface water or seepage was observed on the site or the slope below
the site at the time of our site visit. No evidence of erosion, soil movement, landslide activity or
deep-seated slope instability was observed at the site or the adjacent areas at the time of our
site visit.
Site Soils
The USDA Natural Resource Conservation Service (NRCS) Web Soil Survey for King
County maps the soils in the site area as Coastal Beaches (Cb) along the northern most
portion of the site, and as Alderwood Gravelly Sandy Loam (AgB) across the majority of the
site. Alderwood soils are derived from glacial drift or glacial outwash over dense marine
deposits, form on slopes of 0 to 8 percent, have a "slight" erosion hazard when exposed, and
are included in hydrologic soils group C. A copy of the NRCS Soil Conservation Survey map
for the site -vicinity is attached as Figure 3. We observed no evidence of surficial erosion at
the site during our reconnaissance.
Site Geology
The Geologic Map of the Poverty Bay 7.5-Minute Quadrangle, Washington, by Derek
Booth, Howard Waldron, and Kathy Troost (2003) maps the site as being underlain by mass -
wastage deposits (Qmw). Given the size and shape of this deposit, it appears to be typical of
landslides associated with the retreat of the most recent Vashon continental ice mass, and
likely occurred 12,000 to 15,000 years ago. An excerpt of the above referenced map is
included as Figure 4.
The Washington State Department of Ecology (DOE) Coastal Atlas maps the site as
"stable" and "intermediate" with "unstable" areas to the northeast of the site. The project site is
TerryJensenConst.Shah Res. GR.doc
March 11, 2016
Page 3
mapped as being "stable," while the area to the south of the proposed structures and north of
the existing residence is mapped as "intermediate." These designations are likely based on
slope inclinations. A copy of the Coastal Zone Atlas is included as Figure 5.
Subsurface Explorations
On January 14, 2016 we explored subsurface conditions at the site by advancing the
excavation of three hand auger samples. The hand auger holes were located in the field by
our representative by pacing from existing site features such as building corners and existing
rockeries. The locations of these holes are and are indicated on the attached Site Plan and
Exploration plan, Figure 2.
A field representative from our office performed the excavations, maintained logs of
the subsurface conditions encountered in each hang auger, obtained representative soil
samples, and observed pertinent site features. Representative soil samples obtained from the
explorations were placed in sealed plastic bags and taken to our laboratory for further
examination, as deemed appropriate.
Subsurface Conditions
Our hand auger holes encountered subsurface conditions that somewhat confirmed the
mapped stratigraphy. The stratigraphy across the site, as observed in our hand auger holes,
consisted of 4 inches to a foot of topsoil overlying 6-inches to 2.5 feet of gravelly sand with
organics and debris that we interpret to be beach fill material in all hand auger holes. In hand
auger holes HA-1 and HA-2, the fill material was 6-inches to 1 foot thick and was underlain by
2.5 to 3 feet of medium to very dense sand that we interpret to be glacial till. Hand auger hole
HA-3 encountered approximately 6 inches of topsoil overlying beach fill material to the full depth
explored. Groundwater and minimal caving were observed in hand auger holes HA-1 and HA-2
at 2 to 2.5 feet. The soils encountered were visually classified in accordance with the Unified
Soil Classification System (USCS) described on Figure 7. The hand auger logs are included
as Figure 8.
Groundwater Conditions
Groundwater was encountered in hand auger holes HA-1 and HA-2 at 2 to 2.5 feet.
Mottling was observed in hand auger HA-2 at 2 to 3.5 feet. We expect that perched
groundwater conditions, and the resulting above optimum soil moisture, will vary seasonally. To
some extent, these conditions will change with changes in site utilization, precipitation and other
factors. The highest shallow or perched ground water and soil moisture conditions typically
occur during the late winter and spring. The lowest soil moisture and perched ground water
conditions typically occur during September/October, prior to normal seasonal wet weather
conditions.
CONCLUSIONS
Based on our data review, site observations, subsurface explorations, and engineering
analysis, it is our opinion that the proposed structures are feasible from a geotechnical
standpoint.
Based on the results of our subsurface exploration program, data review, and our
experience in the area, it is our opinion that the proposed additions can be constructed in the
planned location provided the foundation support is extended through the shallow soils and
below the base of the adjacent bulkhead. We have provided geotechnical recommendations
for needle pile and helical anchor type foundations below. Any slow drainage system, such as
a percolation system, should be placed at least 20 feet back from the top of the slope. Proper
surface drainage and erosion control measures will reduce the risk for future erosion and
TerryJensenConst.ShahRes.GR.doc
March 11, 2016
(Page 4
slope instability at the site. Provided the recommendations contained herein are included in
the plans, the proposed development should have minimal impacts to the site and adjacent
properties. .
