16-103046CITY OF
ti. Federal Way
CITY HALL
33325 8th Avenue South
Federal Way, WA 98003-6325
(2-53) 835-7000
www.cityoffederalway.com
Jim Ferrell, Mayor
August 1, 2016
Mr. Ken Kumar
29645 18th Avenue South, Unit B301
Federal Way, WA 98003
FILE
Re: File # 16-103046-00-PC; PREAPPLICATION CONFERENCE SUMMARY
18th Avenue South Short Plat; 1811, Avenue South (no street number)
Dear Mr. Kumar:
Thank you for participating in the preapplication conference with the City of Federal Way's Development
Review Committee (DRC) held July 21, 2016. We hope that the information discussed at that meeting was
helpful in understanding the general requirements for your project as submitted.
This letter summarizes comments given to you at the meeting by the members of the DRC. The members
who reviewed your project and provided comments include staff from the city's Planning and Building
Divisions and Public Works Department, and representatives from Lakehaven Utility District and South King
Fire & Rescue. Some sections of the Federal Way Devised Code (FWRC) and relevant information handouts are
enclosed with this letter. Please be advised, this letter does not represent all applicable codes. In preparing
your formal application, please refer to the complete FWRC and other relevant codes for all additional
requirements that may apply to your project.
The key contact for your project is Senior Planner Dave Van De Weghe at 253-835-2638, or
david.vandeNveghc@ciiyoffederaly2jr-com. For specific technical questions about your project, please contact
the appropriate DRC representative as listed below. Otherwise, any general questions about the
preapplication and permitting process can be referred to your key contact.
PROJECT DESCRIPTION
The proposal is to subdivide three lots into nine single family lots with a new internal access road and
stormwater detention pond.
MAJOR ISSUES
Outlined below is a summary of the major issues of your project based on the plans and information
submitted for preapplication review. These issues can change due to modifications and revisions in the plans.
These major issues only represent comments that the DRC consider most significant to your project and do
not include the majority of the comments provided. The major issues section is only provided as a means to
highlight critical requirements or issues. Please be sure to read the entire department comments made in the
next section of this letter.
Mr. Ken Kumar
Page 2 of 12
August 1, 2016
■ Planning Division
1. The proposed subdivision is located within an Erosion Hazard Area. A critical area report will be
regi*re .per FWCC 19.145.240,
2. All resi&nti4l subdivi tons are required to provide open space in the amount of 15 percent of the
grass land area of thesubdivision site per FWRC 18.55.060(2).
• Public Works Traffic Division
■ Transportation Concurrency Management (FW/BC 19.90) — A transportation concurrency permit with
application fee of $2,055.00 is required for the proposed project.
■ Traffic Impact Fees (FWIRC 19.91) - Traffic impact fees are required and must be paid prior to plat
recording.
■ Frontage Improvements (FWIRC 19.135.040) - Construct street frontage improvements and dedicate
right-of-way (ROVE along the property frontage on 18th Ave S.
■ Access Management (FW/KC 19.135.260) — The development shall meet access management standards.
■ Block Perimeter (FIX/RC 18.55.010 & FWIRC 19.135.251) — The development shall meet block
perimeter requirements of 1,320 feet for non -motorized access and 2,640 feet for streets.
Public Works Development Services Division
1. Flow control and water quality will be required as outlined in the 2016 King County Surface Water Design
Manual (KCSWDM). Best Management Practices (BMPs) must also be applied. Flow control and
water quality requirements apply onsite and to required improvements to 18th Avenue South.
2. Utility cuts within 18t� Avenue South may trigger overlay requirements. The applicant is urged to
provide a plan showing all work within 18th Avenue South as soon as possible so that the extent of
overlay can be determined.
• Lakehaven Utility District
1. A Developer Extension (DE) Agreement will be required to construct new and/or abandon existing
water distribution facilities for the proposed development, including extend-to-far-edge(s) in
accordance with long-standing Lakehaven policy.
2. A DE Agreement will be required to construct new and/or abandon existing sanitary sewer facilities
necessary for the proposed development, including extend-to-far-edge(s) in accordance with long-
standing Lakehaven policy.
• South King Fire and Rescue
1. See the comments below regarding fire apparatus access roads and automatic fire sprinkler systems.
File #16-103046-00-PC Doc 1D 73999
r
Mr. Ken Kumar
Page 3of12
August 1, 2016
DEPARTMENT COMMENTS
Outlined below are the comments made by the representatives of each department present at the
preapplication conference. Each section should be read thoroughly. If you have questions, please contact the
representative listed for that section.
PLANNING DIVISION (Dave Van De Weghe, 253-835-2638, david.vandewe he ci off ederalway.com)
Sboa Plat Process— Pursuant to FWRC 18.30.010, short plat applications are administratively processed
through the Department of Community Development. The administrative review process requires that
the Director of Community Development issue a decision on the short subdivision request and confirm
conformance with FWRC 18.30.110(2). Public notice of the complete short plat proposal is required per
FWRC 18.30.080, and a 15-day public comment period is provided. However, no public hearing will be
required unless an appeal is filed. A master land use application and short plat handout are enclosed;
relevant code sections are available at www.codep!oblishinVcom/E&/EtLer—a—I—W—aYJ-.
2. State Environmental Policy Act (SEPA) —This short plat application is exempt from the requirements of
SEPA review.
Land Use Review Timeframes — The Planning Division will notify the applicant of the application status
within 28 days of submittal. If the application is determined complete, staff will issue a Letter of
Complete Application. Review will stop any time the applicant has been requested by the city to correct
plans, perform required studies, or provide additional information needed to issue a decision. The review
period will begin within 14 days following submittal of requested items. Per FWRC 18.05.080(1), if an
applicant fails to provide additional information to the city within 180 days of being notified by mail that
such information is requested, the application shall be deemed null and void and the city shall have no
duty to process, review, or issue any decision with respect to such an application.
4. Public Notice —Short plat applications require a public notice and a 15-day comment period. Within 14
days of issuing the Letter of Complete Application, a Notice of Application will be published in the
Federal Way Mirror, posted on the subject property, and placed at the city's three designated notice
boards.
5. Fees —As development fees change annually, please contact the Permit Center at 253-835-2607, or
permitcenter@citvOffe� .cam, for an updated fee list prior to submitting your application.
Additional utility fees, school impact fees, concurrency, and engineering plan review fees apply.
6. The proposed subdivision is located within an erosion hazard area. All proposed improvements within an
erosion hazard area, or seismic hazard area, shall follow the recommendations within the critical area
report to ensure the improvements will not adversely affect geologic hazards and the improvements are
at minimal risk by the geologic hazard as stated by a geotechnical engineer or engineering geologist
licensed in the state, as designed under anticipated conditions, per FWCC 19.145.240. Proposed
improvements within an erosion hazard area shall also demonstrate all of the following via the critical
area report:
a. The improvement will not increase surface water discharge, or sedimentation, to adjacent
properties and/or stormwater systems beyond predevelopment conditions;
b. The improvement will not decrease slope stability on adjacent properties; and
c. The improvement will not adversely impact other critical areas.
Rd #16-103046-00-PC Doc ID 73999
Mr. Ken Kumar
Page 4 of 12
August 1, 2016
Lot Si,>e — The zoning for the subject site is Single -Family Residential (KS) 7.2. The minimum lot size for
each lot is 7,200 square feet. As depicted, the proposed lots meet the minimum lot size requirement.
Property set aside in tracts (access and/or open space) cannot count towards the minimum lot area per
FWRC 19.05.120, "Lot Area," and FWRC 19.145.150(1).
Also, all residential subdivisions are required to provide open space in the amount of 15 percent of the
gross land area of the subdivision site per FWRC 18.55.060(2). If open space is provided onsite, it shall be
provided in its own tract; see item #12, below.
8. Design Criteria— Short plats are subject to the subdivision design criteria of FWRC Chapter 18.55.
9. Setbacks —Future residences must conform to the following structural setback requirements of FWRC
19.200.010, "Detached Dwelling Units": front yard — 20 feet; side yard — 5 feet; and rear yard — 5 feet.
10. Miscellaneous Single -Family Residential Regulations —
a. Maximum height of structures — 30 feet above average building elevation.
b. Maximum lot coverage — 60 percent.
c. Required parking spaces — two per dwelling unit.
11. Open Space — All residential subdivisions are required to provide open space in the amount of 15 percent
of the gross land area of the subdivision site per FWRC 18.55.060(2). All or some of the open space
requirement may be satisfied by a fee -in -lieu payment at the discretion of the Parks Director, after
consideration of the city's overall park plan, quality, location, and service area of the open space that
would otherwise be provided with the project. Open space fees shall be paid prior to recording the short
plat. If the applicant chooses to provide onsite open space, it shall be provided in its own tract and
include a combination of the following types:
Open Space Category
% of Gross Land Area
Usable
10% minimum
Conservation
No maximum or minimum
Buffer
2% maximum
Constrained
2% maximum
Per FWRC 18.55.060(5), "Open space shall be owned in common undivided interest by all property
owners within the land division as members.:.." As with other tracts, an open space tract cannot count
towards the minimum lot area of either lot.
