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King County, WA
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Technical Information Report '
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Prepared for I
CamWest Development, Inc. I,
Triad ]ob No. 01-047
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EAST RENTONIROSEMONTE
TECHNICAL INFORMATION REPORT
City of Renton, Washington
Prepared For:
CamWest Real Estate Development, Inc.
9720 NE 120th Place, Suite 100
Kirkland, WA 98034
Issued August 14, 2007
Revised February 20, 2008
Revised April 10, 2008
Revised August 7, 2008
Revised November 5, 2008
Revised June 17, 2011
Revised October 19, 2011
Revised January 5, 2012
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Prepared By: Kevin Fl�nn. F IT
Reviewed By: Richard .�. I ol::';:i;�. PI
Job#01-047
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East Renton/Rosemonte—Technical Information Report
TABLE OF CONTENTS
1 PROJECT OVERVIEW........................................................................................................................1-1
2 CONDITIO�S AND REQtiIRENIE\TS SUI�•I�1ARY.......................................................................2-1
2.1 HEARING CONDITIONS............................................................................................2-1
2.2 CORE REQUIRE:VIENTS...........................................................................................2-24
3 OFFSITE ANALYSIS............................................................................................................................3-1
4 FLOW CONTROL AND WATER QtiALITY DESIGti....................................................................4-1
4.1 DETENTION FACIL.ITY.............................................................................................4-2
5 CONVEYANCE SYSTENI AVALYSIS &DESIGN...........................................................................5-9
S.1 CONVEYANCE COI�CEPT AND ME1`HODOLOGY........................................................5-9 �
5.2 FLOW USIVG THE RATIONAL METHOD&KCRTS-1 J MI�ILJTE TIVIE STEPS...........S-1 O
FREEBOARDTABLES.........................................................................................................5-12
6 SPECIaL REPORTS AVD STUDIES..................................................................................................6-1
6.1 GEOTECHIVICAL REPORTS .......................................................................................6-1
6.2 W ETLAND DETERMINATION REPORT......................................................................6-1
6.3 WETLA\D RECHARGE.............................................................................................6-1
7 OTHER PER;�IITS.................................................................................................................................7-1
8 TESC ANALYSIS,DESIGN AND CONSTRtiCTIOV STOR�iWATER POLtiTION ',
PREVE\TION PLAti......................................................................................................................................8-1 I
8.1 SEDI�IENT BASINS ..................................................................................................8-1
9 B0�1D QtiA\TITIES,FACILITY Sti141NIARIES,ArD DECLARATION OF COVENA\T......9-1
9.1 BOND QUAVTITIES..................................................................................................9-1 ,
9.2 FACII.TTY SUMv1ARIES.............................................................................................9-1 '
9.3 DECLAR.4TION OF COVENANT........................................•••......................................9-1
10 OPERATIONS:�NDNI�I�iTENAVCE.............................................................................................10-1
Job#01-047 Page i
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East RentonlRosemonte—Technical Information Report
LIST OF SUPPLEMENTAL INFORMATION
SECTION 1
TIR WORKSHEET
SECTION 2
HEARING CONDITIONS,EAST RENTON, DATED APRIL 5,2007
HEARING CONDITIONS,ROSEMONTE,DATED APRIL 10,2007
KC ROAD VARIANCE AND DRAINAGE ADNSTMENT
SECTION 3
LEVEL 1 DOWNSTREAM ANALYSIS REPORT
SECTION 4
EXISTING CONDITIONS EXHIBIT
DEVELOPED CONDITIONS EXHIBIT
FIGURE 3.2.2A RAINFALL REGIONS AND REGIONAL SCALE FACTORS
TABLE 3.2.2B 2005 KCSWM SCS SOIL TYPES
KING COUNTY SCS MAP
KING COUNTY SCS LEGEND
KCRTS PRINTED DOCUMENTATION
FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM
POND VOLUME SPREADSHEET
SECTION 5
FIGURE 3.2.1.D 100-YEAR 24-HOUR ISOPLWIALS
CATCH BASIN TRIBUTARY AREA EXHIBIT
KCBW DOCUMENTATION
SECTION 6
GEOTECHNICAL ENGINEERING REPORT FOR Rosemonte-East Renton Property, by
ASSOCIATED EARTH SCIENCE,INC. dated November 12, 2007
WETLAND DETERMINATION FOR EAST RENTON by C. GARY SCHULZ dated 9/12/02
REPORT ADDENDUM FOR WETLAND HYDROLOGY ASSESSMENT by SCHLJLZ dated 11/11/I1
EXISTING WETLAND TRIBUTARY AREA EXHIBIT
DEVELOPED WETLAND TRIBUTARY AREA EXHBIT
SECTIOIV 8
TESC PLAN AND TEMPORARY SEDIMENT POND SIZING EXHIBIT
SECTION 9
STORMWATER FACILITY SUMMARY SHEET
REDUCED SIZE ROAD A�1D STORM POND SHEETS 18-20
Job#01-047 � Page ii
October 19, 2011 /T�D '
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East Renton/Rosemonte—Technicai Information Report
1 PROJECT OVERVIEW
This site was recently annexed into the City of Renton. The report has been revised to reflect
changes in the project entry location and internal lot layout, including updating the
conveyance system and supporting calculations. Flow control and water quality design was
not impacted or changed. This project is vested under the 1998 King County Surface Water
Desi�Manual.
The project proposes to create 91 single-family lots in two phases including open space,
sensitive areas, recreation and a detention tract on a 26.54 acre property. The site is bounded
east by 148`b Avenue Southeast and north by Southeast 118�' Street (if extend to the west).
The site is bounded by parcel 1023059017 to the west and parcel 1023059368 to the south.
The project is generally located west of the intersection of 148�' Avenue Southeast and
Southeast 120th Street; Section 10, Township 23 north, Range 5 east, W.M., King County,
Washington. The Vicinity Map below shows the general location of the site. This Technical
Information Report follows the 1998 King County Surface Water Design Manual
(KCSWDN�.
Job#01-047 Page 1-1
November 5, 2008 �
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East Renton/Rosemonte—Technical Information Report
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Vicinity Map
NOT TO SCALE
Currently the site consists of two existing single-family homes, a shop, a small covered
storage building, and a gravel driveway (all to be removed). A wetland area exists alona the
western portion of the site that will not be disturbed and set aside in Tract F and G. The
existing site has one drainaae basin that drain into Honey Dew Creek which, according to the
December 1990 King County Sensitive Areas Map Folio, is an unclassified stream in the
May Creek Sub-Basin. Honey Dew Creek combines with May Creek greater than two miles
downstream (north) of the site. May Creek is in the Cedar River Drainage basin and
ultimately discharQes into Lake `�'ashinyton.
Job#01-047 Page 1-2
November 5, 2008 �
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East Renton/Rosemonte—Technical Information Report
Refer to the Level 1 Downstream Analysis in Section 3, which was submitted on November
10, 2004, for a full description of the existing site and drainage patterns.
Stormwater management for the proposed development will require the construction of a
detention and water quality pond. VUetland recharae will also be incorporated onsite.
Job#01-047 Page 1-3
November 5, 2008 �
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King County Department of Development and Environmental Services
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ,
Part 1 PROJECT OWNER Part 2 PROJECT LOCATION
AND PROJECT ENGINEER AND DESCRIPTION
Project Owner: Project Name: East Renton/Rosemonte
CamWest Real Estate Development, Inc. Location:
Address: Township: 23 N I
9720 NE 120"' Place Range: 5 E
Suite 100 Section: 90
Krrkland. WA 98034
Phone: (425) 825-1955
Project Engineer: Rick 7omkins. P.E.
Company: Triad Associates
Address/Phone: (425) 821-8448
Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS
APPLICATION
x Subdivison 'x DFW HPA J Shoreline Management
� Short Subdivision � COE 404 x Rockery
�' Grading � DOE Dam Safety I_ Structural Vaults
❑ Commercial r' FEMA Floodplain C' Other �
— Other U COE Wetlands
Part 5 SITE COMMUNITY AND DRAINAGE BASIN
Community:
Renton
Drainage Basin:
Lower Cedar River River Sub-basin of Cedar River Sub-basin
Part 6 SITE CHARACTERISTICS
� River � Flcodpiain
� Stream �(, Wetlands
`i Critical Stream Reach ❑ Seeps/Springs
� Depressions/Swales �� High Groundwater Table
— Lake _ Groundwater Recharge
_ Steep Slopes � Other
Part 7 SOILS
Soil Tvpe Slopes Erosion Potential Erosive Velcoties
Aq8 0-6% Sliqht Slow
p.qC 6-15% Moderate Slow to Medium
Part 8 DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
_ Ch. 3— Downstream Analysis
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!_.' Additional Sheets Attached
Part 9 ESC REQUIREMENTS I�
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION '
x Sedimentation Facilities 'x Stabilize Exposed Surface
x Stabilized Constructian Entrance �( Remove and Restore Temporary ESC Facilities
x Perimeter Runoff Control x Clean and Remove All Silt and Debris
j(, Clearing and Graing Restrictions �(, Ensure Operation of Permanent Facilities
x Cover Practices �(, Flag Limits of SAO and open space
� Construction Sequence preservation areas
� Other
'( Other
Part 10 SURFACE WATER SYSTEM
I_ Grass Lined ❑ Tank _ Infiltration
Method of Analysis
Channel KCRTS Leve! 1
❑ Vault _ Depression
�( Pipe System CompensationlMitigation
� Energy j( Flow Dispersal of Eliminated Site
^ Open Channei Dissapator , Storage
— Waiver
'— Dry Pond ❑ Wetland r-
- Regional
j( Wet Pond ❑ Stream Detention
Brief Description of System Operation:
Level 1 KCRTS detention pond wifh basic water quality wetpond.