Helical Anchors
Helical piers (such as the proprietary systems offered by AB Chance and Atlas
Systems) typically consist of one or more plates constructed in the shape of a helix and
attached to a shaft. Helix plates range from 6 to 14 inches in diameter and extension shafts
vary from 1.5 to 4 inches in diameter. Helical piers are typically fabricated from a high
strength, alloy material.
Helical piers are screwed into the ground with a rotary -type torque motor until the
refusal criterion is met. Refusal is typically defined as achieving a specific torque that
corresponds to a specific compressive capacity.
The lateral capacity of the battered piling may be taken as the horizontal vector of the
axial pile capacity. The Chance anchor system is a proprietary system which utilizes helical
anchors affixed to a square steel shaft. The capacity of the anchor in uplift (tension) is related to
the torsional resistance encountered as the anchor is installed. Torque monitoring of individual
anchors is completed as the anchors are installed using a shear pin that shears once the design
load (torque) is achieved.
The number and size of helix plates required to achieve to design loads should be
determined by the specialty subcontractor.
Needle Piling
Needle piling consist of small diameter Schedule-40 galvanized or Schedule 80 steel
pipe that are driven into the underlying soils to refusal. The steel pipe diameters range from 2
3/8" to 6-inches. Individual pipe segments typically range from about 5 to 21 feet long and are
successively joined with external friction couplers, threaded couplings, or butt welds as pile
driving progresses.
For the proposed structures, we recommend that 2-inch needle piling be utilized since
access will likely be limited, preventing the use of larger, machine -mounted hammers. The 2-
inch needle piles should be driven into the subgrade by means of a 140 pound pneumatic or
hydraulic hammer. We recommend that, for 2-inch diameter needle piles, each pile be driven
to a point of refusal defined as less than 1 inch of penetration during 1 minute of sustained
driving. Actual capacities and refusal criteria should be verified by the contractor, and verified
by a geotechnical professional.
We anticipate that the needle piles will meet refusal in the underlying dense glacial till
or at least 2 feet below the nearest adjacent bulkhead, whichever is deepest. However,
because refusal depths are difficult to predict and because soil conditions could vary
significantly across the site, the contractor should be prepared for variable pile lengths. Also,
it may be necessary to modify pile layouts if rocks or other obstructions are encountered
during pile -driving. A test pile could be installed to evaluate refusal depths more accurately.
When refusal has been achieved, the pin piles can be cut to a predetermined height or
elevation. To provide a good bond between the piles and the pile cap, reinforcing bars with
90-degree bends can be welded to the top of the pile or, alternatively, the top of the pile can
be splayed apart. A structural engineer should be responsible for designing the reinforced
steel and foundation elements.
In our opinion, a properly installed 2-inch-diameter needle piling driven to refusal (as
defined above) will provide the following allowable axial capacities. These capacities assume
a minimum pile spacing (center to center) of six pipe diameters. Furthermore, the stated uplift
capacity would be applicable only to needle piles that are installed with tension -resisting
couplings. The allowable pile capacities are provided below.
TerryJensenConst.ShahRes.GR.doc
March 11, 2016
Page 5
Design Parameter
Allowable Value
2-inch-diameter
Static Compressive Capacity 4,000 pounds
Transient Compressive Capacity 5,300 pounds
Alternatively, if access for a small bobcat size machine is feasible, it may be more
economic to utilize fewer, but larger diameter piling. A properly installed 3-inch diameter or 4-
inch diameter needle pile driven to refusal (as defined by the contractor) will provide the
following allowable axial capacities. These capacities assume a minimum pile spacing (center
to center) of six pipe diameters. Furthermore, the stated uplift capacities would be applicable
only to needle piles that are installed with tension -resisting couplings.
Design Parameter
Allowable Value
3-inch-diameter 4-inch-diameter
Static Compressive Capacity 12,000 pounds 20,000 pounds
Transient Compressive Capacity 16,000 pounds 26,000 pounds
It should be noted that the soil material in this area may include large soil particles
(cobbles/boulders) or organic debris (roots). When encountered by piling, these can result in
early refusal depths and an unacceptable pile. It will be necessary to move over and re -drive
the piling or possibly increase the number of piling to achieve the required support of the wall.