The city is working on a code amendment related to the provisions of open space. The project contact is
Associate Planner Leila Willoughby -Oakes, who may be reached at 253-835-2644, or
leila.willou hbvoakes ci offederalway.com.
File #16-103046-00-PC Doc ID 73999
Mr. Ken Kumar
Page 5 of 12
August 1, 2016
12. Clearing, Gradin& and Tree and ile&eta ion Retention — The short plat is subject to the provisions of FWRC
19.120, "Clearing, Grading, and Tree and Vegetation Retention." A clearing and grading plan that meets
FWRC 19.120.020 and FWRC 19.120.040 must be submitted with the formal short plat application, as
clearing and grading work is proposed.
13. Tree Density Requirements — The plat will be subject to tree density requirements of FWRC 19.120.130(1);
note that 25 tree -units per acre are required for single-family zoned sites. A tree unit is a value assigned to
existing trees retained on the property or replacement trees. The larger the tree, the greater value it is
assigned. Required tree density can be composed of retained trees and replacement plantings per FWRC
19.120.130. The tree and vegetation plan must clearly show where the tree units are to be located. The
formal application must indicate what trees are to be removed.
In the case of the 2.1-acre site, approximately 52.5 tree units are required (25 x 2.1 = 52.5). Tree unit
credits are in Table 2 of FWRC 19.120.130(2). Per FWRC 19.120.130(3), the total number of tree units
required to be provided is calculated by multiplying gross site acreage, minus any proposed public or
private streets.
If an applicant cannot provide for the minimum tree units per acre on site, off -site mitigation, or a fee -in -
lieu payment to the city's urban forestry account, may be approved by the director. See FWRC
19.120.140 for off -site mitigation and fee -in -lieu payment requirements.
14. Seavage Disposal — The applicant must provide documentation that each lot in the subdivision will either
connect to the sanitary sewer system or provide an on -site septic system. The city does not have any code
provision requiring connection to the sanitary sewer system. The continued use of the existing septic
system for one of the lots must be approved by the Public Health -Seattle & King County. Provide a copy
of their Subdivision Pre -Application Report. If on -site septic systems are provided, prior to short plat
recording, the applicant must obtain the Public Health -Seattle & Ding County signature on the short plat
document and provide a copy of their signed Application for Final Subdivision.
15. Schoollmpact Fees — School impact fees (currently ,$2,899.00, plus an administrative fee of ,$144.95 per
single-family home) are due at the time of the building permit application for new dwelling units and are
subject to the fee schedule in effect at that time. This fee amount is subject to change as determined
annually by the Federal Way School District.
The city is in the early stages of working on a code amendment related to the timing of payment of
school impact fees. The project contact is City Planner Jim Harris, who can be reached at 253-835-2652,
or jim.harris@citroffedemiivay.com-
16. Approval Duration — Short plat preliminary approval expires five years from the date of approval.
Engineering plans must be approved, improvements constructed, and the short plat must be recorded
within the five-year time period. No less than 60 days prior to the lapse of approval, the applicant may
request a two-year time extension for the short plat approval.
17. Recordin,g — The city will record the short plat with the King County Division of Records and Elections
subsequent to the Public Works Department approval of submitted as -built plans. Prior to recording the
short plat, all surveying and monumentation must be complete. In addition, all other required
improvements must be substantially completed as determined by the departments of Community
Development and Public Works.
File #16-103046-00-PC Doc ID 73999
Mr. Ken Kumar
Page 6 of 12
August 1, 2016
PW DEVELOPMENT SERVICES DIVISION (Ann Dower, 253-835-2732, ann.dowerC-}a.ciryoffederalw�
Land Use Issues — Stormwater
1. Surface water runoff control and water quality treatment will be required per the 2016 King County Surface
TX�ater De ign Manual (KCSWDM) and the City of Federal Way Addendum to the 2016 KCSWDM. This
project meets the requirements for a Full Drainage Review. At the time of preliminary short plat
submittal, a preliminary Technical Information Report (TIR), addressing the relevance of the project to
the nine core and five special requirements of the KCSWDM will be required. A Level 1 downstream
analysis shall also be provided in the preliminary TIR. The city has 1" = 100', five-foot contour
planimetric maps that may be used for basin analysis.
2. The project lies within a Conservation Flow Control area; thus, the applicant must design the flow
control facility to meet these performance criteria. In addition to flow control facilities, Best Management
Practices (BMPs) are required as outlined in the KCSWDM, Section 1.2.9.3. The project requires
Enhanced Basic Water Quality Treatment and shall be designed to meet the treatment criteria of the
Basic Water Quality Menu.
3. Soil logs prepared by a licensed geotechnical engineer or septic designer must be provided to verify
infiltration suitability.
4. Detention and water quality facilities for short plats must be above ground (i.e. open pond).
Underground facilities are allowed only with approval from the Federal Way Public Works Department.
5. Show the proposed location and dimensions of the detention and water quality facilities on the
preliminary plans.
6. If more than one acre will be disturbed during construction, a National Pollutant Discharge Elimination
System (NPDES) construction stormwater permit may be required. Information regarding this permit
can be obtained from the Washington State Department of Ecology by calling 360-407-6048, or at
w%vw.. es;y.wag_ov //program s /wq 1 s tormwiter / cons trucdon /`index.h tmi.
Right -of -Way Improvements
1. See the Traffic Division comments from Senior Transportation Planning Engineer Sarady Long for
traffic related items.
2. If dedication of additional right-of-way is required to install street frontage improvements, the dedication
shall be conveyed to the city through a statutory warranty deed. The dedicated area must have clear title
prior to recording.
3. All stormwater treatment and detention requirements outlined above may apply to any improvements
within the public right-of-way.
4. Utility cuts within 18th Avenue South may trigger overlay requirements. The applicant is urged to provide
a plan showing all work within 18th Avenue South as soon as possible so that the extent of overlay can be
determined.
File #16-103046-00-PC Doc ID 73999
Mr. Ken Kumar
Page 7 of 12
August 1, 2016
Building (or EN) Permit Issues
1. Engineered plans are required for clearing, grading, road construction, and utility work. Plans must be
reviewed and approved by the city. Engineering review fees are $750 for the first eight hours of review,
and $93.75 per hour for additional review time. A final TIR shall be prepared for the project and
submitted with the engineering plans. Both the TIR and the plans will require the signature/seal of a
professional engineer registered/licensed in the State of Washington.
2. In addition to engineering approval, short plats and subdivisions are required to obtain a separate permit
for grading. Details and fees may be obtained from the Building Division.
3. The Federal Way Public Works Development Standards Manual (including standard detail drawings, standard
notes, and engineering checklists) is available on the city's website to assist the applicant's engineer in
preparing the plans and TIR at www.citvoffcdg wx .com n de 1467.
4. Bonding is required for all street improvements and temporary erosion and sediment control measures
associated with the project. The bond amount shall be 120 percent of the estimated costs of the
improvements. An administrative fee deposit will need to accompany the bond to cover any possible
legal fees in the event the bond must be called. Upon completion of the installation of the improvements,
and final approval of the Public Works Inspector, the bond will be reduced to 30 percent of the original
amount and held for a two-year maintenance period.
5. The developer will be responsible for the maintenance of all storm drainage facilities (including the
detention and water quality facilities) and street systems during the two-year maintenance period. During
that time, the Public Works Inspector will make periodic visits to the site to ensure the developer's
compliance with the maintenance requirements. Upon satisfactory completion of the two-year maintenance
period, the remainder of the bond will be released. Maintenance for public roads and subdivision drainage
facilities then become the responsibility of the city. Maintenance for private roads and drainage facilities,
including those in short plats, remain the responsibility of the individual property owners.
6. When topographic survey information is shown on the plans, the vertical datum block shall include the
phrase "DATUM: N.G.V.D.-29" or "DATUM: K.C.A.S.," on all sheets where vertical elevations are
called out.
7. Drawings submitted for plan review shall be printed on 24" x 36" or 22" x 34" paper. Site plans shall be
drawn at a scale of 1" = 20', or larger. Architectural scales are not permitted on engineering plans.
8. Provide cut and fill quantities on the clearing and grading plan.
9. Temporary Erosion and Sediment -Control (TESC) measures, per Appendix D of the 2016 KCSWDM,
must be shown on the engineering plans.
10. The site plan shall show the location of any existing and proposed utilities in the areas affected by
construction.
File #16-103046-00-PC
Doc ID 73999
Mr. Ken Kumar
Page 8 of 12
August 1, 2016
PUBLIC WORKS TRAFFIC DIVISION (Sarady Long, 253-835-2743, sarady.long&cityo€federalway.com)
Transportation Concurrency Analysis (FWRC 19.90)
1. Based on the submitted materials for nine Single Family lots, the Institute of Transportation Engineers
(ITE) Trip Generation - 81h Edition, land use code 210 (Single Family Detached), the proposed project is
estimated to generate approximately 12 new weekday PM peak hour trips.
2. A concurrency permit is required for this development project. The Public Works Traffic Division will
perform the concurrency analysis to determine if adequate roadway capacity exists during the weekday
PM peak period to accommodate the proposed development project. Please note that supplemental
transportation analysis and concurrency mitigation may be required if the proposed project creates an
impact not anticipated in the six -year Transportation Improvement Plan (TIP).