Facility Related Site Limitations
Reference Facility Limitation
Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS
'_ Cast in Place Vault �(, Drainage Easement
x Retaining Wall ❑ Access Easement
j(, Rockery > 4' High ❑ Native Growth Protection Easement
_ Structural on Steep Slope x, Tract
Other � Other
Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I cr a civil engineer under my supervision my supervision have visited the site. Actual site
conditions as observed were incorporated into this worksheet and the attachments. To the best of
my knowledge the information provided here is accurate.
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Signed/Date
2 CONDITIONS AND REQUIREMENTS SUMMARY
2.� Hearing Conditions
East Renton
The proposed preliminary plat of East Renton, as revised and received on March 17, 2006, is
approved, subject to the following conditions of final plat approval:
1. Compliance with all platting provisions of Title 19A of the King County Code.
Condition Noted.
2. All persons having an ownership interest in the subject property shall sign on the face
of the final plat a dedication that includes `` � ' -� - - �� ` .-.', ... T-:-. - �' . .�..
Council Motion No. 5952. Condition Noted.
3. The plat shall comply with the base density and minimum density requireinents of the
R-4 zone classification. All lots shall meet the minimum dimensional requirements
of the R-4 zone classification or shall be as shown on the face of the approved
preliminary plat, whichever is larger, except that minor revisions to the plat which do
not result in substantial changes may be approved at the discretion of the Department
of Development and Environment Services. Condi#ion Noted.
Any/all plat boundary discrepancy(ies) shall be resolved to the satisfaction of DDES
prior to the submittal of the final plat documents. As used in this condition,
"discrepancy" is a boundary hiatus, an overlapping boundary or a physical
appurtenance which indicates an eneroachment, lines of possession or a conflict of
title.
4. The applicant must obtain final approval from the King County Health Department.
Condition Noted.
5. All construction and up�-ading of public and private roads shall be done in
accordance with the King County Road Standards established and adopted by
Ordinance No. 11187, as amended (1993 KCRS). (Also see conditions 8 and 24.) All
roads have been designed per the 1993 KCRS.
6. The applicant must obtain the approval of the King County Fire Protection Engineer
for the adequacy of the fire hydrant, water main, and fire flow standards of Chapter
17.08 of the King County Code. Plans have been submitted to the Fire NTarshal.
All future residences constructed within this subdivision are required to be
sprinklered (NFPA 13D) unless the requirement is removed by the King County fire
Marshal or his/her designee. The Fire Code requires all portions of the exterior walls
of structures to be within 150 feet (as a person would walk via an approved route
around the buildin�) from a minimum 20-foot wide, unobstructed driving surface. To
qualify for removal of the sprinkler requirement, driving surfaces between curbs must
be a minimum of 28 feet in width when parking is allowed on one side of the
roadway, and at least 36 feet in width when parking is permitted on both sides. The
road width requirement applies to both on-site access and roads accessing the
subdivision.
7. Final plat approval shall require full compliance with the drainage provisions set forth
in King County Code 9.04. Compliance may result in reducing the number and/or
location of lots as shown on the preliminary approved plat. Preliminary review has
identified the following conditions of approval, which represent portions of the
drainage requirements. All other applicable requirements in KCC 9.04 and the
Surface Water Desi� Manual (SWD�1) must also be satisfied during engineering
and final review.
a. Drainage plans and analysis shall comply with the 1998 King County Surface
Water Design Manual. DDES approval of the drainage and roadway plans is
required prior to any construction. The drainage plans and analysis have
been provided in compliance to the 1998 KCS`VDM and applicable
updates.
b. Current standard plan notes and ESC notes, as established by
DDES Engineering Review shall be shown on the engineerina plans. The
current standard plan notes and ESC notes have been provided on sheet
7.
c. The following note shall be shown on the final recorded plat:
"All building downspouts, footing drains, and drains from all impervious
surfaces such as patios and driveways shall be connected to the permanent
storm drain outlet as shown on the approved construction drawings
# on file with DDES and/or the Department of Transportation.
This plan shall be submitted with the application of any building permit. All
connections of the drains must be constructed and approved prior to the final
building inspection approval. For those lots that are designated for individual
lot infiltration systems, the systems shall be constructed at the time of the
building permit and shall comply with the plans on file." Condition Noted.
d. Storm water facilities shall be designed using the KCRTS level one flo��
control standard. Water quality facilities shall also be provided using thc
basic water quality protection menu. The size of the proposed drainage tract�
may have to increase to accommodate the required detention volumes and
water quality facilities. All runoff control facilities shall be located in �
separate tract and dedicated to King County unless portions of the drainaQc
tract are used for recreation space in accordance with KCC 21A.14.180. Thc
stormwater facilities ha��e been designed to a Level 1 flow control and
basic water quality per the 1998 KCS`VDNI and are show-n in dedicated
tracts.
_ _ _ _ _ __ _ __ _ _ _ _ __ _ __ _ ._ _ .
e. The applicant has received approval for two drainage adjustment applicatio,.�.
regarding designs for the discharge of storm water and a shared facility
detention pond. The adjustment decisions are contained within file numbers
L02V0089 and L04V0103. During final review of the engineering plans, all
applicable conditions of the adjustment approvals shall be satisfied including
requirements for the shared facility located offsite within the plat of
Rosemonte. Condition Noted. The detention pond will serve both the East
Renton and the Rosemonte developments as approved under Adjustment
L07V0039.
f. As stated in the drainage adjustment decision, the offsite drainage pond shall
be desig;ned using the Level 1 flow control standard. Basic water quality
standards are also required far design of the facility. If a wet pond facility is
provided for water quality, the design shall comply with the 3:1 flow length
ratio as outlined on page 6-72 in the drainage manual. For evaluation of the
onsite storm vault and the offsite detention pond, a soils report shall be
prepared by a geotechnical engineer to evaluate the soils and groundwater
conditions. See Section 6 of the TIR for applicable reports.
g. For any proposed bypass of storm water from the flow control facility, the
final drainage designs shall comply with applicable design requirements in the
drainage manual as outlined on pages 1-36 and 3-52. Detention facilities
meet design requirements at point of compliance.
h. As required by Special Requirement No. 2 in the drainage manual, the 100-
year floodplain boundaries for the onsite wetlands shall be shown on the final
engineering plans and recorded plat. The 100-year floodplain for the
wetlands ��-ithin Sensitive Area Tract F, as defined by Special
Requirement #2 of the 1998 King County Surface Water, is contained
�vithin said Tract. Notes to this effect have been added to the Engineering
Plans.
Access and Roads
8. The proposed subdivision shall comply with the 1993 King County Road Standards
(KCRS}including the following requirements:
a. During preliminary review the applicant submitted a road variance application
(File No. L03V0049), regarding the crest vertical curve and substandard
stopping sight distance along the plat frontage. In response to the variance
application, the King County Road En�neer provided a decision letter dated
October 20, 2004 which ap�roved the variance based upon specific design
criteria for constructing 148` Ave SE. As noted in the variance decision, the
crest curve on 148�' Ave SE must be reconstructed to provide 455 feet of
stopping sight distance based upon design criteria with a 2-foot target. The
final road improvements and desi� plans for the project shall demonstrate
compliance with all applicable conditions of approval as stated in the variance
decision. Vertical re-alignment of 148`" Ave SE (ti"ile Ar-enue NE) is no
longer being propvsed. The project entry has been relocated south to
accommodate sight distance requirements without variance.
b. 148�' Avenue SE shall be improved along the frontage as an urban collect� ; ,
arterial including all desi� criteria from the road variance decision. �. I
accordance with KCRS 2.02, the curb location shall be designed at 22-fe�t I
from the road crown to provide full width travel lanes and a bike lane. T�_e �i
preliminary desi� plans for East Renton shows road grading extendin�`7 !
outside the right-of-way on the east side of 148th Ave SE. During final I
engineering review, the applicant shall acquire easements for any proposed '',,
construction on private property or provide an alternative design which is ',,
acceptable to King County for road construction within the existing right-of- ;
way. Please see sheets 14 and 15 for 148te Ave SE (�Tile Avenue SE) ,
improvements. Easements are not required. '
c. The project entry road to 148�' Ave SE shall be improved as an urban i
neighborhood collector. As shown on the preliminary plat, the required right-
of-way width is 56 feet. The entry road has been designed to the urban
neighborhood collector standards.
d. The proposed roads within the subdivision shall be improved using urban
design standards and in accordance with the street classifications shown on
the preliminary plat map. See Road and Storm plans for plan and profile
views as well as road sections.
e. Tract D shall be improved as a private joint use driveway serving a maximum
of two lots. The lots served shall have undivided ownership of the tract and
be responsible for its maintenance. As specified in KCRS 3.01 C,
improvements shall include an 18 foot paved surface and a minimum tract
width of 20 feet. Drainage control shall include a curb or thickened edge on
one side. As a result of site plan modifications, joint use driveways are
now identified in Tracts E and J. Both have been designed to the private
access standard.
f. Street trees shall be included in the desi� of all road improvements and shall
comply with Section 5.03 of the KCRS. Street trees have been depicted on
the landscape plans.
g. Street illumination shall be provided along the plat frontage and at
intersections with arterials in accordance with KCRS 5.05. Illumination has
been shown on sheet 21.
h. The proposed road improvements shall address the requirements for road
surfacing outlined in KCRS Chapter 4. As noted in section 4.01 F, full width
pavement overlay is required where widening existing asphalt, unless
otherwise approved by King County. A note has been provided on the
plans.
i. 148`�' Ave SE is classified as an arterial street which may require designs for
bus zones and turn outs. As specified in KCRS 2.16, the designer shall contact
Metro and the local school district to determine specific requirements. Metro
and the school district have been contacted.
j. Modifications to the above road conditions may be considered by King
County pursuant to the variance procedures in KCRS 1.08. Condition Noted.
