15-105750 (2)CITY OF
L Federal Way
August 18, 2016
Mayfair, LLC
Leon & Sophia Xu
31704 53rd Ave SW
Federal Way, WA 98023
CITY HALL
33325 8th Avenue South
Federal Way, WA 98003-6325
(253) 835-7000
www. cityoffederalway.. com
Jim Ferrell, Mayor
Re; Clearing, Grading, Erosion Control, Storm Sewer, and Frontage
Improvements,
File #ZS-105750-000-00-EN, Xu Short Plat; 1909 SW 356th St
AUTHORIZATION TO PROCEED
Dear Mr. and Mrs. Xu,
The project referenced above has been reviewed for consistency with the Federal Way
Revised Code (FWRC) and other standards, policies and regulations of the Department of
Public Works. All applicable fees must be paid and a performance bond submitted to
guarantee the performance of required civil -related work. The amount due for fees and
deposits is $7,867.00 (see the attached invoice for an itemized list). A Certificate of
Insurance from the contractor, naming the City of Federal Way as an additional insured
must be submitted as well. The plans for the improvements referenced above are hereby
conditionally approved. Construction of the improvements may commence when the
conditions of this letter have been fulfilled.
Prior to starting work, a pre -construction conference with Public Works must be held. To
schedule a pre -construction conference, call Kevin Peterson at (253) 835-2734. Please
call a minimum of three working days in advance of scheduling the pre -construction
meeting. The developer's on -site construction superintendent must attend this meeting in
order to receive the approved plans.
Additional items that may be required prior to starting construction or final project
approval are as follows:
1. All utility agencies have been notified at least two working days prior to any
excavation (Call Before You Dig: 1-800-424-5555).
2. All materials and construction shall conform to the current edition of the City of
Federal Way Public Works Development Standards, Washington State
Department of Transportation (WSDOT) Standard Specifications for Road,
Bridge and Municipal Construction, King County Road Standards, and the King
County Surface Water Design Manual.
3. The applicant must contact Lakehaven Utility District or Tacoma Public Utilities
for water and sewer requirements and/or permits.
4. All temporary traffic diversions shall be signed in compliance with the current
edition of the Manual on Uniform Traffic Control Devices. A traffic control plan
shall be submitted to the Public Works Department .for review and approval.
The plan shall be delivered at least seven days prior to the actual diversion.
5. Three sets of catalog cuts for the following street light system components,
conforming to the City of Federal Way Street Light Guidelines, shall be
submitted to the Public Works Department for review and authorization: 1.
Pole, 2. Service Panel, 3. Luminaire, 4. Photoelectric Control, 6. Lamp.
6. Installation of improvements shall not interfere with any work being performed
under a City of Federal Way contract. Rather, it shall be scheduled to prevent
any delay or extra cost to a City project.
7. Final Review: Following construction approval of the improvements, and prior
to receiving final approval, an "as -built" mylar original (free of stick -on notes
and shading), two sets of paper copies, and one CD with CAD file shall be
submitted by the applicant's engineer along with any necessary easement or
other legal documents. These documents shall be submitted to the Public
Works Department and reviewed by the Law Department prior to final
approval.
8. The short plat documents cannot be recorded prior to the completion of the
engineering improvements authorized for this project and the acceptance of
the as -built submittal by the Public Works Department.
If you have any questions or concerns regarding this letter, please call Kevin Peterson,
Engineering Plans Reviewer at (253) 835-2734.
Sincerely,
Cole Ellio , P.E.
Development Services Manager
KP/CE: mt
cc: Beyler Consulting, Attn: Landon Beyler, 7602 Bridgeport Way W, #3D, Lakewood, WA 98499
Leila Willoughby -Oakes, Associate Planner
Project File
Day File
1: \csdc\dots\save\22438622072. doc
CITY OF
� Federal Way
September 25, 2019
Mayfair, LLC
Attn: Leon & Sophia Xu
31704 53rd Ave SW
Federal Way, WA 98023
CITY HALL
33325 8th Avenue South
Federal Way, WA 98003-6325
(253) 835-7000
www. cltyoffederalway.. com
Jim Ferrell, Mayor
RE: Permit #15-105750-00-EN; XU SHORT PLAT,1909 SW 356TH ST
Wet Weather Construction Requirements
Dear Mr. Xu:
The wet weather season officially begins on October 11. Any site with exposed soils is subject to
the `Wet Season Requirements' per the King County Surface Water Design Manual, Appendix
D, page D-113.
Specifically, please note that the allowed time that a disturbed area may remain unworked
without cover is reduced to two (2) consecutive work days and that stockpiles and steep cut/fill
slopes are to be protected if unworked for more than twelve (12) hours.
Additionally, all areas that are to be unworked during the wet season shall be seeded within one
(1) week of the start of the wet season.
Please review any site -specific requirements, instructions, notes, and details that are included on
your approved plans. Some sites have wet weather restrictions that prohibit certain construction
activities. These also will be noted on the plans.
Also, as a reminder, the approved City of Federal Way work hours are listed below. Work
outside of the approved hours requires prior approval.
Monday through Friday:
• Outside Right of Way: 7:00 AM through 8:00 PM
• Inside Right of Way: 8:30 AM through 3:00 PM
Saturday:
• Outside Right of Way: 9:00 AM through 8:00 PM
• Inside Right of Way: No work is permitted
Sunday:
0 No work is permitted
City Observed Holidays:
• No work is permitted. The upcoming City -observed Holiday schedule is as follows:
o November 11, Veteran's Day;
o November 28 & 29, Thanksgiving;
o December 25, Christmas Day;
o January 1, New Year's Day;
o January 20, Martin Luther King, Jr. Day
o February 17, President's Day
If you have any questions, please do not hesitate to contact either George Hauser at 253-835-
2741 or myself at 253-835-2734.
Sincerely,
Kevin Peterson
Sr. Engineering Plans Reviewer
KP:ss
cc: George Hauser, Public Works Construction Inspector
Project Filet kp )
Day File
CITY OF CITY HALL
• 33325 8th Avenue South
Federal Way Federal Way, WA 53) 8335-7000
Centered on Opportunity www.cityoffederalway.com
Jim Ferrell, Mayor
June 3, 2019
Mayfair, LLC
Sophia Xu
31704 53rd Ave SW
Federal Way, WA 98023
RE: Permit #15-105750-00-EN; Xu Short Plat
Dust Control Construction Requirements
Dear Mrs. Xu:
The dry weather season has begun. Any site with exposed soils is subject to the Erosion and
Sediment Control requirements per the King County Surface Water Design Appendix D.
Specifically, please note that in accordance with KCSWDM Appendix D Section 2.1, the allowed
time that a disturbed area may remain unworked without cover cannot exceed seven (7) consecutive
work days and that stockpiles and steep cut/fill slopes are to be protected if unworked for more than
twelve (12) hours.
Additionally, all areas that are prone to dust must be controlled using an approved BMP method
(Chemical, structural or mechanical).
Please review any site specific requirements, instructions, notes, and details that are included on your
approved plans.
Also as a reminder, the approved City of Federal Way work hours are listed below. Work outside of
the approved hours requires prior approval.
Monday through Friday:
• Outside Right of Way: 7:00 AM through 8:00 PM
• Inside Right of Way: 8:30 AM through 3:00 PM
Saturday:
• Outside Right of Way: 9:00 AM through 8:00 PM
• Inside Right of Way: No work is permitted
Sunday:
* No work is permitted
City Observed Holidays:
* No work is permitted
\\CFWFILEI\Applications\CSDC\PROD\dots\save\136330_79213_28133749 DOC
If you have any questions, please do not hesitate to contact either George Hauser at 253-261-5257 or
myself at 253-835-2730.
Sincerely,
Cole Elliott, PE
Development Services Manager
cc: George Hauser, Public Works Construction Inspector
Project File
Day File
t\CFWFILE 1\Applications\CSDC\PROD\docs\save\ 135330_79213_28133749.DOC
CITY OF
Federal Way
Centered or Opportunity
May 16, 2018
Tacoma Power
Attn: Dan Reed
3628 S 35 h St
Tacoma, WA 98409-3192
RE. XU Short Plat, Tacoma Power Project # U1925P01
Dear Mr. Reed:
CITY HALL
33325 8th Avenue South
Federal Way, WA 98003-6325
(253) 835-7000
www.cityoffederalway.com
Jim Ferrell, Mayor
The City of Federal Way Public Works Department is in receipt of your May 7, 2018 letter, requesting
identification of all City -owned underground facilities located in the vicinity of the above -referenced
project.
Please find enclosed two (2) mark-ups of your plan. One showing the location and bury depth of the City -
owned storm drainage system, and the other showing the approximate location of the electrical conduits
and junction boxes for the City -owned street light system that are within or near your proposed project
limits.
The information provided is the best available, based on as -built and/or approved construction drawings
of the systems shown. To the best of our knowledge, no other City -owned underground facilities are
known to exist within the project limits.
As you know, it's the responsibility of the developer/contractor to call (811) for all underground utility
locations prior to any exaction activities.
If you have any questions, please do not hesitate to contact me at (253) 835-2734.
Sincerely,
Kevin Peterson
Engineering Plans Reviewer
Enclosure: Markup copies Tacoma Power project plans
cc: Project File (kp)
\\CFWFILEI\Applications\CSDC\PROD\docs\save\136330_77728. t5093726.DOC
3628 --uth 35th Street
TACOMA POWER
May 7, 2018
Tacoma, Washington 98409-3192
TACOMA PUBLIC UTILITIES
Planning & Development Services
2 50%
City of Federal Way Public Works
2 100%
PSE
2 100%
Comcast Cable
2 100%
CenturyLink
2 100%
Lakehaven Water and Sewer District
2 50%
Beyler Consulting
2 50%
Gentlemen:
GL ED
Tacoma Power is currently conducting an engineering study of the interferences that may be
encountered in connection with a proposed underground electric power installation. We want
to take all possible precautions in the design to eliminate, or at the least reduce to a minimum,
interferences or unnecessary relocation of other structures. Your advising of any interferences
that may exist will reduce the possibility of accidental damage to your facilities or possible
contact with our high voltage cable during any future construction.
Enclosed are plans for Xu Short Plat, U1925P01
Please mark on one set of plans the location, elevation and other pertinent information for your
underground facilities within the limits of this project, and return them to me at your earliest
convenience.
Sigcer ly,
Dan L. Reed (253) 502-8292
New Services Engineering Power Division
Cover Letter:Report
Enc.
CITY OF CITY HALL
Federal WayFederal
Way,
, Avenue South
-O;k Federal Way, WA 98003-6325
(253) 835-7000
www.cityoffederalway.com
Jim Ferrell, Mayor
September 13, 2017
Leon & Sophia Xu
31704 53rd Ave SW
Federal Way, WA 98023
Re: Xu Short Plat Folder # 15-105750-000-00-En,
Wet Weather Construction Requirements
Dear Mr. and Mrs. Xu:
The wet weather season officially begins on October I". Any site with exposed soils is subject to the `Wet
Season Requirements' per the King County Surface Water Design Manual, Appendix D, page D-113.
Specifically, please note that the allowed time that a disturbed area may remain unworked without cover
is reduced to two (2) consecutive work days, and that stockpiles and steep cut/fill slopes are to be
protected if unworked for more than twelve (12) hours. Additionally, all areas that are to be unworked
during the wet season shall be seeded within one (1) week of the start of the wet season.
Please review any site specific requirements, instructions, notes and details that are included on your
approved plans. Some sites have wet weather restrictions that prohibit certain construction activities;
these also will be noted on the plans.
Also as a reminder, the approved City of Federal Way work hours are listed below; work outside of the
approved hours requires prior approval.
Monday through Friday:
• Outside Right of Way: 7:00 AM through 8:00 PM
• Inside Right of Way: 8:30 AM through 3:00 PM
Saturday:
• Outside Right of Way: 9:00 AM through 8:00 PM
• Inside Right of Way: No work is permitted
Sunday:
• No work is permitted
City Observed Holidays:
• No work is permitted
\\C FW F[LE 1\Applications\CS DC\PROD\docs\save\ 136330_76531_12141107.doe
If you have any questions, please do not hesitate to contact either Bill McCollum at 253-835-2741 or
myself at 253-835-2730.
Sincerely,
Cole Eli , P.E.
Development Services Manager
CE:av
cc: Bill McCollum, Public Works Construction Inspector
Project File
Day File
\\CFWFILE 1\Applications\CSDC\PROD\docs\save\136330_76531_12141107.doc
CITY OF
Federal Way
RECEIVED
NO22015
PERMIT APPLICATION
CITY OF FEDERAL WAY
c CDS
PERMIT NUMBER ' S rr _
TARGET DATE
SITE ADDRESS SUITE/UNIT #
1909 SW 356th STREET
PROJECT VALUATION ZONING ASSESSOR'S TAX/PARCEL #
$ RS9.6 _2 5 2 1 0 3 -- 9 0 0 4
TYPE OF PERMIT ❑ BUILDING ❑ PLUMBING ❑ MECHANICAL ❑ DEMOLITION X ENGINEERING ❑ FIRE PREVENTION
NAME OF PROJECT X U SHORT PLAT
SHORT PLAT PLAT EXISTING PARCEL INTO 5 SINGLE FAMILY LOTS.
PROJECT DESCRIPTION
Detailed description of work to
be included on this permit only
NAME MAYFAIR, LLC
PRIMARY PHONE
II
PROPERTY OWNER
253.666.4985
MAILING ADDRESS
31704 53rd Ave SW
E-MAIL
shiwy166@hotmail.com
CITY
STATE
ZIP
FEDERAL WAY
WA
98023
-
-..
NAME
-
-
PHONE f
TO BE DETERMINED
MAILING ADDRESS
E-MAIL
CONTRACTOR
CITY
STATE
ZIP
FAX
WA STATE CONTRACTOR'S LICENSE # EXPIRATION DATE
FEDERAL WAY BUSINESS LICENSE #
PRIMARY PHONE
NAME MAYFAIR, LLC.
APPLICANT
MAILING ADDRESS
31704 53rd Ave SW
E-M ATT'
shiwy166@hotmail.com
CITY
f STATE I
ZIP
FAX
FEDERAL WAY
I WA
98023
PROJECT CONTACT
NAME
BEYLER CONSULTING LLC (LAND �o ,V 5
Y PHONE
)1-4157
(The individual to receive and
to
MAILING ADDRESS
7602 BRIDGEPORT WAY W, STE 31
�BEYLERCONSULTING.COM
respond all correspondence
CITY
STA7
concerning this application)
LAKEWOOD
WP
6-3950
_
NAME
�'jiG
NER-FINANCED
PROJECT FINANCING
1•
Required value of $5,000 or more
MAILING ADDRESS, CITY, STATE, ZIP
PHONE
(RCW 19.27.095)
I certify under penalty of perjury that I am the property owner or autharized agent of the property owner. I certify that to the best
of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with
all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the
issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating
construction or environmental laws.
I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in
the investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city,
but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the
information supplied to the city as a part of this application.
-
SIGNATURE: -- ,e DATE
PRINT NAME: LL v% V
Bulletin #100 — January 1, 2013 Page 1 of 3
k:\Handouts\Pernut Application
CITY OF
t Federal Way
August 18, 2016
Mayfair, LLC
Leon & Sophia Xu
31704 53rd Ave SW
Federal Way, WA 98023
CITY HALL
33325 8th Avenue South
Federal Way, WA 98003-6325
(253) 835-7000
www. cityoffederalway.. com
Jim Ferrell, Mayor
Re: Clearing, Grading, Erosion Control, Storm Sewer, and Frontage
Improvement
File #15-105750-000-00-EN, Xu Short Plat, 1909 SW 356th St
AUTHORIZATION TO PROCEED
Dear Mr. and Mrs. Xu,
The project referenced above has been reviewed for consistency with the Federal Way
Revised Code (FWRC) and other standards, policies and regulations of the Department of
Public Works. All applicable fees must be paid and a performance bond submitted to
guarantee the performance of required civil -related work. The amount due for fees and
deposits is $7,867.00 (see the attached invoice for an itemized list). A Certificate of
Insurance from the contractor, naming the City of Federal Way as an additional insured
must be submitted as well. The plans for the improvements referenced above are hereby
conditionally approved. Construction of the improvements may commence when the
conditions of this letter have been fulfilled.
Prior to starting work, a pre -construction conference with Public Works must be held. To
schedule a pre -construction conference, call Kevin Peterson at (253) 835-2734. Please
call a minimum of three working days in advance of scheduling the pre -construction
meeting. The developer's on -site construction superintendent must attend this meeting in
order to receive the approved plans.
Additional items that may be required prior to starting construction or final project
approval are as follows:
1. All utility agencies have been notified at least two working days prior to any
excavation (Call Before You Dig: 1-800-424-5555).
2. All materials and construction shall conform to the current edition of the City of
Federal Way Public Works Development Standards, Washington State
Department of Transportation (WSDOT) Standard Specifications for Road,
Bridge and Municipal Construction, King County Road Standards, and the King
County Surface Water Design Manual.
3. The applicant must contact Lakehaven Utility District or Tacoma Public Utilities
for water and sewer requirements and/or permits.
4. All temporary traffic diversions shall be signed in compliance with the current
edition of the Manual on Uniform Traffic Control Devices. A traffic control plan
shall be submitted to the Public Works Department .for review and approval.
The plan shall be delivered at least seven days prior to the actual diversion.
5. Three sets of catalog cuts for the following street light system components,
conforming to the City of Federal Way Street Light Guidelines, shall be
submitted to the Public Works Department for review and authorization: 1.
Pole, 2. Service Panel, 3. Luminaire, 4. Photoelectric Control, 6. Lamp.
6. Installation of improvements shall not interfere with any work being performed
under a City of Federal Way contract. Rather, it shall be scheduled to prevent
any delay or extra cost to a City project.
7. Final Review: Following construction approval of the improvements, and prior
to receiving final approval, an "as -built" mylar original (free of stick -on notes
and shading), two sets of paper copies, and one CD with CAD file shall be
submitted by the applicant's engineer along with any necessary easement or
other legal documents. These documents shall be submitted to the Public
Works Department- and reviewed by the Law Department prior to final
approval.
8. The short plat documents cannot be recorded prior to the completion of the
engineering improvements authorized for this project and the acceptance of
the as -built submittal by the Public Works Department.
If you have any questions or concerns regarding this letter, please call Kevin Peterson,
Engineering Plans Reviewer at (253) 835-2734.
Sincerely,
Cole Ellio , P.E.
Development Services Manager
KP/CE: mt
cc: Beyler Consulting, Attn: Landon Beyler, 7602 Bridgeport Way W, #313, Lakewood, WA 98499
Leila Willoughby -Oakes, Associate Planner
Project File
Day File
1: \csdc\docs\save\22438622072.doc
��� ersary
February 9, 2016
Jim Ferrell, Mayor
Brandon Loucks Emailed: brandon(7beylerconsulting.cam
7602 Bridgeport Way West
Lakewood, WA 98499
RE: File No. 15-105750-00-EN; PLANNING REVIEW LETTER (11T & 2"D REVIEW)
Xu Short Plat, 1909 SW 3561h Street, Federal Way (Parcel No. 252103 9004)
Dear Mr. Loucks:
The Community Development Department, Planning Division, has reviewed the engineering and
landscaping plans submitted for the above -referenced project (15-105750-EN). Staff members reviewed
an engineering plan set received November 12, 2015, and revised plans resubm itted on January 7,' 2016.
The applicant submitted a landscaping plan separately on December 3, 2015. Planning met with the
applicant on December 8, 2015, and a comment memo on January 25, 2016.
PLANNING DIVISION (Leila W-Oakes, 253-835-2644, Leila. Willousthbv-Oakcs(a_:citv ol'fideralway.com)
l . Depict an additional tree unit (either planted or retained) of 1" to 6" diameter breast height or mature
canopy 450-1,250 sf, a total of 34 tree units (FWRC 19.120.130(3)).
2. Sheet C1.0 shows a 1-3 foot retaining wall. Retaining walls should comply with FWRC 19.120.120
requirements and include: Sheets show differing wall heights (1-3 i-t. and 1-5 ft.)
a. A composition of brick, rockery, textured or patterned concrete complementing buildings/site
development.
b. The retaining wall on Tract A and Lot 1 can locate in the required yard.
3. On the final recorded document list the true sizes of Lot 3 and 4. For SFR lots, lot areas do not
include access easements (FWRC 19.05.120).
4. Pursuant to FWRC 18. 60.070 `Subdivision improvements -Sewage disposal,' the applicant must
either provide a sanitary sewer (Lakehaven) or on -site septic sewage disposal systems for all lots
approved by the King County Public Health. Currently, a survey error/boundary line hiatus prevents
the creation of a utility easement for sewer hook-up from Lot 5 to Hampstead Green Division II for
Lots 4 and 5. If accessing a gravity sewer from Lot 5, the boundary line must be resolved before
recording. A letter is enclosed from LUD on the options related to sanitary sewer system connections.
5. Prior to recording, the applicant shall pay 13 percent of the most recent assessed land value of the
subject property as the fee -in -lieu of open space.
6. Prior to recording, all existing structures proposed for removal shall be removed preventing
nonconformances.
7. Before recording, plant a 10-foot landscape buffer of Type III landscaping on `Tract A' to the
satisfaction of the Planning Division.
33325 8th Avenue South, Federal Way, WA 98003-6325 (253) 835-7000 www.cityoffederalway.com
Mr. Loucks
February 8.2016
Page 2 of 2
8. Prior to record ing/dttring construction permitting, the applicant shall place a note on the short plat
drawing identifying the total tree units required for each lot as identified in the Xu Short Plat
`Findings of Fact,' at a rate of 25 tree traits per acre. Final Drawing.
9. Prior to recording, the applicant shall provide a note on the plat that the stormwater facility containing
the landscaping buffer strip (Tract A) shall be equally owned and maintained by the owners of the Xu
Short Plat. Final Drawing.
10. Prior to recording, the applicant shall provide a note on the plat that the private road and utility
easement shall be the responsibility, equally owned, and maintained by the owners of Lots 4 and 5 of
the Xu Short Plat. Final Drawing.