3. The estimated fee for the concurrency permit application is $2,055.00 (11 - 50 trips). This fee is an
estimate and based on the materials submitted for the preapplication conference. The concurrency
application fee must be paid in full at the time the concurrency permit application is submitted with the
land use application. The fee may change based on the new weekday PM peak hour trips as identified in
the concurrency trip generation. The applicant has the option of having an independent traffic engineer
prepare the concurrency analysis consistent with city procedures; however, the fee remains the same.
Transportation Impact Fees (TIF) (FWRC 19.91)
Based on the submitted materials for nine single family lots, the estimated traffic impact fee is $34,468.
The actual fee will be calculated and paid at the time of plat recording. The applicant may defer part or the
entire impact fee payment amount to either building permit issuance, or to no later than closing of the sale
of the single family home. If this option is selected, covenants prepared by the city to enforce payment of
the deferred fees will be recorded at the applicant's expense on each lot at the time of plat recording for
residential land divisions. Please note, the city is in the process of modifying this code section.
Street Frontage Improvements (FWRC 19.135)
1. Per FWRC 19.135.040, the applicant/owner will be expected to construct street improvements consistent
with the planned roadway cross -sections as shown in Appendix III -A in Chapter III of the Federal Way
Comprehensive Plan (FWCP), and the Capital Improvement Program (CIP) shown as Table III-10. Based
on the materials submitted, staff conducted a limited analysis to determine the required street
improvements. The applicant will be expected to construct improvements on the following streets to the
city's planned roadway cross -sections:
■ Internal road shall be Type a "Y" local street, consisting of a 24-foot street with curb and gutter, 5-
foot sidewalks in a 38-foot private tract. A street modification must be approval by the Public
Works Director to -connect the two private tracts. The private tract must be less than 150 feet in
length and shall meet all applicable spacing requirements.
is Eighteen Avenue South is a Minor Collector planned as a Type "R" street, consisting of a 40-foot
street with curb and gutter, 4-foot planter strips with street trees, 6-foot sidewalks, and street lights
in a 66-foot right-of-way. Assuming a symmetrical cross section, a 3-foot right-of-way dedication
File #16-103046-00-PC Doc ID 73999
Ms. Ken Kumar
Page 9 of 12
August 1, 2016
and half street improvements are required as measured from the street centerline. Please note,
additional improvements beyond the site frontage will be required to meet appropriate taper
lengths.
2. The applicant may make a written request to the Public Works Director to modify, defer, or waive the
required street improvements (FWRC 19.135.070). Information about a right-of-way modification
requests are available through the Public Works Development Services Division. Please note that these
modification requests have a nominal review fee, currently at $160.
3. Tapers and transitions beyond the project frontage may be required as deemed necessary for safety
purposes; taper rate shall be WS" 2/60, or as directed by the Public Works Director.
Access / Design Criteria
1. Block perimeters shall be no longer than 1,320 feet for non -motorized trips, and 2,640 feet for streets
(FWRC 18.55.010 and FWCP Policy TP21). However, due to topographical constraints, environmentally
sensitive areas, and the presence of existing surrounding developments along the east side of the
property, no additional street connections appear feasible.
2. The proposed internal roads shall be relocated to meet street/driveway separation requirements. A shared
access with adjacent property owners is recommended.
BUILDING DIVISION (Peter Lawrence, 253-835-2621, eter.lawrence ci offederalway.cam)
No comments.
LAKEHAVEN UTILITY DISTRICT (Brian Asbury, 253-946-5407, basbu lakehaven.or )
Water
• A Certificate of Water Availability (application enclosed) issued separately by Lakehaven may be required
to be submitted with any land use and/or building permit applications (check with land use agency for
requirement). The certificate is valid for one year from date of issuance. If the certificate is needed, allow
one to two working days to issue.
• A Developer Extension (DE) Agreement will be required to construct new and/or abandon existing
water distribution facilities for the proposed development, including extend-to-far-edge(s) in accordance
with long-standing Lakehaven policy. Additional detail and/or design requirements can be obtained from
Lakehaven by completing and submitting a separate application to Lakehaven for either a Developer Pre -
Design Meeting or a DE Agreement (applications enclosed). Lakehaven encourages owners, developers,
and/or applicants to apply for Lakehaven processes separately to Lakehaven, and sufficiently early in the
pre-design/planning phase to avoid delays in overall project development.
• The site (parcel 3674400135) has one residential water service connection (Svc No. 36865).
■ The associated DE Agreement must achieve a point of either Substantial Completion or Acceptance, as
determined by Lakehaven, prior to activating any new domestic or irrigation water service connection(s).
FAe # 1 6-103046-00-PC Doc ID 73999
Mr. Ken Kumar
Page 10of12
August 1, 2016
■ Based on the proposal submitted, preliminary estimated Lakehaven water service connection fees,
charges, and deposits (2016 schedule) will be as follows. Actual connection charges will be determined
upon submittal of service connection application(s) to Lakehaven. Connection charges are separate from
any DE fees, charges, and deposits, and are due at the time of application for service. All Lakehaven fees,
charges and deposits are typically reviewed and adjusted (if necessary) annually, and are subject to change
without notice.
■ Water Service/Meter Installation, 1" preliminary size: ,$320.00, each lot. Actual size TBD by
Lakehaven based on UPC plumbing fixture count.
• Capital Facilities Charge(s)-Water: ,$3,629.00, per Equivalent Residential Units (ERU). Water system
capacity credits are available from system capacity charges previously credited to the property for
1.00 ERU. Please contact Lakehaven for further details.
• Other (describe): None anticipated.
Sewer
• A Certificate of Sewer Availability (application enclosed) issued separately by Lakehaven may be required
to be submitted with any land use and/or building permit applications (check with land use agency for
requirement). The certificate is valid for one year from date of issuance. If the certificate is needed, allow
one to two working days to issue.
A Developer Extension Agreement will be required to construct new and/or abandon existing sanitary
sewer facilities necessary for the proposed development, including extend-to-far-edge(s) in accordance
with long-standing Lakehaven policy. Additional detail and/or design requirements can be obtained from
Lakehaven by completing and submitting a separate application to Lakehaven for either a Developer Pre -
Design Meeting or a Developer Extension Agreement (applications enclosed). Lakehaven encourages
owners, developers, and/or applicants to apply for Lakehaven processes separately to Lakehaven, and
sufficiently early in the pre-design/planning phase to avoid delays in overall project development.
■ The site does not have an existing, active sewer service connection.
• The associated DE Agreement must achieve a point of either Substantial Completion or Acceptance, as
determined by Lakehaven prior to activating any new sewer service connection(s).
Based on the proposal submitted, preliminary estimated Lakehaven sewer service connection fees,
charges, and deposits (2016 schedule) will be as follows. Actual connection charges will be determined
upon submittal of service connection application(s) to Lakehaven. Connection charges are separate from
any DE fees, charges, and deposits, and are due at the time of application for service. All Lakehaven fees,
charges, and deposits are typically reviewed and adjusted (if necessary) annually, and are subject to change
without notice.
• Sewer Service Connection Permit Fee: ,$300.00, each lot.
Capital Facilities Charge(s)-Sewer: ,$3,206.00, per Equivalent Residential Units (ERU). Sewer system
capacity credits are available for this property from system capacity charges previously assessed
(ULID 35) for 3.04 ERU. Please contact Lakehaven for further details.
• Service Agreement Charge(s): ,$130.00, each lot.
• County Document Recording Fees: ,$77.00, each lot.
■ Other (describe): None anticipated.
File #16-103046-00-PC Doc ID 73999
Mr. Ken Kumar
Page 11 of 12
August 1, 2016
General
■ All comments herein are valid for one year and are based on the proposal(s) submitted and Lakehaven's
current regulations and policies. Any change to either the development proposal(s) or Lakehaven's
regulations and policies may affect the above comments accordingly.
SOUTH KING FIRE AND RESCUE (Vince Faranda, 253-946-7242, vince.f;arand uth fire.or
A Certificate of Water Availability shall be provided at the time of the application indicating the fire flow
available at the site.
Fire apparatus access roadways shall be required for every building when any portion of an exterior wall of the
first story is located more than 150 feet from fire apparatus vehicle access. Fire apparatus access roads:
1) Shall have an unobstructed width of not less than 20 feet and an unobstructed vertical clearance of not
less than 13 feet 6 inches.
2) Shall be designed and maintained to support the imposed load of a 75,000 pound fire apparatus and shall
be provided with a surface so as to provide all-weather driving capabilities.
3) Shall be not less than a 32 foot inside turning radius and not less than a 40 foot outside turning radius.
4) A dead-end in excess of 150 feet in length shall be provided with a cul-de-sac at the dead end. All such
cul-de-sacs shall be not less than 80 feet in diameter.
EXCEPTION: A modified turnaround, such as a hammerhead, can be approved when the 6uildang is protected
with an approved automatic sprinkler ystem.
5) Gradient shall not exceed 15 percent.
An automatic fire sprinkler system shall be installed for all occupancies:
1) Without adequate fire flow.