The contractor should be prepared for this condition. Load testing of 5 percent of the piles is
required for 3 and 4-inchp diameter pin piles, with a minimum of 1 test. Load testing should be
performed per ASTM D1143, quick load test method to 2 times the allowable compressive load.
We recommend that we be called at the start of the pile installation to verify appropriate
depths and spacing. We do not need to witness all of the piling, but do want to verify conditions
are as expected and that the wall/piling are being installed as recommended. If you have
questions please call us.
Structural Fill
All material placed as fill associated with mass grading, as utility trench backfill, under
building areas, or under roadways should be placed as structural fill. Structural fill should be
placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of
each lift. Fill should be compacted to at least 95 percent of MDD (maximum dry density as
determined in accordance with ASTM D-1557), within 2 percent of the optimum moisture
content for compaction.
The appropriate lift thickness will depend on the fill characteristics and compaction
equipment used. We recommend that the appropriate lift thickness be evaluated by our field
representative during construction. We recommend that our representative be present during
site grading activities to observe the work and perform field density tests.
The suitability of material for use as structural fill will depend on the gradation and
moisture content of the soil. As the amount of fines (material passing US No. 200 sieve)
increases, soil becomes increasingly sensitive to small changes in moisture content and
adequate compaction becomes more difficult to achieve. During wet weather, we recommend
use of well -graded sand and gravel with less than 5 percent (by weight) passing the US
No. 200 sieve based on that fraction passing the 3/4-inch sieve, such as Gravel Backfill for
Walls (WSDOT 9-03.12(2)). If prolonged dry weather prevails during the earthwork and
TerryJensenConst.ShahRes.GR.doc
March 11, 2016
Page 6
foundation installation phase of construction, higher fines content (up to 10 to 12 percent) may
be acceptable.
Material placed for structural fill should be free of debris, organic matter, trash and
cobbles greater than 6-inches in diameter. The moisture content of the fill material should be
adjusted as necessary for proper compaction.
Foundation Support
Based on the subsurface soil conditions encountered across the site, we recommend
that spread footings for the proposed buildings be founded on the stiff native soils or on
appropriately prepared structural fill that extends to suitable native soils.
The soil at the base of the footing excavations should be disturbed as little as possible.
All loose, soft or unsuitable material should be removed or recompacted, as appropriate. A
representative from our firm should observe the foundation excavations to determine if
suitable bearing surfaces have been prepared, particularly in the areas where the foundation
will be situated on fill material.
We recommend a minimum width of 24 inches for isolated footings and at least
16 inches for continuous wall footings. All footing elements should be embedded at least 18
inches below grade for frost protection. Footings founded as described above can be
designed using an allowable soil bearing capacity of 1,500 psf (pounds per square foot) for
combined dead and long-term live loads. The weight of the footing and overlying backfill may
be neglected. The allowable bearing value may be increased by one-third for transient loads
such as those induced by seismic events or wind loads.
Lateral loads may be resisted by friction on the base of footings and floor slabs and as
passive pressure on the sides of footings. We recommend that an allowable coefficient of
friction of 0.35 be used to calculate friction between the concrete and the underlying soil.
Passive pressure may be determined using an allowable equivalent fluid density of 300 pcf
(pounds per cubic foot). Passive resistance from soil should be ignored in the upper 1-foot. A
factor of safety of 1.5 has been applied to these values.
We estimate that settlements of footings designed and constructed as recommended
will be less than 1 inch total, for the anticipated load conditions, with differential settlements
between comparably loaded footings of'h inch or less over a distance of 50 feet. Most of the
settlements should occur essentially as loads are being applied. However, disturbance of the
foundation subgrade during construction could result in larger settlements than predicted.
We recommend that all foundations be provided with footing drains.
Recommended Setback
The City of Federal Way building department may require a building setback in
accordance with IBC (International Building Code) standard requirements. IBC section 1805
requires a building setback from slopes that are steeper than 3H:1V (Horizontal:Vertical)
unless evaluated and reduced, and/or a structural setback is provided, by a licensed
geotechnical engineer. The setback distance is calculated based on the vertical height of the
slope. The typical IBC setback from the top of the slope equals one third the height of the
slope, while a setback from the toe of the slope equals one half the height of the slope.
Based on our site observations, in accordance with IBC guidelines, we recommend a
setback distance of H/2 from the toe of slopes greater than 10 feet in. The proposed
structures will be located approximately 12 to 15 feet from the toe of the steep slope area, and
therefore meets the recommended setback distance.