9. All utilities within proposed rights-of-way must be included within a franchise
approved by the King County Council prior to final plat recording. Condition Noted.
10. The site plans for East Renton show the northerly road stub for 145�' Ave SE which
may extend into the wetland buffer and associated setback within the Rosemont plat.
During engineering review for East Renton, a revised road alignment and grading
plan shall be provided which demonstrates that road construction within Rosemonte
will comply with applicable sensitive area codes. The revised road design and
grading plan may result in modification or loss of lots as shown on the preliminary
plat. Alternatively, the applicant may seek approval to use buffer averaging as a
� means to revise the location of the btlffer arcl B�I � r�� aehie��e cnc?e c�mplianc�
within Rosemonte. Condition Noted.
11. There shall be no direct vehicular acce�� �.� ��� i.��::: �rt.� .���,� �� i��,�:� ��.����� ��,���
which abut it. A note to this effect shall appear on the engineering plans and the final
plat. The note has been provided on the Road and Storm plans.
12. The applicant shall provide a safe walking access to Apollo Elementary School with
urban improvements along the west side of 148th Ave 1�E to the existing crosswalk on
the north side of SE 117�' St. This improvement includes urban frontage
improvements along property frontage of the Plat of East Renton, urban
improvements along frontage of Rosemonte and urban improvements north to the
existing crosswalk on the north side of SE 117`h ST. (It is noted that the adjoining
plat of Rosemonte also will be subject to urban frontage requirements and urban
improvements north to the existing crosswalk on the north side of SE 117`�' ST.)
Curb, gutter and sidewall:have been designed on the west side of 148`h Ave NE
(Nile Avenue NE).
In the event it is not practical to construct urban improvements on the �vest side of 148th
Avenue Southeast extending to the existing crosswalk, a new crosswalk may be
established south of Southeast 117th Street and a safe walkway provided on the east side
of 148th Avenue Southeast from the new crosswalk to the north side of Southeast 117th
Street. This alternative may use a graded surface on the east side of 148th Ave SE to
ensure that school-age pedestrians are provided an acceptable-width walkway surface
behind the curbing.
The walkway shall be desi�ed to the satisfaction of the school district and DDES. A
crosswalk has been sho�Yn on the south side of 117�h Street. Easements could not be
obtained to provide otherwise.
Mitigation/Impact Fees
13. The applicant or subsequent owner shall comply with King County Code 14.75,
Mitigation Payment System(MPS),by paying the required MPS fee and
administration fee as determined by the applicable fee ordinance. The applicant
the option to either: (1) pay the MPS fee at the final plat recording, or(2)pay th�
MPS fee at the time of building permit issuance. If the first option is chosen, thc
paid shall be the fee in effect at the time of plat application and a note shall be pl . _
on the face of the plat that reads, "All fees required by King County Code 14.7�.
Mitigation Payment System (MPS), have been paid." If the second option is chr� .,
the fee pald Shall be the �mn�.tint in effert �� �,ftht rl�t�� nf b�_li1_din� perrr?it apnli��,�'.�.��:�,.
Condition Noted.
14. Lots within this sub�i��isiun are subject tu i�in� ���uuty C�odz ?1:�.-�3, «�hic'ti iin�������
impact fees to fund school system improvements needed to serve new developm���:t.
As a condition of final approval, fifty percent (50%) of the impact fees due far th�
plat shall be assessed and collected immediately prior to the recording, using the f��
schedules in effect when the plat receives final approval. The balance of the assessed
fee shall be allocated evenly to the dwelling units in the plat and shall be collected
prior to buildiny permit issuance. Condition �oted.
�Vetlands
1�. Preliminary plat revie�� has identified specific requirements which apply to this
project as listed below. All other applicable requirements from K.C.C. 21A.24 shall
also be addressed by the applicant.
a. The Class 2 wetland shall have a minimum 50-foot buffer of undisturbed
vegetation as measured from the wetland edge. Onsite wetlands have been
pro��ided with buffers. Tracts and building setbacks are shown on the
engineering plans.
b. Sensitive area tract(s) shall be used to delineate and protect sensitive areas and
buffers in development proposals for subdivisions and shall be recorded on all
documents of title of record for all affected lots. Condition l�oted.
c. Buffer width averab ng may be allowed by King County if it will provide
additional protection to the wetland/stream or enhance their functions, as long
as the total area contained in the buffer on the development proposal site does
not decrease. In no area shall the buffer be less than 65 percent of the
required minimum distance. To ensure such functions are enhanced a
mitigation plan will be required for the remaining on-site sensitive areas. An
enhancement plan shall be submitted for review during engineering review.
Buffer averaging has been shown on the plans as well as enhancement.
Please see the Landscape plans for the enhancement plan.
d. A 15-foot BSBL shall be established from the edge of buffer and/or the
sensitive areas Tract(s) and shown on all affected lots. Onsite wetlands have
been provided with buffers. Tracts and building setbacks are shown on �I
the engineering plans. '
e. To ensure long term protection of the Sensitive Areas a split-railed fence of no
more tnan 4 feet in height shall be installed along the Sensitive Area Tract
boundaries in the area of proposed lots. Sensitive Area signs shall be attached
to the fence at no less than 100 foot intervals. Sensitive Area signs have
been shown on the landscape plans.
£ If alterations of streams and/or wetlands are approved in conformance with
K.C.C. 21A.24, then a detailed plan to mitigate for impacts from that
alteration will be required to be reviewed and approved along with the plat
en�neering plans. A performance bond or other financial guarantee will be
required at the time of plan approval to guarantee that the mitigation measures
are installed according to the plan. Once the mitigation work is completed to
a DDES Senior Ecologist's satisfaction, the performance bond may be
replaced by a maintenance bond for the remainder of the five-year monitoring
period to guarantee the success of the mitigation. The applicant shall be
responsible for the installation, maintenance and monitoring of any approved
mitigation. The mitigation plan must be installed prior to final inspection of
the plat. Condition Noted.
g. Prior to commencing construction activities on the site, the applicant shall
temporarily mark sensitive areas tract(s) in a highly visible manner, and these
areas must remain so marked until all development proposal activities in the
vicinity of the sensitive areas are completed. Condition Noted.
h. During engineering plan review the applicant shall provide a wetland
hydrology analysis to demonstrate how the wetland hydrology will be
maintained post-construction. See Section 6 of the TIR.
i. Detention out-fall structures maybe permitted within the wetland/stream
buffers, however, structures shall be located in the outer edge of the buffer, if
possible. All buffer impacts shall be mitigated. Condition Noted.
16. Development authorized by this approval may require other state and/or federal
permits or approvals. It is the applicant's responsibility to correspond with these
agencies prior to be�nning work on the site. Condition l�,'oted.
17. During en�neering revie���,the plan set shall be routed to the sensitive areas group to
determine if the above conditions have been met. Condition Noted.
Geotechnical
1 S. The applicant shall delineate all on-site erosion hazard areas on the final engineering
plans (erosion hazard areas are defined in KCC 21 A.06.415). The delineation of such
areas shall be approved by a DDES geologist. The requirements found in KCC
21A.24.220 concernin� erosion hazard areas shall be met, including seasonal
restrictions on clearing and grading activities. Condition Noted.
Sensitive Area
19. The followin;note shall be shown on the final ena neering plan and recorded plat:
RESTRICTIONS FOR SENSITIVE AREA TRACTS Ai�1D SENSITIVE
AREAS AND BUFFERS
Dedication of a sensitive area tractlsensitive area and buffer conveys to the public a
beneficial interest in the land within the tract�'sensitive area and buffer. This interest
includes the preservation of native vegetation for all purposes that benefit the public
health, safety and welfare, including control of surface water and erosion,
maintenance of slope stability, and protection of plant and animal habitat. The
sensitive area tract/sensitive area and buffer imposes upon all present and future
owners and occupiers of the land subject to the tract,'sensitive area and buffer the
obligation, enforceable on behalf of the public by King County, to leave undisturbed
all trees and other vegetation within the tractJsensitive area and buffer. The
vegetation within the tract/sensitive area and buffer may not be cut, pruned, covered
by fill, removed or damaged without approval in w�-iting from the King County
Department of Development and Environmental Services or its successor agency,
unless otherwise provided by law.
The common boundary between the tract/sensitive area and buffer and the area of
development activity must be marked or otherwise flagged to the satisfaction of King
County prior to any clearing, grading, building construction or other development
activity on a lot subject to the sensitive area tract�'sensitive area and buffer. The
required marking or flagging shall remain in place until all development proposal
activities in the vicinity of the sensitive area are completed.