2) Without approved fire department access or turnaround (minimum 80-foot cul-de-sac).
CLOSING
This letter reflects the information provided at the preapplication meeting and is intended to assist you in
preparing plans and materials for a formal application. We hope you found the comments useful to your
project. We have made every effort to identify major issues to eliminate surprises during the city's review of
the formal application. The completion of the preapplication process in the content of this letter does not vest
any future project application. Comments in this letter are only valid for one year as per FWRC 19.40.070(4).
As you know, this is a preliminary review only and does not take the place of the full review that will follow
submission of a formal application. Comments provided in this letter are based on preapplication materials
submitted.
File #16-103046-00-PC Doc 1D 73999
Mr. Ken Kumar
Page 12 of 12
August 1, 2016
Modifications and revisions to the project as presented for this preapplication may influence and modify
information regarding development requirements outlined above. In addition to this preapplication letter,
please examine the complete FWRC and other relevant codes carefully. Requirements that are found in the
codes that are not addressed in this letter are still required for your project.
If you have questions about an individual comment, please contact the appropriate department/division/
agency representative noted above. Any general questions can be directed towards the key project contact,
Dave Van De Weghe (253-835-2638, or david.vandewwltic(0)cit.voffederal-,vgy.om . We look forward to
working with you.
Sincerely,
Dave Van De Weghe, AICP
Senior Planner
enc: Bulletin 003, "Master Land Use Application"
Bulletin 010, "Short Subdivision Submittal Requirements"
Lakehaven Utility Map & Handouts
Peter Lawrence, Plans Examiner
Ann Dower, Senior Engineering Plans Reviewer
Sarady Long, Senior Transportation Planning Engineer
Brian Asbury, Lakehaven Utility District
Vince Faranda, South King Fire & Rescue
File #I6-103046-00-PC Doc ID 73999
A�k ... Federal Way
June 29, 2016
Ken Kumar
29645 18"' Ave. S., Unit B301
Federal Way, WA 98003
RE: File #16-103046-00-PC; PREAPPLICATION MEETING SCHEDULED
181h Ave. S. Short Plat, Federal Way
Dear Mr. Kumar:
FILE
33325 8th Avenue South
Federal Way, WA 98003-6325
(253) 835-7000
wwwcityoffederalway. com
Jim Ferrell, Mayor
The Community Development Department is in receipt of your preapplication conference request. The
application has been routed to members of the Development Review Committee and a meeting with the
project applicant has been scheduled as follows:
9:00 a.m. — Thursday, July 21, 2016
Hylebos Conference Room
Federal Way City Hall, 2°d Floor
33325 8"' Avenue South
Federal Way, WA 98003
We look forward to meeting with you. Please coordinate -directly with anyone else you would like to
attend the meeting as this will be the only notice sent by the department. If you have any questions
regarding the meeting, please contact me at david.vandewen a cit offederalway.com, or 253-83 5-263 8.
Sincerely,
Dave Van ❑e eegh
Senior Planner
Doc. I.D M76
CITY OF
,1. Federal Way
CITY HALL
33325 8th Avenue South
Federal Way, WA 98003-6325
(253) 835-7000
www. cityoffederalway. com
Jim Ferrell, Mayor
July 11, 2016
Mr. Ken Kumar
29645 18th Avenue South; Unit B301
Federal Way, WA 98003
FILE
Re: File #16-103046-00-PC; PREAPPLICATION CONFERENCE SCHEDULED
18th Avenue South Short Plat, No Site Address, Federal Way
Dear 1VIr. Kumar:
The Community Development Department is in receipt of your preapplication conference request. The
application has been routed to members of the Development Review Committee and a meeting with the project
applicant has been scheduled as follows:
9:00 a.m. — Thursday, July 21, 2016
Hylebos Conference Room
Federal Way City Hall, 2nd Floor
33325 8th Avenue South
Federal Way, WA 98003
We look forward to meeting with you. Please coordinate directly with anyone else you would like to attend
the meeting as this will be the only notice sent by the department. If you have any questions regarding the
meeting, please contact me at david.vandeweghe a cityofFe-deralway..com, or 253-835-2638.
Sincerely,
Dave Van De Weghe
Senior Planner
Doc. I.D. 74070
CITY OF FEDERAL WAY
DEVELOPMENT REVIEW COMMITTEE (DRC)
Preapplication Conference Sign -In Sheet
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18th Ave S Short Plat
16-103046-00-PC
0 50 100
Feet 7/12/2016 BIB
CITY OF FEDERAL WAY
COMMUNITY DEVELOPMENT DEPARTMENT
DEVELOPMENT REVIEW COMMITTEE'TRANSMITTAL
DATE: 6/29/2016
TO: E.J. Walsh, Development Services Manager
Peter Lawrence, Plans Examiner
Brian Asbury, Lakehaven Utility District
South King Fire & Rescue
Rick Perez, City Traffic Engineer
FROM: Dave Van De Weghe, Planning
FOR DRC MTG. ON: 7/14/2016 - Internal
FILE NUMBER(s): 16-103046-00-PC
RELATED FILE NOS.: None
PROJECT NAME: 18th Ave. S . short plat
PROJECT ADDRESS: Parcels: 367440-0135, 367440-0140, 367440-0145
SW 300TH PL
ZONING DISTRICT: RS 7.2
PROJECT DESCRIPTION: Proposal to divide three lots into nine lots with
internal access road and stormwater detention
pond.
LAND USE PERMITS:-11`hort Plat
PROJECT CONTACT: Ben Anstey, PE
8027 NE 180th St
Bothell, WA 98011
MATERIALS SUBMITTED:_ Preliminary Plat conceptual drawing
RESUBMITTED
Ph. 253-896-1011 JUL 0 7 2016
Fx. 253-896-2633 CITY OF FEDERAL WAY
KK General Contractor, LLC
29645 18th Avenue South, B-301
Federal Way, WA 98003
(206) 380-1535
Kkgeneralcontracting@hotmail.com
Attn: Mr. Ken Kumar
PERMIT #: 16-102142-00 SF
ADDRESS: 29808 18th Avenue S
PROJECT: New Single Family
KUMAR
RESU B: 7/7/ 16
GeoResources, LLC
5007 Pacific Hwy. E, Suite 16
Fife, Washington 98424
June 30, 2016
FILE
Geotechnical Engineering Report
Proposed Residential Short Plat
29808 18th Avenue South
Federal Way, Washington
PN: 3674400135
Doc ID: KKGenera1.18thAveS.RG
INTRODUCTION
This geotechnical report presents the results of our recent site visit, subsurface
explorations, literature research, and engineering analysis for the proposed residential
development to be constructed on the tax parcel 3674400135 at 29808 181h Avenue South,
Federal Way, Washington. The location of the site is shown in the attached Site Vicinity Map,
Figure 1.
Our understanding of the project is based on our discussions with you, our site visit on
June 1, 2016, our review of publicly available soils data, our subsurface explorations, our past
experience in the project vicinity, and our understanding of the City of Federal Way
development Codes. We understand that you propose to subdivide the 4 parcels into 9 new
single-family residential building lots. The future residences will be conventional wood -framed
structures supported on continuous cast -in -place spread and column foundations. The plat will
include a new road from 181 Avenue South, new underground utilities, and other associated
infrastructure. The site location is shown on the attached Site Location Map, Figure 1.
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 development. Specifically, our scope of services for the project included the following-
1. Reviewing the available geological and geotechnical literature for the site area;
2. Exploring subsurface conditions under the site by monitoring the excavation of a
series of 6 to 8 test pits at select locations across the site;
3. Collecting select soil samples from the explorations and conduct grain size tests, as
appropriate;
4. 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;
KKGeneral. 1 8thAveS.RG
June 30, 2016
Page 2
5. Providing conclusions regarding potentially using shallow foundations and floor slab
support and design criteria, including bearing capacity and subgrade modulus if
appropriate;
6. Addressing the City of Federal Way's Critical Areas Ordinance, as applicable;
7. Providing our opinion about the feasibility of on -site infiltration, including a
preliminary design infiltration rate based on grain size data as applicable; and
8. Providing recommendations for erosion and sediment control during we weather
grading and construction.
Our services were completed in accordance with our May 19, 2016 Proposal for
Geotechnical Engineering Services. We received your written notice to proceed the next day.
SITE CONDITIONS
The subiect parcel is located at 29808 18th Avenue South in the northern portion of
Federal Way, Washington. The parcel is generally rectangular shape that measures 91 feet
wide (north to south) by 363 feet deep (east to west) and encompasses about 0.73 acres.
The site currently has one residence in construction but is otherwise unoccupied. The site is
bounded by existing residences on the north and east, a single family residence and
undeveloped lot to the south, and 18th Avenue South to the west.
The ground surface on the eastern portion of the site slopes down to the west at about
20 percent or less. Near the center of the lot, the slope runs out leaving the western portion of
the parcel generally flat. Total topographic relief across the site is on the order of 25 feet. The
existing site configuration with topographic contours obtained from the King County GIs Maps
website are shown on the attached Site and Exploration Plan, Figure 2b.
The cite is currently rnyererl Aniith a romhinatinn of tall nraggec; waedc; native
understory, mature trees, and black berries.