Seismic Hazards
Based on our observation and the subsurface units mapped at the site, we interpret
the structural site conditions to correspond to a seismic Site Class "C in accordance with
~ `I
TerryJensenConst.ShahRes.GRAoc
March 11, 2016
Page 7
Table 1613.5.2 in the 2012 IBC (International Building Code) documents. This is based on
the likely range of equivalent SPT (Standard Penetration Test) blow counts for the soil types
observed in the site area. These conditions were assumed to be representative for the
conditions based on our experience in the vicinity of the site.
Site Drainage
All ground surfaces, pavements and sidewalks at the site should be sloped away from
structures. Surface water runoff from the roof area, driveways, perimeter footing drains, and
wall drains, should be collected, tightlined, and conveyed to an appropriate discharge point,
similar to the existing drainage system. The roof drain should not be connected to the footing
drain.
LIMITATIONS
We have prepared this report for Mr. Terry Jensen and other members of the design
team for use in evaluating a portion of this project. The data used in preparing this report and
this report should be provided to prospective contractors for their bidding or estimating purposes
only. Our report, conclusions and interpretations are based on data from others and limited site
reconnaissance, and should not be construed as a warranty of the subsurface conditions.
Variations in subsurface conditions: are possible between the explorations and may also
occur with time. A contingency for unanticipated conditions should be included in the budget
and schedule. Sufficient monitoring, testing and consultation should be provided by our firm
during construction to confirm that the conditions encountered are consistent with those
indicated by the explorations, to provide recommendations for design changes should the
conditions revealed during the work differ from those anticipated, and to evaluate whether
earthwork and foundation installation activities comply with contract plans and specifications.
The scope of our services does not include services related to environmental
remediation and construction safety precautions. Our recommendations are not intended to
direct the contractor's methods, techniques, sequences or procedures, except as specifically
described in our report for consideration in design.
If there are any changes in the loads, grades, locations, configurations or type of
facilities to be constructed, the conclusions and recommendations presented in this report may
not be fully applicable. If such changes are made, we should be given the opportunity to review
our recommendations and provide written modifications or verifications, as appropriate.
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Approximate Site Location
(map created from Pierce County GIS http://matterhorn3.co.pierce.wa.us/publicgis/)
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Site Location Map
Proposed Residential Development
30020 20th Place SW
Federal Way, WA 98023
Not to Scale
TerryJensenConst.ShahRes.GR.doc
March 11, 2016
Page 8
We have appreciated working for you on this project. Please do not hesitate to call at
your earliest convenience if you have any questions or comments.
Respectfully submitted,
GeoResources, LLC
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Keith S. Schembs, L.E.G.
Principal
KSS:DCB:kss
Doc ID: TerryJensenConst. Shah Res. G R
Attachments: Figure 1: Site Location Map
Figure 2a: Proposed Site Plan
Figure 2b: Site and Exploration Plan
Figure 3: NRCS SCS Soil Survey
Figure 4: USGS Geology Map
Figure 5: DOE Coastal Atlas Map
Figure 6: Unified Soil Classification System
Figure 7: Hand Auger Excavation Logs
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Dana C. Biggerstaff, P.E.