11. Prior to recording, the applicant shall place a note on the plat restricting vehicle access for Lot 3 off
of 20t1i Avenue SW only (cannot use the shared access and utility easement).
12. In the title report, after filing the short plat, Lot 5 shall disclose the plat boundary survey discrepancy
per RCW 58.17.255 if not resolved. Resubmit title excerpt.
13. Prior to recording, the applicant shall provide a note on the plat stating administrative approvals are
required by the Director of Community Development in order to remove or modify vegetation in the
landscape strip known as Tract `A.' Final Drawing.
14. Per conversations with the applicant, the Planning Division approves the removal of existing trees to
accommodate new Lakehaven servicing arrangements, as long as each lot maintains a minimum of 25
tree [.[nits/per acre. Please revise the Sheet TR 1.0 with changes and related tables.
CLOSING
When resubmitting requested information, please provide a written response to each of the above -
referenced items and three (3) copies of corrected full size plans with the enclosed resubmittal form.
PROJECT CANCELLATION
Pursuant to FWRC 19.15.050, if an applicant fails to provide additional information to the city within 180
days of being notified that such information is requested, the application shall be deemed void.
If you have any questions regarding this letter or your development project, please contact Leila
Willoughby -Oakes at 253-835-2644, or lei la.%villoughby-oakesacitvoffederalway.cam.
Sincerely
Leila Willot.lghby-Oakes
Associate Planner
enc; Resubmittal Form
Final Plat Submittal Requirements (Information Only)
Lakehaven Utility District Letter (Servicing Options)
Redlined Plans
c: Leon and Sophia Xu, Mayfair LLC, 31704 53rd Avenue SW, Federal Way, WA 98023
Kevin Petersen, Engineering Plans Reviewer
15-1057 i0-00-EN Doc. I. D. 72072
SUBDIVISION
Issued By:
*, CHICAGO TITLE INSURANCE COMPANY
Guarantee/Certificate Number:
0014432-06
Revision Second
Guarantee
CHICAGO TITLE INSURANCE COMPANY P..7-SUBMITTED
a corporation, herein called the Company
GUARANTEES
Beyler Consulting
MAR 0 7 2016
CITY OF FEDERAL WAY
CDS
herein called the Assured, against actual loss not exceeding the liability amount stated in Schedule A which the Assured
shall sustain by reason of any incorrectness in the assurances set forth in Schedule A.
LIABILITY EXCLUSIONS AND LIMITATIONS
1. No guarantee is given nor liability assumed with respect to the identity of any party named or referred to in Schedule A
or with respect to the validity, legal effect or priority of any matter shown therein.
2. The Company's liability hereunder shall be limited to the amount of actual loss sustained by the Assured because of
reliance upon the assurance herein set forth, but in no event shall the Company's liability exceed the liability amount
set forth in Schedule A.
Please note carefully the liability exclusions and limitations and the specific assurances afforded by this guarantee. If you
wish additional liability, or assurances other than as contained herein, please contact the Company for further information
as to the availability and cost.
Chicago Title Company of Washington
701 5th Avenue, Suite 2300
Seattle, WA 98104
.�r
Countersigned By:�
• r
•- SQAZ
Authorized Officer or Agent
Chicago Title Insurance Company
By:
Attest:
PWP4-'
President
Secretary
Subdivision Guarantee/Certificate Printed: 02.16.16 @ 04:16 PM
Page 1 WA-CT-FNSE-02150.622476-SPS-1-16-0014432-06
CHICAGO TITLE INSURANCE COMPANY
Liability
$1,000.00
GUARANTEE/CERTIFICATE NO. 0014432-06
REVISION Second Guarantee
ISSUING OFFICE:
Title Officer: Commercial / Unit 6
:hicago Title Company of Washington
701 5th Avenue, Suite 2300
Seattle, WA 98104
Main Phone: (206)628-5610
Email: CTISeaTitieUnit6@ctt.com
SCHEDULE A
Effective Date: February 11, 2016 at 08:00 AM
The assurances referred to on the face page are:
Premium
$350.00
Tax
$33.25
That, according to those public records which, under the recording laws, impart constructive notice of matter relative to
the following described property:
SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF
Title to said real property is vested in:
Mayfair LLC, a Washington Limited Liability Company
subject to the matters shown below under Exceptions, which Exceptions are not necessarily shown in the order of their
priority.
END OF SCHEDULE A
Subdivision Guarantee/Certificate Printed: 02.16.16 @ 04:16 PM
Page 2 WA-CT-FNSE-02150.622476-SPS-1-16-0014432-06
EXHIBIT "A"
Legal Description
That portion of Government Lot 2, Section 25, Township 21 North, Range 3 East, W.M., in King County, Washington,
described as follows:
Beginning at a point 200 feet South and 330 feet East of the Northwest corner of Government Lot 2;
Thence South 180 feet;
Thence East 330 feet to the west line of the plat of Hampstead Green Division 2, recorded in Volume 159 of Plats, pages
51 and 52;
Thence, along said west line, North 125 feet;
Thence West 165 feet to the west line of the east 825 feet of said Government Lot 2;;
Thence North 55 feet;
Thence West 165 feet to the Point of Beginning;
Except the West 30 feet thereof for road;
Together with that portion of Government Lot 2, Section 25, Township 21 North, Range 3 East, W.M., in King County,
Washington, described as follows:
Beginning at a point lying 30 feet South and 330 feet east of the Northwest corner of said Government Lot 2,
Thence South 170 feet;
Thence East 165 feet to the west line of the east 825 feet of said Government Lot 2;
Thence, along said west line, North 170 feet;
Thence West 165 feet to the Point of Beginning;
Except the West 30 feet of road; And
Except that portion thereof conveyed to the City of Federal Way for S.W. 356th Street by deed recorded under recording
no. 9112061614.
Subdwisian Guarantee/Certificate Printed: 02.16.16 @ 04:16 PM
Page 3 WA-CT-FNSE-02150.622476-SPS-1-16-0014432-06
CHICAGO TITLE INSURANCE COMPANY
2
3.
4.
5
SCHEDULE B
SPECIAL EXCEPTIONS
GUARAN-i EEXERTIFICATE NO. 0014432-06
REVISION Second Guarantee
Easement(s) for the purpose(s) shown below and rights incidental thereto, as granted in a document:
Granted to:
City of Tacoma
Purpose:
Poles and wires
Recording Date:
May 1, 1936
Recording No.:
2895737
Affects:
Portion of said premises and other property
Easement(s) for the purpose(s) shown below and rights incidental thereto as condemned in,
Court: King County Superior Court
Case No.: 89-2-25115-9
In favor of: City of Federal Way
Purpose: Slopes and fills and right to enter
Affects: A Northerly portion of said premises abutting Southwest 356th Street
Easement(s) for the purpose(s) shown below and rights incidental thereto, as granted in a document:
Purpose: Landscape and greenbelt
Recording Date: November 1, 1994
Recording No.: 9411010672
Affects: The South 10 feet of the West 175 feet of said premises
Agreement
Between: Earl and Mary Chambers, husband and wife
And: Allan and Vicki Veldman, husband and wife
Recording Date: October 20, 1994
Recording No.: 9410200666
Regarding; Common boundary
Right to make necessary slopes for cuts or fills upon property herein described as granted or reserved in deed
In favor of: King County
Recording Date: May 10, 1943
Recording No.: 3308563
General and special taxes and charges, payable February 15, delinquent if first half unpaid on May 1, second half
delinquent if unpaid on November 1 of the tax year (amounts do not include interest and penalties):
Year: 2016
Tax Account No.: 252103-9004-00
Levy Code: 1205
Assessed Value -Land: $129,000.00
Assessed Value -Improvements: $88,000.00
General and Special Taxes: Billed: $3,257.93
Paid: $0.00
Unpaid: $3,257.93
Subdivision Guarantee/Certificate Printed: 02.16.16 @ 04:17 PM
Page 4 WA-CT-FNSE-02150.622476-SPS-1-16-0014432-06
CHICAGO TITLE INSURANCE COMPANY
�l
GUARAN`1 itE/CERTIFICATE NO. 0014432-06
REVISION Second Guarantee
SCHEDULE B
(continued)
7. Please be advised that our search did not disclose any open mortgages/deeds of trust of record. If you should
have knowledge of any outstanding obligation, please contact the Title Department immediately for further review
prior to closing.
8. Terms and conditions of the limited liability company agreement for Mayfair LLC.
9. Your application for title insurance was placed by reference to only a street address or tax identification
number. Based on our records, we believe that the legal description in this report covers the parcel(s) of
Land that you requested. If the legal description is incorrect, the seller/borrower must notify the Company
and/or the settlement company in order to prevent errors and to be certain that the correct parcel(s) of
Land will appear on any documents to be recorded in connection with this transaction and on the policy
of title insurance.
Note: FOR INFORMATIONAL PURPOSES ONLY:
The following may be used as an abbreviated legal description on the documents to be recorded, per Amended
RCW 65.04.045. Said abbreviated legal description is not a substitute for a complete legal description within the
body of the document:
Portion of Government Lot 2 of Section 25-21-3.
Tax Account No.: 252103-9004-00
Note: Any map furnished with this Commitment is for convenience in locating the land indicated herein with
reference to streets and other land. No liability is assumed by reason of reliance thereon.
END OF SCHEDULE B
Subdivision Guarantee/Certificate Printed: 02.16.16 @ 04:17 PM
Page 5 WA-CT-FNSE-02150.622476-SPS-1-16-0014432-06
RESUBMITTED
JAN 21 2015
CHICAGO Tffff CDSRAL WAY
COMPANY OF WASHINGTON
*C'
SUPPLEMENT NO. 1
Sophia Title Officer: Commercial / Unit 6
Mayfair LLC, a Washington Limited Liability Company Property: APN/Parcel ID: 252103-9004-00
Borrower(s): Mayfair LLC, a Washington Limited
Liability Company
Seller(s):
Order No.: 0014432-06
The above numbered report with an Effective Date of December 29, 2014 including any supplements or
amendments thereto, is hereby modified and/or supplemented in order to reflect the following:
The effective date is amended as follows:
The Effective Date of May 16, 2014 is hereby amended to be: December 29, 2014 at 08:OOAM
The following items/notes have been changed on your report:
ITEMS:
6. General and special taxes and charges, payable February 15, delinquent if first half unpaid on May 1, second
half delinquent if unpaid on November 1 of the tax year (amounts do not include interest and penalties):
Year: 2014
Tax Account No.: 252103-9004-00
Levy Code: 1205
Assessed Value -Land: $101,000.00
Assessed Value -Improvements: $84,000.00
General and Special Taxes: Billed: $3,000.76
Paid: $3,000.76
Unpaid: $0.00
For title inquiries, please contact the issuing office:
Chicago Title Company of Washington
701 5th Avenue, Suite 2300
Seattle, WA 98104
Supplemental Date: January 7, 2015
Countersigned By:
Authorized Officer or Agent
Phone: (206)628-5610
Fax: (206)628-9717
Email: CTISEATitleUnit6@ctt.com
Supplemental Printed: 01.07.15 @ 09:03AM by MH
SSCORPD5190.doc / Updated: 10.30.14 Page 1—0014432-06
SUBDIVISION
Guarantee/Certificate Number:
Issued By:
CHICAGO TITLE INSURANCE COMPANY 0014432-06
CHICAGO TITLE INSURANCE COMPANY
a corporation, herein called the Company
GUARANTEES
Beyler Consulting
herein called the Assured, against actual loss not exceeding the liability amount stated in Schedule A which the Assured
shall sustain by reason of any incorrectness in the assurances set forth in Schedule A.
LIABILITY EXCLUSIONS AND LIMITATIONS
1. No guarantee is given nor liability assumed with respect to the identity of any party named or referred to in Schedule A
or with respect to the validity, legal effect or priority of any matter shown therein.
2. The Company's liability hereunder shall be limited to the amount of actual loss sustained by the Assured because of
reliance upon the assurance herein set forth, but in no event shall the Company's liability exceed the liability amount
set forth in Schedule A.
Please note carefully the liability exclusions and limitations and the specific assurances afforded by this guarantee. If you
wish additional liability, or assurances other than as contained herein, please contact the Company for further information
as to the availability and cost.
Chicago Title Company of Washington
701 5th Avenue, Suite 2300
Seattle, WA 98104
Countersigned By:'ero
Authorized Officer or Agent
Chicago Title Insurance Company
By:
Attest:
President
Z--�
Secretary
Subdivision GuarantWCeMflcale Ptinted: 05.28.14 @ 10:14AM
Page 1 WA-CT-FNSE-02150.622476-SPS-1-14-0014432-06
CHICAGO TITLE INSURANCE COMPANY GUARANTEE/CERTIFICATE NO.0014432-06
ISSUING OFFICE
Title Officer: Commercial / Unit 6
Chicago Title Company of Washington
701 5th Avenue, Suite 2300
Seattle, WA 98104
Main Phone: (206)628-5610
Email- CTISeaTitleUnit6 ctt.cam
SCHEDULE A
Liability Premium Tax
$1,000.00 $350.00 $33.25
Effective Date: May 16, 2014 at 08:OOAM
The assurances referred to on the face page are:
That, according to those public records which, under the recording laws, impart constructive notice of matter relative to
the following described property:
SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF
Title to said real property is vested in:
Mayfair LLC, a Washington Limited Liability Company
subject to the matters shown below under Exceptions, which Exceptions are not necessarily shown in the order of their
priority.
END OF SCHEDULE A
Subdivision Guarantee/Certificate Printed: 05.28.14 @ 10:14AM
Page 2 WA-CT-FNSE-02150.622476-SPS-1-14-0014432-06
EXHIBIT "A"
Legal Description
Beginning 200 feet South, 330 feet East of the Northwest corner of Government Lot No. 2,
Thence South 180 feet;
Thence East 330 feet;
Thence North 125 feet;
Thence West 165 feet;
Thence North 55 feet;
Thence West 165 feet to Point of Beginning,
Except the West 30 feet for road all located within the Northwest Quarter of the Southeast Quarter of the Northeast
Quarter of Section 25, Township 21 North, Range 3 East, Willamette Meridian, in King County, Washington, and
Beginning 30 feet South, 330 feet East of the Northwest corner of Government Lot No. 2,
Thence South 170 feet;
Thence East 165 feet;
Thence North 170 feet;
Thence West 165 feet to Point of Beginning,
Except the West 30 feet of road, all located within the Northwest Quarter of the Southeast Quarter of the Northeast
Quarter of Section 25, Township 21 North, Range 3 East, Willamette Meridian, in King County, Washington; and
Except that portion thereof conveyed to the City of Federal Way by deed recording no. 9112061614.
Guarantee/Cerlirrcale Printed: 05.28.14 @ 10:14AM
Page 3 WA-CT-FNSE-02150.622476-SPS-1-14-0014432-06
CHICAGO TITLE INSURANCE COMPANY GUARANTEE/CERTIFICATE NO.0014432-06
SCHEDULE B
SPECIAL EXCEPTIONS
Easement(s) for the purpose(s) shown below and rights incidental thereto, as granted in a document:
Granted to:
City of Tacoma
Purpose:
Poles and wires
Recording Date:
May 1, 1936
Recording No.:
2895737
Affects:
Portion of said premises and other property
2. Easement(s) for the purpose(s) shown below and rights incidental thereto as condemned in,
Court: King County Superior Court
Case No.: 89-2-25115-9
In favor of: City of Federal Way
Purpose: Slopes and fills and right to enter
Affects: A Northerly portion of said premises abutting Southwest 356th Street
3. Easement(s) for the purpose(s) shown below and rights incidental thereto, as granted in a document:
Purpose: Landscape and greenbelt
Recording Date: November 1, 1994
Recording No.: 9411010672
Affects: The South 10 feet of the West 175 feet of said premises
4. Agreement
Between: Earl and Mary Chambers, husband and wife
And: Allan and Vicki Veldman, husband and wife
Recording Date: October 20, 1994
Recording No.: 9410200666
Regarding; Common boundary
5. Right to make necessary slopes for cuts or fills upon property herein described as granted or reserved in deed
In favor of: King County
Recording Date: May 10, 1943
Recording No.: 3308563
6. General and special taxes and charges, payable February 15, delinquent if first half unpaid on May 1, second half
delinquent if unpaid on November 1 of the tax year (amounts do not include interest and penalties):
Year: 2014
Tax Account No.: 252103-9004-00
Levy Code: 1205
Assessed Value -Land: $101,000.00
Assessed Value -Improvements: $84,000.00
General and Special Taxes: Billed: $3,000.76
Paid: $1,500.38
Unpaid: $1,500.38
Printed: 05.28.14 @ 10:14AM
Subdivision Guarantee/Certificate
Page 4 WA-CT-FNSS-02150.62247�SPS•1-14-0014432-06
CHICAGO TITLE INSURANCE COMPANY GUARANTEE/CERTIFICATE NO.0014432-06
SCHEDULE B
(continued)
7. Please be advised that our search did not disclose any open mortgages/deeds of trust of record. If you should
have knowledge of any outstanding obligation, please contact the Title Department immediately for further review
prior to closing.
8. Any unrecorded leaseholds, right of vendors and holders of security interests on personal property installed upon
the Land and rights of tenants to remove trade fixtures at the expiration of the terms.
Terms and conditions of the limited liability company agreement for Mayfair LLC.
10. Your application for title insurance was placed by reference to only a street address or tax identification
number. Based on our records, we believe that the legal description in this report covers the parcel(s) of
Land that you requested. If the legal description is incorrect; the selleriborrower must notify the Company
and/or the settlement company in order to prevent errors and to be certain that the correct parcels) of
Land will appear on any documents to be recorded in connection with this transaction and on the policy
of title insurance.
Note: FOR INFORMATIONAL PURPOSES ONLY:
The following may be used as an abbreviated legal description on the documents to be recorded, per Amended
RCW 65,04.045. Said abbreviated legal description is not a substitute for a complete legal description within the
body of the document:
Portion of the Southeast quarter of the Northeast quarter of Section 25-21-3.
Tax Account No.: 252103-9004-00
Note: Any map furnished with this Commitment is for convenience in locating the land indicated herein with
reference to streets and other land. No liability is assumed by reason of reliance thereon.
END OF SCHEDULE B
Subdivision Guarantee/Certificate Printed: 05.28.14 @ 10:14AM
Page 5 WA-CT-FNSE-02150.622476-SPS-1 -14-0014432-05
Assessor -Map
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This map has been copied from the public records and is provided
d
solely for the purpose of assisting In locating the premises. No
liabilities are assumed for Inaccuracies contained herein or for
lor
A
variations, If any, In dimensions, area or location of the premises
the location of Improvements ascertained by actual survey.
http://geo.sentrydynamics.netANA_King/assrmaplarge.aspx?parcelid=2521039004 5/23/2014
J
to
20140418001459.001
When recorded return to:
IntrGroup
S >�W
815 S We11er Street, Suite 101 A
20140418001 3
Seattle, WA 98104
INTWIO UW a oen 73.ea
GAGE-esi OF 0e2
o
Kirk cotlrtxr, 1aF1
E2663238
04/18/2914 15: 22
TAX
SALE =1141 ie.M PAGE-Nt OF NI
QUIT CLAIM DEED
Grantor. JIE ZiLAO, a married man as his gala and repuFu property
Grantec: ~*FMR-t ve, a Wasbittirm Limited f iabiiity ComWy *MA`IFAtiLr1. V -
AssesWs Tax Parcel NumWa(s): 2521039M
AbbreviwA Ugal: BEG 30 FT S & 330 FT E OF N W COR GL 2 TH S 350 Fr TH E 330 Fr TH N 125 FP TH
W 165 PT TH N 225 FT TH W 165 Fr TO BEG LESS STS
11JE aILANTOR(S) J1E Z AO, a married man as his sale and scparsec property, for no considemdon, tortvays
and quh claims W hjARiFAJR bE0A.a Washington Limited Liability Company the follow! ngdescribed real estate,
simtw in the County of King, State of Washington: T]r C—
SEE ATTACHED
Datod: Z-f 19 I Z O 1 y
AE. ZHAO
YAM ` W
It IN �-
I certify that I know or have salisrapary evldcnce that J14 ZHAO is the PmOn who appeorrd before me, and
said paean acknowledged that ha sigrtcd this instrurnotandacknowlcslgad it la bo his f- and voluntary act for
the mea rand porrposes mentInedd!In this histmM nt.
Dorod: ,/ ! :? /,?& t I
Notary Pebk
Soft of Nhsklivoo
J C ERCAMBRACK
My APPoiMment Expl s Mar Z1. 2010
LPB 12-050)rev 12/2006
Pegg 1 or2
Order: Non -Order Search Doc: KC:2014 20140418001459 Page 1 of 2 Created By: bloedel Printed: 5/23/2014 10:23:46 AM PST
11
20140418001459.002
EXHIBIT A
COMMENCING 200 FEET SOUTH, 330 FEET EAST OF THE NORTHWEST CORNER
OF GOVERNMENT LOT NO 2,
THENCE SOUTH ISO FEET;
THENCE EAST 330 FEET;
THENCE NORTH 125 FEET;
THENCE WEST 165 FEET;
THENCE NORTH 55 FEET;
THENCE WEST 165 FEET TO POINT OF BEGINNING,
EXCEPT THE WEST 30 FEET FOR ROAD ALL LOCATED WITHIN THE NORTH WEST
QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF
SECTION 25, TOWNSHIP 21 NORTH. RANGE 3 EAST. W.M., IN KING COUNTY,
WASHIGNTON, AND
COMMENCING 30 FEET SOUTH, 330 FEET EAST OF THE NORTHWEST CORNER OF
GOVERNMENT LOT NO 2,
THENCE SOUTH 170 FEET;
THENCE EAST 165 FEET;
THENCE NORTH 170 FEET;
THENCE WEST 165 FEET TO POINT OF BEGINNING.