Site Soils
The USDA Natural Resource Conservation Service (NRCS) Web Soil Survey for King
County maps the soils in the area of the site as Alderwood gravelly sandy loam (AgD) and
Arents, Alderwood material (AmB). The Alderwood soils are derived from glacial till deposits
that form on 8 to 15 percent slopes. The Alderwood soils are described as having a
"moderate" erosion hazard and are listed in hydrologic soils group C. The Arents soils are
derived from basal glacial till deposits that form on 0 to 6 percent slopes. The Arents soils are
listed in hydrologic soils group B/D. A copy of the SCS map is included as Figure 3.
Site Geology
The Geological Map of the Poverty Bay 7.5 minute Quadrangle, Washington, by Derek
B. Booth, Howard H. Waldron, and Kathy G. Troost (2003) indicates the site underlain by
Vashon glacial till (Qvt) with nearby areas as Vashon advance outwash deposits (Qva). These
glacial soils were deposited during the most recent Vashon Stade of the Fraser Glaciation,
approximately 12,000 to 15,000 years ago. The advance outwash soils consist of a poorly
sorted, lightly stratified mixture of sand and gravel that may contain localized deposits of clay
and silt that were deposited by meltwater streams emanating from the advancing ice mass.
The glacial till consists of a heterogeneous mixture of clay, silt, sand, and gravel that was
deposited at the base of the prehistoric continental glacial Ice mass and was subsequently
over -ridden. As such, the glacial till, and advance outwash, are considered overconsolidated
and exhibits high strength and low compressibility characteristics. No areas of landslides or
KKGeneral.18thAveS. RG
June 30, 2016
Page 3
landslide debris are mapped on or within the vicinity of the site. An excerpt of the referenced
geologic map is attached as Figure 4.
Subsurface Conditions
We explored surface and subsurface conditions on June1, 2016. We excavated 5 test
pits on the subject property to depths of approximately 3.5 to 5.5 feet. The test pits were
excavated by a licensed earthwork contractor working for GeoResources. The approximate
locations of the test pits are shown in the attached Site and Exploration Plan, Figure 2.
Descriptive test pit exploration logs have been attached as Figure 6a and 6b.
The specific number, locations, and depths of our explorations were selected by
GeoResources based on access limitations and encountered stratigraphy. Approximate
locations were determined by taping and pacing from features shown on the King County
Public GIS iMap and on the provided site plan. Elevations were determined by interpolating
between elevation contours shown on the referenced maps. Therefore, the locations depicted
on Figure 2 should be considered accurate only to the degree implied by our measuring
methods.
Our test pits encountered fairly uniform subsurface conditions that generally confirmed
the USGS mapped stratigraphy and the SCS soils designation. In general, our explorations
encountered about 1.3 to 3 feet of brown silty sand with wood and construction debris (Fill)
and 1.3 to 2.2 feet of tan silty sand with gravel and some boulders and minor orange mottling
in a medium dense and moist condition, which we interpret to be weathered glacial till.
Underlying these surficial soils, our test pits generally encountered a grey silty sand with
gravel and minor orange mottling in a dense to very dense and moist condition that was
encountered to the full depth explored in all test pits. We interpret these soils to be glacial till.
Groundwater
Groundwater was not observed in our subsurface explorations. Given the mapped
and encountered stratigraphy, including mottling in test pits TP-2, TP-3, TP-4 and TP-5, we
anticipate that the site may be prone to a seasonal perched groundwater condition. Perched
groundwater develops when the vertical infiltration of water through a shallow, more
permeable soil horizon is slowed by a deeper less permeable soils type. Throughout the year,
groundwater levels will typically fluctuate in response to changing precipitation patterns, off -
site construction activities, and site utilization.
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 upland area as the Alderwood gravelly sandy
loam formation which have a "Moderate to Severe" erosion hazard. Based on the mapping,
the site does not meet the technical definition of an Erosion Hazard area per the City code.
KKGeneral.18thAveS. RG
June 30, 2016
Page 4
Provided BMPs are in place prior to the start of earthwork activities at the site, the site poses a
low risk to surrounding and adjacent properties from potential erosion hazards.
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:
1. Any area with a combination of:
a. Slopes greater than 15 percent;
b. Permeable sediment overlying a relatively impermeable sediment or bedrock;
c. Springs or groundwater seeps.
2. 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.
3. Areas potentially unstable as a result of rapid stream incision; stream bank erosion,
and undercutting by wave action.
4. Areas located in a canyon or on an active alluvial fan, presently or potentially subject
to inundation by debris flows or catastrophic flooding.
5. Areas that have a "severe" limitation for building site development because of slope
conditions, according to the USDA SGS.
6. Those areas mapped as Class U (Unstable), Uos (Unstable old slides), and Urs
(unstable recent slides) by the Department of Ecology.
7. Slopes having a gradient steeper than 80 percent subject to rock fall during seismic
shaking"
Tile Siie iias Slopes steep'—;r thai: 15 percent, but i oo adverse ^vr intersectin^y co' +acts
are mapped or were observed on the site, nor were any seeps or springs noted on the
site. No areas of mapped landslide debris or activity were noted on the published USGS
geologic map or were observed during our site visit. No areas of alluvial fans are mapped
nor were any alluvial fans noted in the vicinity of the site at the time of our site visit. The
site soils (AgD, AmB) is listed as having a moderate to severe building limitations because
of the slope. The site slopes are not steeper than 80 percent which are subject to rock fall
during seismic shaking. Based on all of these conditions, it is our opinion that the site does
not meet the technical definition of a Landslide Hazard area per the City of Federal Way
code.
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."
Based on our observation and the subsurface units mapped at the site, we interpret
the structural site conditions to correspond to a seismic Site Class "C" in accordance with
Chapter 20 of ASCE 20. This is based on the likely range of equivalent SPT (Standard
Penetration Test) blow counts for the soil types observed in the site area. These conditions
were assumed to be representative for the conditions based on our experience in the vicinity
of the site. These soils are not prone to liquefaction and do not constitute a seismic hazard
area. Given the mapped stratigraphy of Vashon glacial till, which is considered
overconsolidated, it is our opinion that the potential for liquefaction is minimal.
KKGeneral.1 8thAveS.RG
June 30, 2016
Page 5
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."
The site does not have areas with slopes of 40 percent or greater. The site does not
meet the criteria of a steep slope hazard area, in our opinion.
CONCLUSIONS
Based on our site observations and data review, subsurface explorations and our
engineering analysis, it is our opinion that the construction of the proposed residential plat is
feasible from a geotechnical standpoint, provided the recommendations included herein are
incorporated into the project plans.
The residences may be supported on new conventional spread footings or floor slabs
bearing on competent native soils or on structural fill placed above these native soils.
Stormwater infiltration on the site is not feasible within the glacial till soils at the site.
Proper management of surface water runoff will be essential to reducing potential
erosion. Proper surface drainage and erosion control measures should reduce the risk for
future erosion and slope instability at the site.
Recommended Setback
Section 1805 of the International Building Code (IBC) requires a building setback from
slopes that are steeper than 3H:1 V (Horizontal:Vertical). The setback distance is calculated
based on the vertical height of the slope. The typical IBC setback from the top of the slope
equals one third the height of the slope. If the default IBC setbacks cannot be met, we can
provide recommendations for setback reduction by exploring and characterizing the shallow
subsurface conditions. We anticipate that site grading will result in flat building pads. We can
provide additional recommendations for building setbacks once the actual lot layout and site
grading plans have been finalized.
For planning purposes, the slopes steeper than 30 percent on the eastern side of the
site have a vertical height 20 to 30 feet. These would require IBC.setbacks on the order of 6
to 10 feet. Where this setback distance cannot be met, the foundation elements of the
structure can be extended vertically to meet the horizontal setback distance. Where the
foundation is extended vertically, we recommend that the setback be measured horizontally
from the lower outside edge of the foundation element to the face of the slope, as shown on
Figure 5.
Seismic Hazards
Based on our observation and the subsurface units mapped at the site, we interpret
the structural site conditions to correspond to a seismic Site Class "D" in accordance with the
2012 IBC (International Building Code) documents and ASCE 7-Chapter 20 Table 20.3-1.
This is based on the range of SPT (Standard Penetration Test) blow counts for the soil types
observed in the site area. These conditions were assumed to be representative for the
conditions based on our experience in the vicinity of the site.
Liquefaction is a phenomenon where there is a reduction or complete loss of soil
strength due to an increase in pore water pressure. The increase in pore water pressure is
induced by seismic vibrations. Liquefaction mainly affects geologically recent deposits of
loose, fine-grained sands that are below the groundwater table. Based on the density of the
soils observed to underlie the site, it is our opinion that the risk for liquefaction to occur at this
KKGeneral.1 8thAveS.RG
June 30, 2016
Page 6
site during an earthquake is negligible. Provided the design criteria listed below are followed,
the proposed structure will have no greater seismic risk damage than other appropriately
designed structures in the Puget Sound area.