No building foundations are allowed beyond the required 15-foot building setback
line, unless otherwise provided by law. Condition Noted. '
Other
20. The plat desi� shall be revised to provide the minimum suitable recreation space
consistent with the requirements of K.C.C. 21A.14.180 and K.C.C. 21A. 14.190 (i.e.,
minimum area, as well as, sport court[s], children's play equipment, picnic table[s],
benches, etc.), as shown on hearing e�. no. 26. Recreation plans, performance
bond and homeowners' association will be provided.
a. A detailed recreation space plan (i.e., location, area calculations, dimensions,
landscape specs, equipment specs, etc.) shall be submitted for review and
approval by DDES prior to or concurrent with the submittal of engineering
plats.
b. A performance bond for recreation space improvements shall be posted prior
to recording of the plat.
21. Tract E shall be desi�ated for recreational area, with an approved trail (across
wetland buffers) extending from the recreational Tract G and functioning as an
extension of recreation from Tract G. Plans for the tract - designation and design,
shall comply with codes and shall be to the satisfaction of DDES prior to engineerina
approval. Condition '�oted.
22. A homeo«•ners' association or other �vorkable organization shall be established to the.
satisfaction of DDES which provides for the ownership and continued maintenance � `
the recreation, open space and/or sensitive area tract{s) which combines usage of
recreation area within L03P0018, the plat of Rosemonte, pursuant to hearing exh. ne
26. (See condition no. 25.) A homeowner's association or other workable
organization will be established by the applicant.
23. Street trees shall be provided as follows (per KCRS 5.03 and K.C.C. 21A.16.050):
Street trees have been shown on the landscape plans as outlined below.
a. Trees shall be planted at a rate of one tree for every 40 feet of frontage along
all roads. Spacing may be modified to accommodate sight distance
requirements for driveways and intersections.
b. Trees shall be located within the street right-of-way and planted in accordance
with Drawing No. 5-009 of the 1993 King County Road Standards, unless
King County Department of Transportation determines that trees should not
be located in the street right-of-way.
c. If King County determines that the required street trees should not be located
within the right-of-way, they shall be located no more than 20 feet from the
street right-of-way line.
d. The trees shall be owned and maintained by the abutting lot owners or the
homeowners association or other workable organization unless the county has
adopted a maintenance program. Ownership and maintenance shall be noted
on the face of the final recorded plat.
e. The species of trees shall be approved by DDES if located �vithin the right-of-
way, and shall not include poplar, cottonwood, soft maples, gum, any fruit-
bearing trees, or any other tree or shrub whose roots are likely to obstruct
sanitary or storm sewers, or that is not compatible with overhead utility lines.
f. The applicant shall submit a street tree plan and bond quantity sheet for
review and approval by DDES prior to engineering plan approval.
g. The applicant shall contact Metro Service Plannin� at (206) 684-1622 to
determine if 148th Ave SE is on a bus route. If 148t Ave SE is a bus route,
the street tree plan shall also be reviewed by Metro.
h. The street trees must be installed and inspected, or a performance bond posted
prior to recording of the plat. If a performance bond is posted, the street trees
must be installed and inspected within one year of recording of the plat. At
the time of inspection, if the trees are found to be installed per the approved
plan, a maintenance bond must be submitted or the performance bond
replaced with a maintenance bond, and held for one year. After one year, the
maintenance bond may be released after DDES has completed a second
inspection and determined that the trees have been kept healthy and thriving.
i. A landscape inspection fee shall also be submitted prior to plat recording. The
inspection fee is subject to change based on the cunent county fees.
SEPA
24. The following have been established by SEPA as necessary requirements to mitigate
the adverse environmental impacts of this development. The applicants shall
demonstrate compliance with these items prior to final approval.
(1.) To mitigate the significant adverse impact the plat of East Renton will have on
the intersections of SR 900/148`h Ave SE and SR 900/164th Ave SE, the
applicant shall install, either individually or in conjunction with other
development projects in this area, the following improvements at the SR
900/148`�Ave intersection:
• A traffic signal, and
• Eastbound and westbound left turn lanes
The design for the SR 900/148th Ave intersection improvements shall be approved by
the Washington State Department of Transportation (and by King County to the
extent such improvements are located in County right-of-way). In addition, at a
minimum, the existing entering sight distance looking east for the north and south
legs of the intersection (602 feet and 386 feet, respectively) shall not be reduced as
part of the intersection improvements. Documentation shall be submitted to show
this requirement is met. All construction work associated with the intersection
improvements shall be completed between April 15` and September 30`�'. This
seasonal restriction shall be clearly shown on the final engineering plans.
In lieu of the installation of the above-noted intersection improvements prior to final
plat approval, the applicant may post a financial guarantee with �VSDOT which
assures the installation of these improvements within two years of the recording of
East Renton. In this event, intersection improvement design must be approved by
WSDOT prior to King County approval of the engineering plans for East Renton. ,
If the above-noted intersection improvements have already been made by others prior
to the recording of East Renton, or a financial guarantee has been posted by others
�vhich assures the installation of these improvements, then the applicant for East
Renton shall pay a pro-rata share dollar amount to the developer who has made the
improvements or "bonded" for the improvements, in an amount proportional to the
impacts of East Renton. The pro-rata share dollar amount to be paid shall be set by �,
WSDOT, and documentation shall be provided by the East Renton applicant to the
King County Land Use Services Division to show this payment has been made, prior
to final plat recording. The pro-rata dollar amount to be paid shall be based on the
following:
• The final East Renton lot count
• The trip distribution for East Renton
• The total trips contributed to the intersection of SR 900.148`t'Ave by the
plats of Aster Park (LOOP0024), Stone Ridge 9L99P3008), East Renton
(L02P0005), Shamrock (L02P0014), Rosemonte (aka Ironwood—
L03P0018), Martin(LOSP0019) and any future land use applications
submitted to King County for which compliance with the King County
Intersection Standards (KCC 14.80) is required at either the SR 900/148`h �
Ave intersection, or the SR 900/164`�'Ave High Accident Location.
In the event that either King County or WSDOT adopts a formal "latecomer's"
system prior to final plat recording, that system may be followed in lieu of the
approach described above, at the discretion of the applicant, as long as at a minimum
there is a financial guarantee which assures the above-noted intersection
improvements will be installed within two years of the date of recording of the plat of
East Renton. [Comprehensive Plan Policy T-303 and King County Code
21A.28.060A]
(2.) Documentation shall be provided to demonstrate to the satisfaction of
WSDOT that stopping sight distance (360 feet) is available on the east leg of
the SR 900/148�' Ave intersection. The intersection shall be modified by the
applicant, if necessary, so that this stopping sight distance requirement is met
on the east leg. In addition, the applicant shall clear vegetation within the
right-of-way along SR 900, east of 148th Ave., to maximize the entering sight
distance for the north and south legs of the intersection. [Comprehensive Plan
Policy T-303 and King County Comprehensive Policy T-303 and King
County Code 21A.28.060A] This SEPA condition is under construction 6y
others.
25. The recreation area may serve the adjacent plat of Rosemonte. If necessary,
boundary line adjustments may be approved to establish a portion of the East Renton
plat recreation area as a part of the Rosemonte Plat, or the two plats may be recorded
as a single plat. Condition Noted.
26. `�letland buffer averaging or additional buffer are required to compensate for
reduction of wetland buffers adjacent to 14�th Avenue southeast, as proposed in the
vicinity of the north property line, and to compensate for construction of the '
recreation tract trail throuQh «�etland buffer between Tracts E and G. Condition
Noted. y
Rosemonte
The proposed preliminary plat of Rosemonte as revised and revised and received on March
31, 2006 is approved, subject to the following conditions of final plat approval:
1. Compliance with all platting provisions of Title 19A of the King County Code.
Actual final recording of the plat of Rosemonte/L03P0018 shall either occur
subsequent to or concurrent with the recording of the Plat of East Renton/L02P0005.
Condition Noted.
2. All persons having an ownership interest in the subject property shall sign on the face
of the final plat a dedication that includes the language set forth in King County
Council I1�lotion No. 59�2. Condition Noted.
3. The plat shall comply with the base density and minimum density requirements of the
R-4 zone classification. All lots shall meet the minimum dimensional requirements
of the R-4 zone classification or shall be as shown on the face of the approved
preliminary plat, whichever is larger, except that minor revisions to the plat which do
not result in substantial changes may be approved at the discretion of the Department
of Development and Environment Services. Condition Noted.
Any/all plat boundary discrepancy(ies) shall be resolved to the satisfaction of DDES
prior to the submittal of the final plat documents. As used in this condition,
"discrepancy" is a boundary hiatus, an overlapping boundary or a physical
appurtenance which indicates an encroachment, lines of possession or a conflict of
title.
4. The applicant must obtain final approval from the King County Health Department.
Condition Noted.
5. All construction and upgrading of public and private roads shall be done in
accordance with the King County Road Standards established and adopted by
Ordinance No. 11187, as amended (1993 KCRS). All roads have been designed per
the 1993 KCRS.
6. The applicant must obtain the approval of the King County Fire Protection Engineer
for the adequacy of the fire hydrant, water main, and fire flow standards of Chapter
17.08 of the King County Code. Plans have been submitted to the Fire 1�Iarshal.