Senior Geotechnical Engineer
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Partial Site Plan
Approximate Site Locations
(site plan created by Roger H. Newell, Architect)
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Excavated on: Ja
Proposed Plan
Proposed Residential Development
30020 20'h Place SW
Federal Way, WA 98023
Not to Scale
v 14.2016
Job: TerryJensenCon.ShahRes.F I January 2016 1 Figure 2a
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Approximate Site Locations
(map created from http://matterhorn3.co.pierce.wa.us/publicgis/)
1 by: DIRT
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Not to Scale
Excavated on: January 14, 2016
Site and Exploration Plan
Proposed Residential Development
30020 20th Place SW
Federal Way, WA 98023
Job: TerryJensenCon.ShahRes.F January 2016 1 Figure 2b
Approximate Site Locations
(map created from the USDA Natural Resource Conservation Service Web Soil Survey)
Soil
Type
Soil Name
Parent Material
Slopes
Erosion Hazard
Hydrologic
Soils Group
Alderwood Gravelly
Glacial drift and/or glacial
AgB
Sandy Loam
outwash over dense
0-8
Slight
C
laciomarine deposits
Cb
I Coastal Beaches
I N/A
1 1-5
1 None
N/A
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Not to Scale
MRCS SCS Soils Map
Proposed Residential Development
30020 20th Place SW
Federal Way, WA 98023
Job: TerryJensenCon.ShahRes.F I January 2016 1 Figure 3
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Approximate Site Locations
Excerpts from the Geologic Map of the Pove►ty Bay 7.5-Minute Quadrangle, Washington, by Derek B. Booth,
Howard H. Waldron, and Kathy G. Troost (2003)
Qmw Mass -wastage deposits (Holocene)
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
USGS Geology Map
Proposed Residential Development
30020 201 Place SW
Federal Way, WA 98023
Not to Scale
Approximate Site Locations
(map created from the DOE Coastal Atlas https://fortress.wa.gov/ecy/coastalatlas/tools/Map.aspx)
Drift cells ()
Divergence zone
'Left to right
%.,/ No appreciable drift
,right to left
�- Ut'defined
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Slope stability 0
Stable
C--< i:nterniediate
Modified
Unstable
Unstable (oW slide)
Unstable (recent slide)
DOE Coastal Atlas
Proposed Residential Development
30020 20' Place SW
Federal Way, WA 98023
Not to Scale
Job: TerryJensenCon.ShahRes.F I January 2016
Figure 5
SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
SYMBOL
GROUP NAME
GRAVEL
CLEAN
GW
WELL -GRADED GRAVEL, FINE TO COARSE
GRAVEL
GRAVEL
COARSE
GP
POORLY -GRADED GRAVEL
GRAINED
More than 50%
SOILS
Of Coarse Fraction
Retained on
No. 4 Sieve
GRAVEL
WITH FINES
GM
SILTY GRAVEL
GC
CLAYEY GRAVEL
More than 50%
SAND
CLEAN SAND
SW
WELL -GRADED SAND, FINE TO COARSE SAND
Retained on
No. 200 Sieve
SP
POORLY -GRADED SAND
More than 50%
Of Coarse Fraction
SAND
SM
SILTY SAND
Passes
WITH FINES
No. 4 Sieve
SC
CLAYEY SAND
SILT AND CLAY
INORGANIC
ML
SILT
CL
CLAY
FINE
GRAINED
SOILS
Liquid Limit
Less than 50
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SILT AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
More than 50%
Passes
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
No. 200 Sieve
Liquid Limit
50 or more
ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT
NOTES:
1. Field classification is based on visual examination of soil
in general accordance with ASTM D2488-90.
2. Soil classification using laboratory tests is based on
ASTM D2487-90.
3. Description of sail density or consistency are based on
interpretation of blow count data, visual appearance of
soils, and or test data.
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
SOIL MOISTURE MODIFIERS:
Dry- Absence of moisture, dry to the touch
Moist- Damp, but no visible water
Wet- Visible free water or saturated, usually soil is
obtained from below water table
Unified Soil Classification System
Proposed Residential Development
30020 20th Place SW
Federal Way, WA 98023
Hand Auger HA-1
Location: Top of Slope, Center of Property
Depth (feet) Soil Type Soil Description
0 - 0.3 Topsoil
0.3 - 1.0 SM Brown SAND with silt, some gravel, and organics (loose, moist)
1.0 - 2.0 SM Brown SAND with silt, some gravel (medium dense, moist)
2.0 - 3.0 SM Brown silty SAND with gravel (loose, wet)
3.0 - 4.0 SM Light brown/ tan silty SAND with gravel (very dense, wet, till)
Minimal caving observed.
Groundwater seepage observed at approximately 2 feet below ground surface.
Hand Auger HA-2
Location: Midslope near existing stairs
Depth (feet) Soil Tvve Soil Description
0 - 1.0 Heavy brush, roots, topsoil
1.0 - 2.0 SM Brown silty SAND with trace gravel and organics (medium dense, moist)
2.0 - 2.5 SM Tan/grey SAND with silt and mottling (medium dense, moist to wet, weathered till)
2.5 - 3.5 SM Grey silty SAND with mottling and gravel (very dense, wet, till)
Minimal caving observed.
Groundwater seepage observed at approximately 2.5 feet below ground surface.
Hand Auger HA-3
Location: Bottom of Slope, eastern portion of property
Depth feet Soil Type Soil Description
0 - 0.5 Topsoil, organics
0.5 - 3.0 SM Brown gravelly sand with silt, organics, and debris (medium dense, moist, fill)
Minimal caving observed.
No groundwater seepage observed..