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. Organic topsoil is not suitable for use as
structural fill, but may be used for limited depths in non-structural areas. Stripping depths
i_ _ _ _..�� _ a„r a., aL....... '}.-.4.Ir� 'In Areas of
ranging from 4 to 6 Inches should be expected to remove these unsuitable soll0. A eas v�
thicker topsoil or organic debris may be encountered in areas of heavy vegetation or
depressions. Where old fill is encountered it should be removed underneath building, utility,
and roadways. 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 Structurai 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/or 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
thev need mitigation; recompaction or removal.
Structural Fill
All material placed as fill associated with mass grading, as utility trench backfill, or
under building areas 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 durinq construction. We recommend that our representative be present during
site grading activities to observe the work and perform field density tests.
The suitability of material for use as structural fill. will depend on the gradation and
moisture content of the soil. As the amount of fines (material passing US No. 200 sieve)
increases, soil becomes increasingly sensitive to small changes in moisture content and
adequate compaction becomes more difficult to achieve. During wet weather, we recommend
use of well -graded sand and gravel with less than 5 percent (by weight) passing the US
No. 200 sieve based on that fraction passing the 3/4-inch sieve, such as Gravel Backfill for
Walls (WSDOT 9-03.12(2)). If prolonged dry weather prevails during the earthwork and
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.
KKGeneral.1 8thAveS.RG
June 30, 2016
Page 7
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,
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 areas of native sandy outwash material are comparable to sandy "pit run" and
may be used for use as structural fill during moderate wet weather months. The silt interbeds
encountered in test pits GR-TP02 and GR-TP06 had a significantly higher fines content and
would be more comparable to "common borrow". The siltier soils should be suitable for use
as structural fill provided the moisture content is maintained within 3 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
asphalt -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.
Foundation Support
Based on the subsurface soil conditions encountered across the site, we recommend
that spread footings for the new residences be founded on the native glacial outwash or on
appropriately prepared structural fill that extends to suitable native soils. The soil at the base
of the footing excavations should be disturbed as little as possible. All loose, soft or unsuitable
material should be removed or recompacted, as appropriate. A representative from our firm
should observe the foundation excavations to determine if suitable bearing surfaces have
been prepared, particularly in the areas where the foundation will be situated on fill material.
We recommend a minimum width of 24 inches for isolated footings and 16 inches for
continuous wall footings. All exterior 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. A representative of GeoResources should evaluate
the subgrade prior to placing concrete.
Lateral loads may be resisted by friction on the base of footings and floor slabs and as
passive pressure on the sides of footings. We recommend that an allowable coefficient of
friction of 0.35 be used to calculate friction between the concrete and the underlying soil.
Passive pressure may be determined using an allowable equivalent fluid density of 300 pcf
(pounds per cubic foot). Passive resistance from soil should be ignored in the upper 1 foot. A
factor of safety of 1.5 has been applied to these values.
We estimate that settlements of footings designed and constructed as recommended
will be less than 1 inch, for the anticipated load conditions, with differential settlements
between comparably loaded footings of/z 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.
KKGeneral. 1 8thAveS. RG
June 30, 2016
Page 8
Subgrade/Basement Walls
Based on existing topography, we expect that some of the residences could have
subgrade or basement walls, depending on the layout. The lateral pressures acting on
subgrade and retaining walls (such as basement walls) will depend upon the nature and
density of the soil behind the wall. It is also dependent upon the presence or absence of
hydrostatic pressure. If the walls are backfilled with granular well -drained soil, the design
active pressure may be taken as 35 pcf (equivalent fluid density). Where the walls are
restrained i.-.. A nn n+ rcc+ �ni ihininn+ onr+h nrncci Ire of 1;n nrf -ahn\/e
r est ained norm moving, we recommend a, , at_
groundwater w.,y...0 . ..�.• • • p •.- .•. - • r .. ` - -
groundwater and 80 pcf below groundwater, if encountered, be used for design. We assume a
level backfill condition behind any proposed basement or subgrade wall.
Adequate drainage behind retaining structures is imperative. Positive drainage which
controls the development of hydrostatic pressure can be accomplished by placing a zone of
coarse sand and gravel behind the walls. The granular drainage material should contain less
than 3 percent fines. The drainage zone should extend horizontally at least 18 inches from
the back of the wall. The drainage zone should also extend from the base of the wall to within
1 foot of the top of the wall. The drainage zone should be compacted to approximately 90
percent of the MDD. Over -compaction should be avoided as this can lead to excessive lateral
pressures. Typical wall drainage and backfilling is shown on Figure 7.
A minimum 4-inch diameter perforated or slotted PVC pipe should be placed in the
drainage zone along the base and behind the wail to provide an outlet for accumulated water
and direct accumulated water to an appropriate discharge location. We recommend that a
nonwoven geotextile filter fabric be placed between the drainage material and the remaining
wall backfill to reduce silt migration into the drainage zone. The infiltration of silt into the
drainage zone can, with time, reduce the permeability of the granular material. The filter fabric
should be placed such that it fully separates the drainage material and the backfill, and should
be extended over the tnp of the rlrninaga zone_
Lateral loads may be resisted by friction on the base of footings and as passive
pressure on the sides of footings and the buried portion of the wail, as described in the
Foundation Support section. 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). Factors of safety have been applied to these values.
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
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 layer
of 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 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
in the medium dense native soils. 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.
Site Drainage
KKGeneral. 1 8thAveS RG
June 30, 2016
Page 9
All ground surfaces, pavements and sidewalks at the site should be sloped away from
structures. 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.
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. The roof drain
should not be connected to the footing drain.
Stormwater Infiltration
Based on our site observations, subsurface explorations and laboratory analysis, the
site should not be considered for conventional infiltration of collected stormwater. The site is
underlain at shallow depths by glacial till which is considered an indurate soil. Stormwater
from the site should be collected and conveyed to an appropriate, approved discharge point.
Dispersion BMPs may be considered, provided adequate flow paths can be maintained.
Alternatively, low -impact development (LID) methods could be applied to the site, such as rain
gardens and pervious or porous pavements. Additional testing and design may be required if
LID methods are considered. We can perform the additional requirements under a separate
scope of work at your request.
Appropriate design, construction, and maintenance are required to ensure stormwater
system function can be effectively maintained over time. It should be noted that special care is
required during the grading and construction periods to avoid fine sediment contamination of the
stormwater system. This may be accomplished by using an alternative storm water
management location during construction or leaving the bottom of any systems 1 to 2 feet high,
and subsequently excavating to the finished grade once the driveways are paved and
landscaping is installed. All contractors working on the site (builders and subcontractors) should
be advised to avoid "dirty" stormwater flowing to the site's stormwater system during
construction and landscaping of the residences. No concrete trucks should be washed or
cleaned on -site.
Suspended solids could clog the underlying soil and reduce the effectiveness of the
system. To reduce potential clogging of the stormwater systems, the system 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. Periodic sweeping of the paved areas will help extend the life of the stormwater
system.
Erosion Control
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) 2005 Stormwater
Management Manual for Western Washington. The City of Federal Way will require a
temporary erosion and sediment control plan be prepared as part of the permit submittal
documents.
LIMITATIONS
We have prepared this report for Mr. Ken Kumar and 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 interpreta-
tions 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.
KKGeneral. 1 8thAveS.RG
June 30, 2016
Page 10
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 difl:er 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
�_ t_____s the loads, dues IWl CR'1WI10 _n. fi ri iratinnc nl- tv11P _. far`IIItIP.S to
IT there are c;nall�c� III LIIC IVAUa, gIaWCJ, IV�..rQ LIL1IJ, vvi uiyuiuuv�w ,p.�
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 lI r � IlodifcaLions 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 cluestions or comments.