All future residences constructed within this subdi��ision are required to be
sprinklered (NFPA 13D) unless the requirement is removed by the King County Fire
Marshal or his/her designee. The Fire Code requires all portions of the exterior walls
of structures to be within 150 feet (as a person would walk via an approved route
around the building) from a minimum 20-foot wide, unobstructed driving surface. To
qualify for removal of the sprinkler requirement, driving surfaces between curbs must
be a minimum of 28 feet in width when parking is allowed on one side of the
roadway, and at least 36 feet in width when parking is permitted on both sides. The
road width requirement applies to both on-site access and roads accessing the
subdivisi����
Storm Drainage
7. Final plat :t ._.: _.��.:. ��.�1.... ....: �� � ,;��_...,,� , .�.. �..�, �<<.�::�� �� i:��: .:, �:,, �
.� ��� �� .��.
in King County Code 9.04. Compliance may result in reducing the number and/or
location of lots as shown on the preliminary approved plat. Preliminary review has
identified the following conditions of approval, which represent portions of the
drainage requirements. All other applicable requirements in KCC 9.04 and the
Surface Water Design Manual (SWDM) must also be satisfied during engineering
and final review.
a. Drainage plans and analysis shall comply with the 1998 King County Surface
Water Desi� Manual. DDES approval of the drainage and roadway plans is
required prior to any construction. The drainage plans and analysis have
been provided in compliance to the 1998 KCSWDNI and applicable
updates.
b. Current standard plan notes and ESC notes, as established by
DDES Engineering Review shall be shown on the engineering plans. Current
standard plan notes and ESC notes have been provided on sheet 7.
c. The following note shall be shown on the final recorded plat:
"All building downspouts, footing drains, and drains from all impervious
surfaces such as patios and driveways shall be connected to the permanent
storm drain outlet as shown on the approved construction drawings
# on file with DDES and/or the Department of Transportation.
This plan shall be submitted with the application of any building permit. All
connections of the drains must be constructed and approved prior to the final
building inspection approval. For those lots that are designated for individual
lot infiltration systems, the systems shall be constructed at the time of the
building permit and shall comply with the plans on file." Condition Noted.
d. Storm water facilities shall be designed using the KCRTS level one flow
control standard. Water quality facilities shall also be provided using the
basic water quality protection menu. The size of the proposed drainage tracts
may have to increase to accommodate the required detention volumes and
water quality facilities. All runoff control facilities shall be located in a
separate tract and dedicated to King County unless portions of the drainaQe
tract are used for recreation space in accordance with KCC 21A.14.180. �
The stormwater facilities have been designed to a Level 1 flow control
and basic �r•ater quality per the 1998 KCS`VD�I and are shown in
dedicated tracts.
e. The applicant has received approval for a drainage adjustment application
regarding the proposed shared facility detention pond. The adjustment
decision is contained within file number L04V0103. During final review of
the engineering plans, all applicable conditions of the adjustment approvals I
shall be satisfied. Condition noted. The detention pond will serve both the �
East Renton and the Rosemonte developments as approved under '
Adjustment L07V0039.
£ As stated in the drainage adjustment decision, the detention pond shall be '
designed using the Level 1 flow control standard and basic water quality
standaxds are required for design of the drainage facility. If a wet pond
facility is provided for water quality, the design shall comply with the 3:1
flow length ratio as outlined on page 6-72 in the drainage manual. The
detention pond has been designed per the 1998 KCSWD:VI.
g. As required by Special Requirement No. 2 in the drainage manual, the 100-
year floodplain boundaries for the onsite wetlands shall be shown on the final
engineering plans and recorded plat. The 100-year floodplain for the
wetlands within Sensitive Area Tract F, as defined by Special
Requirement #2 of the 1998 King County Surface `�%ater, is contained
within said Tract. Notes to this effect have been added to the Engineering
Plans.
Access/Roads
8. The proposed subdivision shall comply with the 1993 King County Road Standards
(KCRS) including the following requirements:
a. During preliminary review the applicant submitted a road variance application
(File No. L06V0042), regarding the sag vertical curve and substandard
stopping sight distance along the plat frontage. In response to the variance
application, the King County Road Engineer provided a decision letter dated
June 20, 2006 which approved the variance based upon required illumination
for the sag curve on 148`h Ave SE. The final road improvements and desi�
plans for the project shall demonstrate compliance with all applicable
conditions of approval as stated in the variance decision. Vertical re-
alignment of 148`h Ave SE (�Tile Avenue NE) is no longer being proposed.
The project entry has been relocated south to accommodate sight distance
requirements without variance.
b. 148`�' Avenue SE shall be improved along the frontage as an urban collector
arterial including all design criteria from the road variance decision. In
accordance with KCRS 2.02, the curb location shall be designed at 22-feet
from the road crown to provide full width travel lanes and a bike lane. The
preliminary desi� plan for Rosemonte shows road grading extending outside
the right-of-way on the east side of 148`�' Ave SE. During final engineering
review, the applicant shall acquire easements for any proposed construction
on private property or provide an alternative design which is acceptable to '
King County for road construction within the existing right-of-way. If desired
by the applicant, the road frontage improvements for Rosemonte may be
satisfied by development of the East Renton plat. Please see sheets 14 and
15 for 148`h Ave SE (�Tile Avenue NE) improvements. Easements are not
required.
c. The proposed loop road within the subdivision (SE 118`� St.) shall be
improved as an urban subaccess street. Interior loop roadway has been
designed as a minor access street.
d. Tract A shall be improved as a private joint use driveway serving a ma�
of two lots. The serving lots shall have undivided ownership of the tract anci
be responsible for its maintenance. As specified in KCRS 3.01 C,
improvements shall include an 18 foot paved surface and a minimum tract
width of 20 feet. Drainaje control shall include a curb or thickened edge on
one side. As a result of site plan modifications, joint use driveways are
now identified in Tracts E and J. Both har e been designed to the private
access standard.
e. Street trees shall be included in the design of all road improvements and shall
comply with Section 5.03 of the KCRS. Street trees have been depicted on
the landscape plans.
f. Street illumination shall be provided along the plat frontage for arterial streets
in accordance with KCRS 5.05. Illumination has been shown on sheet 21.
g. The proposed road improvements shall address the requirements for road
surfacing outlined in KCRS Chapter 4. As noted in section 4.O1F, full width
pavement overlay is required where widening existing asphalt, unless
otherwise allowed by King County. A note has been provided on the plans.
h. 148`�Ave SE is classified an arterial street which may require designs for bus
zones and turn outs. As specified in KCRS 2.16, the designer shall contact
Metro and the local school district to determine specific requirements. Nletro
and the school district have been contacted.
i. Modifications to the above road conditions may be considered by King
County pursuant to the variance procedures in KCRS 1.08. Conditian Noted.
9. All utilities within proposed rights-of-way must be included within a franchise
approved by the King County Council prior to final plat recording. Condition
Noted.
10. The plat plan for Rosemonte shows a retaining wall associated w•ith 145th Ave SE
which extends into the BSBL for the wetland buffer. During engineering review for
East Renton, a revised road alignment and grading plan shall be provided which
demonstrates that road construction within Rosemonte will comply with applicable
sensitive area codes. The revised road desi� and grading plan may result in
medification or loss of lots as sho«�n on the preliminary plat. Alternatively, the
�
applicant may seek approval to use buffer averaging as a means to revise the location
of the buffer and BSLB to achieve code compliance. Condition Noted.
1 l. There shall be no direct vehicular access to or from 148th Ave SE from those lots
which abut it. A note to this effect shall appear on the engineering plans and the final
plat. The note has been provided on the Raad and Storm plans.
12. Off-site access to the subdivision shall be over a full-width, dedicated and improved
road which has been accepted by King County for maintenance. If the proposed
access road has not been accepted by King County at the time of recording, then said
road shall be fully bonded by the applicant of this subdivision. Condition Noted.
13. The applicant shall provide a safe walking access to Apollo Elementary School with
urban improvements along the west side of 148`h Ave NE to the existing crosswalk on
the north side of SE 117�St. This improvement includes urban frontage
improvements along property frontage of the Plat of East Renton, north of SE 119th
Street, as well as urban improvements along frontage of Rosemonte and urban
improvements north to the existing crosswalk on the north side of SE 117�' St. Curb,
gutter and sidewalk has been design on the west side of 148th Ave NE (l�iile
Avenue NE).
In the event it is not practical to construct urban improvements on the west side of 148th
Avenue Southeast extending to the existing crosswalk, a new crosswalk may be
established south of Southeast 117th Street and a safe walkway provided on the east side
of 148th Avenue Southeast from the new crosswalk to the north side of Southeast 117th
Street. This alternative may use a graded surface on the east side of 148th Ave SE to
ensure that school-age pedestrians are provided an acceptable-width walkway surface
behind the curbing.
The walkway shall be designed to the satisfaction of the school district and DDES. A
crosswalk has been shown on the south side of 117th Street. Easements could not be
obtained to provide othenvise.
l�'Iitigation/Impact Fees
14. The applicant or subsequent owner shall comply with King County Code 14.75,
Mitigation Payment System(MPS),by paying the required MPS fee and
administration fee as determined by the applicable fee ordinance. The applicant has
the option to either: (1)pay the MPS fee at the final plat recording, or{2) pay the
MPS fee at the time of building permit issuance. If the first option is chosen, the fee
paid shall be the fee in effect at the time of plat application and a note shall be placed
on the face of the plat that reads, "All fees required by King County Code 14.75,
Mitigation Payment System(MPS), have been paid." If the second option is chosen,
the fee paid shall be the amount in effect as of the date of buildin�permit application.
Condition Noted.
15. Lots within this subdivisior�are subject to Kina County Code 21A.43, which imposes
impact fees to fund school system improvements needed to serve new development.
As a condition of final approval, fifty percent (50%) of the impact fees due for the
plat shall be assessed and collected immediately prior to the recording, using the fee
schedules in effect when the plat receives final approval. The balance of the assessed
fee shall be allocated evenly to the dwelling units in the plat and shall be collected
prior to building permit issuance. Condition Noted.