Logged by: DIRT Excavated on: January 14, 2015
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Hand Auger Excavation Logs
Proposed Residential Development
30020 20t' Place SW
Federal Way, WA 98023
CEDAROCK CONSULTANTS, INC.
MEMORANDUM
Date: June 13, 2018
To: Dr. Viral Shah and Dr. Aparna Ananth
From: Carl Hadley
Subject: Stream Typing Analysis
30016 20th PI SW, Federal Way
ReCE ED
JUL 2 5 2019
COMMUNITY DEV QPAM�
This memo provides qualitative analysis of a small watercourse that crosses 30016 20th PI SW in
Federal Way (Figure 1). A review of field conditions and existing documents was conducted to
evaluate appropriate water typing. The watercourse was walked on June 5, 2018 from Puget
Sound upstream approximately 1,000 feet to review current conditions affecting potential fish
use. This included looking for evidence of fish passage barriers, and both rearing and spawning
habitat quality.
SUBJECT
ss,< 296th St
STREAM 4
i1?
Y
ti I_ akoia Say Par} f,` ^fir '� ��1 r, ID
J
�. SI/ /if 30 I's t '5t ffl w�
r Buenn a
n7 N = �,,.F•r
Adelaide
S',d 304(h t4
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Figure 1. Detail from WDFW SalmonScape map showing stream in question. Blue lines indicate
coho salmon use.
Stream Flow
The stream was flowing with approximately 50 gpm. This resulted in an active watercourse about
12-16" wide and between 0.5 and 1.0" deep. According to the landowners, the creek dries up
every summer for between 2 and 4 months.
19609 244th AVENUE NE • WOODINVILLE, WA 98077 • 425/788-0961
30016 20th PI SW, Federal Way
June 13, 2018
Figure 2. Detail showing approximate watercourse alignment and condition on June 7, 2018.
Page 2 of 7
30016 20th PI SW, Federal Way
June 13, 2018
Watercourse Route and Fish Passage
The approximate watercourse route is shown in Figure 2. It is not known exactly what route the
pipe follows as it traverses the neighbor's property to the west. Starting at the beach there is a
small (-12") culvert buried under the sand and gravel where flow is discharged (see Photo 1).
During the winter when flows are higher the culvert is reportedly exposed. But spring and
summer flows are not high enough to keep littoral sediment transport on the beach from burying
the pipe invert. The pipe appears to travel upslope approximately 520-feet over a 10 percent
grade (Photo 2). The upstream end of the pipe daylights in a 3-4-foot deep vertical stormwater
pipe with a squirrel cage on top designed to preclude brush from entering (Photo 3). None of
this reach is fish passable.
From the squirrel cage, an open channel heads southeast approximately 125-feet across the
Shah-Ananth property. The wetted channel is narrow (12-24"), shallow (generally less than an
inch or two), and about 12 percent in grade (Photo 4). No permanent fish barriers were noted.
A second (dry) channel appeared to head due south but was not flowing or investigated further.
A second 12" culvert is located near the eastern boundary of the Shah-Ananth property (Photo
5). This culvert continues southeast upslope 140-feet under a road and driveway. The culvert
slope is about 11 percent. It is not fish -passable. From the upstream end of the second culvert
a small open channel continues southerly up a moderate (11 percent) slope of heavily vegetated
forest. No permanent migration barriers were noted in the several hundred feet that were
examined.
Fish Habitat Conditions
Most (>65 percent) of the watercourse on and near the site is contained within two small steep
culverts and offers no potential habitat or fish passage. The rest consists of a small (less than 2-
feet wide), relatively steep channel. The channel contains no pools, no woody debris, no patches
of clean gravel suitable for spawning, or any other habitat of the type preferred for use by
salmon ids for rearing or spawning. Because water is only present during the wet season, any fish
use would be temporary. The lack of winter rearing habitat (e.g. refugia) in the confined
moderately steep channel would preclude even this use should access ever be provided.
Riparian Conditions
The open channel section on the Shah-Ananth property is heavily clogged with a dense stand of
reed canarygrass that covers the banks and clogs the channel in places (Photo 6). Moderate aged
deciduous trees are found close to the channel at the upper and lower end and provide some
beneficial function. Other native species are found close to the stream on the east side where
the grade steepens.
Should the property owners ever need a source of mitigation for work near the stream, there is
significant opportunity for enhancement of the riparian buffer that would benefit local wildlife
including amphibians and avian species. The dense stand of non-native grasses could be
discouraged, and native shrubs and trees planted as way to increase riparian buffer functions.