Respectfully submitted,
GeoResources, LLC
Seth Mattos, GIT
f -,pnlnni.t-in-Trninina
Keith S. Schembs, LEG
Principal - Engineering Geologist:
STM:KSS/kss
Doc ID: KKGeneral.18thAveS.RG
Attachments: Figure 1: vicinity Map
Figure 2: Site and Exploration Plan
Figure 3: SCS Soil Survey
Figure 4: USGS Geology Map
Figure 5: USCS Classification
Figure 6a,b: Test Pit Logs
Figure 7: Typical Drainage and Backfill Detail
Dana C. Biggerstaff, PE
Senior Geotechnical Engineer
:016
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saws __
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Approximate Site Location
Map created from King County Public GIS iMap
(http://gismaps.kingcounty.gov/iMap/)
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Not to Scale
Site Location Map
Proposed Short Plat
29808 18th Avenue South
Federal Way, Washington
Doc ID: KKGeneral.18thAveS.F June 2016 Figure 1
Approximate Site Location
Map created from King County Public GIS iMap
(http://gismaps.kingcounty.gov/iMap/)
GeoResources, LLC Site and Exploration Map
5007 Pacific Highway East, Suite 16 Proposed Short Plat
Fife, Washington 98424 29808 18th Avenue South
Phone: 253-896-1011 Federal Way, Washington
Fax: 253-896-2633
Doc ID: KKGeneral.18thAveS.F I June 2016
Not to Scale
Figure 2a
Approximate Site Location
Map created on the Natural Resources Conservation Service Web Soil Survey website
(http-//websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx)
Soil
Soil Name
Parent Material
Slopes
Erosion Hazard
Hydrologic
Soils Group
Type
AgC
Alderwood gravelly sandy
Glacial till
8 to 15
Moderate
C
loam
AgD
Alderwood gravelly sandy
Glacial till
15 to 30
Moderate to Severe
C
loam
AmB
Arents, Alderwood material
Basal till
0 to 6
Slight
B/D
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
MRCS SCS Soils Map
Proposed Short Plat
29808 181h Avenue South
Federal Way, Washington
Not to Scale
4
• � R
La k
+•
Approximate Site Location
Excerpt from the Geologic Map of the Poverty Bay 7.5 Minute Quadrangle, Washington
by Derek B. Booth, Howard H. Waldron, and Kathy G. I roost (2003)
Qw �_ Wetlands deposits
I Qvt Glacial till
1 Qva Advance outwash deposits
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Not to Scale
USGS Geologic Map
Proposed Short Plat
29808 18th Avenue South
Federal Way, Washington
Doc ID: KKGeneral.18thAveS.F June 2016 Figure 4
COARSE
GRAINED
SOILS
More than 50%
Retained on
No. 200 Sieve
FINE
GRAINED
SOILS
SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS GROUP
GROUP NAME
SYMBOL
GRAVEL I CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE
More than 50%
Of Coarse Fraction
Retained on
No. 4 Sieve
SAND
More than 50%
Of Coarse Fraction
Passes
No. 4 Sieve
SILT AND CLAY
Liquid Limit
Less than 50
SILT AND CLAY
More than 50%
Passes
No. 200 Sieve Liquid Limit
50 or more
HIGHLY ORGANIC SOILS
GRAVEL
GRAVEL
GP
POORLY -GRADED GRAVEL
GRAVEL
GM
SILTY GRAVEL
WITH FINES
GC
CLAYEY GRAVEL
CLEAN SAND
CLEAN SAND
SW
sw
WELL -GRADED SAND, FINE TO COARSE SAND
TWELL-G
SP
POORLY -GRADED SAND
SAND
SM
SILTY SAND
WITH FINES
INORGANIC
SC
ML
CLAYEY SAND
SILT
CL
CLAY
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
PT
PEAT
NOTES:
1. Field classification is based on visual examination of soil
in general accordance with ASTM D2488-90.
2. Soil classification using laboratory tests is based on
ASTM D2487-90.
3. Description of 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
Unified Soil Classification System
Proposed Short Plat
29808 18th Avenue South
Federal Way, Washington
Doc ID: KKGeneral.18thAveS.F June 2016
Figure 5
Test Pit TP-1
Location: NE corner of parcel
Approximate Elevation: 460 feet
Depth (feet) Soil Type Soil Description
0.0 - 1.7 - Brown silty SAND with gravel and numerous organics (roots, wood, construction debris)
(medium dense to dense, moist) (Fill)
1.7 3.0 SW Tan silty SAND with gravel, some cobbles (medium dense, moist) (Weathered Glacial
till)
3.0 - 3.5 SW-SM Grey silty SAND with gravel (very dense, moist) (Glacial till)
Terminated at 3.5 feet below ground surface.
.1- --L......-....J
No caving observed.
No groundwater seepage observed.
Test Pit TP-2
Locations: ivE center of parcel
Approx,riateE,e:a`.,o ".60`I—
Depth (feet) Soil Type Soil Description
0.0 - 2.5 - Brown silty SAND with gravel and organics (roots/wood, construction debris) (medium
dense to dense, moist) (Fill)
2.5 - 4.5 SW Tan/orange silty SAND with gravel and some cobbles and boulders, mantled by a thin
charcoal layer (loose to medium dense, moist) (Weathered Glacial till)
4.5 - 5.0 SW-SM Grey silty SAND with gravel (dense to very dense, moist) (Glacial till)
Terminated at 5 feet below ground surface.
No caving observed.
Nn nrniinriwater Seepage observed.
Test Pit TP-3
Location: SE center of parcel
Approximate Elevation:460 feet
Depth feet Soil Type Soil Description
0.0 3.0 - Brown silty SAND with gravel and organics (wood/roots, construction debris) (medium
dense to dense, moist)
3.v - A r- Sw.r Ta-lgolden silty SAND with nravel some cobbles and boulders, mantled by a thin
charcoal laver (medium dense to dense, moist) (Weathered Glacial till)
4.5 - 5.5 SW-SM Grey silty SAND with gravel, some orange mottling (dense to very dense, moist) (Glacial
till)
Terminated at 5.5 feet below ground surface.
No caving observed.
No groundwater seepage observed.
JLK
GeoResources; LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Excavated on: June 1, 2016
Test Pit Logs
Proposed Short Plat
29808 18th Avenue South
Federal Way, Washington
Doc ID: KKGeneral.18thAveS I July 2016
Test Pit TP-4
Location: W center of parcel
Approximate Elevation: 465 feet
Depth (feet) Soil Type Soil Description
0.0 - 2.4 - Dark brown topsoil with some smaller roots
2.4 - 4.3 SW Tan/golden silty SAND with gravel and cobbles (loose to medium dense, moist)
(Weathered Glacial till)
4.3 - 4.5 SW-SM Grey silty SAND with gravel, some orange mottling (dense to very dense, moist) (Glacial
till)
Terminated at 4.5 feet below ground surface.
No caving observed.
No groundwater seepage observed.
Test Pit TP-5
Location: SW near edge of parcel
Approximate Elevation: 472 feet
Depth (feet) Soil Type Soil Description
0.0 - 1.3 - Light brown topsoil with 2-inch thick roots
1.3 - 3.5 SW Tan/golden silty SAND with gravel and cobbles (loose to medium dense, moist)
(Weathered Glacial till)
3.5 - 5.0 SW-SM Grey to light brown silty SAND with gravel, some orange mottling (dense to very dense,
moist) (Glacial till)
Terminated at 5 feet below ground surface.
No caving observed.
No groundwater seepage observed.
JLK
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Excavated on: June 1, 2016
Test Pit Logs
Proposed Short Plat
29808 18th Avenue South
Federal Way, Washington
KKGeneral.18thAveS July 2016
SLOPED TO DRAIN
AWAY FROM STRUCTURE
PAVEMENT OR 18"
IMPERVIOUS SOIL
WALL BACKFILL
SEE NOTE 2
EXCAVATION SLOPE
CO^JTRACTOR'S REPSONSIBILrrv, }
U�
F" MIN ON SIDES OF PIPE; }
2" BELOW- 1
�j
CV
FLOW GRADE WALL
DRAINAGE SAND AND GRAVEL
(SEE NOTE 3)
DAMP PROOFING
HOLES (SEE NOTE 1)
/__�LOOR SLAB
.._.. _ .
JAr- RETARDER
Z
7,1 Z �I
TI
WASHED PEA GRAVEL/CLEAN
CRUSHED GRAVEL
ERINIETER / SUBDRAIN PIPE
NOTES
1. Washed pea gravel/crushed rock beneath floor slab could be
6. The subdrain should consist of 4" diameter (minimum),
hydraulically connected to perimeter/subdrain pipe. Use of 1"
slotted or perforated plastic pipe meeting the
diameter weep holes as shown is one applicable method.
requirements of AASHTO M 394; 1/8-inch maximum slot
Crushed gravel should consist of 3/4" minus. Washed pea
width; 3/16• to 3/8-inch perforated pipe holes in the
gravel should consist of 3/8" to No. 8 standard sieve.
lower half of pipe; with lower third segment unperforated
for water flow; tight joints; sloped at a minimum of
2. Wall backfill should meet WSDOT Gravel Back -fill for walls
6"/100' to drain; cleanouts to be provided at regular
Specification 9-03-12(2).
intervals.
3. Drainage sand and gravel backfill within 18" of wall should be
7. Surround subdrain pipe with 8 inches (minimum) of
compacted with hand -operated equipment. Heavy
washed pea gravel (2" below pipe) or 5/8" minus clean
equipment should not be used for backfill, as such equipment
crushed gravel. Washed pea gravel to be graded from
operated near the wall could, increase lateral earth pressures
3/8-inch to No.8 standard sieve.
and possibly damage the wall. The table below presents the
drainage sand and gravel gradation.
4. All wall backfill should be placed in layers not exceeding
4" loose thickness for light equipment and 8" for heavy
equipment and should be densely compacted. Beneath
paved or sidewalk areas, compact to at least 95 % Modified
Proctor maximum density (ASTM: 01557-70 Method G), in
landscaping areas, compact to 90% minimum.
5. Drainage sand and gravel may be replaced with a
geocomposite core sheet drain placed against the wall
and connected to the subdrain pipe. The geocomposite
core sheet should have a minimum transmissivity of 3.0
gallons/minute/foot when tested under a gradient of 1.0
according to ASTM 04716.