Wetlands
16. Preliminary plat review has identified specific requirements which apply to this
project as listed below. All other applicable requirements from K.C.C. 21A.24 shall
also be addressed by the applicant.
a. The Class 2 wetland shall have a minimum 50-foot buffer of undisturbed
vegetation as measured from the wetland edge. Onsite �vetlands have been
provided with buffers. Tracts and building setbacks are shown on the
engineering plans.
b. Sensitive area tract(s) shall be used to delineate and protect sensitive areas and
buffers in development proposals for subdivisions and shall be recorded on all
documents of title of record for all affected lots. Condition Noted.
c. Buffer width averaging may be allowed by King County if it will provide
additional protection to the wetland/stream or enhance there functions, as long
as the total area contained in the buffer on the development proposal site does
not decrease. In no area shall the buffer be less than 65 percent of the I
required minimum distance. To ensure such functions are enhanced a
mitigation plan will be required for the remaining on-site sensitive areas. An
enhancement plan shall be submitted for review during engineering review.
Buffer averaging has been shown on the plans as well as enhancement.
Please see the Landscape plans for the enhancement plan.
d. A 15-foot BSBL shall be established from the edge of buffer and/or the
sensitive areas Tract(s) and shown on all affected lots. Onsite �vetlands have
been pro�ided with buffers. Tracts and building setbacks are shown on
the engineering plans. '
e. To ensure long term protection of the Sensitive Areas a split-railed fence of no
more than 4 feet in height shall be installed along the Sensitive Area Tract
boundaries in the area of proposed lots. Sensitive Area signs shall be attached
to the fence at no less than 100 foot intervals. Sensitive Area signs ha�e
been shown on the landscape plans.
g. If alterations of streams and/or wetlands are approved in conformance with
K.C.C. 21A.24, then a detailed plan to mitigate for impacts from that
alteration will be required to be reviewed and approved along with the plat '
engineering plans. A performance bond or other financial guarantee will be
required at the time of plan approval to guarantee that the mitigation measures
are installed according to the plan. Once the mitigation work is completed to
a DDES Senior Ecologist's satisfaction, the performance bond may be
replaced by a maintenance bond for the remainder of the five-year monitoring
period to guarantee the success of the mitigation. The applicant shall be
responsible for the installation, maintenance and monitoring of any approved
mitigation. The mitigation plan must be installed prior to final inspection of
the plat. Condition Noted.
g. Prior to commencing construction activities on the site, the applicant shall
temporarily mark sensitive areas tract(s) in a highly visible manner, and these
areas must remain so marked until all development proposal activities in the
vicinity of the sensitive areas are completed. Condition Noted.
h. During engineering plat review the applicant shall provide a wetland
hydrology analysis to demonstrate how the wetland hydrology will be
maintained post-construction.
i. Detention out-fall structures maybe permitted within the wetland/stream
buffers, however, structures shall be located in the outer edge of the buffer, if
possible. All buffer impacts shall be mitiaated. Condition Noted.
17. Development authorized by this approval may require other state and/or federal
permits or approvals. It is the applicant's responsibility to correspond with these
agencies prior to beginning work on the site. Condition Noted.
18. During enbineering review,the plan set shall be routed to the sensitive areas group to
determine if the above conditions have been met. Condition Noted.
Geotechnical
19. The a licant shall delineate all on-site erosion hazard areas on the final en 'neerin
PP
� g
plans (erosion hazard areas are defined in KCC 21 A.06.415). The delineation of such
areas shall be approved by a DDES geologist. The requirements found in KCC
21A.24.220 concerning erosion hazard areas shall be met, including seasonal
restrictions on clearing and grading activities. Condition Noted.
20. The geotechnical work for this project shall be accomplished in accordance with
recommendations presented in the geotechnical en�ineering report dated Apri123,
2003 by Associated Earth Sciences, Inc. ,
a. Structural fill placement shall be continuously monitored and approved in
"�riting by the project geotechnical engineer or engineering geolob st.
b. After excavation and prior to structural fill or foundation placement, all
bearing soils shall be inspected and approved in writing by an experienced
geotechnical engineer or engineering geologist.
c. Structural fill placed for improved areas such as pavements or floar slabs shall
be compacted to at least 95 percent of the maYimum dry density by ASTM
test designation D-1557 (Modified Proctor) or as recommended by the project
geotechnical engineer or engineering geologist.
d. All pile foundation installations shall be continuously monitored by a
registered geotechnical engineer or a licensed engineering geologist for
compliance with an approved plan and the geotechnical report. Compliance
and approval of the pile foundation installation shall be documented in a
report to the King County site or building inspector.
e. The location and height of any proposed rockeries or retaining walls shall be
shown on the engineering plans.
f. Any created fill slope that is 40 percent ar steeper and 10 feet or greater in
vertical height shall be subject to a 50-foot wide buffer plus a 15-foot wide
setback area from its top,toe and sides. This buffer may be reduced to 10 feet
with a satisfactory evaluation by a registered geotechnical engineer or licensed
en�neering geologist.
g. The applicant shall delineate all on-site erosion hazard areas on the final
engineering plans (erosion hazard areas are defined in KCC 21A.06.415). The
delineation of such areas shall be approved by a DDES geologist. The
requirements found in KCC 21 A.24.220 concerning erosion hazard areas shall
be met, including seasonal restrictions on clearing and grading activities.
Sensitive Area
21. The following note shall be shown on the final engineering plan and recorded plat:
RESTRICTIONS FOR SEI�SITIVE AREA TRACTS AI�rD SENSITIVE
AREAS A�1D BUFFERS
Dedication of a sensitive area tract/sensitive area and buffer conveys to the public a
beneficial interest in the land within the tract�'sensitive area and buffer. This interest
includes the preservation of native vegetation for all purposes that benefit the public
health, safety and welfare, including control of surface water and erosion,
maintenance of slope stability, and protection of plant and animal habitat. The
sensitive area tract/sensitive area and buffer imposes upon all present and future
oti�ners and occupiers of the land subject to the tract/sensitive area and buffer the
obligation, enforceable on behalf of the public by King County, to leave undisturbed
all trees and other vegetation within the tract/sensitive area and buffer. The
vegetation within the tract/sensitive area and buffer may not be cut, pruned, covered
by fill, removed or damaged without approval in writing from the King County
Department of Development and Environmental Services or its successor agency,
unless othenvise provided by law.
The common boundary between the tract/sensitive area and buffer and the area of
development activity must be marked or otherwise flagged to the satisfaction of King
County prior to any clearing, grading, building construction or other development ,I
activity on a lot subject to the sensitive area tract/sensitive area and buffer. The
required marking or flagging shall remain in place until all development proposal
activities in the vicinity of the sensitive area are completed.
No buildino foundations are allowed beyond the required 1�-foot building setback
line, unless otherwise provided by la�v. Condition Noted.
Recreational Area
22. The plat desi� shall be revised to provide the minimum suitable recreation space
consistent with the requirements of K.C.C. 21A.14.180 and K.C.C. 21A. 14.190 (i.e.,
minimum area, as well as, sport court[s], children's play equipment, picnic table[s],
benches, etc.), as shown on hearing exh. no. 26. Recreation plans, performance
bond and homeowner's association will be provided.
a. A detailed recreation space plan (i.e., location, area calculations, dimensions,
landscape specs, equipment specs, etc.) shall be submitted for review and
approval by DDES prior to or concurrent with the submittal of engineering
plats.
b. A performance bond for recreation space improvements shall be posted prior
to recording of the plat.
c. Modify the plat, as needed to comply with KCC 21A.14.180.F, as shown in
hearing exh. no. 26 for the plat of East Renton(DDES File No. L02P0005).
Other
23. A homeowners' association or other workable organization shall be established to the
satisfaction of DDES which provides for the ownership and continued maintenance of
the recreation, open space and/or sensitive area tract(s}, which combine usage of the
recreation area of the plat of East Renton (DDES File No. L02P0005) and this plat, as
shown in hearing exh. no. 26 for the plat of East Renton. A homeo��vner's
association or other workable organization will be established by the applicant.
24. Street trees shall be provided as follows (per KCRS 5.03 and K.C.C. 21 A.16.050):
Street trees have been sho�vn on the landscape plans as outlined belo��.
a. Trees shall be planted at a rate of one tree f��r e��erti �0 ftet of fronta�,c alon��
all roads. Spacing may be modified ? :.���,,:,,,„ �'.,�_ _ ,r c,:i� ��
requirements for driveways and intersection�
b. Trees shall be located within the street right-of-��ati and plai�ted in accordance
«�ith Drawing No. 5-009 of the 199� Kin� Count�cr Road Standards, unles�
King County Department of Tran _ _ � . � ._
c. If King County determines that the required street trees should not be located
within the right-of-way, they shall be located no more than 20 feet from the
street right-ot=way line.
d. The trees shall be owned and maintained by the abutting lot owners or the
homeowners association or other workable organization unless the county has
adopted a maintenance program. Ownership and maintenance shall be noted
on the face of the final recorded plat.
e. The species of trees shall be approved by DDES if located within the right-of-
way, and shall not include poplar, cottonwood, soft maples, gum, any fruit-
bearing trees, or any other tree or shrub whose roots are likely to obstruct
sanitary or storm sewers, or that is not compatible with overhead utility lines.