EXCEPT THE WEST 30 FEET OF ROAD, ALL LOCATED WITHIN THE NORTHWEST
QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF
SECTION 25, TOWNSHIP 21 NORTI€, RANGE 3 EAST, W.M., IN KING COUNTY
WASGHWGTON;
PORTION OF GOVERNMENT, LOT 2, SECTION 25, TOWNSHIP 21 NROTH, RANGE 3
EAST
LPB 12.05(1)tev I2=N
Page 2 of 2
Order: Non -Order Search Doc: KC:2014 20140418001459 Page 2 of 2 Created By: bloedel Printed: 5/23/201410:23:46 AM PST
ChicagoTitle
Insurance Company
FILED FOR RECORD AT AEOUEET OF
IGINAL
............... ,........................
0
THIS SPACE MOYIOEo too IECOWII'S ust r
a
0
O
O
a
0
R
8
5
WHEN RECORDED RETURN TO
Nwn... �a,rrell, MiCsun.�9�..,,_............ .
REE6 MCCT,URE
Aaa,a..�01 .Fifth Ave.,, Suite „3600
ctn.stx.,:ro Seatt.ie,.. WA 98104„
Quit Claim Deed
THE GRANTOR Earl L. Chambers and Mary J. Chambers, husband and
wife, and the marital community composed thereof,
for and in consideration of ten dollars (610.00) the receipt of which is hereby
acknowledged,
conveyR and quit claims to the city of Federal Way, a municipal corporation
the following described real estate, situated in the County of King
together with all after acquired title of the grantor(s) therein:
State of Washington,
That real estate described in Exhibit A which is attached
hereto and incorporated by reference herein.
f]'rlcd November 1, lg 91
earl L. Chamberbida.rl,
ary Il�ei„fu.,l• .
lit
11'lrHJcnl I
W
H�
-
tie:rrb,rTl
M~
g���
6
STATE (IF L\',%S11l\GTfI?7
FTATF. OF \1'ASIIItiCTOt•1
w
g
t ot'\TY OF King
COUNTY OF }
�
�$f
iin Ihi+dav lwr•+,nally anprared lrfnry me
On thin day of 10
hrfnre me. the unA,•nixmd, a NraUofry Public in and for the Stare et N'acli•
?
Earl L. Chambers and Mary Jo Chambersingenn,
duly cvmmilrionsdand sworn, prr+unlllly appratrd
Ir, m,• Liu wn Iu b,• the Inahlidual described in and
1a
w h„ rt,yuted the wirhm anti fnrrFuing instrument,
and
'
anel achnnwfedo-d that they signed the Heine
In me mown In he the President and Serretarv.
ac their fn•e and +,duntan- art and Bred.
mrntinnetl
respeNireiv.ot _
the r+-alu ary
S
fi-r III'- u+r+ and Inlrpu+r+ Ihnein
tihie said in+I umrntto be diefrerandlrd
to a0 sndtd"4 of said rorm,r
r
aimm fnr ihr uses and partiaus thrrem mrnttarir4. and an nath i,lalid that
a
authnnxrd tanecutrthe *.Rid InsltunWnl and that the seal
rn'I•:ti uodri riy handasd vlErial seal thin
affixed i+ the rnrporaleseal ofsaid roninretion.
%%'itmws my hand and al&ial real hereto affixed the day and Year first
,�
1d
/
calf. j/ .............
ahnve wniten
... ..., ... ...
11"Mir in a��.,jR! the ' le of %wash•
Nolary Public in and for the State of Washio+lan.
Il inFe..ri e,.,, ne at T` -
resi,lingat .... ... .. ... ..
rI"
J
Do
40
_«
LU. J & ASSOCIATES BURN HORS
2220 90UTH agTN wear
FEDERAL WAY, WA. @8003
42001439.7744 I
REVISED SW 356TH ST. R/W DESCRIPTIONS
EARL CHAMBERS - PARCEL 13
DESCRIBED TOWNSHIP 21 NORTH,
LCOUNTYSECTION
RTHAT ANGEP3RTION EAST,OW.Mp1, KINGERNMENT
WASHINGTON,
FOLLOWS:
:.'
8£GIHHING AT A $DINT ON THE CENTEFI.FNB OF SOUTHWEST 356TH STREET
a
AS SURVEYED BY RING COUNTY AND THE WEST LINE OF THE EAST 660
FEET OF SAID SECTION 25; THENCE 50UN ALONG SAID WEST LINE 24.34
OF COUNTY ROAD 90. PER SURVEY
FEET TO THE SOUTHERN RIGHT -Or -HAY
OF SAID izzovpNHENT RXT 2+ BY L.A. NICI(OLSON & SONS AND THE TRUE
�-
z
POINT OF BEGINNING; 'THENCE CONTINUIHQ SOUTH 17.66 FEET ALONG
SAID WEST LINE TO A LINE 42 FEET SOUTH AND PARALLEL WITH SAID
CENTERLINP• OF SOUTHWEST 356TH STR99TI THENCE WEST 164.95 FEET
a
ALONG SAID FARALLEL LINE TO THE WEST LINE OF THE EAST 825 FEET
LINE OF THE
OF SAID S>rC'j10N 25; THENCE HORTd ALONG SAID WEST
SOUTHERN RIGHT-OF-WAY OF COUNTY
a
EAST 825 FEET 19.18 FEET TO THE
ROAD 907 PER SURVEY OF SAID GOVERNMENT LOT 2, BY L.A. NICKpLSOH
J o
i SONS; TIIEHCE EAST 165 FEET ALONG SAID SOUTHERN RIGHT-OF-WAY TO
THE TRUE POINT OF BEGINNING.
" =
CONTAININQ 3036 SQ. FT.
W 1-
IL
r;
.d.
EARL CHAMBERS - PARCEL 6
CL
THAT PORTION OF GOVERNMENT LOT 2, SECTION 25, TOWNSHIP 21 NORTH,
AS
=�
RANGE 3 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED
Ito
: FOLLOWS
k'o
N
BEGINNING AT A POINT ON THE CENTERLINE OF SOUTHWEST 356TH STREET
o
Cr
AS SURVEYED BY KING COUNTY AND THE WEST LINE OF THE EAST $25
SOUTFj ALONG SAID WEST LINE 22.82
W
0 c
FEET OF SAID SECTION 25; THENCE
FEET TO THE SOUTHER14 RIGHT -OF -HAY OF COUNTY ROAD 9ff7 PER SURVEY
Lam'
OF SAID GOVERNMENT LOT 2, BY L.A. NICKOLSON F SONS AND THE TRUE
i- -.
POINT OF BEGINNING: THENCE COHT'lniiiHfi 5OU'i8 19.I6 FEET ALvt+
<<�..
^-'
SAID WEST LINE TO A LINE 42 FEET SOVM ANDPARALLELSAID
EST
CENTERLINF, OF SOUTHWEST 356TH STREETtTHENCE L3WITH
TO THE WEST I,INE OF THE EAST 960 FEEL'
ALONG SAID pARAI.LEL LINE
OF SAID SECTION 25; THENCE NORTH ALONG SAID WEST LINE OF THE
EAST 460 PXijiT 20.+32 FEET TO THE SOUTHM RIGHT-OF-WAY OF COUNTY
NICKOiSON
ROAD 907 PEp SURVEY OF SAID GOVERNaENT JOT 2, BY L.A.
i SONST THENCE FAST 135 FEET ALONG SAID SOUTHERN RIGHT -OF -HAY TO
THE TRUE POINT OF BEGINNING.
CONTAINING 2670 SR. FT -
AUGUST 7, 1991
EXHIBIT -�L_._
D
kd►f Apr 60 1446 As-r'no - at u, 4%ab 11UP% H
' Elmer L itnbbinti ,.:.:: for ;m ran .at Ri PA*t4a I
f1d Vy. . sp rou:;a box 41 oiry
736.
t09573'1 .
Uge hoot WAY 1 1938 � j -
�tey 6&f ter dais
13 1935
The underalmaj, Ownors of the _
to City ot'Rtia"Ma :.;• ,
tp grant to sp the right and prirl .�u s�� poled,: or�'.'�na, etxin�. �iv�sa►� ••°:;>:f.
over and auroras the Old in kdwi°' :,` - :,: ' • �• :,'.
s t% of jAuid coo at a pt 30 ft •sa. and 3d4 ft - eavt of i�he ixv . am af'.'_r
lot 2 sea 23 t W 21 a r 3 eaa t it a r►� th- .ao 360f t . on & -LIM4 : 'll
with the West IL ofsd lot S. th. dteat. 6bout. 300 ft to a p't wgh +a.
840 ft vast of the east 1i o�'•jd iot'12, �•1and ad lias tv bapll with
north line ofsd lot; th no350 f�•.�a` a. A-ine p L:.•oiti} :the as
or ed lay 8 to the ao 1 iue of t' Libo 00 r lad;
co roes 11n3 t tb�a . q3. 4r bra; o1ed' etnd vrizoo to be as ,t 1 Opt
150' t't so of John,1ibo Co rued; sd.:iv�pd ° t reabl aax'e',
to3eth with the. ppli'1.a1ao; +t4dus;�p►. _•. ; ••
fr t .to tm to otga, rsialr.=tfAs,'ed pules tnd •irld
alto tdlep and wires are to 'wi�pto in,su�h aitio�x :ed wil
not interfere With stay ezi�stirig bldg -or: �t:svr' bldge 'ate Pl.s,gried�. .
that can not to definitely loaajdd- on -the' Bove• des lend
.. .,.
Xierce oo uu :a gay 13 1955 by 14114red a
Barg a p for va r-ab at Taeoma IS
(FOR)
9
ORIGINAL
}�r r �' •:. c.# 311 between Xer l and 11ary
' Agr,ewa,�t made an
1901 a'W,
��•=„•�chaMiDiire`hu�ancl uru! Mile, j hwrsinatter The CheebrYe l of Adoi and
apt sxI"il�t,' �►ederai Mey, xi�nq County, Washington and Ph
ouahard■
°•:,,:y,..,,., 4rttr�l�'n F'ia�i�t►erd�r.;,husbNnd and +ri�+w. [ heretnatter Thr Pl Btata v�
of :b�Da ::Oh.►r►enu; 8.M ..,,axa1 way r county of Kin4.
Tk1 Gh4 ratrex r'#s�r►1 ,or** convoy, dealars, and isPasa for
the bet it it; of:,..P'lO4ft!�rd.. ,:'"ama { At::- for landaoaPe am greenbelt
purposes th.roughj ;ti "', r ,;"°�,�onq�.,. �rvsa and under the following
described rda:l D'tY= to' grit x =`
THE WFE3T 17S Funor VH
6 * 0ST OF' T" 1�1.1• NI11G Df'RIaXD
PROPEM = LOT r
THE som 3l�p F11XT �F TNT,`1 t OF.- �y{ Y
BSCTIQII aSr T �1rr ;l'-. �RI *AN
'Y's ZH �Z� �R
WAMINGTON 1 `
EXCEPT TIDE WART 660 PUT OF `gQQV1C0 k*mT
W EXCEPT THE :MSbT 360 PUT Of GOVRORM...1AW 2 t '
C7 LrXCEPT '1'l1iT VMTIGH DElD=D TD TKt,-CITY bt PE4 1' w..wilx. l 1T MI>iST
356TH Set.: D11f1jo QJjIV CLAIM DEED 911 a.5X 1+1 ••�,,.. ,:_ a` r
� :. tar the Y ree - 1m*fAVOf the.."loiior+inq
� T1'tii �iaso�nt is # t • P a � ',�� � Witt
V4 l oared in cgs by : pi ari s:ti
1k4 feet a! the following: eilgfrin Rq ■:'Paint 330
Thai n47cth;�' goverrownt
f e� 64,1t find -3N1 list south o! the narthWsst avir°vt.:'
l ti 2 i � Heoti + Z5, j a+4nsh�ip 21 north, range 3 NRt :. +M M. ■ in King
Cauh�y, Wao,�i[i9t.0h t; tiffs said line south to be parallel With the
West, ln�;�vt isid ge�ra'n�at. lot 2: thence south alb �toet cn ■ line
Pavel le] With the .; errt: iina v= said governmant lot 28 thar'ae "at
to a point 7 's lait brit qt ., the mast 1 tno of acid gaysrnmmt lot 3,
on ■ l ids parallel , -4t4, 6o�rth', line vt said gavarnrrsnt lot 2 t
a J"t, .=`on d:..;ij j'ha;: parallel With the gait Lino of
.. tkr.rnee north �.-��• l.nninq r ex+Qept tAo wae�.
raid lot 21 thence wirtst. to the. Point: clt bell
30 toot thsrrar oonkayd'': i ,ty:, !or xoird by dead, undor
auditor's file no. 3�6sb�r
The portion hereto sgkss ' --thsv' U;l r Psrtx- way aausa this
agreement or ■ 10e100r4nduv of::. thif agrwto"�at 110i for record
in the of t iceo at um M n4 County .:Repo�arl•
t hilt be oanittj . pOt'+ the parties
lilts agtCsemall s
hereof and *hall not run with the 1 arid..
At
}' 9222 Lake pity M4Y.'*.j'..
41 y i Seattle,$l, 5- Z{$l�
CHAMSB�tS/P;ADCHIlAD .'
A jaY,.rl�
it � ■ � :'�t.
40
7A
Our COMA Nary Cha%bers
44: l?
S /V
k
4
664
Cathelyn Plow""
Adolph ow &r4
e
STATR or "Sit
.All
COWM or KING stir a'l—�dhof
Y.jh Zeared
before.ng kn*6n %B LeATidual d.-
ft Ow who 4 d the VS hth w r
describe 4 it a &w,h or roe And
1 went,
vQlta►that WIN" gig
t&�j lot ;d4"d for parr Printed No
amAmy Puar C In Orul fb `ram
of WAshingtont r sid ng
appointment expires
COUNTY of RING
V4
.'A991 peroonall-Y xpp"re4
On this
T4 In, thq individual
v4 before we to Y."
who and foregoing instrumORt*
wi demoribed in and a Jiama'-'** ' A
�Jqfied th his/her free Ar
and acknowl"gad that he/*" a A
tO 3�wmtw, d
voluntary &ct. vA 49", for the OrPOO -OrO
•
Printed Haas:
ww"Y PUBLIC in 4nd Oor
of Washingtono
my appointment expire
CHAxbMS/PLQUCVWW ?
AA3RSEMT
2
40
Subt, OF."WMHiNGTON
OF =Mfg"
n
before Ana.: ,
and acknowl"ged
voluntary &A,:,and.
Aor �the
1994, personally appeared
wn to be the individual
and foregoing instru"nto,
sane as his/her free and
therein mentioned.
Pr ik" I
' r the State state
i'shthgiom-, r4aWing at:
Notary
4:
seal
so.
COUNTY." Or;( nx(;
:5 X
on -this:, '"T"Pt 1994, per6o0 *red
kf.9, re
to W—knivwn to be .itdividual
* ,
ddk36Vib*d in j.04 tod the within arA fo a free and
voluntity—Act d9od Nr e
and i6knowledgOd :6tat bieeshe signed the 6&� a h s r
•....... tj4p purposes therein Immtickmde
JI.
10411
Vvin
W4 for the state of
com
Notary
seal JI
CMAKURS/pLOUCE"m
40
to
■
M
• c ORIGINAL
Agreement made on �� 3 between Ear] And Mary
Chambers, husband and wife, [hereinafter The Chambers] of 1901 S.W.
356th Street, Federal Way, King County, Washington and Allan and d
Vickie Veldman, husband and wife, [hereinafter The Veldmans] of g
35704 20th Avenue S.W., Federal Wily, County of King, State of M
Washington.
O
RECITALS `
A. The Chambers are the owners in fee of that certain lot of land
in King County, Washington described as follows:
3
THE SOUTH 350 FEET OF THE NORTH 380 FEET OF GOVERNMENT LOT 2,
SECTION 25, TOWNSHIP 21 NORTH, RANGE 3 EAST W.M. IN KING COUNTY,
WASHINGTON:
EXCEPT THE EAST 660 FEET OF GOVERNMENT LOT 2;
EXCEPT THE WEST 360 FEET OF GOVERNMENT LOT 2,-
EXCEPT THAT PORTION DEEDED TO THE CITY OF FEDERAL WAY FOR SOUTHWEST i
356TH ST. UNDER QUIT CLAIM DEED 9112061614. $ ;
H. The Veldmens are the owners in fee of that certain lot of land
in King County, Washington that adjoins the abova-described
(Q
property of The chambers to the north, and which is described as
W
follows:
0
THE SOUTH 176 FEET OF THE NORTH 556 FEET OF THE EAST 125 FEET OF
21 NORTH,
,�
a
CQ
THAT PORTION OF GOVERNMENT LOT 2, SECTION 25, TowNSMIP
RANGE 3 EAST, WILLAMETTE MERIDIAN, IH KING COUNTY, WASHINGTON,
e
C
LYING WEST OF THE EAST 660.00 FEET;
t
TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS, AND UTILITIES OVER
OF
AND ACROSS THE SOUTH 20.0o FEET OF THE NORTH 400.00 FEET
21 NORTH, RANGE 3 FAST,
GOVERNMENT LOT 2, SECTION 25, TOWNSHIP
WILLASETTE MERIDIAN, IN KING COUNTY, WASHINGTON;
EXCEPT THE EAST 785 FRET; AND
EXCEPT THE WEST 360 FEET.
C. The parties agree that the common boundary between their
in the survey completed by Dennis
.�.
properties is properly described
Lund and recorded on August 24, 1992 under King County Recording
number 9208249004.
D. The parties hereto agree that either party may cause this
this agreement to be filed for record
agreement or a memorandun of
in the offices of the King county Recorder.
F. This agreement shall not be construed as personal to the
parties hereof but shall run with the land.
RECORDED RT TH6 1tEQUEST Q:
CHMERS/VELD ri11N
AGREEMENT MICHM L. OLVER
P.S.
1 MERRICX 6 DIVER,
.
9222 Lake City Way N.S.
Seattle, WA 981I5-3268
1
to
CD
tD
C
C12
4
C
■
M
�rl rs Nary Ch &Ws
Allan Veldman Vickie Veldman
STATE OF WASHINGTON )
) as
COUNTY OF KING )
71
1999{ personally appeared
before nmeh a4andilo�',
sexe=cQ�ed
to me known to be the individual
described ine within and foregoing instrument,
and acknowledged that he/she signed the same as his/her free and
voluntary act and dead, for the purposes therein mentioned.
Printe ame:
NOTARY PUBLIC in and or th Etate
of Washington, residing at ^
My appointment expires
STATE OF WASHINGTON )
) so
COUNTY OF KING )
On thiAd dof = leer , 199�personally appeared
before me !�« 1d�na , to me known to be the individual
described in and who executed the within and foregoing instrument,
and acknowledged that he/she signed the sane as his/her free and
voluntary act and deed, for the purposes therein mentioned.
Printed ame:
NOTARY PUBLIC in and for th state
of Washington, residing at +
my appointment expires
CHAMEES/VELDNAN
AGREEMENT a
0
q#
C;
•
M
STATE OF WASHINGTON )
) ss
RUNTY OF KING )
On this `� ay of , 199 personally appeared
before me to me known to be the individual
described in and a executed the within and foregoing instrumentr
and acknowledged that **/she signed the same as !M/her free and
voluntary act and deed, for t urpvses ther n aentianed.
er n ed Name
NOTARY PUBLIC in and for t stata
of Washington, residing at
My appointment expires
STATE OF WASHINGTON )
) so
COUNTY OF KING )
On this day of 1 9� personally appeared
before me rto be the individual
described in hnd who executed the within and foregoing instreeeand
and acknowledged thnt, /she signed the same . �s/h
er voluntary act and deed, for the pu Os%einrnCen tioned.
Printe HNOTARY PUBLIC ifothe sta e
of Washington, residing at
My appointment expires
CHhMERS/VELDHAN
AGREEMENT
3
w r
v � 10-43
Jul 15R42 wtvin veil coa ml ban
'I Bdstrida O,Pateraon r.
to 00anty of errata of ,:aoaingbon
p ay rsl and qa to ap for aas tf tbo pub foZkower area pub road wnd
hXx all i at in tn* fdre
The x 3o ft of the t 360 ft of the is 3$0 rt of thor S' 380 ft X 001
Lot 2 8so 25 T. 21 ar *in eont� 0.23 ao nrl 't, ta= vaeatatiiah0d raid
togthr w14h t.,,e rt to E&k& 431 naa slopes for ouzu a Est 0.11a ugpu
the abatting prop e.tA on asdh BL46 Of ad daa rb W" "y in otaatt��ai�
vpixb standard pion* and sp+olf for kp$ pnrA
aerArii0 4.katu saa
Pierce ►%v via Tnl 11-•42 by Hehtrio a a,Pat Orson,, bwf
np Vcr a,# rta at T -me an WAV 30-1,4 by johollafithe
t .fir 10.43 Ir r. k z 3 9D�s ► ���.
.Tul 1$r42 oartsi-a ral oua rind ton •;;,
Be rt sAd idaryl WIAU Utr f
to county of -line, btat• Qx k,&tt1�1�;t on
ta din
The N 30 rt of t . a t 330 ft of tin s 37) ft r)r the IN 755 ft of
Gov Got 2 6.�o 25 T. 21 nr 3 sum aunt 0*23 &0
for unmetab rand
togth r pith ♦_• Boa riatermuty
Bazy), wintarnato
Pt araa 'Jo V'A W 1$-42 W BOTH "Int■ 21"As ar4 Beryl NintaMAW
but V1.O.Teeto np tor to rva at Tawim an Feb 4-AM?
(110 by 00 Ho4d
is :may 10-4) , )308)65
dal 1$-42 oarwa in v& j can &M bon 1
aabidl Planing and 11va 714MIDg
to oounV of fi ingp btate of "Mash
343 ..rr
Tbs ;A; 3ry ft of thn 1, 360 ft ur the q 373 tt or the t" 715 ft of 00T
t.ot 2 �+dA 2S T. 21 nr 3 arose Omt 04) ■o mr1 %/b aa.ameab raid
i3an101 ylan149
xlra 1l4aing
g ar']+A Co Wn 'Tua 1�.12 by t4:, iAi, f,i+tr►ing a r4 14 irli J l MIAg, naf
jamva w.An4araan up i w aw re a ■t Tov+oaa sa f;ar 30-44
(r2d by co tac,ci Inv)- �
�t
LAKEHAVEN UTILITY DISTRICT
W,r
31627 151Ave South • P.O. Box 4249 • Federal Way, Washington 98063-4249
Federal Way: 253-941-1516 • Tacoma: 253-927-2922
www.lakehaven.org
T LITY DIS PJJ
February 3, 2016
Leila Willoughby -Oakes
City of Federal Way
33325 - 8th Avenue South
Federal Way, Washington 98003-6325
RE: XU SP (proposed)
Parcel 2521039004
Leila,
This letter is intended to describe & clarify the two (2) options the referenced project/property
has regarding sewer service connections, for any proposed property subdivision. Following are
the options (listed in order of Lakehaven preference, but either is available for the property). For
either of these connection options, a Lakehaven Developer Extension Agreement (DE) is required
to construct approximately 200+/- feet of new 2" low-pressure sewer (LPS) main along the west
margin of 20th Ave. SW; to date we have not received that application.