Ce®Resources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Ph: (253) 896-1011 Fax: (253) 896-2633
8. See text for floor slab subgrade preparation.
Materiais
Drainage Sand and Gravel
Sieve Size
% Passing by
Wei ht
3l4 "
100
N o 4
28-56
No8
20-50
No 50
3-12
No 100
0-2
3/4" Minus Crushed Gravel
Sieve Size
%Passing by
Weight
3/4"
100
112"
75 - 100
1/4"
O - 25
No 100
O-2
(bywetsievin )
(non -plastic)
Typical Drainage and Backfilling Detail
Proposed Short Plat
29808 18th Avenue South
Federal Way, Washington
Doc ID: KKGeneral.18thAveS.F If June 2016 1 Figure 7
4CITY OF
§. Federal Way
DATE: October 12, 2005
TO: Jeff Johnson
FROM: Maryanne Zukowski, P.E.
Cc: Kevin Peterson
SUBJECT: SAWYER'S SHORT PLAT - (05-105126-00-PC)
*NO SITE ADDRESS*
MEMORANDUM
Public Works Department
The Traffic Division has reviewed the feasibility of this project as drawn and has the following comments:
1. Based on the Institute of Transportation Engineers Trip Generation 61h Edition Land Use
Code 210 dinle Famil ,), the project is not expected to generate more than 10 weekday PM
peak hour trips. A traffic impact analysis (TIA) prepared by a traffic engineer is not required
to assess project impacts and determine mitigation measures. The following is required to
be submitted for the access sighting as prepared by a Licensed Engineer.
■ Sight Distance per AASHTO
Please provide photo documentation within a report of the sight distance analysis. The photo
must show the location of the sight distance standard in the picture as well as the location of
the viewer. If a photo cannot be provided, plan sheets with plan and profile within the report
can also provide the site distance documentation. If this method is used, place the distance
requirements as met on those documents and provide this information within the appendix of
the report.
2. Per FWCC Section 22-1474, the applicant/owner would be expected to construct half -street
improvements consistent with the planned roadway cross -sections as shown in Map I11-6 of
the FWCP and Capital Improvement Program (CIP) shown as Table 111-19. Based on the
materials submitted, staff conducted a limited analysis to determine the required frontage
improvements in meeting Federal Way City Code (FWCC). Based on the analysis and
FWCC, the applicant would be expected to construct half -street improvements on the
following streets:
a) 18"' Ave S is a Type R street, consisting of a 40' street with curb, gutter, 4-foot planter
strip with trees, 6' sidewalk, and street lights in a 66' right-of-way. The improvements
shall be from street centerline. Assuming a symmetrical cross section, additional ;' of
right-of-way (ROW) on 18`}' live S would need to be dedicated to the city.
b) Per the site plan submitted, the access road is for a total of 9 lots. For an internal street
accessing 9 lots a Type S streets is required, consisting of a 36' street with curb, gutter, 4'
planter with street trees, 5' sidewalk and street lights in a 60' right-of-way (ROW). (Please
also see block perimeter standards that apply to this project that may require a different
cross section. A type S street will require a 106 ft diameter cul-de-sac as noted in
following requirements.
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CITY OF r
335301 ST WAY SOUTH
DATE: November 20, 2001
TO: Jane Gamble, Associate Planner
FROM: Sarady Long
SUBJECT: SINGH SHORT PLAT - (01-104066-00-PC)
*NO SITE ADDRESS*
MEMORANDUM
Public Works Department
After reviewing the submitted materials and a site visit, I have the following comments.
Transportation Impact Analysis
Federal Way City Code (FWCC) Section 22-1475 authorizes the requirement of Transportation Impact
Analyses (TIA) to identify transportation impacts of development and identify appropriate mitigation
measures. The applicants would be expected to contribute pro-rata shares towards TIP projects impacted
by more than 10 peak hour trips. Mitigation improvements necessary beyond those identified in the TIP to
meet the City's adopted level -of -service standard would be expected to be provided by the applicant.
Based on the preliminary site plans submitted, evening peak hour trip generation is estimated at 2 trips,
therefore, a Transportation Impact Analysis will not be required.
Frontage Improvements
Per FWCC Section 22-1474, the applicant would be expected to construct street improvements consistent
with the planned roadway cross -sections as shown in Map III-7 of the FWCP.
The planned roadway section for 18`h Ave S is a Type R street, consisting of a 40-foot street with curb,
gutter, 4-foot planting strip with street trees, 6-foot sidewalk, and street light in a 66-foot right-of-way.
Assuming a symmetrical cross-section, an additional 3 feet of right-of-way would need to be dedicated.
Additional improvements beyond the site frontage may be required as necessary to accommodate
appropriate taper lengths. Per FWCC section 22-1477, the applicant may submit a written request to the
Public Works Director for a modification, deferment or waiver from the frontage improvements
requirements. A handout on these procedures is attached.
Access
Per FWCC Section 22-1543, driveways that serve only residential use may not be located closer than 25
feet to any street.
Due to close proximity to the intersection, lot 1 should not have direct lot access off of 18t' Ave S. A share
access should be proposed.
A sight distance analysis for the proposed driveways shall be submitted for City review. Intersection sight
distance analysis shall be verified for meeting AASHTO intersection sight distance requirements and shall
be performed by a Professional Engineer registered in the State of Washington.
L:\CSDC\DOCS\SAVE\29926412078.DOC
4CITY OF
�� Federal Way
DATE: July 30, 2004
TO: Isaac Conlen
FROM: Sarady Long
SURIECT: KUMAR SHORT PLAT - (04-102789-00-SU)
29624 18TH AVE S
MEMORANDUM
Public Works Department
Public Works Traffic Division has reviewed the materials submitted and has the following comments:
1. Construct half -street improvements along the property frontage on 18th Ave S to current street
standards. 18th Ave S is a type R street with 40' paved, 4' planter strip with street trees, 6' sidewalk
and streetlights. A right-of-way dedication of three feet (31 is required to accommodate these
improvements.
2. The 30' panhandle would need to be improved to provide 20' paved.
3. Streetlight is required at the intersection of 18th Ave S and the proposed shared driveway
L:\CSDC\DOCS\SAVE\21380988007. DOC
October 2, 2002
Gian & Inderjit Singh
330 Avery Road East
Chehalis, WA 98532
RE: Permit #02-103902-000-00-SM; SINGH SHORT PLAT
*No Site Address*
Dear Mr. and Mrs. Singh:
This letter is in response to your request to modify your proposed project's required sheet
improvements on 18 Avenue S. After evaluating the existing conditions on 18 Avenue S,
review of Federal Way City Code (FWCC) provisions (Section 22-1477), and direction provided
by the City Council, the Public Works Department hereby modifies the requirements for street
improvements applicable to your permit application, as discussed below.
As per .FWCC Section 22-1477, the Public Works Director may grant a request to modify, defer,
or waive the required street improvements only after consideration of four specific reasons.
(1) The improvement as required would not be harmonious with existing street
improvements, would not function properly or safely or would not be advantageous to the
neighborhood or city as a whole.
These improvements would function properly and would not be disadvantageous to the
neighborhood or City as a whole and are consistent with the latest Comprehensive Plan.
(2) Unusual topographic or physical conditions preclude the construction of the
improvements as required.
Topographic and physical conditions are favorable for construction of these
improvements for the entire frontage.
(3) Proper vertical or horizontal alignments cannot be determined because the existing streets
do not have correct alignments.
This location is not affected by incorrect street alignments.
(4) Nobody on this side of the street has done it.
The apartment complex across the street has installed curb, gutter and sidewalk. In
addition, all future development on the same side of the street shall require frontage
improvements as were stated in the memorandum dated November 5, 2001 from Sarady
Long, Traffic Division.
18a' Avenue S is a minor collector street that corresponds to Federal Way roadway section "R" in
the latest Comprehensive Plan. This roadway section requires a 40-foot wide paved surface with
Gian & Inderjit Singh
Permit #02-103902-000-00 :; SINGH SHORT PLAT
Page #2
vertical curbs, a four -foot planter strip for street trees, a six-foot wide sidewalk and a three-foot
utility strip all within a 66-foot right of way. Application of the required street improvements
would result in widening the existing street with addition of curb, gutter, planter strip and
sidewalk on a street section that consists of a 31-foot wide paved street with five-foot gravel
shoulder within an existing 60-foot wide right-of-way.
As a result, construction of the required street improvements shall be required. However, a
minimal taper of pavement at both ends of the frontage of 5:1 (extended 45' at both ends) will be
allowed. The applicant is also required to execute a Statutory Warranty Deed to dedicate an
additional 3' of right-of-way to accommodate the required right-of-way width of 66'. A copy of
the Statutory Warranty Deed will be prepared for the owner's signature and must be notarized
and returned to the city with a $22 check (for recording fees) made payable to King County
Records and Elections prior to issuance of a building permit. Please complete the attached
Statutory Warranty Deed worksheet and either mail or fax to the attention of Kim Scattarella.
The conditions of this right of way modification will be applicable for one year from the date of
this letter. If a building permit is not issued within the one-year time limit, the right of way
modification will be void and a new request for modification must be submitted.
If you have any questions please call Kim Scattarella, Senior Engineering Plans Reviewer, at
(253) 661- 4132 (fax 253-661-4129).
Sincerely,
Ken Miller, P.E.
Deputy Public Works Director
KM/KS:tm
Enclosures
cc: Jim Femling, Development Services Manager
Jane Gamble, Associate Planner
Project File (KS)
Day File
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