£ The applicant shall submit a street tree plan and bond quantity sheet for
review and approval by DDES prior to engineering plan approval.
g. The applicant shall contact Metro Service Plannin� at (206) 684-1622 to
determine if 148th Ave SE is on a bus route. If 148 Ave SE is a bus route,
the street tree plan shall also be reviewed by Metro.
h. The street trees must be installed and inspected, or a performance bond posted
prior to recording of the plat. If a perfortnance bond is posted, the street trees
must be installed and inspected within one year of recording of the plat. At
the time of inspection, if the trees are found to be installed per the approved
plan, a maintenance bond must be submitted ar the performance bond
replaced with a maintenance bond, and held for one year. After one year, the
maintenance bond may be released after DDES has completed a second
inspection and determined that the trees have been kept healthy and thriving.
ii. A landscape inspection fee shall also be submitted prior to plat recording. The
inspection fee is subject to change based on the current county fees.
2�. The engineering plans for this project shall identify the location of any wells on the
site and provide notes which address the requirements for the contractor to abandon
the well(s) pursuant to requirements outlined in the Washington Administrative Code
(WAC 173-160). Condition Noted.
SEPA
26. The following have been established by SEPA as necessary requirements to mitigate
the adverse environmental impacts of this development. The applicants shall
demonstrate compliance with these items prior to final approval.
(1.) To mitigate the si�ificant adverse impact the plat of Rosemonte will have on
the intersections of SR 900/148`h Ave SE and SR 900/164`}' Ave SE, the
applicant shall install, either individually or in conjunction with other
development projects in this area, the follo���ina iinprovements at the SR
900/148`h Ave intersection:
• A traffic signal, and
• Eastbound and westbound left turn lanes
The design far the SR 900/148th Ave intersection improvements shall be approved by
the Washington State Department of Transportation (and by King County to the
extent such improvements are located in County right-of-way). In addition, at a
minimum, the existing entering sight distance looking east for the north and south
legs of the intersection (602 feet and 386 feet, respectively) shall not be reduced as
part of the intersection improvements. Documentation shall be submitted to show
this requirement is met. All construction work associated with the intersection
improvements shall be completed between April lst and September 30th. This
seasonal restriction shall be clearly sho�vn on the final engineering plans.
In lieu of the installation of the above-noted intersection improvements prior to final
plat approval, the applicant may post a financial guarantee with WSDOT which
assures the installation of these improvements within two years of the recording of
Rosemonte. In this event, intersection improvement design must be approved by
WSDOT prior to King County approval of the engineering plans for Rosemonte.
If the above-noted intersection improvements have already been made by others prior
to the recording of Rosemonte, or a financial guarantee has been posted by others
which assures the installation of these improvements, then the applicant for
Rosemonte shall pay a pro-rata share dollar amount to the developer who has made
the improvements or "bonded" for the improvements, in an amount proportional to
the impacts of Rosemonte. The pro-rata share dollar amount to be paid shall be set by
WSDOT, and documentation shall be provided by the Rosemonte applicant to the
King County Land Use Services Division to show this payment has been made, prior
to final plat recording. The pro-rata dollar amount to be paid shall be based on the
following:
• The final Rosemonte lot count
• The trip distribution for Rosemonte
• The total trips contributed to the intersection of SR 900.148�Ave by th�
plats of Aster Park(LOOP0024), Stone Ridge 9L99P3008), East Renton
(L02P0005), Shamrock (L02P0014), Rosemonte (aka Ironwood—
L03P0018), Martin(LOSP0019) and any future land use applications
submitted to King County for which compliance with the King County
Intersection Standards (KCC 14.80) is required at either the SR 900/148rn
Ave intersection, or the SR 900/164`h Ave High Accident Location.
In the event that either King County or `VSDOT adopts a formal "latecomer's"
system prior to final plat recording, that system may be followed in lieu of the
approach described above, at the discretion of the applicant, as long as at a minimum
there is a financial guarantee "rhich assures the above-noted intersectioi�
improvements will be installed��ithin two years of the date of recording of the plat of
Rosemonte. [Comprehensive Plan Policy T-303 and King Coun�
�
(2.) Documentation shall be provided to demonstrate to the satisfaction of
WSDOT that stopping sight distance (360 feet) is available on the east leg of
the SR 900/148`� Ave intersection. The intersection shall be modified by the
applicant, if necessary, so that this stopping sight distance requirement is met
on the east leg. In addition, the applicant shall clear vegetation within the
right-of-way along SR 900, east of 148th Ave., to maximize the entering sight
distance for the north and south legs of the intersection. [Comprehensive Plan
Policy T-303 and King County Comprehensive Policy T-30� and King
County Code 21A.28.060A] The SEPA condition is under construction by
others.
N
N
East Renton/Rosemonte—Technical Information F:epo�
2.2 Core Requirements
2.2.1 Core Requirement #1: Discharge at the �latrara! Location
The site has two drainage basins, one that generally dr�ins towards the northwest and the
other that drains to the west. A wetland occupies the western portion of the site where the
two basins combine then flows to the north through Honey Dew (Honey) Creek. The site
generally slopes to the west from 148`}' Ave SE down towards Honey Dew Creek at
approximately 5-15%. One drainage facility is proposed for the entire site. The pond is to be
located in the northeast corner of the site. Please reier io the Level 1 Downstream Analysis
in Section 3 for a complete description of the dischazge points of the site. '
2.2.2 Core Requirement #2: Ofifsite Analysis
Please see Section 3 — Level 1 Downstream Analysis.
2.2.3 Core Requirement #3: Flow Control
See Section 4—Flow Control and Water Quality Facility Desi�.
2.2.4 Core Requirement �#4: Conveyance �ystem
Please see Section 5—Conveyance System Analysis and Desi�.
2.2.5 Core Requirement #5: Erosion and Sediment Control
Please see Section 8—TESC Analysis and Desi�.
2.2.6 Core Requirement #6: Operations and Maintenance
The desi�ed drainage systems and facilities will be publicly maintained.
2.2.7 Core Requirement #7: Bonds and Liability
Bond Quantity�Vork Sheets and Liability insurance w�ill be provided at the end of the review
process.
Job#01-047 Page 2-23
November 5, 2008 `
TRIAD
SSOCI�TES
�
East Renton/Rosemonte —Technical information Report
2.2.8 Special RequiremenY #1: Other Adopted Area-Specific
Requirements ,
a �
2.2.81 Crrtical Drainabe Areas
Maps from the King Country Sensitive Areas Folio show that the site is not in a sensitive
drainage area with regard to aquifer protection zones, seismic hazards, coal mine hazards,
erosion hazards, landslide hazards, or the 100-year floodplains. The 1990 King County
Wetland Inventory did not list the wetland on this property. The existing wetland is located
along the western portion of the site and is not to be disturbed with a 32.50' buffer. The 1987
Basin Reconnaissance Program did not list Honey Dew Creek in any of its basin
reconnaissance data. Please see Section 3 — Offsite Analysis for a copy of the King County
Sensitive Area Maps.
2.2.8.2 l��aster Drainage Plan
Not applicable.
2.2.8.3 Basin Plans
According to the King Countv Basin Reconnaissance Program, the site is located within the- �
May Cre�k Sub-basin of the Cedar River Draina�e Basin. Please see Section 3 — Offsite
Analysis for a copy of the King County Basin Map.
2.2.8.4 Lake Management Plans
I�'ot applicable.
2.2.8.5 Shared� Facility Drainabe Plans
- The detention pond will sen�e both the East Renton and Rosemonte developments under
Adjustment L07V0039.
2.2.9 Special Requirement #2: FloodplainlFloodway Delineation
The lOQ-year floodplain for the wetlands within Sensitive Area Tract F is contained within
the said tract.
Job#01-047 Page 2-24
November b, 2008 /TR��
ASS�i:IAT_>
�
East Renton/Rosemonte—Technical Information Report
2.2.10 �pecial Requirement #3: Flood Protection Facilities �
I�ot applicable
2.2.1'i Special Requirement #4: Source Controls
I�ot applicable. This project is not a commercial, industrial, multifamily-or a redevelopment
of a commercial, industrial or multifamily project.
2.2.12 Special Requirement #5: Oil Control
l�ot applicable. This project is not a commercial or industrial site.
Job#01-047 Page 2-25
November 5, 2008 �
TRIAD
SSO��.T�,
�
:
�.
1
� April 5, 2007
OFFICE OF THE HEARI�iG EXA�'�I�iER
KING COUNTY,WASHINGTON
400 Yesler Way,Room 404
Seattle,Washington 98104
Teiephone(206)296-4660
Facsimile(206) 296-1654
Email: hearex@metrokc.gov
REPORT AND DECISION
�
SUBJECT: Departmeut of Development and Environmental Servic�s File No. L02PQ005
Proposed Ordinance no.2007-0010
EAST RENTON
Preliminary Plat Application
Location: West of 148th Avenue Southeast at approximately Southeast 120th
Streei,Re.atoa
Applicant: CamWest Real Fstate Dev.,Inc.