SEWER OPTIONS FOR SUBDIVISION OF PARCEL 2521039004
A. As previously indicated by Lakehaven, proposed Lots 4 & 5 would have separate gravity
service connections to an existing Lakehaven sewer manhole located just off the east
property line of the subject property. Proposed Lots 1, 2 & 3 would have separate grinder
pump (GP) service connections to the new 2" LPS main indicated above. Private easement
across Lot 5 would need to be reserved for the benefit of Lot 4's offsite building sewer line.
This option, more specifically the gravity sewer service connections for Lots 4 & 5, would
require resolution of the property boundary/survey situation, to allow a complete reservation
of the area needed for the new private easements indicated herein.
B. If the property boundary/survey situation cannot be resolved (or resolved in a sufficiently
timely manner), Lakehaven would allow Lots 4 & 5 to have separate GP service connections
to the new 2" LPS main in 20th Ave. S. This option would require reservation of a private
easement(s) across Lots 3 & 4, for the benefit of the offsite GP building sewer lines for/from
Lots 4 & 5. As indicated in option "A" above, proposed Lots 1, 2 & 3 would have separate
grinder pump (GP) service connections to the new LPS main that would be constructed
by/under the required DE project.
Let me know if you have any questions or need additional information.
Sincerel ,
Brian Asbury
Development Engineering Super ' or
Sewer Options-2521039004-020316.docx
Leonard D. Englund Timothy A. McClain Donald L.P. Miller Ronald E. Nowicki Peter Sanchez
Commissioner Commissioner Commissioner Commissioner Commissioner
- ) I
PORTION OF NE 1/4 OF SECTION ko, TOWNSHIP 21 NORTH, RANGE 3 EAST, W.M., IN KING COUNT 1, WASHINGTON
GENERAL NOTES
1. All construction shall be in accordance with the Federal Way Revised Code
(FWRC), applicable ordinances, and the City Council oorrdlI of project approval. These
documents are supplemented by the Standard SpeclficaHons for Road, Badge, and Municipal
Construction (WSDOTIAPWA), the IGng County Road Standafds (KCRS), and the King
County Surface Water Design Manual (KCSWDMI. It sbail be the sofa responsibility
of the appilcant and the Professional Engineer to 00rect any error, ornitslorl, Or
variation from the above 1egWremante found In these plan$. AR corrections shall be at
no additional cost or liability to the City of Federal Way.
5. A signed copy of these approved plans must be on the job site whenever construction is
in progress.
6. Construction noise shall be limited as per FWRC (Section 19.105.040); normally this is
7:00 a.m. to 8:00 p.m., Monday through Friday, and 9:00 a.m. to 8:00 p.m. on Saturdays.
7. It shall be the applicant's/contractor's responsibility to obtain all construction easements
necessary before initiating off -site work within the road right-of-way.
11. All utifity trenches in the fight-of•way shall be backflled 516' crusbed rock and compacted
095%density. When trench width is 18 inrhes or less, and is within the traveled
way, trench will be backfiged with control density fill (self-rampacled Oowablo nil) as
defined by Washington Aggregates and Conuete Assocta8on. The aggrasai6wid be
3/8-inch minus.
12. All roadway subgrade shall be backfilled and compacted to 95 % density in accordance
with WSDOT 2-06.3.
13. Open cutting of existing roadways is not allowed unless specifically approved by the
Public Works Director and noted on these approved plans. Any open cut shall be
restored in accordance with KCRS 8.03(b) 3.
14. The contractor shall be responsible for providing adequate safeguards, safety
devices, protective equlpmeni. fiaggers, and any other needed actions to project life, health,
and safety of the public, and to prolect property in conneetien with the parformmke of work
covered by the contractor. Any work wa ttln tha traveled dghlwf-way that may interrupt
normal traffic flow &hail require at least ono flaggar for each larrs of trafficedecied. AD
sections of the WSDOT Standard SpeWcagons 1-07-23 - Traffic Canlfol, shall apply-
15- Contractor shall provide and install all regulatoryand warning signs per the latest edition
of Manual on Uniform Traffic Control Devices.
CONSTRUCTION NOTES
INSTALL CONCRETE FOUNDATION, PAD, JUNCTION BOX, LIGHT
STANDARD AND LUMINAIRE (LEOTEK GCM1 30F MV NW 3 GY 700)
PER LUMINAIRE SCHEDULE AND CITY OF FEDERAL WAY
STANDARD DRAWINGS 3-39, 3-39A, 3-39B AND 3-40,
INSTALL TYPE 1 JUNCTION BOX.
�oI,fTE txkTAUfT AktU eunDue�RsTo fexisrt(vc. JuN"s:Tsgl'e a�x
AND INTO EXISTINO SWAGE CAME'- CtMATEc tkw
ILi:S1tNJ�Ttie`i CIRGV!'F f5�..''1 d:?Ct ly'S1,Y L1j.SyklA,ll�S- _ _ _ �J
JUNCTION
BOX SCHEDULE
LOCATION
OFFSET
(FEET)
20TH ST SW
1+84
ZS' LT-
f)TH ST SW
3+28
28 LT -
FIELD BOOK:
SURVEY BASE MAP•
DESIGN ENTERED: '02-01-16
DESIGNED LOH 02-01-16
VJG •02-01-16 P NUI
CHECKED: POLE NUI
DATE REVISION
CZ
30 0 30 60
scale feet
_ I
to SW356THST
a ,
i
s ! '
f Q
l l •; N
JO' MH, 12' ARM
;!r
1 �\
��— Deleted
TPU SSB feeding controller
Approximate location of new lighting controller
STREET LIGHTING NOTES
1. The Contractor shall acquire an Electrical Permit from the Cicy's Building
Department The Electrical Permit shall be kept in the upper bay ofthe service cabinet
2. Upon completion of underground installation of power From power vault or pole to service
cabinet, contractor shall notify the Building Department Upon Final Electrical Permit
approval, the electrical inspector will place an approval tag next to the meter base so
that electrical service can be authored.
3. The Contractor shall coordinate power source and service location with the utility
company.
4. The Contractor shall contact the Utilities Underground Location Center (1-800-424-5555)
at least 3 days before digging.
5. Field adjust pole bases to be level with sidewalk surface (see City Standard Drawings
3-39A and 3-43).
6. Locate light poles so that the pole is a minimum of six (6) Feet behind the face
of wrb, and the luminaire extends two (2) feet beyond the face of curb Light poles shall
not be located within the sidewalk, Pole bases may be located within the sidewalk only with
City approval-
7. Junction boxes shall be located behind the sidewalk, and within five 15I feet of the pole
8. Conduit shall be Schedule 80 PVC under all street and driveway crossings.
ule 40 PVC conduit is acceptable under landscaped areas
Immediately following final inspection of the street light system uy King County, all
e! light system J-Boxes shall be spot welded shut using a 1 ^weld on opposite corners
EIhIG SCHEDULE
CONDUIT
CONDUIT
CONDUCTORS
RUN
SIZE
.vTFS
Z�s
2 PVC SCHEDULE 80)
2-#B, 1-y6 BARE
LUMINAIRE SCHEDULE
LUM.
N0.
CIRCUIT
N0.
LOCATION
OFFSET
(FEET)
LAMP
TYPE
MAST ARM
(FEET)
MOUNTING-
HGT. (FT'
'OLE NUMBERING
i
A
20TH AVE SW STA 7+76.5
27.5 LT,
LED*
12'
30
:.329 1 SL2 2
2
A
20TH AVE SW STA 3+23
27.5' LT.
LED*
12•
30"
5329 7 SL2 7
'LEOTEK GCM1 30F MV NW 3 GY 700
yE--X�IS-TING NEW
APPROVED
CITY
BY
O
11�'` I II r -•
2
OF FEDERAL VIiAlPns
BI:i DEPAATM
T
DATE ' ❑ '
a �(��C,IOJ L ��� �� Cal �( �►\
04/08/16 a w
N171d i'HWE"ST E
)?AFFIC EXPERTS
11410 NE 124th St., #590, Kirkland, WA 96034
Phone:425.522.4118 Fax:425.522.4311
LEGEND
TYPE M-C-III LED LUMINAIRE, ARM
AND ALUMINUM DAVIT STYLE POLE
PVC CONDUIT (SEE WIRING SCHEDULE)
SERVICE CABINET
TYPE 1 JUNCTION BOX WITH
CONCRETE PAD
WIRE NOTE
CONSTRUCTION NOTE
I 'VIT N0. 15-105750-00—EN
f CITY OF FEDERAL WAY
AS —BUILT
;11MIT N0. 15-105750-00—EN
SHEET
CITY OF FEDERAL WAY
1
XU SHORT PLAT
of
2
SHEETS
ILLUMINATION PLAN
24" X 1 Q' ELEVATION VIEW
SCALE 1/2"=V-0"
WEIGHT: 40101bs
J
U
4
N
f
�I I 1111 Ibco
4
1" CLR _
TO STIRRUPS
2
ITEM REFERENCE
P/N
QTY DESCRIPTION
1
4 r Ilz 11 �:�y � Z' l op
2
1 LIFT LOOP - 4500 LB (LT GREEN)
3
1
PLASTIC VOID FORMER
4
1
SLOTTED BASE PLATE (HDG)
5
1
#2 AWG STRANDED COPPER 24"
LONG (P# 050-2600)
6
1
1/2"-l" WATER PIPE GROUND
CLAMP (PEN -UNION KP-1)
LorJ `"
24" X 9' ELEVATION VIEW
SCALE 1/2"=V-0"
WEIGHT: 3538Ibs
�I
n
L
L
Y
-DIA x 51/2" SQUARE
HEAD BOLT
3-3/4" DIA. HARDENED
WASHER
3-3/4" DIA. NUT
1-OVERSIZED 3/4"
HARDENED
WASHER (3" O.D.)
1-l" DIA. HARDENED
WASHER
314" BOLT ASSEMBLY
314" BOLT OPTION (LOOSE ITEMS)
QTY
DESCRIPTION
4
314" DIA x 5 112" SQUARE HEAD BOLT
12
3/4" DIA HEAVY HEX NUT
4
3/4" OVERSIZED WASHER
4
1" DIA HARDENED WASHER
12
3/4" HARDENED WASHER
1" CLR
TO STIRR
24" X 8' ELEVATION VIEW
SCALE 1/2"=V-0"
WEIGHT: 30661bs
�I
I Z-0"
0
(V
V DIA x 6" SQUARE
HEAD BOLT
3-1" DIA. NUT
4-1" DIA. HARDENED
WASHER
'I" BOLT ASSEMBLY
1" BOLT OPTION (LOOSE ITEMS)
qTY
DESCRIPTION
4
1" DIAx 6" SQUARE HEAD BOLT
12
1" DIA HEAY HEX NUT
16
V DfA HARDENED WASHER (2" O.C.)
24" X T' ELEVATION VIEW
SCALE 1/2"=1'-0'
WEIGHT: 25941bs
�I
ro
0
w
W
It
to Q
1" CLR -
TO STIRRUPS r
2
f�
p
GROUNDING DETAIL
SCALE 1" = l -W
GROUNDING WIRE CLIPPED TO REBAR &
EKTENDED 6" FROM THE TOP SURFACE
ISOMETRIC VIEW
SCALE 112"=l'-0"
GENERAL NOTES
1. MINIMUM 28 DAY CONCRETE STRENGTH
Pc--5500 PSI.
2. REINFORCING STEEL A-615 OR A-706 (GR.60)
3. ANCHOR BOLTS AND HARDWARE TO BE HOT
DIP GALVANIZED (HDG) PER ASTM A-153
4. CONDUIT TO BE PVC SCH. 40
1
R
CIRCUITA
EXISTING 150W @ 240V = 0.9 AMP/LUM
NEW 69W LED @ 240V = 0.4 AMP/LUM
TOTAL LOAD = (2 X 0.9)+(2 X 0.4) = 2.6 AMPS
55'
Vd=2ALR
=2(2.6)(5+10+5=20)R = 104R 10'
=2(0.8)(5+55+10+150+5=220)R = 352R EX.
X.
= 127.2R
SUBTOTAL = 583.2R
R = 0.000809 FOR #8
= 0.47 VOLTS 172'
POLE & BRACKET
2(0.4)(50)(.001290) = 0.052 VOLTS
TOTAL = 0.52 VOLTS
EX.
rraff
NORTHWE-ST
TRA FFIC EXRER TS
144'
150'
0.52V/240V = 0.0022 = 0.22% c 50% THEREFORE #8 WIRE Q SLJ BMITTE -'
Xu Short Plat
Line Loss Calculations
MAR 0 i 201b
LDH 02.01.16
Figure
1
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BEYLER
CONSULTING
Prepared for:
Prepared by:
Reviewed by:
_1
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CONTACT
phone: 253-380-2958
fax: 253-582-5694
landon@beylerconsulting.com
beylerconsu Ili ng.com
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OFFICE
10314 100th St. SW
J
Lakewood, WA 98498
Plan. Design. Manage.
CIVIL ENGINEERING I LAND PLANNING I FEASIBILITY
f PROJECT MANAGEMENT I PERMIT EXPEDITING
XU SHORT PLAT
-re& mica
Information a ort
MAYFAIR, LLC
64704 53rd Ave SW
Federal Way, WA 98023
253-666-4985
November 10, 2015
Joseph A. Parsons
Landon C. Beyler, P.E.
Beyler Consulting
7602 Bridgeport Way W., Ste 3D
Lakewood, WA 98499
253-301-4157
RECEIVED
NOV 12 2015
CM OF FEDERAL WAY
CDS
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TABLE OF CONTENTS
I.
PROJECT OVERVIEW................................................................ 3
ProjectDescription......................................................................
II.
CONDITIONS AND REQUIREMENTS SUMMARY ..........................
8
III.
OFFSITE ANALYSIS................................................................
11
3.1.1 Task 1 - Study Area Definition and Maps .........................
it
3.1.2 Task 2 - Resource Review .............................................
11
3.1.3 Task 3 - Field Inspection ...............................................
12
3.1.4 Task 4 - Drainage System Description and Problem
Descriptions .......................................... ................
12
3.1.5 Task 5 - Mitigation of Existing or Potential Problems..........
12
IV.
FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS
ANDDESIGN
..................................................................................
13
V.
CONVEYANCE SYSTEM ANALYSIS AND DESIGN ......................
25
VI.
SPECIAL REPORTS AND STUDIES ...........................................
26
VII.
OTHER PERMITS .............................................. I.....................
26
VIII.
CSWPPP ANALYSIS AND DESIGN ...........................................
26
IX.
BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION
OF COVENANT................................................................................
26
X.
OPERATION AND MAINTENANCE MANUAL ..............................
26
XI.
Appendices............................................................................
27
APPENDIX A - DOWNSTREAM SYSTEM TABLE AND MAPS
APPENDIX B - GEOTECHNICAL REPORT
APPENDIX C - CSWPPP
NO
BEYLER
Page 2
Xu Short Plat
PROJECT OVERVIEW
Project Description
The Xu Short Plat proposes to plat a previously developed single family parcel, being located
at 1909 356th Street, in the City of Federal Way, King County, Washington. The King County
Parcel number is 2521039004. The current zoning of the project site is RS' 9.6, Residential
Single -Family 9,600 sf, indicating a minimum lot size of 9,600 square feet. This project
proposes to short plat 5 lots on the 1.58 acre project site. In addition there a stormwater
tract is proposed for detention.
A portion of the subject site will be dedicated to the City of Federal Way for the purpose of
frontage improvements consistent with a Type "C" street along SW 3561h Street. Half street
improvements consistent with Type "S" street are being proposed 201h Avenue SW frontage.
A shared access drive, having connectivity with 20th Avenue SW is proposed along the
southerly property line of the subject site, to allow for access to lots 4 and 5. The shared
access drive has been designed in accordance to the City's standard detail for alternative fire
department turnaround. Lots 1-3 will access directly from 20th Avenue SW from individual
drive connections.
The project is adjacent to SW 356th St to the North, multiple single family parcels to the east
and south, and 20th Avenue SW to the west. The project is keeping consistent with
neighboring land use characteristics.
A subsurface exploration on the project site was conducted by GeoResources, LLC in June
2014. In summary, the stratigraphy across the site, as observed in the test pits, generally
consisted of 1/2 to 1 foot of forest duff and sandy topsoil overlying 1.5 to 2 feet of loose medium
dense, silty sand with varying minor amount of gravel. These surficial soils were interpreted
to be weathered glacial till. The underlying glacial till encountered in the explorations was
observed to be in a dense to very dense condition.
According to the GeoResources, these soils may be suitable to support porous pavement with
an estimated long term infiltration rate of 0.25 inches per hour. The overlying 24 to 30 inches
of weathered soils should provide adequate treatment capacity based on the cation exchange
rate and organic content test results. The geotechnical report can be found in Appendix B of
this report.
This project is subject to a Full drainage review per Figure 1.1.2.A of the 2009 King County
Surface Water Design Manual (the Manual). The project site is situated within Federal Way's
"Hylebos Creek" drainage basin having a single existing sub -basin.
All runoff from rooftops, driveways, and shared access will be collected and highlighted to the
detention pond located on the northern end of the site. It is currently proposed to utilize
pervious asphalt for the shared access roadway for lots 4 and 5. This will allow the site to
take advantage of the existing soils which provide acceptable treatment capacity and
eliminate the need for formal Basic Treatment. See section IV of this report for further
information.
Vt
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BEYLER
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Xu Short Plat
Figure 1. Site Location
V1L IM 1 1 I"lfir
N.T. S
Page 4
Xu Short Plat
BEYLER
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Figure 2. Drainage Basins Subbas■ns and Site Characteristics
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3
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Page 5
Xu short Plat
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BEYLER
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Figure 3. Critical Areas Map
City of Federal Way Critical Areas Map
4th St
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BEYLER
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Federal Way
Page 5
Xu Short Plat
Figure 4. Soils
Sol Map —King County Area, Washington
(Xu Short Plat)
4r Ib TN
4°' IV 5YN
4F 1 51'N G]" 1OWN
yam ] 54Bi10 548440 54B4ro ws00 549s37 59flsfi0 =
Map Unit Legend
IOng County Area, Washington (WA633)
Map Unit Symbol Map Unat Name Acros In AOI Percent of AOI
AgB Alderwood grevellysandy loam. 4.1 59.6%
0 to 6 percent slopes
AgC Alderwood gravelly sandy loam, 28 40.4%
6 to 15 percent slopes
Totals For Area of Interest I G9 100.0°k
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BEYLER
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Page 7
Xu Short Plat
II. CONDITIONS AND REQUIREMENTS SUMMARY
Review of Preliminary Plat Approval Conditions
The following conditions have been received by mail from the City of Federal Way, dated
October 5, 2015, having a file number of 14-105417-00-SU.
(1) Prior to recording, the applicant shall pay 13 percent of the most recent assessed land
value of the subject property as the fee -in -lieu of open space.
(2) Prior to recording, applicant shall pay a transportation impact fee, which shall be assessed
and due at the time of plat recording.
(3) Prior to recording, all existing structures proposed for removal (single family home,
detached garages, sheds, and an existing driveway) shall be removed.
(4) Prior to recording, the applicant shall install a 10-foot landscape buffer of Type Ill
landscaping on 'Tract A' to the satisfaction of the Planning Division.
(5) Prior to recording, the applicant shall provide a note on the face of the plat indicating the
fire sprinkler requirements for Lots 4 and 5.
(6) Prior to final short plat approval, the street frontage improvements, on -site access
roadway, and storm drainage systems shall be constructed and accepted.
(7) Dedication of right-of-way along SW 356th St shall be recorded under a Statutory
Warranty Deed, which shall be recorded prior to, or concurrent with, final short plat recording.
(8) Water and sewer service stub connections shall be completed and active prior to plat
recording.
(9) Prior to recording/during construction permitting, the applicant shall place a note on the
short plat drawing identifying the total tree units required for each lot as identified in the Xu
Short Plat 'Findings of Fact, at a rate of 25 tree units per acre. (I 0) Prior to recording, the
applicant shall provide a note on the plat that the storm water facility containing the
landscaping buffer strip (Tract A) shall be equally owned and maintained by the owners of the
Xu Short Plat.
(11) Prior to recording, the applicant shall provide a note on the plat that the private road
and utility easement shall be the responsibility, equally owned, and maintained by the owners
of Lots 4 and 5 of the Xu Short Plat.
(12) Prior to recording, the applicant shall provide a note on the plat restricting vehicle access
for Lot 3 to 20th Avenue SW.
(13) In the title report, after filing the short plat with the King County Recorder's Office, Lot
5 shall disclose the plat boundary survey discrepancy per RCW 58.17.255.
(14) Prior to recording, the applicant shall provide a note on the plat stating approvals are
required by the Director of Community Development in order to remove vegetation from the
landscape strip in Tract 'A'.
IN* Page 8
Xu Short Plat
BEYLER
Review of Eight -Core Reguirements and Five S ecial Re uirements
The following comments are a review of the Core and Special Requirements per the 2009 King
County Surface Water Stormwater Manual.
Core Requirement No. 1 Discharge at the Natural Location
The site's topography suggests that stormwater runoff from the site sheets flows generally to
the west through the project parcel to the city drainage system in 201h Ave SW. Under
developed conditions, stormwater will be collected, detained, and release to the stormwater
system in 201h Ave SW.