Page 3 of 7
30016 20th PI SW, Federal Way
June 13, 2018
Water Typing Conclusion
A review of existing literature identified a few agency maps that suggest the watercourse in
question may have historically supported salmonids including coho salmon (Figure 1). We were
not able to identify any evidence for this determination. No surveys, agency names, data, or
dates are associated with the maps. It is very clear that the channel currently does not and
cannot support coho due to the long steep culvert down to the beach. This culvert was reportedly
placed more than a decade ago and may have replaced a previous culvert. Because the channel
dries up completely each year, and fish access from Puget Sound is not possible, the channel is
not currently fish -bearing. The fish use call may have been a presumption based on mapping
characteristics.
Should the culverts ever be removed, the channel on the Shah-Ananth property is unlikely to ever
support more than minimal use by fish (if any). The watercourse is very narrow due to limited
flow and high channel gradient. Under existing conditions, it is my opinion the watercourse
would be classified as Ns under the City of Federal Way Revised Code 19.145.260(2) and the
Washington State code WAC 222-16-030(4). These are seasonal, non -fish habitat streams in
which surface flow is not present for at least some portion of a year of normal rainfall.
Report Author
%, I I IQUlcy 1� 111C F71 IIIl.1pdl 11 11ef1 DIolOgiSt with Cedarock consultants and provides almost 30
years of experience evaluating and mitigating impacts of land use changes on aquatic habitat.
Photo 1. Pipe invert buried under sediment at shoreline (June 5, 2018).
Page 4 of 7
30016 20th PI SW, Federal Way
June 13, 2018
Photo 2. Approximate culvert alignment under neighbor's property (looking north towards Puget
Sound from squirrel cage shown in Photo 3).
Photo 3. Culvert entrance at western edge of Shah-Ananth property. From here the watercourse
travels 530 feet north to the shoreline.
Page 5 of 7
30016 20th PI SW, Federal Way
June 13, 2018
Photo 6. Riparian buffer of open watercourse on Shah-Ananth property. Channel is located in
approximately the center of the photo.
Page 7 of 7
FLOODPLAIN DEVELOPMENT PERMIT APPLICATION
COMMUNITY DEVELOPMENT DEPARTMENT
CITY OF
Fe d e ra I V11a � �/ � J � 33325 8th Avenue South
y Federal Way, WA 9800
Y ` 253-835-2607; Fax 253-835-2609
ww w.cityof fede ral way_.coin
FILE NUMBER - Date
APPLICANT INFORMATION
Owner NAME
PHONE NUMBER
SHAH VIRAL (current owner)
MAILING ADDRESS
E-MAIL
30016 20th Place SW
CITY
STATE
ZIP
FAX
Federal Way
WA
98023
Agent NAME
PHONE NUMBER
City of Federal Way
253-838-2600
MAILING ADDRESS
E-MAIL
33325 8th Ave S
CITY
STATE ZIP
Federal Way
WA 98063-9718
Property Address/Location 30016 20'h Place SW; Federal Way
Parcel Number 0121
Property Size 171,080 sq. ft.
Zoning Designation RS-15
Comprehensive Plan Designation: Single Family Medium Densi
Shoreline Designation Shoreline Residential FIRM DesignationYroject is not in Flvodplain or
Flood Hazard Area
SUBMITTAL DOCUMENT: Provide six (6) copies drawn to scale no less than 1:50.
Reg. Sub.
Z ❑
Site Plan
WITHIN
1. Show the location of proposed and existing structures and any storage of fill or materials on the parcel
BUILDING
in relation to the existing topography of the parcel and the mean sea level.
2. Show the location of all water bodies, waterways, wetlands, and drainage facilities within 300 feet of
FILE
the site.
3. Show the location of special flood hazard area (100-year floodplain), as well as any frequently
flooded areas identified by the City's Critical Areas Ordinance.
4. Proposed surface water drainage system.
5. Proposed post -development grading topography at one -foot intervals.
6. Description of the extent a watercourse will be altered as a result of the proposed action.
0 ❑
Cross Section
WITHIN
1. Elevation of project in relation to the mean sea level (include current elevation certificate, FEMA
BUILDING
form 81-31 found at hrWs://www.fema.g2vL/media4ibraU/assets/documents/I 60#)
2. Elevation of mean sea level to any structure that has been flood -proofed and certification by a
FILE
registered professional engineer or architect that the flood -proofing method meets FWRC
19.142.140(2);
3. Elevation of existing or proposed structure floor levels including basement) in relation to the mean
Bulletin #OXX — April 19, 2018
Page 1 of 3
k:\Handouts\Floodplain Development Permit
sea level, including the lowest and highest finished grade adjacent the proposed structure
X
Certification by registered professional engineer or architect that the floodproofing methods for any
nonresidential structure meet floodproofing criteria in FWRC 15.15.140(2), Not Applicable
PROJECT INFORMATION
Activity Types
5 New Construction
Addition
X Alteration
17 Relocation
G Demolition
❑ Replacement
G Repair
D Storage
Categories
X Residential Structure
�1 Non -Residential Structure
❑ Manufactured Home
Bridge / Culvert
❑ Levee
-i Stream Bank / Channel
1, Irrigation Structure
D Habitat Enhancement
❑ Water / Sewer
Subdivision (new or expansion)
Other:
Components
Excavation
❑ Fill
L Channelization
❑ Grading
D Clearing
❑ Mining and Dredging
�] Drilling
❑ Debris Removal
❑ Wetland Impact
X Other: None
Project description and additional project information (attach additional sheets if necessary)
House built in 1998 and additional outbuildings in 2002 both beyond 50' of the OHWM . Cabana was added on the shoreline
above the established levee above the floodplain_ No habitat assessment was completed since there were no habitats affected.
ProTeM exists on erosion hazard area. Does not exist in a "special flood hazard" area.
If the value of an addition or alteration to a structure within an area designated as a "special flood hazard" equals or exceeds
50% of the value of the structure before the addition or alteration, the entire structure must be treated as a substantially
improved structure. The following information must be provided if the proposed improvement is within a "special flood
hazard" zone identified by FEMA.
Cost of Improvement (a): $ _$637,000
Market Value of the Building (b): $ 2,147,000 (2018)
Percent of Value Change (a/b x 100): 29.6% %
Disclaimer: Substantial Improvement Evaluation must be supported by project cost documentation and
approved market evaluation. Attach supporting documentation.
Relocation or Replacement
A relocated structure or a structure being replaced must be treated as new construction.
Quantity of fill placement in floodplain (Detailed Grade and Fill Plan Required) NA (cubic yards)
No Fill was placed within the floodplain
List all applicable local, state and federal permits that have been applied for, and indicate whether they were issued,
waived, denied or pending.
Shoreline Exemption issued in 2017 to replace bulkhead; Building of ADU applied for in 2015: Shoreline Exemption
issued for Boundary Line Adjustment 2017, shoreline exemption for demolition and replacement of cabana. 2011
List elevation of the structure at the lowest floor of the structure (including basement) at project site to the Mean Ordinary
High Water Mark 10 feet
Bulletin #OXX —April 19, 2018 Page 2 of 3 k:\Handouts\Floodplain Development Permit
AUTHORIZATION
Application is hereby made for permit(s) to authorize the activities described herein. I certify that I am familiar with the
information contained in this application, and that to the best of my knowledge and belief such information is true,
complete, and accurate. I further certify that I possess the authority to undertake the proposed activities. I hereby grant to
the agencies to which this application is made, the right to enter the above -described location to inspect the proposed and or
completed work.
Warning and Disclaimer of Liability
The review of your development is solely for the purpose of determining if your application conforms with the written
requirements of the floodplain regulations. It is not to be taken as a warranty. Compliance with the regulation does not
insure complete protection from flooding. FWRC Chapter 15.10 meets established standards for floodplain management,
but neither this review nor the regulation take into account such flood related problems as natural erosion, streambed
meander or man-made obstructions and diversions all of which may have an adverse effect in the event of a flood. The
owner is advised to consult an engineer or other expert regarding these considerations.
In consideration for the issuance of the requested permit the applicant, owner, agent, engineer and their successors agree to
hold the City harmless from any onsite or offsite damages of any kind arising from the development of the subject property
in accordance with their submittals as outlined in their eventual permit.
All correspondence and notices will be transmitted to the Land Owner of Record and copies sent to the authorized
agent, as applicable. By signing this document, I agree that all information submitted is true and correct, and that I
have read and understand the above warning and disclaimer of liability.
X
Signature of Authorized Agent:
(REQUIRED if indicated on application)
Signature of Land Owner of Record Date:
(Required for application submittal)
Date
Date
Bulletin #OXX — April 19, 2018 Page 3 of 3 k:\llandoutsTloodplain Development Permit