Core Requirement No 2 Offsite Analysis
A preliminary offsite analysis has been included. No flooding or potential flooding problems
were identified downstream of the site. Further narrative of this analysis can be found in
Section III of this report.
Core Requirement No 3 Flow Control
Flow Control Facilities:
The proposed project is located within the Conservation Flow Control Area requiring Level 2
Flow Control for new impervious and pervious surfaces that are not fully infiltrated. This flow
control standard requires runoff from developments to be detained and released at a rate that
matches the flow duration of pre -developed rates. The above is required unless an exception
applies to the proposed site conditions.
The project does not qualify for an exception, thus a flow control facility is proposed. The
project will utilize an above ground detention facility on the northern end of the property to
detain flow and release and historical rates.
Flow Control BMPs:
In addition to flow control facility requirements, projects subject to Core Requirement #3
must apply flow control BMPs to impervious surfaces on each individual lot. Flow control BMPs
are methods and design for dispersing, infiltrating, or otherwise reducing development
increases in runoff. Flow Control BMPs are proposed as a part of this short plat are proposed
to be implemented at time of building permit. This may change as the project progresses
forward.
Core Requirement No. 4 Conveyance System
All new pipes systems will be designed with sufficient capacity to convey and contain at
minimum the 25-year peak flow. Conveyance design will be completed during final
engineering.
Core Requirement No. 5 Erosion and Sediment Control
This development will be constructed in one phase. Please refer to Appendix C for the
prepared CSWPPP report.
Core Requirement No. 6 Maintenance and Operations
The maintenance and Operations Manual will be provided upon request.
Core Requirement No. 7 Financial Guarantees and Liability
Financial guarantees will be provided upon request.
B
BEYLER
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Core Requirement No. 8 Water Quality
The site falls within the Enhanced Basic Water Quality treatment area of the city according
the Federal Way WQ Applications Map.
The project meets the soil treatment exemption requirement per Section 1.2.8.4, exceeding
the cation exchange capacity greater than 5 and an organic content greater than 0.5%
minimum requirement. The measured soils are composed of less than 25% gravel by weight
with more than 75% of the soil passing the #4 sieve, more than 50% of the soil passing the
#40 sieve and more than 2% passing the #100 sieve. Please refer to the prepared
Geotechnical report and supplement letter for details on the cation exchange rate and
infiltration rates.
The project proposes to take advantage the treatment suitable soils by proposing pervious
asphalt for the shared access driveway. The remaining Pollution Generating Impervious
Surfaces (PGIS) consists of the individual driveways for each lot. Lots 4 and 5 are to slope
toward the pervious shared use driveway to these driveways to also take advantage for the
treatment soils. The remaining 3 individual driveways equate to approximately 1,500 sf of
PGIS, which is less than the 5,000 sf threshold, thus exempting stormwater from formal
treatment.
The existing soils suitable for infiltration/treatment while utilizing pervious asphalt are
relatively shallow. The owner will work with the geotechnical engineering to find a suitable
design and special attention will be needed during final grading and construction of the
pervious asphalt.
No formal treatment facilities have been proposed at this time.
Special Requirement No. 1 Other Adopted Area -Specific Requirements
This project is not in a designated Critical Drainage Area. This special requirement is not
applicable.
Special Requirement No. 2 Flood Hazard Area Delineation
The project does not contain or is not adjacent to a flood hazard area for a river, stream,
lake, wetland, closed depression, or marine shoreline that is within the 100-year floodplain
according to King County and FEMA.
Special Requirement No. 3 Flood Protection Facilities
This project does not rely on any flood protection facility such as a levee or revetment nor
will construct a new flood protection facility.
Special Requirement No. 4 Source Control
This project does not require a commercial building or commercial site development permit.
This special requirement is not applicable.
Special Requirement No. 5 Oil Control
This project is not defined as a high -use site nor is a redevelopment project proposing
$100,000 or more of improvements to an existing high -use site. This special requirement is
not applicable.
K
BEYLER
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XLI Short Plat
III. OFFSITE ANALYSIS
A preliminary offsite analysis report was prepared per Section 1.2.2, Core Requirement #2 of
the Manual. This is to identify and evaluate offsite flooding, erosion, and water quality
problems that may be created or aggravated by the proposed project. The primary
component of this offsite analysis report is the downstream analysis. The second component
of the report is to evaluate the upstream drainage system to verify that significant flooding
and erosion impact will not occur as a result of the project.
3.1 DOWNSTREAM ANALYSIS
The following Level 1 downstream analysis is a review of the drainage system up to a mile
downstream of the site.
The four tasks outlined under this review are:
Task 1 - Define and map the study area
Task 2 - Review all available information on the study area
Task 3 - Field inspect the study area
Task 4 - Drainage System Description and Problem Descriptions
3.1.1 Task 1 - Study Area Definition and Maps
The project is located in the King County Hylebos Creek Drainage Basin within the Puyallup -
White water resource inventory area (WRIA). The drainage study area is approximately a mile
long path encompassing the site's downstream corridor. See Appendix A for maps of the
basic study area. See Appendix A for maps of the basic study area.
The site is currently developed with a single family residence, being adjacent to SW 356th St
to the North, multiple single family parcels to the east and south, and 20th Avenue SW to the
west.
3.1.2 Task 2 - Resource Review
The following resources have been reviewed for the downstream analysis:
Adopted basic plans
• The site is located in the Hylebos Creek Drainage Sub -Basin within the Puyallup -
White WRIA (WRIA #10).
Sensitive Area (See Appendix A for Sensitive Area Maps)
• Erosion- None Mapped
• Seismic - None Mapped
• Landslide - None Mapped
Coal Mine - None Mapped
• Streams and Wetlands Map - None Mapped
■ Susceptible to Groundwater Contamination - Low
■ 100 year flood plain - According to King County iMAP and the FEMA Flood Maps,
the 100 year flood plain is not located near the project property.
Drainage complaints and studies
King County -Relevant DNRP drainage complaints within 1 mile of the downstream
corridor within the last 10 years were searched. There are currently no
open complaints within the downstream corridors filed within the last 10
years.
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Xu Short Plat
3.1.3 Task 3 - Field Inspection
The site appears to be made up of one threshold discharge basin that generally slopes down
from the south to the north and at slopes ranging from 0 to 5 percent.
Based on the topography of the site, any stormwater that may exit the site does so near the
northwestern corner of the property.
The project proposes to manage stormwater from the rooftops and driveways through the
use of a detention pond as well as pervious asphalt for the shared driveway that will also
overflow to the detention pond. The detention pond will release stormwater to the existing
tightline system in 20th Ave SW.
The following is a preliminary description of the downstream corridor:
Upon exiting the site, stormwater enters a CB on the southeast corner of 201h Ave SW and
SW 356th St. Flow continues across 201h Ave SW to the Southwestern corner. At this point
water crosses under SW 356th to the north side and continues in the existing stormwater
system.
From here stormwater is tightlined west within SW 356th St. At about 280 feet downstream
from the site, piped stormwater turns north up 21St Ave SW. Stormwater continues north
beyond 1/4 mile downstream where it eventually enters the Hylebos wetland/stream system.
3.1.4 Task 4 - Drainage System Description and Problem Descriptions
The drainage system is comprised mostly of an existing conveyance system which outlets into
the Puget sound. There were not existing or potential problems identified.
3.1.5 Task 5 - Mitigation of Existing or Potential Problems
There does not appear to be any existing or potential problems (other than standard
maintenance of the drainage system) associated with the site.
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Xu Short Plat
IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS
AND DESIGN
The stormwater flow control and water quality facilities were designed in accordance with the
2009 Manual.
Existing Site Hydrology (Part A)
Existing conditions on the project site consists of a residential improved 1.578 acre parcel.
The project is made up of one sub basin where the site generally slopes down from the east
to west over a relatively flat grade. The overall vertical relief of the site is approximately 6
feet. Slopes across the site are generally range from 2 - 12 percent.
Currently the site is covered with a large amount of deciduous trees. Approximately 50% of
the existing trees will be removed to allow for the proposed 6 residential structures together
with their associated infrastructure.
According to the geotechnical report, the topsoil is approximately 6" to 12" thick. It is likely
that with the thick topsoil cover and the large tree canopy cover, most stormwater is absorbed
into the soil with very little turning into runoff.
Developed Site Hydrology Part B '
The disturbance on site will include construction clearing and grading, construction the shared
use driveway, associated utilities, a stormwater detention pond, and eventually the 5 future
houses.
The future driveways and rooftops have been included in the stormwater calculations. All
rooftop runoff will be collected and tightlined to the detention pond. It is proposed that runoff
from each driveway on lots 1 through 3 be collected and tightlined to the detention pond. If
during final engineering it is more feasible to bypass the driveway runoff from lots 1 through
3, this will be looked at as an alternative. The individual driveways for lots 4 and 5 will slope
toward the shared use permeable driveway.
The shared use permeable driveway will allow the site to take advantage of the treatment
soils on the site.
Tables .4.1 and 4.2 break down the historic and developed site conditions
TABLE 4.1 — Historic Conditions
Sub -basin Total Area Impervious Till Grass Till Forest
sf ac Sf ac Sf ac sf ac
Site* 64,793 0 0 64,793
Offsite 1,884 1,884
66,677 66,677
TOTAL (1.531) 1 (1.531
*The area reflects the site area after ROW dedication
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Xu Short Plat
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TABLE 4.2 — Developed Conditions
Total
Impervious
Till Grass
PGIS
Sub -basin
s# ac
S# ac
S# ac
n
Site
641,793
Offsite
1,884
Offsite Shared Access
455
Offsite Conc. Walk
1,429
n
Porous Shared Access
4,836
y
Drive
Future Rooftops**
17,500
n
Future Conc. Drive***
2,500
Total Lawn
39,957
n
66,677
26,720
39,957
TOTAL
1.531
0.613
0.917
7,791
TOTAL PGIS
0.179
** 3,500 sf has been assumed for future rooftops for each lot
*** 500 sf has been assumed for future drive surfaces for each lot
Performance Standards Part C
Flow Control Facility (1.2.3.1. B :
The proposed project is located within the City of Federal Way's Conservation Flow Control
Area. This is equivalent to Conservation Flow Control in the King Manual which matches
requiring runoff from developments to be detained and released at a rate that matches the
flow duration of pre -developed rates. This is for a range of pre -developed discharge rates
from 50% of the 2-year peak flow up to the full 50-year peak flow and applied to target
surfaces only. The above is required unless an exception applies to the proposed site
conditions.
The project does not qualify for an exception, thus a flow control facility is proposed. The
project will utilize an above ground detention pond on the northern end of the property to
detain flow and release and historical rates.
Flow Control BMPs:
In addition to flow control facility requirements, projects subject to Core Requirement #3
must apply flow control BMPs to impervious surfaces on each individual lot. Flow control BMPs
are methods and design for dispersing, infiltrating, or otherwise reducing development
increases in runoff. Flow Control BMPs are proposed as a part of this short plat are proposed
to be implemented at time of building permit. This may change as the project progresses
forward.
Water Quality
The site falls within the Enhanced Basic Water Quality treatment area of the city according
the Federal Way WQ Applications Map.
The project meets the soil treatment exemption requirement per Section 1.2.8.4, exceeding
the cation exchange capacity greater than 5 and an organic content greater than 0.5%
minimum requirement. The project soils also have a measured infiltration rate of less than
or equal to 9 inches per hour. Please refer to the prepared Geotechnical report and
supplement letter for details on the cation exchange rate and infiltration rates.
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The project proposes to take advantage the treatment suitable soils by proposing pervious
asphalt for the shared access driveway. The remaining Pollution Generating Impervious
Surfaces (PGIS) consists of the individual driveways for each lot. Lots 4 and 5 are to slope
toward the pervious shared use driveway to these driveways to also take advantage for the
treatment soils. The remaining 3 individual driveways equate to approximately 1,500 sf of
PGIS, which is less than the 5,000 sf threshold, thus exempting stormwater from formal
treatment.
The existing soils suitable for infiltration/treatment while utilizing pervious asphalt are
relatively shallow. The owner will work with the geotechnical engineering to find a suitable
design and special attention will be needed during final grading and construction of the
pervious asphalt.
No formal treatment facilities have been proposed at this time.
Stormwater Conveyance
The conveyance system capacity standards require that new conveyance systems contain the
25-year peak flow and ensure that the 100-year event does not create a severe flooding or
erosion problem. See Section V of this report for the conveyance analysis per Core
Requirement #4.
Flow Control Systems (Part D
Pervious Asphalt
A pervious asphalt roadway section will be provided by the geotechnical engineering under
separate letter. The pervious asphalt will be provided to take advantage of the treatment
soils on the site. The existing soils suitable for infiltration/treatment while utilizing pervious
asphalt are relatively shallow. The owner will work with the geotechnical engineering to find
a suitable design and special attention will be needed during final grading and construction of
the pervious asphalt.
Detention Pond
The detention facility was designed under Section 5.3.1 of the Manual. The pond was designed
to discharge flow under the Enhanced Basic Flow Control conditions as discussed in Part C of
this section.
The facility was sized according to HSPF methodology using King County Runoff Time Series
(KCTRS) software per Section 3.2.2 of the Manual. The pond will have a primary control
structure designed to discharge stormwater per the flow control requirements. The flow
control system utilizes a flow-restrictor tee with multiple orifices as shown in Figure 5.3.4.A
of the Manual.
The required volume is based on several factors. The size of the contributing basin, the type
of ground cover, and any applicable flow control BMP facility sizing credits listed in Table
5.2.2.A of the Manual. See Table 4.3.A below for the pond basin areas used for input into
KCTRS.
The pond was sized using KCRTS and the basin information listed in Table 4.1 & 4.2. A volume
of 113,506 cf has been calculated using a detention depth of 4 feet deep. Flow Control BMP
Credits were utilized per Table 1.2.3.0 of the Manual and reflected below in Table 4.3. The
Pervious asphalt was considered 50% till grass and 50% impervious.
D
BEYLER
Sub -basin
Ak$Lt 4.3 - ueyel0
ea MKIL I J ln�uz
VImpervious (ac)
Till Grass
ac
Bypass
Im erviousac
Rooftops
17,500 sf (0.402)
Pervious Pavement
2,418 sf 0.056
2,418 sf 0.056
Driveways
2,500 sf 0.057
Offsite Impervious
1,884 sf (0.043)
Total Lawn
39,957 sf 0.917
Total
0.043 ac
0.52 ac
0.97 ac
TABLE 4.4 — Pond Volume Summary
Storage
Required
Provided
Pond Function
Interval
Volume cf
Volume cf
Sediment Storage
403.5-404.0
-
-
Detention
404.0-409.0
13,225
16,986
Freeboard
409.0-410.0
-
- I�
Control Structure (Primary Discharge Control)
The control structure was designed to use multiple orifices in order to discharge flow at a
basic flow control release rate.
Flow through these offices may be determined at any given elevation through the following
equations listed in Section 5.3.4.2 of the Manual:
Q = CA 2gh , (Orifice)
Where C = 0.62, A is the area of the orifice in square feet, g is the gravity constant,
and h is the headwater in feet, and
Qweir = 9.739DH3 Z, (Weir)
Where D equals the diameter of the riser (24 inches)
TABLE 4.5 — Flow Summary
Pond Stage
Elevation
Head, h
(ft)
Flow Rate, Q
(cfs
404.0
0
0
405.0
1
0.011
406.0
2
0.015
407.0
3
0.018
408.0
4
0.041
409.0
5
0.071
Primary Overflow
The primary overflow is the overflow weir on the 24-inch diameter control riser. The weir is
intended as a safety measure if any of the orifices are plugged. The bottom of the weir (top
Page 16
D " Short Plat:
BEYLER
of riser) is set at the peak detention volume storage depth. Per Table 3.2 of the Manual,
KCRTS with 15-minute time steps is to be used to calculate the peak flow if the majority of
the tributary area is detained. Per section 5.3.1.1 of the Manual, the 100-year, 15-minute
developed peak must be able to bypass the control structure.
The developed 100-yr, 15-minute peak flow = 1.11 cfs. See the following pages for KCRTS
output.
The freeboard necessary above the top of the riser to allow for primary overflow is determined
from the weir equation as shown above.
1.1 lcfs = 9.739(2)(H312) , H = 0.61 ft = 9.3
Twelve inches of freeboard has been provided above the top of the control structure.
Downstream Pipe Conveyance
12" N-12
100-yr, 15-minute peak flow, Q = 1.11 cfs
Pipe Diameter, D = 12" = 1.0'
Cross sectional Area, A = 0.7854 sf
Manning's n = 0.012
Hydraulic radius of full pipe, R = D/4 = 1.0/4 = 0.25'
Calculate pipe capacity at 1.0% slope
Q _.1.49 A(R2i3)(SO-15 = 1.49 (0.7854)(0.25213)(0.010 5) = 3.86cfs
n 0.012
Peak flow = 3.86 < Capacity = 1.11 cfs - Oka
For further conveyance analysis, see Section V of this report.
_ , Page 17
Xu Short Plat
BEYLER
KCRTS Peak Flow Output (15-minute time Steps)
Flow Frequency Analysis
Time Series File:devl5.tsf
Project Location: Sea-Tac
---Annual Peak Flow Rates---
-----Flow Frequency Analysis
-------
FlowRate Rank Time of Peak
- - Peaks - - Rank
Return Prob
CF5 CF5
Period
0.268 6 2/09 01 12:30
1.11
_ 1
100.00
0.990
0.211 7 1/05/0215:00
0.687
2
25.00
0.960
0.687 2 12/08/0217:15
0.519
3
10.00
0.900
0.207 8 8/26/04 0:45
0.372
4
5.00
0.800
0.519 3 11/17/04 5:00
0.345
5
3.00
0.667
0.345 5 10/27/0510:45
0.268
6
2.00
0.500
0.372 4 10/25/06 22:45
0.211
7
1.30
0.231
1.11 1 1/09/08 6:30
0.207
8
1.10
0.091
Computed Peaks
0.970
50.00
0.980
ye. Paused - D—fi- Fnxp, -KCRIS
4
O
�� t
BEYLER
Page 18
Xu Short Plat
Flow Frequency Analysis
Time Series File: predev.tsf
Project Location: Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
FlowRate
Rank Time of Peak
- - Peaks
- -
Rank Return Prob
(CFS)
(CFS)
Period
0.094
2
2/09/0118:00
0.121
1
100.00
0.990
0.026
7
1/06/02 3:00
0.094
2
25.00
0.960
0.070
4
2/28/03 3:00
0.072
3
10.00
0.900
0.003
8
3/24/04 20:00
0.070
4
5.00
0.800
0.042
6
1/05/05 8:00
0.061
5
3.00
0.667
0.072
3
1/18/06 21:00
0.042
6
2.00
0.500
0.061
5
11/24/06 4:00
0.026
7
1.30
0.231
0.121
1
1/09/08 9:00
0.003
8
1.10
0.091
Computed Peaks
0.112
50.00
0.980
Flow Frequency Analysis
Time Series File:dev.tsf
Project Location: Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
FlowRate
Rank Time of Peak
- - Peaks
- -
Rank Return Prob
(CFS)
(CFS)
Period
0.215
5
2/09/01 2:00
0.454
1
100.00
0.990
0.157
7
1/05/0216:00
0.262
2
25.00
0.960
0.262
2
2/27/03 7:00
0.226
3
10.00
0.900
0.149
8
8/26/04 2:00
0.216
4
5.00
0.800
0.185
6
10/28/0416:00
0.215
5
3.00
0.667
0.226
3
1/18/0616:00
0.185
6
2.00
0.500
0.216
4
10/26/06 0:00
0.157
7
1.30
0.231
0.454
1
1/09/08 6:00
0.149
8
1.10
0.091
Computed
Peaks
0.390
50.00
0.980
J
J
60
BEYLER
C Q N SU LTI BC.
Page 19
Xu Short Plat
Retention/Detention Facility
i
Type
of Facility:
Detention
Pond
Side Slope:
2.00
H:1V
Pond Bottom
Length:
57.45
ft
Pond Bottom
Width:
28.72
ft
Pond
Bottom Area:
1650.
sq. ft
Top Area
at 1 ft. FB:
4294.
sq. ft
1
0.099
acres
J
Effective Storage
Depth:
5.00
ft
Stage
0 Elevation:
0.00
ft
Storage
Volume:
13225.
cu. ft
0.304
ac-ft
I
Riser Head:
5.00
ft
Riser
Diameter:
12.00
inches
^�
Number
of orifices:
2
Full Head
Pipe
Orifice #
Height
Diameter
Discharge
Diameter
-
(ft)
(in)
(CFS)
(in)
1
0.00
0.62
0.023
2
3.75
1.25
0.047
4.0
Top
Notch Weir:
None
Outflow Rating Curve:
None
T
Stage
Elevation
Storage
Discharge
Percolation
Surf Area
(ft)
(ft)
(cu. ft) (ac-ft)
(cfs)
(cfs)
(sq. ft)
jl
0.00
0.00
0.
0.000
0.000
0.00
1650.
0.01
0.01
17.
0.000
0.001
0.00
1653.
0.02
0.02
33.
0.001
0.001
0.00
1657.
0.03
0.03
50.
0.001
0.002
0.00
1660.
0.04
0.04
66.
0.002
0.002
0.00
1664.
0.05
0.05
83.
0.002
0.002
0.00
1667.
1
0.15
0.15
251.
0.006
0.004
0.00
1702.
0.25
0.25
423.
0.010
0.005
0.00
1737.
0.35
0.35
599.
0.014
0.006
0.00
1773.
0.45
0.45
778.
0.018
0.007
0.00
1808.
1
]]]]
0.55
0.55
961.
0.022
0.008
0.00
1844.
0.65
0.65
1147.
0.026
0.008
0.00
1881.
0.75
0.75
1337.
0.031
0.009
0.00
1918.
J
0.85
0.85
1530.
0.035
0.010
0.00
1955.
0.95
0.95
1728.
0.040
0.010
0.00
1992.
1.05
1.05
1929.
0.044
0.011
0.00
2030.
1.15
1.15
2134.
0.049
0.011
0.00
2068.
1.25
1.25
2342.
0.054
0.012
0.00
2106.
1.35
1.35
2555.
0.059
0.012
0.00
2144.
1.45
1.45
2771.
0.064
0.013
0.00
2183.
1.55
1.55
2991.
0.069
0.013
0.00
2223.
1.65
1.65
3216.
0.074
0.013
0.00
2262.
j
1.75
1.75
3444.
0.079
0.014
0.00
2302.
J
1.85
1.85
3676.
0.084
0.014
0.00
2342.
1.95
1.95
3912.
0.090
0.015
0:00
2383.
2.05
2.05
4153.
0.095
0.015
0.00
2424.
Page 20
im Xu Short Plat
BEYLER
i
2.15
2.15
4397.
0.101
0.015
0.00
2465.
2.25
2.25
4646.
0.107
0.016
0.00
2507.
2.35
2.35
4898.
0.112
0.016
0.00
2548.
2.45
2.45
5155.
0.118
0.016
0.00
2590.
2.55
2.55
5417.
0.124
0.017
0.00
2633.
2.65
2.65
5682.
0.130
0.017
0.00
2676.
2.75
2.75
5952.
0.137
0.017
0.00
2719.
2.85
2.85
6226.
0.143
0.018
0.00
2762.
2.95
2.95
6504.
0.149
0.018
0.00
2806.
3.05
3.05
6787.
0.156
0.018
0.00
2850.
3.15
3.15
7074.
0.162
0.019
0.00
2894.
3.25
3.25
7366.
0.169
0.019
0.00
2939.
3.35
3.35
7662.
0.176
0.019
0.00
2984.
3.45
3.45
7963.
0.183
0.019
0.00
3030.
3.55
3.55
8268.
0.190
0.020
0.00
3075.
3.65
3.65
8578.
0.197
0.020
0.00
3121.
3.75
3.75
8892.
0.204
0.020
0.00
3168.
3.76
3.76
8924.
0.205
0.021
0.00
3172.
3.78
3.78
8988.
0.206
0.021
0.00
3181.
3.79
3.79
9019.
0.207
0.023
0.00
3186.
3.80
3.80
9051.
0.208
0.025
0.00
3191.
3.82
3.82
9115.
0.209
0.028
0.00
3200.
3.83
3.83
9147.
0.210
0.032
0.00
3205.
3.84
3.84
9179.
0.211
0.033
0.00
3209.
3.85
3.85
9211.
0.211
0.034
0.00
3214.
3.87
3.87
9276.
0.213
0.035
0.00
3224.
3.97
3.97
9600.
0.220
0.041
0.00
3271.
4.07
4.07
9930.
0.228
0.045
0.00
3318.
4.17
4.17
10264.
0.236
0.049
0.00
3366.
4.27
4.27
10603.
0.243
0.052
0.00
3413.
4.37
4.37
10947.
0.251
0.055
0.00
3462.
4.47
4.47
11295.
0.259
0.058
0.00
3510.
4.57
4.57
11649.
0.267
0.061
0.00
3559.
4.67
4.67
12007.
0.276
0.063
0.00
3609.
4.77
4.77
12371.
0.284
0.066
0.00
3658.
4.87
4.87
12739.
0.292
0.068
0.00
3708.
4.97
4.97
13112.
0.301
0.070
0.00
3758.
5.00
5.00
13225.
0.304
0.071
0.00
3773.
5.10
5.10
13605.
0.312
0.381
0.00
3824.
5.20
5.20
13990.
0.321
0.946
0.00
3875.
5.30
5.30
14380.
0.330
1.680
0.00
3926.
5.40
5.40
14775.
0.339
2.470
0.00
3978.
5.50
5.50
15176.
0.348
2.750
0.00
4030.
5.60
5.60
15581.
0.358
3.010
0.00
4082.
5.70
5.70
15992.
0.367
3.250
0.00
4134.
5.80
5.80
16408.
0.377
3.470
0.00
4187.
5.90
5.90
16829.
0.386
3.680
0.00
4241.
6.00
6.00
17256.
0.396
3.870
0.00
4294.
6.10
6.10
17688.
0.406
4.060
0.00
4348.
6:20
6.20
18126.
0.416
4.240
0.00
4402.
6.30
6.30
18569.
0.426
4.410
0.00
4456.
6.40
6.40
19017.
0.437
4.570
0.00
4511.
6.50
6.50
19471.
0.447
4.730
0.00
4566.
6.60
6.60
19930.
0.458
4.880
0.00
4622.
�1 t
BEYLER
0 SIT IN
Page 21
Xu Short Plat
6.70
6.70
20395. 0.468 5.030
0.00
4678.
6.80
6.80
20866.
0.479
5.180
0.00
4734.
6.90
6.90
21342.
0.490
5.320
0.00
4790.
7.00
7.00
21824.
0.501
5.450
0.00
4847.
Hyd
Inflow
Outflow
Peak
Storage
Stage Elev
(Cu-Ft)
(Ac-Ft)
1
0.45
0.30
5.07 5.07
13506.
0.310
2
0.21
0.09
5.01 5.01
13245.
0.304
3
0.21
0.05
4.34 4.34
10856.
0.249
4
0.26
0.06
4.54 4.54
11538.
0.265
5
0.23
0.04
3.96 3.96
9568.
0.220
6
0.13
0.02
3.77 3.77
8945.
0.205
7
0.15
0.01
1.70 1.70
3331.
0.076
8
0.16
0.02
3.04 3.04
6767.
0.155
�j Hyd
R/D Facility
Tributary
Reservoir
POC Outflow
i
Outflow
Inflow
Inflow
Target
Calc
1
0.30
0.02
********
*******
0.31
-� 2
0.09
0.01
********
0.09
0.09
3
0.05
0.01
********
*******
0.06
4
0.06
0.01
********
*******
0.06
5
0.04
0.01
********
*******
0.04
1 6
0.02
0.01
********
*******
0.02
I7
0.01
0.01
********
*******
0.02
8
0.02
0.01
********
*******
0.02
Route 'Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
POC Time Series File:ddout
j Inflow/Outflow Analysis
1 Peak Inflow Discharge:
Peak Outflow Discharge:
Peak Reservoir Stage:
Peak Reservoir Elev:
Peak Reservoir Storage:
j
I
I
j
0.454 CFS at 6:00 on Jan 9 in Year 8
0.300 CFS at 10:00 on Jan 9 in Year 8
5.07 Ft
5.07 Ft
13506. Cu-Ft
0.310 Ac-Ft
Add Time Series:bypass.tsf
Peak Summed Discharge: 0.308 CFS at 10:00 on Jan 9 in Year 8
Point of Compliance File:dsout.tsf
Flow Duration
from Time Series File:rdout.tsf
Cutoff
Count
Frequency
CDF
Exceedence_Probability
CFS
%
o
%
0.001
35801
58.384
58.384
41.616
0.416E+00
0.004
6383
10.409
68.793
31.207
0.312E+00
0.007
5452
8.891
77.684
22.316
0.223E+00
0.009
4311
7.030
84.715
15.285
0.153E+00
0.012
3537
5.768
90.483
9.517
0.952E-01
0.015
2380
3.881
94.364
5.636
0.564E-01
M
BEYLER
Page 22
Xu Short ?lai
1
1
1
I
I
I
I
j
0.017
1746
2.847
97.211
2.789
0.279E-01
0.020
1047
1.707
98.919
1.081
0.108E-01
0.023
332
0.541
99.460
0.540
0.540E-02
0.025
17
0.028
99.488
0.512
0.512E-02
0.028
19
0.031
99.519
0.481
0.481E-02
0.030
5
0.008
99.527
0.473
0.473E-02
0.033
12
0.020
99.547
0.453
0.453E-02
0.036
34
0.055
99.602
0.398
0.398E-02
0.038
36
0.059
99.661
0.339
0.339E-02
0.041
34
0.055
99.716
0.284
0.284E-02
0.044
21
0.034
99.750
0.250
0.250E-02
0.046
19
0.031
99.781
0.219
0.219E-02
0.049
25
0.041
99.822
0.178
0.178E-02
0.051
17
0.028
99.850
0.150
0.150E-02
0.054
20
0.033
99.883
0.117
0.117E-02
0.057
13
0.021
99.904
0.096
0.962E-03
0.059
12
0.020
99.923
0.077
0.766E-03
0.062
9
0.015
99.938
0.062
0.620E-03
0.065
5
0.008
99.946
0.054
0.538E-03
0.067
11
0.018
99.964
0.036
0.359E-03
0.070
13
0.021
99.985
0.015
0.147E-03
0.073
6
0.010
99.995
0.005
0.489E-04
0.075
0
0.000
99.995
0.005
0.489E-04
0.078
0
0.000
99.995
0.005
0.489E-04
0.080
1
0.002
99.997
0.003
0.326E-04
0.083
0
0.000
99.997
0.003
0.326E-04
0.086
0
0.000
99.997
0.003
0.326E-04
0.088
1
0.002
99.998
0.002
0.163E-04
0.091
0
0.000
99.998
0.002
0.163E-04
0.094
0
0.000
99.998
0.002
0.163E-04
Flow Duration
Cutoff
Count
CFS
0.001
35465
0.004
6412
0.007
5215
0.009
4497
0.012
3828
0.015
2235
0.018
1686
0.020
1336
0.023
253
0.026
61
0.028
26
0.031
14
0.034
13
0.036
41
0.039
31
0.042
35
0.045
19
0.047
16
0.050
3C
0.053
17
e
BEYLER
from Time Series File:dsout.tsf
Frequency CDF Exceedence_Probability
0 0 0
0 0 0
57.836
57.836
42.164
0.422E+00
10.457
68.293
31.707
0.317E+00
8.505
76.797
23.203
0.232E+00
7.334
84.131
15.869
0.159E+00
6.243
90.373
9.627
0.963E-01
3.645
94.018
5.982
0.598E-01
2.750
96.768
3.232
0.323E-01
2.179
98.947
1.053
0.105E-01
0.413
99.359
0.641
0.641E-02
0.099
99.459
0.541
0.541E-02
0.042
99.501
0.499
0.499E-02
0.023
99.524
0.476
0.476E-02
0.021
99.545
0.455
0.455E-02
0.067
99.612
0.388
0.388E-02
0.051
99.662
0.338
0.338E-02
0.057
99.720
0.280
0.280E-02
0.031
99.750
0.250
0.250E-02
0.026
99.777
0.223
0.223E-02
0.049
99.826
0.174
0.174E-02
0.028
99.853
0.147
0.147E-02
Palle 23
Xu Silos' Pia"-
j
I
0.055
21
0.034
0.058
9
0.015
0.061
12
0.020
0.063
12
0.020
0.066
2
0.003
0.069
13
0.021
0.072
14
0.023
0.074
3
0.005
0.077
1
0.002
0.080
1
0.002
0.082
0
0.000
0.085
0
0.000
0.088
0
0.000
0.090
1
0.002
0.093
0
0.000
0.096
0
0.000
Duration
Comparison
Anaylsis
Base
File: predev.tsf
New
File: dsout.tsf
99.887
99.902
99.922
99.941
99.945
99.966
99.989
99.993
99.995
99.997
99.997
99.997
99.997
99.998
99.998
99.998
Cutoff Units: Discharge in CFS
Cutoff
0.021
0.026
0.032
0.038
0.043
0.049
0.055
0.060
0.066
0.071
0.077
0.083
0.088
0.094
-----Fraction of Time-----
BaseNew %Change
0.93E-02 0.90E-02 -2.8
0.62E-02 0.53E-02 -15.9
0.49E-02 0.47E-02 -4.6
0.37E-02 0.37E-02 -0.4
0.29E-02 0.26E-02 -9.7
0.22E-02 0.19E-02 -12.5
0.15E-02 0.12E-02 -17.6
0.10E-02 0.85E-03 -17.5
0.65E-03 0.55E-03 -15.0
0.34E-03 0.11E-03 -66.7
0.24E-03 0.49E-04 -80.0
0.16E-03 0.33E-04 -80.0
0.11E-03 0.33E-04 -71.4
0.16E-04 0.16E-04 0.0
0.113
0.113E-02
0.098
0.978E-03
0.078
0.783E-03
0.059
0.587E-03
0.055
0.554E-03
0.034
0.342E-03
0.011
0.114E-03
0.007
0.652E-04
0.005
0.489E-04
0.003
0.326E-04
0.003
0.326E-04
0.003
0.326E-04
0.003
0.326E-04
0.002
0.163E-04
0.002
0.163E-04
0.002
0.163E-04
---------Check of
Probability Base
0.93E-02 0.021
0.62E-02 0.026
0.49E-02 0.032
0.37E-02 0.038
0.29E-02 0.043
0.22E-02 0.049
0.15E-02 0.055
0.10E-02 0.060
0.65E-03 0.066
0.34E-03 0.071
0.24E-03 0.077
t 0.16E-03 0.083
0.11E-03 0.088
1 0.16E-04 0.094
Maximum positive excursion = 0.003 cfs ( 3.4%)
occurring at 0.094 cfs on the Base Data:predev.tsf
and at 0.097 cfs on the New Data:dsout.tsf
Maximum negative excursion = 0.017 cfs (-18.8%)
occurring at 0.089 cfs on the Base Data:predev.tsf
and at 0.072 cfs on the New Data:dsout.tsf
J
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JBEYLER
Tolerance-------
New%Change
0.021
-0.7
0.023
-11.9
0.029
-9.8
0.038
-0.6
0.041
-4.6
0.047
-3.2
0.053
-3.7
0.057
-4.7
0.062
-5.2
0.069
-3.2
0.070
-8.9
0.071
-14.0
0.072
-18.3
0.097
3.0
Page 24
Xu ShO'L PlaI-
Water Quality System (Part E)
1 The project meets the soil treatment exemption requirement per Section 1.2.8.4, exceeding
the cation exchange capacity greater than 5 and an organic content greater than 0.5%
minimum requirement. The measured soils are composed of less than 25% gravel by weight
with more than 75% of the soil passing the #4 sieve, more than 50% of the soil passing the
1 #40 sieve and more than 2% passing the #100 sieve. Please refer to the prepared
Geotechnical report and supplement letter for details on the cation exchange rate and
ii infiltration rates.
_I
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
The conveyance system was designed per Section 3 and 4 of the Manual. Table 3.2 of the
Manual suggests that the Rational Method of analysis is required for undetained areas for
tributary areas less than 10 ac.
The software program, Storm and Sanitary Analysis, calibrated to site conditions, was utilized
to analyze the conveyance of the proposed system. The backwater analysis for the proposed
conveyance system was performed per Section 4.2.1.2 of the Manual. The design of the
_ 1 system is based on the following:
I0 Ration Method (Section 3.2.1 of the Manual)
• King County I.D.F family
• 25 year storm event flow
• Proper Runoff coefficients
• Appropriate Manning's Number
Printouts from the program can be found in Appendix C of this report.
The runoff coefficients, 'C', values were taken from Table 3.2.1.A in the Manual. A 'C' value
j of 0.90 was used for paved and roof surfaces. The minimum time of concentration of 6.3
minutes was used. A Manning's number of 0.012 was chosen for Ductile Iron pipes.
Conveyance Pipes
The new onsite stormwater conveyance system has been proposed to convey runoff in a way
that does not impact the drainage basin of the existing site.
A conveyance and backwater analysis for the proposed project have been calculated as shown
in Appendix C. Stormwater runoff will drain to catch basins and then flow through varying
diameter storm pipes. New pipes are to be designed with sufficient capacity to convey and
contain at minimum the 25-year peak flow and not cause a flooding nuisance during a 100-
year storm event.
If for larger storms that may overtop the storm structures, developed stormwater will be
isolated on site.
As mentioned in Section II of this report under the description of Core Requirement #4, offsite
conveyance analysis for the existing conveyance system on 1st Ave SW and the school private
access road was not performed per Section 1.2.4.2 of the Manual. Existing offsite conveyance
y, Page 25
X:_; 5f,ort Plai.
BEYLER
systems need not be analyzed for conveyance capacity except as required by Core
Requirement #2, or if offsite improvements or direct discharge are proposed per Core
Requirement #3.
VI. SPECIAL REPORTS AND STUDIES
Geotechnical Report
Geotechnica/ Engineering Report Proposed Short Plat, July 16, 2014; Prepared
by GeoResources, LLC. This report is located in Appendix C of this TIR.
VII. OTHER PERMITS
There are currently no other permits that effect this Technical Information Report or
engineering plan set.
r
VIII. CSWPPP ANALYSIS AND DESIGN
Please refer to Appendix D for the prepared CSWPPP
IX. BOND QUANTITIES, FACILITY SUMMARIES, AND
DECLARATION OF COVENANT
!! A completed Bond Quantities Worksheet can be made available to the City upon request.
X. OPERATION AND MAINTENANCE MANUAL
The Operations and Maintenance Manual can be made available to the City upon request.
k. Page 26
■ `�� k; Short Pla.
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King County Map
REACH 4 - UNOFF IS
CONTINUED TO BE TIGHTLINEDiJ T
- -
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SW FOR OVER 1/4 4
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DOWNSTREAM, EVENTUALLY tLF-
ENTERING INTO THE HYLEBOSWETLAND/STREAM SYSTEM..-353 rd
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29th St NE i �. , r' � � � SITE
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REACH 2 - TIGHTLINED 280
LF WEST ALONG THE
NORTH SIDE OF 356TH ST
REACH 1
The information included on this nap has been comps ad by King County staff from a variety of sources and is
subject to change without notice King County makes no representations orwarrarlies, express orimpfed, N KinCounty
as to accuracy, completeness, timeliness, or rights to the use of such information. THs ducumenlis rory t intended 7 y
for use as a survey product, King County shall be liable for any general, special, indirect, incidental, or
consequential damages inducing, but nd lirriledrot lo, lost revenues orlosl profils resullffp from the use or misuse GIS CENTER
of the Infolmis(an contained onlhismap Any sale of the map orinformalion on thisnw is prohibited except by
writen permission of King County.
Date:11/11/2015 Notes:
IAPPENDIX B - GEOTECHNICAL REPORT
I
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.
JBEYLER
x:_i short Pia-.
Ph. 253-896-1011
Fx. 253-896-2633
Sophia Xu
c/o Beyler Consulting, LLC
10314 100th Street SW
Lakewood, WA 98498
Attn: Mr. Brandon Loucks
GeoResources, LLC
5007 Pacific Hwy. E, Suite 16
Fife, Washington 98424
July 16, 2014
Geotechnical Engineering Report
Proposed Short Plat
1909 SW 356th Street
Federal Way, Washington
PN: 252103-9004
Job: Xu.20thAveSW
INTRODUCTION
This geotechnical report presents the results of our geotechnical site evaluation,
subsurface explorations, laboratory testing, and geotechnical analyses for the proposed short
plat to be constructed along the east side of 20th Avenue SW in Federal Way, 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 and members of
the design team. Our report incorporates the available geologic and soils data, our
subsurface explorations, and our experience in the area. We understand that you propose to
construct a 6-lot short plat in the current above referenced parcel. The proposed site
development will include a new limited access roadway to three of the lots. We anticipate the
proposed residences will consist of one or two-story structures supported on conventional
spread footings. Additional development will include stormwater facilities and associated
utilities. Pervious pavement may be used to mitigate stormwater runoff generated by the
limited access roadway. The proposed site layout is shown in Figure 2, Site and Exploration
Plan.
PURPOSE & SCOPE
The purpose of our services was to evaluate the surface and subsurface conditions at
the site as a basis for providing geotechnical recommendations and design criteria for the
proposed residential development. We also assessed potential adverse impacts to and from
the slopes located within the site area. Specifically, our scope of services for the project
included the following:
1. Reviewing existing geological and geotechnical literature for the site area:
2. Exploring the subsurface conditions by excavating a series of test pits at the
proposed house site.
3. Describing surface and subsurface conditions, including soil types, and depth to
groundwater, as appropriate;.
4. Conducting grain size tests on select soil samples collected from test pits at
the site;
Xu.20thAveSW . G R
July 16, 2014
Page 2
5. Providing our opinion for stormwater management, including a preliminary
infiltration rate based on grain size test data;
6. Conducting cation exchange and organic content tests on select soil samples;
7. Providing geotechnical conclusions and recommendations regarding site grading
activities, including site preparation, subgrade preparation, fill placement criteria,
suitability of on -site soils for use as structural fill, temporary and permanent cut
and fill slopes, and drainage and erosion control measures;
8. Providing design criteria for the proposed structures, including foundation and
floor slab support and design criteria, subgrade preparation, bearing capacity,
friction values, and subgrade modulous;
9. Providing conclusions regarding subgrade preparation for the driveways and
roadway area;
10. Preparing a written Geotechnical Report summarizing our site observations and
conclusions, and providing our geotechnical recommendations and design
criteria, along with the supporting data.
Our services were originally outlined in our June 23, 2014 Proposal for Geotechnical
Engineering Services. We received signed authorization to proceed with our scope of
services on June 26, 2014.
SITE CONDITIONS
Surface Conditions
The subject parcel is located along the east side of 201h Avenue SW, south of SW 356th
Street in Federal Way, Washington. The parcel forms an "L" shape, measuring approximately
335 feet north to south by 305 feet east to west and encompasses approximately 1.58 acres.
The site is currently developed with a single family residence with access from SW 351 t"
Street. The site is bounded by SW 3561h Street to the north, existing single family residences
to the east and south and 201h Avenue SW to the west.
The site is situated along the west portion of the Federal Way glacial upland area. The
ground surface in the site area is generally flat to very gently sloping to the northwest at
inclinations of 1 to 2 percent. Total topographic relief across the site is on the order of 4 feet.
No surface water, seepage or evidence of erosion was observed at the site or the
surrounding area during the time of our visit. No evidence of soil erosion or soil movement or
deep-seated landslide activity was observed at the site or the adjacent areas at the time of our
site visit. No areas of slope instability were reported in the published geological literature.
Site Soils
The USDA Natural Resource Conservation Service (NRCS) Web Soil Survey maps
the soils in the area of the site as Alderwood gravelly sandy loam (AgC &AgD) Alderwood
soils are derived from glacial till that form on 0 to 6 (AgC) and 6 to 15 (AgD) percent slopes
and are listed as having "slight" to "moderate" erosion hazards when exposed. The majority of
the western portion of the parcel is comprised of AgC type soils. A copy of the SCS map for
the site vicinity is attached as Figure 3.
Site Geology
The Geologic Map of the Poverty Bay 7.5-minute Quadrangle, Pierce County,
Washington by Booth, Waldron and Troost (2003) indicates the site is underlain by Vashon
glacial till (Qvt). These glacial soils -were deposited during the most recent Vashon Stade of
the Fraser Glaciation, approximately 12,000 to 15,000 years ago. The glacial till consists of a
heterogeneous mixture of clay, silt, sand and gravel that was deposited at the base of the
Xu.20thAveSW . G R
July 16, 2014
Page 3
continental ice mass and subsequently over ridden. As such, the glacial till is considered over -
consolidated and exhibits high strength and low compressibility characteristics where
undisturbed. These soils have been disturbed through natural weathering processes since
that time and therefore in a loose to medium dense condition near the surface.
No areas of landslides or landslide debris are mapped on or within the vicinity of the site.
An excerpt of the above referenced map is included as Figure 4.
Subsurface Explorations
On July 3, 2014 GeoResources explored subsurface conditions at the site by
monitoring the excavation of five test pits in the proposed development area. The test pits
were excavated by a small track mounted machine operated by a licensed contractor. Table
1, below, summarizes the approximate locations, surface elevations, and termination depths
of our test pits explorations.
The locations of the test pits were selected by GeoResources personnel in the field
based on discussions regarding the proposed development, along with site access limitations.
A field geologist from our office continuously monitored the excavations, maintained logs of
the subsurface conditions encountered, obtained representative soil samples, and observed
pertinent site features. Representative soil samples obtained from the test pits were placed in
sealed plastic sample bags and taken to a laboratory for further examination and testing as
deemed necessary. Each test pit was then backfilled with the excavated soil material.
TABLE 1
APPROXIMATE LOCATIONS, ELEVATIONS, AND DEPTHS OF EXPLORATIONS
Test Pitt
Boring
Number
Functional Location
Surface
Elevation'
(feet)
Termination
Depth
(feet)
Termination
Elevation
(feet)
TP-1
NW corner of parcel
412
71/2
4041/2
TP-2
W Edge of parcel, centered
412
61/2
4051/2
TP-3
SW corner of parcel
412
6
406
TP-4
S edge of parcel, centered
412
7 1/2
4041/2
TP-5
SE corner of parcel
412
6
406
' Elevation datum: site plan prepared by Beyler Consulting, LLC using the City of Federal Way NGVD29 datum
The attached Test pit Logs describe the vertical sequence of soils encountered at each
pit location. Where a soil type changed between sample intervals, we estimated the contact
depth based measurement from original ground surface.
The test pits excavated for this evaluation indicate the subsurface conditions at
specific locations only, as actual subsurface conditions can vary across the site. Furthermore,
the nature and extent of such variation would not become evident until additional explorations
are performed or until construction activities have begun. Based on our experience in the
area and extent of prior explorations in the area, it is our opinion that the soils encountered in
the test pits are generally representative of the soils at the site. The approximate locations of
the test pits are indicated on the attached Site and Exploration Plan as Figure 2. Test pit logs
are presented in Figure 6a and 6b.
Subsurface Conditions
Our test pits and hand explorations encountered relatively uniform subsurface conditions
that generally confirmed the mapped stratigraphy. The test pits extended to depths ranging
from 6 to 71/2 feet below the existing ground surface. . The stratigraphy across the site, as
observed in our test pits, generally consisted of 1/2 to 1 foot of forest duff and sandy topsoil
overlying 1 1/2 to 2 feet of loose to medium dense, silty sand with varying minor amounts of
Xu.20thAveSW .G R
July 16, 2014
Page 4
gravel. We interpret these surficial soils to be weathered glacial till. The underlying glacial till
encountered in the explorations was observed to be in a dense to very dense condition.
Based on our experience, the Vashon glacial till material is underlain by advance outwash
deposits at depth. The glacial till was observed in all explorations to the full depth explored.
The subsurface conditions encountered in each test pit are included below in Table 2.
Descriptions of the various soil types encountered across the site are summarized in the
following sections.
-- - -- TABLE 2
APPROXIMATE THICKNESSES, DEPTHS, AND ELEVATIONS OF SOIL LAYERS
ENCOUNTERED IN EXPLORATIONS
Test Pit
Thickness of
Thickness of
Depth to
Elevation of
/Boring
Forest Duff /
Weathered
Glacial Till
Glacial TIII
Number
Topsoil
Glacial till
(feet)
(feet)
(feet)
(feet)
TP-1
1/z
1 2
2'/z
409'/z
TP-2
1
1 t/z
2'/z
409'/z
TP-3
1
1 1/2
2
409'/2
TP-4
'/z
1 t/2
2
409'/z
TP-5
'/z
1 '/2
2
4091/2
Elevation datum: site plan prepared
by Care Design using the City of Federal Way NGVD29 datum
The soils encountered were visually classified in accordance with the Unified Soil
Classification System (USCS) described in Figure 5. The test pit logs are presented in
Figures 6a and 6b.
Laboratory Testing
Geotechnical laboratory tests were performed on select samples retrieved from
the test pits to determine soil index and engineering properties encountered. Laboratory
testing included visual soil classification per ASTM D: 2488, moisture content determinations
per ASTM D: 2216, and grain size analyses. Grain size analyses tests were performed in
accordance with the ASTM D:422 standard procedures. The enclosed laboratory testing
sheets graphically present our test results, presented in Figures 7 and 8.
Cation exchange capacity (CEC) and organic content testing was also performed by
Spectra Laboratories to evaluate the treatment ability of the upper 2 feet of the existing
subgrade for pervious pavement. Per the 2005 Stormwater Management Manual for Western
Washington (SWMMWW) a minimum cation exchange capacity of 5 meq/100g is required.
The soils tested had a CEC of 18.7 mEq/100g per SW846 9081 and an organic content of 5.0
percent per ASTM 2974. The results of these tests are presented in Figure 9.
Grain Size Analysis
Geotechnical laboratory tests were performed on select samples retrieved from the
test pits to determine soil index and engineering properties encountered. Laboratory testing
included visual soil classification per ASTM D: 2488, moisture content determinations per
ASTM D: 2216, and grain size analyses. Grain size analyses tests were performed in
accordance with the ASTM D: 422 standard procedures. The results of the laboratory tests
are described below in Table 3. The laboratory test results are presented in Figure 7a-b.
Xu.20thAveSW.GR
July 16, 2014
Page 5
-- - -��TABLE 3
LABORATORY TEST RESULTS FOR ON -SITE SOILS
Sample
Gravel
Sand
Slit/Clay
1310
Soil Type
Number
Content
Content
Content
Ratio
(percent)
(percent)
(percent)
(mm)
Weathered Glacial Till
TP-5, 2
20
50
30
-
Glacial Till
TP-1, 7.5
1 6
52
42
-
ND = Not determined
Groundwater Conditions
No groundwater seepage was observed in the test pits at the time of excavation.
However a minor amount of staining was observed in the dense glacial soils. This may be
indicative of seasonal perched groundwater. Perched groundwater develops when the vertical
infiltration rate of precipitation through a more permeable soil is slowed at depth by a deeper,
less permeable soil type. We expect that perched groundwater develops during the wet winter
months atop the dense glacial till at the site
GEOLOGIC HAZARDS
The City of Federal Way Critical Areas Ordinance for Geologically Hazardous Areas
(Chapter 19.05.0707G, 19.160, and Chapter 15.10) state "geologically hazardous areas shall
mean areas that, because of their susceptibility to erosion, landsliding, seismic or other
geological events, are not suited to siting commercial, residential or industrial development
consistent with public health or safety concerns". The Revised Code of Federal Way is copied
in italics, while our comments to the code are immediately following the code.
Erosion Hazard Areas per Federal Way Revised Code Chapter 19.05.070.G(1)
The City of Federal Way code defines erosion hazard areas as "those areas having a
"severe" or "very severe" erosion hazard due to natural agents such as wind, rain, splash,
frost action or stream flow."
The USDA NRCS maps the soils on the flatter upland area as the Alderwood soils, the
Alderwood soils typically have "slight" or "moderate to severe" erosion hazards, depending on
slope inclination. The soils along the more steeply sloping southern and western margin of the
site are mapped as the Alderwood-Kitsap formation which have a "servere" erosion hazard.
Based on the mapping, the site does not meet the technical definition of an Erosion Hazard
area per the City code.
Landslide Hazard Areas per Federal Way Revised Code Chapter 19.05.070.G(2)
The Federal Way City Code defines landslide hazard areas as "those areas potentially
subject to episodic downslope movement of a mass of soil or rock including but not limited to
the following areas:
a. Any area with a combination of.-
1. Slopes greater than 15 percent,
2. Permeable sediment overlying a relatively impermeable sediment or
bedrock,
3. Springs or groundwater seeps.
b. Any area which has shown movement during the Holocene epoch, from 10,000
years ago to the present, or which is underlain by mass wastage debris of that
epoch.
Xu.20thAveSW.GR
July 16, 2014
Page 6
c. Areas potentially unstable as a result of rapid stream incision, stream bank erosion,
and undercutting by wave action.
d. Areas located in a canyon or on an active alluvial fan, presently or potentially
subject to inundation by debris flows or catastrophic flooding.
e. Areas that have a "severe" limitation for building site development because of slope
conditions, according to the USDA SCS.
f. Those areas mapped as Class U (Unstable), Uos (Unstable old slides), and Urs
(unstable recent slides) by the Department of Ecology.
g. Slopes having a gradient steeper than 80 percent subject to rock fall during seismic
shaking"
From the above listed indicators we offer the following comments. There are no
slopes on the parcel steeper than 15 percent and no areas are listed as having "severe"
limitations for building site development according to USDA SCS. No evidence of recent or
Holocene epoch movement, published geologic map indicate areas of landslide or mass
wasting was noted on the subject property at the time of our site visit. No area of alluvial fans
was noted or was observed on or within the vicinity of the subject site.
Seismic Hazards per Federal Way Revised Code Chapter 19.05.070.G(3)
The City of Federal Way Municipal Code defines seismic hazard areas as "those areas
subject to severe risk of earthquake damage as a result of seismically induced ground
shaking, slope failure, settlement or soil liquefaction, or surface faulting. These conditions
occur in areas underlain by cohesionless soils of low density usually in association with a
shallow groundwater table."
According the City of Federal Way Municipal Code, the proposed single family
residence will be required to be designed and constructed in accordance with the International
Building Code (IBC) 2012. Characterization of soil profile type is required to determine the
site class definition. Based on the inferred Standard Penetration Test (SPT) values as a result
of our test pit explorations and subsequent laboratory testing, it is our opinion that the project
site could be adequately classified as a Site Class C.
Steep Slope Hazard per Federal Way Revised Code Chapter 19.05.070.G(4)
The Federal Way City Code defines steep slope hazard areas as "those areas with a
slope of 40 percent or greater and with a vertical relief of 10 or more feet, a vertical rise of 10
feet or more for every 25 feet of horizontal distance. A slope is delineated by established its
toe and top and measured by averaging the inclination over at least 10 feet of vertical relief."
As shown on the site and exploration plan, based on the topographic survey prepared
by Beyler Consulting, LLC there are no slope areas greater than 40 percent or with a vertical
relief of 10 or more feet.
Buffers/Setbacks per Federal Way RCC 19.05.160
The Federal Way building code requires a 25-foot setback from geologically hazardous
areas. No areas of the parcel meet the criteria as a geologically hazardous area and
therefore no prescriptive buffers should be applied.
CONCLUSIONS
Based on our site observations, data review, subsurface explorations and our
engineering analyses, it is our opinion that the proposed residential development is feasible
from a geotechnical standpoint, provided the recommendations included herein are
incorporated into the project plans.
Xu.20thAveSW.GR
July 16, 2014
Page 7
The new residence and other ancillary structures may be supported on conventional
shallow foundations bearing on competent native soils or on structural fill placed above these
native soils.
The native soils at the site contain a variable percentage of fines (silt and clay -size
particles), which makes them potentially moisture sensitive. These soils may become difficult
to compact as structural fill in wet weather conditions. We therefore recommend that the
earthwork portion of the project be completed during the drier weather conditions.
Conventional stormwater infiltration on the site does not appear feasible in the native
glacial till soils. However, an appropriately designed pervious pavement will function
adequately. Geotechnical recommendations and design criteria area provided below.
Site Preparation and Grading
All structural areas on the site to be graded should be stripped of vegetation, organic
surface soils, and other deleterious materials including existing structures, foundations or
abandoned utility lines. Clearing should be limited to the area within the geologically
hazardous areas limits identified on the Site and Exploration Plan, Figure 2.
Organic topsoil is not suitable for use as structural fill, but may be used for limited
depths in non-structural areas. Stripping depths ranging from 4 to 12 inches should be
expected to remove these unsuitable soils. Areas of thicker topsoil'or organic debris may be
encountered in areas of heavy vegetation or depressions. Where placement of fill material is
required, the stripped/exposed subgrade areas should be compacted to a firm and unyielding
surface prior to placement of fill material. Excavations for debris removal should be backfilled
with structural fill compacted to the densities described in the "Structural Fill" section of this
report.
We recommend that a member of our staff verify the exposed subgrade conditions
after excavations are completed and prior to placement of structural fill or new foundations.
The exposed subgrade soil should be proof -rolled and compacted to a firm and unyielding
condition. We recommend that trees be removed by overturning in fill areas so that a majority
of the roots are removed. Excavations for tree stump removal should be backfilled with
structural fill compacted to the densities described in the "Structural Fill" section of this
report.
Soft, loose or otherwise unsuitable areas delineated during proof -rolling or probing
should be recompacted, if practical, or over -excavated and replaced with structural fill. The
depth and extent of overexcavation should be evaluated by our field representative at the time
of construction. The areas of fill should be evaluated during grading operations to determine if
they need mitigation; recompaction or removal.
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. The 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).
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 a 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
Xu.20thAveSW .GR
July 16, 2014
Page 8
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
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.
Suitability of On -Site Materials as Fill
During dry weather construction, non -organic on -site soil may be considered for use as
structural fill; provided it meets the criteria described above in the "Structural Fill" section and
can be compacted as recommended. If the soil material is over -optimum in moisture content
when excavated, it will be necessary to aerate or dry the soil prior to placement as structural
fill. We generally did not observe the site soils to be excessively moist at the time of our
subsurface exploration program.
The native weathered and glacial till soils in the site generally consist of silt with
gravelly sand. These soils are generally comparable to "common borrow" material and will be
suitable for use as structural fill provided the moisture content is maintained within 2 percent
of the optimum moisture level. However, the high fines content makes these soils moisture
sensitive. These soils will be difficult to adequately compact during extended periods of wet
weather or where seepage occurs. We recommend that completed graded -areas be
restricted from traffic or protected prior to wet weather conditions. The graded areas may be
protected by paving, placing asphdlt-treated base, a layer of free -draining material such as pit
run sand and gravel or clean crushed rock material containing less than 5 percent fines, or
some combination of the above.
In the Puget Sound area, wet weather generally begins about mid -October and
continues through about May, although rainy periods could occur at any time of year. If
possible, earthwork should be accomplished during the dry weather months of June through
September. Most of the soil at the site likely contains sufficient fines to produce an unstable
mixture when wet. Such soil is highly susceptible to changes in water content and tends to
become unstable and difficult or impossible to proof -roll and compact if the moisture content
significantly exceeds the optimum. In addition, during wet weather months, the groundwater
levels could increase, resulting in seepage into site excavations. Performing earthwork during
dry weather would reduce these problems and costs associated with rainwater, construction
traffic, and handling of wet soil. We recommend that requirements for wet weather/wet
construction for the earthwork portion of the project be incorporated into your contract
specifications.
Temporary Excavations
All job site safety issues and precautions are the responsibility of the contractor
providing services/work. The following cut/fill slope guidelines are provided for planning
purposes only. Temporary cut slopes will likely be necessary during grading operations or
utility installation.
All excavations at the site associated with confined spaces, such as utility trenches
and retaining walls, must be completed in accordance with local, state, or federal
requirements. Based on current Washington Industrial Safety and Health Act (WISHA, WAC
296-155-66401) regulations, the shallow upper weathered soils on the site would be classified
as Type C soils, where as the deeper, sandy, dense soils would be classified as Type B soils.
According to WISHA, for temporary excavations of less than 20 feet in depth, the side
slopes in Type B soils should be laid back at a slope inclination of 1 HA V, and Type C soils
Xu.20thAveSW.GR
July 16, 2014
Page 9
should be laid back at a slope inclination of 1.5H:1 V or flatter from the toe to top of the slope.
It should be recognized that slopes of this nature do ravel and require occasional
maintenance. All exposed slope faces should be covered with a durable reinforced plastic
membrane, jute matting, or other erosion control mats during construction to prevent slope
raveling and rutting during periods of precipitation. These guidelines assume that all surface
loads are kept at a minimum distance of at least one half the depth of the cut away from the
top of the slope and that significant seepage is not present on the slope face. Flatter cut
slopes will be necessary where significant raveling or seepage occurs, or if construction
materials will be stockpiled along the top of the slope.
Where it is not feasible to slope the site soils back at these inclinations, a retaining
structure should be considered. Where retaining structures are greater than 4-feet in height
(bottom of footing to top of structure) or have slopes of greater than 15 percent above them,
they should be engineered per Washington Administrative Code (WAC 51-16-080 item 5).
This information is provided solely for the benefit of the owner and other design consultants,
and should not be construed to imply that GeoResources assumes responsibility for job site
safety. It is understood that job site safety is the sole responsibility of the project contractor.
Foundation Support
Based on the subsurface soil conditions encountered across the site, we recommend
that spread footings for the new residences be founded on medium dense to dense 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, at least 12 inches
for single story and 16 inches for two story 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 2,500 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 1/2 inch per 50 feet, for the anticipated load conditions, with differential
settlements between comparably loaded footings of 1/2 inch or less. 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.
Floor Slab Support
Slab -on -grade floors, where constructed, should be supported on the medium dense
native soils or on structural fill prepared as described above. Areas of old fill material should
Xu.20thAveSW .GR
July 16, 2014
Page 10
be evaluated during grading activity for suitability of structural support. Areas of significant
organic debris should be removed.
We recommend that floor slabs be directly underlain by a minimum 4-inch thick pea
gravel or washed 5/8 inch crushed rock. This layer should be placed and compacted to an
unyielding condition and should contain less than 2 percent fines.
A synthetic vapor retarder is recommended to control moisture migration through the
slabs. This is of particular importance where the foundation elements are underlain by the
silty till or lake sediments, or where moisture migration through the slab is an issue, such as
where adhesives are used to anchor carpet or tile to the slab.
A subgrade modulus of 400 kcf (kips per cubic foot) may be used for floor slab design.
We estimate that settlement of the floor slabs designed and constructed as recommended, will
be 1/2 inch or less over a span of 50 feet.
Utilities
We expect that underground utilities, such as sanitary sewer, storm, and water will
consist of a series of pipes, vaults, manholes, and catch basins. The utility excavations
should be performed in accordance with appropriate governmental guidelines. Utility pipes
should be bedded and backfilled in accordance with American Public Works Association
(APWA) specifications.
We anticipate that the on -site, non -organic soils will be suitable for use as structural
backfill. If import soil is used as utility trench backfill, it should consist of a material meeting
the wet weather fill recommendations provided in the "Structural Fill" section of this report.
We recommend that utility backfill soils be compacted according to the recommendations
provided in the "Structural Fill" section of this report.
Controlled -density fill (CDF) is most often suitable for use as backfill in any weather
condition and could be used as a convenient, but more expensive, alternative to granular
backfill soiI.CDF backfill does not require compaction but should have a minimum
compressive strength of 250 psi commensurate with the application.
Pavement Subgrades
Pavement subgrade areas should be prepared as previously described in the "Site
Preparation" section of this report unless pervious pavement is utilized. The prepared
subgrade should be evaluated by proof -rolling with a fully -loaded dump truck or equivalent
point load equipment. Soft, loose or wet areas that are disclosed should be recompacted or
removed, as appropriate. Over -excavated areas should be backfilled with compacted
structural fill and sub -base material. The upper 2 feet of roadway subgrade should have a
density of at least 95 percent of the MDD (ASTM D-1577). In areas where the subgrade soils
have a high percentage of fines, such as the onsite glacial till soils, the top 9-10 inches of the
pavement section should consist of non -frost susceptible materials (HMA or less than 7%
fines).
Where pervious pavement is to be utilized the subgrade should not be compacted as
described above, but simply rolled into place. A non -woven separation geotextile should be
placed below the storage rock to prevent the migration of fines. We can provide a pavement
thickness based on the expected traffic counts and loads. The subgrade storage layer is
determine by the civil engineer.
Erosion Control
Weathering, erosion and the resulting surficial sloughing and shallow land sliding are
natural processes that affect steep slope areas. As noted, no evidence of surficial raveling or
sloughing was observed at the site. To manage and reduce the potential for these natural
processes, we recommend grading...
Xu.20thAveS W .G R
July 16, 2014
Page 11
Erosion protection measures will need to be in place prior to the start of grading
activity on the site. Erosion hazards can be mitigated by applying Best management Practices
(BMP's) outlined in the Washington State Department of Ecology's (DOE) Stormwater
Management Manual for Western Washington and the City of Federal Way's stormwater
requirements (which uses the 2009 King County Surface Water Design Manual).
Site Drainage
All ground surfaces, pavements and sidewalks at the site should be sloped away from
structures to the extent possible. The site should also be carefully graded to ensure positive
drainage away from all structures and property lines. 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. Alternatively, the stormwater runoff collected at
the site can be directed to the stormwater system adjacent to the roadway.
We recommend that footing drains are installed for the residence in accordance with IBC
1807.4.2, and basement walls (if utilized) have a wall drain as describe above, effectively the full
height of the wall. The roof drain should not be connected to the footing drains.
Stormwater Infiltration
Based on our site observations, subsurface explorations and laboratory analysis; the
shallow weathered soils at the site have the ability to infiltrate a limited amount of stormwater,
provided the design is appropriate. Roof water should be mitigated using dispersion,
connection to an existing storm system (roadway) or other alternative, as appropriate. Rain
gardens are a suitable alternative.
The glacial till soils at depth are very dense and infiltrate very slowly. These soils may
be suitable to support porous pavement with an estimated long term infiltration rate of 0.25
inches per hour. The overlying 24 to 30 inches of weathered soils should provide adequate
treatment capacity based on the cation and organic content test results. An overflow system
should be included in the storage rock to prevent excess stormwater from flowing up and out
of the pavement.
Suspended solids could clog the underlying soil and reduce the infiltration rate of the
pervious pavement. To reduce potential clogging of the pervious pavement, the pavement
should not be connected to the stormwater runoff system until after construction is complete and
the site area is landscaped, paved or otherwise protected. Temporary systems may be utilized
through construction. After construction is complete we recommend the porous pavement be
cleaned once per year using a vacuum sweeper.
Construction Observation
We recommend that GeoResources, LLC be retained to observe the geotechnical
aspects of construction, particularly shoring (if necessary), foundations, retaining walls, fill
placement and compaction, and drainage systems. These observations will allow us to verify
the subsurface conditions as they are exposed during construction and to determine that work
is accomplished in accordance with our recommendations. If conditions encountered during
construction differ from those anticipated, we can provide recommendations for the conditions
actually encountered. Our goal is to provide an appropriate amount of monitoring during
earthwork activities to verify the soil conditions, make changes as appropriate, and provide
you with a economic but adequately designed and constructed project.
Xu.20thAveSW.GR
July 16, 2014
Page 12
J
J
J
J
LIMITATIONS
We have prepared this report for Mrs. Sophia Xu, Beyler Consulting, LLC 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. Our report
analyses, conclusions and interpretations are based on data from others, our subsurface
explorations 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
evaluations or 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.
If there are 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 or site conditions change, we should be given the
opportunity to review our recommendations and provide written modifications or verifications, as
appropriate.
We have appreciated working for you on this project. Please do not hesitate to call at
your earliest convenience if you have questions or comments.
Respectfully submitted,
GeoResources, LLC
Brad P Biggerstaff, LEG
Principal t
L•
. I%- -:
BPB:DCB/bpb
Doc ID: Xu.20thAveSW.GR ' r4r;i„�_':-.;�•_�r~-
Attachments: Figure 1: Vicinity Map I !�... , - • .
Figure 2: Site Plan
Figure 3: SCS Soil Survey
Figure 4: USGS Geology Map
Figure 5: Soil Classification System
Figure 6a-b: Test Pit Logs
Figure 7a-b: Grain Size Analysis
Figure 8: Cation Exchange Analysis
Dana C. Biggerstaff, PE
Senior Geotechnical Engineer
J
III
Approximate Site Location
(Map created from Pierce County Public GIS http://matterhorn3.co.pierce.wa.us/pubIicgisn
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Site Vicinity Map
Proposed Short Flat
1909 SW 356th Street
Federal Way, Washington
Not to Scale
Fax: 253-896-2633 DocID: Xu.20thAveSW
July 2014 1 Figure 1
I
Approximate Site Location
(Site plan provided by Beyler Consulting, LLC dated May 14, 2014)
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Site & Exploration Plan
Proposed Short Plat
1909 SW 356th Street
Federal Way, Washington
1 DocID: Xu.20thAveSw July 2014
Not to Scale
Figure 2
Approximate Site Location
(map created from the USDA Natural Resource Conservation Service Web Soil Survey)
Soil Soil Name
Type
Ag6 Alderwood gravelly sandy
loam
AgC Alderwood gravelly sandy
loam
Ek
AN, t:
S
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
l Hydrologic
-
Parent Material lopes Erosion Hazard Soils Grou
Glacial till
Glacial till
M ..
6 to 15 I Moderate
Not to Scale
NRCS SCS Soils Map
Proposed Short Plat
1909 SW 356t" Street
Federal Way, Washington
DocID: Xu.20thAveSW I July 2014 1 Figure 3
Approximate Site Location
(An excerpt from the Geologic Map of the Poverty Bay 7.5-minute Quadrangle, Washington, Booth, D.B., Waldron, H.H., and
Troost, K.G., 2003)
Qvi
Qvt
Qva
- Recessional outwash deposits/Ice contact deposits
- Glacial till
- Advance outwash deposits
I
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
USGS Geologic Map
Proposed Short Plat
1909 SW 356th Street
Federal Way, Washington
DocID: Xu.20thAveSW I July 2014
Not to Scale
SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
SYMBOL
GROUP NAME
GRAVEL
CLEAN
GW
WELL -GRADED GRAVEL, FINE TO COARSE
GRAVEL
GRAVEL
GP
COARSE
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
SAND
CLEAN SAND
SW
WELL -GRADED SAND, FINE TO COARSE SAND
More than 50%
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
FINE
GRAINED
CLAY
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 CLAY, ORGANIC SILT
ORGANIC
OH
HIGHLY ORGANIC SOILS
PT PEAT f
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 soil 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
Soil Classification System
Proposed Short Plat
1909 SW 356th Street
Federal Way, Washington
DocID: Xu.20thAveSW ` July 2014
Figure 5
Test Pit TP01
Location: NW corner of parcel
Approximate Elevation: 412 feet
Depth (feet) Soil Type Soil Description
0.0 - 0.5 - Light brown topsoil with fibrous root mat
0.5 - 2.5 SM Brown silty fine to medium SAND with some gravel (loose, moist) (weathered till horizon)
2.5 - 7.5 SM-GM Gray with minor orange staining silty fine to medium SAND with gravel (dense, moist)
(glacial till)
Terminated at 7.5 feet below ground surface.
No caving observed.
No groundwater seepage or mottling observed.
Test Pit TP02
Location: W edge of parcel, centered
Approximate Elevation: 412 feet
Depth (feet) Soil Type Soil Description
0.0 - 1.0 Light brown topsoil with fibrous root mat
1.0 - 2.5 SM Brown silty fine to medium SAND with some gravel (loose, moist) (weathered till horizon)
2.5 - 6.5 SM-GM Gray with minor orange staining silty fine to medium SAND with gravel to cobbles
(dense, moist) (glacial till)
Terminated at 6.5 feet below ground surface.
No caving observed.
No groundwater seepage or mottling observed.
Test Pit TP03
Location: SW Corner of site
Approximate Elevation: 412 feet
Depth (feet) Soil Type Soil Description
0.0 - 1.0 Light brown topsoil with fibrous root mat
1.0 - 2.5 SM Brown silty fine to medium SAND with some gravel (loose, moist) (weathered till horizon)
2.5 - 6.0 SM-GM Gray with minor orange staining silty fine to medium SAND with fine gravel (dense,
moist) (glacial till) `
Terminated at 6.0 feet below ground surface.
No caving observed.
No groundwater seepage or mottling observed.
Logged by: S.T. Mattos
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Excavated on: July 3, 2014
Test Pit Logs
Proposed Short Plat
1909 SW 356th Street
Federal Way, Washington
DOCID: Xu.20thAvesw July 2014 j Figure 6a
Test Pit TP04
Location: S edge of parcel, centered
Approximate Elevation: 412 feet
Depth (feet) Soil Type -_Soil Description _
0.0 - 0.5 Light brown topsoil with fibrous root mat
0.5 - 2.0 SM Brown silty fine to medium SAND with some gravel (loose, moist) (weathered till horizon)
2.0 - 7.5 SM-GM Gray with minor orange staining silty fine to medium SAND with fine gravel (dense,
moist) (glacial till)
Terminated at 7.5 feet below ground surface.
No caving observed.
No groundwater seepage or mottling observed.
Test Pit TP05
Location: SE Corner of parcel
Approximate Elevation: 412 feet
Depth (feet) Soil Type Soil Description
0.0 0.5 Light brown topsoil with fibrous root mat
0.5 2.0 SM Dark brown to black silty SAND, numerous organics, wood debris (fill)
2.0 6.0 SM-GM Gray with minor orange staining silty fine to medium SAND with fine gravel (dense,
moist) (glacial till)
Terminated at 7.5 feet below ground surface.
No caving observed.
No groundwater seepage or mottling observed.
Logged by: S.T. Mattos
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Excavated on: July 3, 2014
Test Pit Logs
Proposed Short Plat
1909 SW 356th Street
Federal Wav, Washincit
DocID: Xu.20thAveSW I July 2014 1 Figure 6b
SPECTRA Laboratories
2221 Ross Way ° Tacoma, WA 98421 (253) 272-4850 • Fax (253) 572-9838 • www.spectra-lahcom
07/28/2014
Geo Resources, LLC
5007 Pacific Hwy. E
Suite 16
Fife, WA 98424
Analyte
Organic Matter
Cation Exchange Capacity
SPECTRA LABORATORIES
Steve Hibbs, Laboratory Manager
a6/scj
Project:
Xu 20th Ave SW
Client ID:
TP 1 @ 25'
Sample Matrix:
Solid
Date Sampled:
07/03/2014
Date Received:
07/14/2014
Spectra Project:
2014070311
Spectra Number:
1
Result Units Method
3.0 wt. % Dry ASTM D-2974-13
18.7 Na, mEq/ 100g SW846 9081
Page 1 of 4
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APPENDIX C - CSWPPP
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Xu short Plat
BEYLiER
Prepared for:
Prepared by:
Reviewed by:
CONTACT
phone: 253-380-2958
tax: 253-582-5694
landon@beylerconsulting.com
b ey l e rc o n s u l t i n g. co m
OFFICE
10314100th St. SW
Lakewood, WA 98498
Plan. Design. Manage.
CIVIL ENGINEERING I LAND PLANNING I FEASIBn
PROJECT MANAGEMENT I PERMIT EXPEDITING
XU SHORT PLAT
Construction Stor J>water
.1-o_.1ution revention Sian
MAYFAIR, LLC
64704 53rd Ave SW
Federal Way, WA 98023
253-666-4985
November 10, 2015
Joseph A. Parsons
Landon C. Beyler, P.E.
Beyler Consulting
7602 Bridgeport Way W., Ste 313
Lakewood, WA 98499
253-301-4157
1 TABLE OF CONTENTS
I. Erosion and Sediment Control (ESC) Plan..........................................3
Section 1 - Project Overview........................................................ 3
Section 2 - Erosion Control Specialist ............................................ 3
Section 3 - Existing Site Conditions...............................................3
Section 4 - Adjacent Areas........................................................... 3
Section 5 - Critical Areas............................................................. 3
Section6 - Soils.........................................................................
Section 7 - Potential Erosion Problems ........................................... 4
Section 8 - Construction Stormwater Pollution Prevention Elements ... 4
Section 9 - Construction Phasing .................................................. 6
Section 10 - Construction Schedule ............................................... 7
Section 11 - Financial/Ownership Responsibilities ............................ 7
Section 12 - Engineering Calculations ............................................ 7
Section 13 - Conclusion............................................................... 7
"EROSION CONTROL RESPONSIBILITY"
The Construction Stormwater Pollution Prevention Plan should be kept onsite with a copy of
the plans at all time. The objective is to control erosion and prevent sediment and other
pollutants from leaving the site during the construction of the project.
The owner or assigned contractor shall be responsible for maintaining erosion control Best
Management Practices during construction. All BMPs shall be inspected, maintained, and
repaired as needed to assure continued performance of their intended function. The owner
or contractor shall identify a Certified Erosion and Sediment Control Lead. This person shall
be on -site or on -call at all times. The Erosion Control Lead information shall be inserted
into this report.
The CSWPPP shall be modified, if during inspection or investigations conducted by the
owner/operator, or the applicable local or state regulatory authority, it is determined that
the CSWPPP is ineffective in elimination or significantly minimizing pollutants in stormwater
discharges from the site. The CSWPPP shall be modified as necessary to include additional
or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be
completed within seven (7) calendar days following the inspection.
Construction site operators are required to be covered by a Construction Stormwater
General Permit through the Department of Ecology if they are engaged in clearing, grading,
and excavating activities that disturb one or more acres and discharge stormwater to
surface waters of the state. Smaller sites may also require coverage if they are part of a
larger common plan of development that will ultimately disturb one acre or more.
1
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Page 2 of 7
I. Erosion and Sediment Control (ESC) Plan
Section 1 - Project Overview
The Xu Short Plat proposes to plat a previously developed single family parcel, being located
at 1909 356th Street, in the City of Federal Way, King County, Washington. The King
County Parcel number is 2521039004. The current zoning of the project site is RS 9.6,
Residential Single -Family 9,600 sf, indicating a minimum lot size of 9,600 square feet. This
project proposes to short plat 5 lots on the 1.58 acre project site. In addition there a
stormwater tract is proposed for detention.
A portion of the subject site will be dedicated to the City of Federal Way for the purpose of
frontage improvements consistent with a Type "C" street along SW 356th Street. Half street
improvements consistent with Type "S" street are being proposed 20th Avenue SW frontage.
A shared access drive, having connectivity with 20th Avenue SW is proposed along the
southerly property line of the subject site, to allow for access to lots 4 and 5. The shared
access drive has been designed in accordance to the City's standard detail for alternative
fire department turnaround. Lots 1-3 will access directly from 20th Avenue SW from
individual drive connections.
Section 2 — Erosion Control Specialist
An erosion control specialist is not required for the size and scope of this proposed
subdivision. It will be responsible of the owner and/or the contractor to regularly inspect
and maintain the proposed erosion control BMPs, and will take additional measures, as
necessary, to respond to changing site conditions. Should it become necessary the engineer
will be made available in providing recommendations for additional erosion measures to the
site.
Section 3 — Existing Site Conditions
The project is located at 1909 356th Street, in the City of Federal Way, King County,
Washington. The King County Parcel number is 2521039004. The current zoning of the
project site is RS 9.6, Residential Single -Family 9,600 sf, indicating a minimum lot size of
9,600 square feet. The existing site is developed with a single family residence that is to be
removed together with associated infrastructure.
Section 4 — Adjacent Areas
The project is adjacent to SW 356th St to the North, multiple single family parcels to the
east and south, and 20th Avenue SW to the west. The project is keeping consistent with
neighboring land use characteristics.
Section 5 — Critical Areas
There are no vegetative buffers, wetlands, floodplains, ponds, or well protection areas
present. The project site is within the area of highly potential area for groundwater
contamination. See critical area maps in Appendix A of the TIR for details.
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BEYLER
Page 3 of 7
Section 6 — Soils
A subsurface exploration on the project site was conducted by GeoResources, LLC in June
2014. In summary, the stratigraphy across the site, as observed in the test pits, generally
consisted of 1/2 to 1 foot of forest duff and sandy topsoil overlying 1.5 to 2 feet of loose
medium dense, silty sand with varying minor amount of gravel. These surficial soils were
interpreted to be weathered glacial till. The underlying glacial till encountered in the
explorations was observed to be in a dense to very dense condition.
According to the GeoResources, these soils may be suitable to support porous pavement
with an estimated long term infiltration rate of 0.25 inches per hour. The overlying 24 to 30
inches of weathered soils should provide adequate treatment capacity based on the cation
exchange rate and organic content test results. The geotechnical report can be found in
Appendix B of the associated TIR report.
Section 7 — Potential Erosion Problems
Due to existing slopes and ground cover and that site is currently stabilized, a silt fence,
construction entrances, inlet protection, and temporary interceptor swales with outlets to
two sediment ponds installed during construction is anticipated to provide adequate erosion
control protection of adjacent properties.
Section 8 — Construction Stormwater Pollution Prevention Elements
Element 1: Mark Clearing Limits
The clearing limits shall be marked per the approved plans. Prior to beginning land
disturbing activities, including clearing and grading, all clearing limits will be clearly marked.
Silt fence will be placed on downstream property boundaries as indicated on the project
plans.
Element 2: Establish Construction Access
It is anticipated that two construction entrances will be established on this project site.
With the use of this construction entrance vehicle access to and from the site is expected to
track only minor amounts of dirt and other sediment onto the street. All sediment that is
tracked onto the roadway due to construction activities will be cleaned at the end of each
working day. Should sediment tracked onto the street become excessive, operations will
cease until the tracked material has been removed by street sweeping and the pads have
been refurbished.
Element 3: Control Flow Rates
Temporary interceptor swales will be installed as necessary to direct runoff during
construction to the one of the temporary sediment ponds located along the east boundary of
the project site.
Element 4: Install Sediment Controls
The SWPPP plan for this project specifies the use of various erosion/sediment control
measures: construction entrance, siltation fence, inlet protection. These facilities will be
inspected weekly at the end of the work week and subsequent to each storm event.
Sediment accumulation in excess of design limits will be removed from the facilities upon
identification of the condition and prior to a forecasted storm event. The construction
superintendent, or owner, will be responsible for these actions and will be responsible for
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maintenance of the erosion and sediment control facilities. Site demolition and/or grading
will not occur on the site until after the silt fences have been installed.
Element 5: Stabilize Soils
The following constraints will apply. From October 1 through April 30, no soils will remain
exposed and unworked for more than 2 days. From May 1 to September 30, no soils will
remain exposed and unworked for more than 7 days. This condition will apply to all soils on
site, whether at final grade or not. The areas outside of the roadway will be stabilized with
mulch, grass planting or other approved erosion control treatment during the construction
phase.
Element 6: Protect 5ilapes
There will be no construction or clearing in the location of the steep slopes on the site.
Clearing limits are to be established and silt fence provided to protect surrounding parcels
from silt laden water.
Element 7: Protect Drain Inlets
Inlet drain protection will be provided at all proposed grated catch basins and nearby
existing catch basins.
Element 8: Stabilize Channels and Outlets
There are no channels either existing or proposed nor are there any existing or proposed
outlets to channels.
Element 9: Control Pollutants
The control of pollutants is the responsibility of the construction superintendent.
Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic
system drain down, solvent and de -greasing cleaning operations, fuel tank drain down and
removal, and other activities that may result in discharge or spillage of pollutants to the
ground or into stormwater runoff must be conducted using spill prevention measures, such
as drip pans. Contaminated surfaces will be cleaned immediately following any discharge or
spill incident. The superintendent will be expected to use his best judgment in addressing
any and all conditions that are potentially damaging to the environment. Emergency repairs
may be performed on -site using temporary plastic placed beneath and, if raining, over the
vehicle.
All pollutants, including waste materials and demolition debris that occur on -site during
construction will be handled and disposed of in a manner that does not cause contamination
of stormwater. Cover, containment, and protection from vandalism will be provided for all
chemicals, liquid products, petroleum products, and non -inert wastes present on the site.
The contractor will provide a centralized area for the storage, maintenance, and refueling of
construction equipment and for washing of concrete truck drums. All runoff from the area
shall be intercepted by a trench around the downslope side of the area and detained until it
can be removed by a `Vactor' truck and properly disposed of in an approved facility.
Element 10: Control De -Watering
No requirement for de -watering is anticipated. However, if encountered, de -watering shall
be discharged into a closed conveyance system for discharge from the site. Highly turbid or
otherwise contaminated dewatering water, such as from construction equipment operation
will be handled separately from stormwater.
Page 5 of 7
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Element 11: Maintain BMPs
All temporary and permanent erosion and sediment control BMPs shall be maintained and
repaired as needed to assure continued performance of their intended function. All
maintenance and repair will be conducted in accordance with standard procedures for the
BMPs.
Sediment control 'BMPs will be inspected weekly or after a runoff -producing storm event
during the dry season and daily during the wet season.
All temporary erosion and sediment control BMPs will be removed within 30 days after final
site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped
sediment shall be removed or stabilized on site. Disturbed soil areas resulting from removal
of BMPs or vegetation will be permanently stabilized with mulch, grass planting or other
approved erosion control treatment.
Element 12: Mana e the Project
Site construction will be performed after the erosion and sediment control measures have
been constructed.
From October 1 through April 30, clearing, grading, and other soil disturbing activities shall
only be permitted if the transport of sediment from the construction site to receiving waters
will be prevented through a combination of favorable site and weather conditions,
limitations on extent of activity, and proposed erosion and sediment control measures. The
Contractor and/or owner should stop the permitted activity if sediment leaves the
construction site causing a violation of the surface water quality standard or if erosion and
sediment control measures are not adequately maintained.
Trenches will be opened only immediately prior to construction and the trenches will be
backfilled immediately after any required testing or inspections of the installed
improvements. Trenching spoils will be treated as other disturbed earthwork and measures
will be taken to cover or otherwise stabilize the material, as required.
All BMPs shall be inspected, maintained, and repaired as needed to assure continued
performance of their intended function.
Section 9 — Construction Phasing
The recommended construction sequence will include these steps in this order, but some
portions of the steps may be performed out of sequence as conditions require.
The Construction Sequence is as follows:
1. Obtain Applicable Washington DOE Applicable General Permits for Construction
2. Stake and flag clearing and construction limits
3. Install Construction Entrance(s)
4. Install silt fabric fence where indicated
5. Install any other erosion control facilities that may be necessary
6. Clear and grade site
7. Remove erosion control facilities only after site is stabilized
8. Request Final site development inspection
B.
BEYLER
Contractor to make connections to existing facilities only after proposed storm and sewer
systems have been inspected and accepted of by Pierce County. All storm drainage facilities
shall be protected in place from construction activity via brightly flagged stakes or, if
necessary, temporary construction fencing.
Section 10 — Construction Schedule
The project is intended to begin construction in 2014. Special consideration is required for
source control during the wet season period, which may include phased construction,
materials available for immediate stabilization of denuded areas and diligent review of site
for noted erosion concerns.
Section 11 — Financial/Ownership Responsibilities
The property owner will be responsible for bonds and other required securities for this
project.
Section 12 — Engineering Calculations
No calculations have been prepared for this report.
Section 13 — Conclusion
Erosion control procedures as described in this report and illustrated on the design plans, if
properly implemented, should mitigate anticipated erosion effects from the development of
this project.
The success of erosion control measures is usually related to the Contractor's attention to
maintenance of such measures. However, in some instances, even with proper attention
being paid to erosion control, measures such as those shown on the plans are unable to
prevent the discharge of turbid water to the city storm system. In this event, secondary
measures may be required. These additional BMPs are provided in Volume II of the Surface
Water Management Manual.
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BEYLER
CON' SOLCISG
Page 7 of 7
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