�• represented by Robert Johns,Attorney
Johns Momne Mitstimaga
1601 -114th Ave.SE,# 110
Bellevue,Washington 98004
Telephone:(425)467-9960
Facsimile: (42�451-2818
King County: Departnnent of Development and Environmental
Services(DDES}
represented by Karen Scharer
900 Oakesdale Avenue Southwesi
Renton,Washington 98055-1219
Telephone: (20�296-7114
Facsimile: (206)296-7051
SU�I�iARY OF RECOMbiENDATIONS/DECISION:
Department's Preliminary Recommendation: Approve subjeci to conditions
Department's Final Recommendation: Approve subject to conditions (modified)
Examiner's Decision: Approve subject to conditions (modified)
EX,4MINER PROCEEDINGS:
Hearing Opened: Marc.h 22, 2007
� Continued for Administrative Purposes: Niarch 22, 2007
�—� Hearing Closed: March 23, 2007
The public hearing on the proposed subdivision of East Renton was conducted conca*rently with the
�
L02P0445—East Renton 2
public hearing on the proposed subdivision of Rosemonte(DDES File No. L03P0018). Participants at the
public hearing and the exhibits offered and entered are listed in the attached minutes. At 12:31 p.m. the
hearing was continued for administrative purposes,to allow for the submission of proposed exh. no. 29,
that would set forth the final recommendation of the department concerning revisions to recommended
conditions #'s 6, 20, 21 and 22. Exhibit 29 was received by the Hearing Examiner on March 22,2007,
and the hearing was declared closed on March 23,2007 A verbatim recording of the hearing is available
in the office of the King County Hearing Examiner.
ISSIJES AND TOPICS ADDRESSED:
• Future development tract • Recreation area
• Red-tailod hawks nest • Wetlan,d buffas
• Safe walldng canditions • Surfact wata drainage
SUMI�iARY:
The proposed subdivisioa of 17.01 acres into 661ots in the urban area is approved subject to conditions.
FINDINGS, CONCLUSIONS &DE".`�.,'�,� '- : _ _ ' •' '
now malces and ent�rs the followin�
{' FINDINGS:
1. Generallnformation:
Developer: Camwest Real Estate Development, Inc.
YI20 IVE 120m Place, Suite 100
Kirklaad,WA 98034
Co�act: Sais Slatten
425-825-1955
Engineer: Triad Associates
12112115�Ave NE
Kirkland,WA 98034
Contact: Gerry Buck
425-821-8448
STR: 10-23-05
Location: West of 148�'Ave SE at approximately SE120'h St.
Parcel- 1023059023
Zoning: R-4
Acreage: 17.01 acres
Number of Lots: 66
Density: Approximately 3.9 units per acre
Lot Size; Approximately 5,000 square feet in size
� Proposed Use: Single Family Detached Dwellings
Sewage Disposal: City of Renton
l
L02P0005—East Renton 3
�
Water Supply: Water District#90 .. II
Fire District: City of Renton
School District: Issaquah School District I
Complete Application Date: April 17, 2002 I
2. Except as modified herein,the facts set forth in the King County Land Use Services Division's
preiiminary report to the King County Hearing Examiner for the March 22,2007,public hearing
aze found to be correct and aze incorporated herein by this reference. The LUSD staff
recommends approval of this subdivision,subject to conditions.
3. Development of tlus subdivision may affect, and lead to the abandonment of, a red-tailed hawks
nest on the subject property. The red-trail hawlc is not an endangered or threatened species, and
no protection of th�e red-tail hawk is afforded by law or the King County Code within the
designated urban area of King Caunty.
4. The applicant has proposed the establishmcnt of Traci E as a"future development"tract. DDES '
deiermined tl�t there is no reasonabk access available to Ttaci E that would not cross w�land or
wetland buffer. Ai the hearing the applicant abandoned its request to designate Tract E as a '
"future development"trad,and proposes to estabiish that tract as cecreation area,to be connected
by trail with ttie designated rxreationldetention Trad G within this subdivision and adjacent to
t the proposed plat of Rosemonte.
5. The applicant has submitted a revised recreation pian for this subdivision and the adjacent plat of
Roseffionte(exh.26). Tlus plan provides adequate area within Tracts C,G and E and within the
proposed recreation tract and trail within Rosemonte to save these plats joindy with well
conceived amenitics for rxnation a�d opea space, consistent with the requirements of the King
County Code. To the actent thai a portion of the rxreation ar�a necrssary to meet the
re�uirements for the plat of Rosemonte is located on the F.ast Reaton property,that can be
corrected by boundary line adjustment or recording the two plats as a single plat, if DDES
deiermines that it is necessary to do so.
6. Weiland buffers within this subdivision will na�to be modified,utilizing the buffer averaging
pmvisions of the critical areas code,to accommodate the progosed alignment of 145th Avenue
Southeast in the vicinity of the north property line, and adding buffer to mitigate the impacts of
the proposetl trail corridor within Tract F(between Tracts E and G), in accordance with the
provisions of KCC 21A.24.045.D.47.b.
7. The proposed subdivision will pro�ide for safe wal4ting conditions for students who will walk to
Apollo Elementary School on southeast 117th Street by constructing urban improvements to
148th Avenue Southeast from the plat to Southeast 117th Street. A school crosswalk(crossing
148th Avenue Southeast)is located on the north side of Southeast 117th Street,where an existing
walkway is used by students to travel along the narth side of Southeast 117th Street east from
148th Avenue Southeast to the school. This crosswalk also serves students walking from the area
north of Southeast 117th Street. Consequently, the crosswalk should be maintained on the north
� side of Southeast 117th Street unless it is physically impractical to do so because of constraints
� _ r�sulting from the topography withan the right-of-way for 148th Avenue Southeast, south of
Southeast 117th Street. If those constraints preclude extending curb, gutter and sidewalk from the
. �i
�
L02P0005—East Renton 4
plat of East Renton to the north side of Southeast 117th Street,the crosswalk can be relocated to
the south, and improvements made on the east side of 148th Avenue Southeast to Southeast 117th
Street.
8. The conceptual review of drainage plans has shown that there are no downstream impacts Iikely
to occur&om development of the subject property if Level 1 flow control and basic water quality
treatment improvements are designed and constructed in accordance with the 1998 King County
Drainage Manual. The final drainage plan will include calculations to assure that the capacity of
drainage facilities and discharge rates will be consistent with those flow control standards.
.
CONCLUSIONS:
1. If approved subject to the conditions recommended below,the proposed subdivision will comply
with the goals and objectives of the King County Compr�h�sssive Plan,subdivision and zoning
codes,and other official land use controls and policies of King County.
2. If approved subject to the coaditions recommeuded below�this proposed subdivision will make
appropriate provision for the public health,safcty and geaeral welfarc, and for open spaces,
drainage ways,strcets,other public ways,transit stops,potable wates supply,sanitary waste,
parks and rxreation,Qlaygrounds,schools and school grounds and safe walldng conditions for
� studeuts who only walk to school;and it will serve the pubGc use and interest.
3. The conditions for final plat approval rxammendcd below are in the public intcrest and are
reasonable aad proportionate ra�uircments necessary to mitigate the impacts of the development
upon the ea�viranment.
4. The dedications of land or easemeats within and adjacent to the proposed plat,as required for
final plat approval or as shown on the proposed preliminary plat submittcd by the Applicant on
March 17,2006 and the concaptual recreation plan submittod March 22,2007(exh. 26),are
reasonable and necessary as a direct result of the development of ttus proposed plat, and ue
proportionate to the impacts of the development.
5. No provisions are required to be made by this subdivision for the protection of the red-tail hawlcs
nest(s)on the sita
6. The proposed future development designation for Tract E has been withdrawn by the applicant,
and that tract shall be a portion of the designated recreation area for the current development.
7. The proposed conceptual recreation plan submitted as exh. no. 26 is a reasonable and appropriate
plan to serve the plats of East Renton and Rosemonte jointly. Minor alterations may be made in
the final design and review by DDES,and boundary adjustments, if necessary, may be made to �
comply with provisions of KCC 21A.14.180-200.
8. Revisions to the wetland buffers will be necessary to comply with the provisions of the King
County Critical Areas Code,to pernut construction of 145th Avenue Southeast in the vicinity of
r the north property line and to mitigate the impacts of the trail connecting Tracts E and G.
\
�
L02POG05—East Renton 5
9. In order to provide for safe walking conditions for students walking from this development to
Apollo Elementary School,urban improvements must be made to 148ih Avenue Southeast north
from the proposed plat to the north side of Southeast 117th Street. These improvements should
be made to the west side of 148th Avenue Southeast to the extent it is feasible to do so. In the
event it is not practical to construct improvements extending to the existing crosswalk located at
the nocth side of Southeast 117th Street,a crosswalk may be established south of Southeast 117th
Street and a safe walkway provided on the east side of 148th Avenue Southeast from the new
crosswalk to the north side of Southeast 117th Street.
10. Calculations for surface water detention facilities shall assure tt�at the release of storm water from
the site does not ezceed the rates allowed by the 1998 King County Drainage Ivfanual for
achieving Level 1 flow control.
DECISION:
The proposed preliminary plat of East Rentoq as rcvised and received on March 17,2006, is approved,
subjeci to the following conditions of final plat appmval:
1. Compliance with all platting provisions of Tide 19A of the King Couaty Code.
, 2. All petsons having an ownership intcresi in the subjoct property shaIl sign on the face of the final
plat a dedication that inctudes the language set forth in King County Council Motion No. 5952.
3. The plat shall comply witt►the base deasity and minimum density requirements of the R�zone
classification. All lots shall mai the minimum dima�sional requiremGnts of the R-4 zone
classification or shall be as shown on the facz of the approved preliminary plat,whichever is
larger,ezcept that minor revisions to the plat which do not result in substantial changes may be
appmved at the discrdion of the Department of Developmeut and Environment Services.
Any/all plat boundary discrepancy(ies) shall be resolved to the satisfaction of DDES prior to the
submittal of the final plat documents. As used in th�is condition,"discrepancy" is a boundary
hiatus,an oveslapping boundary or a physical appurtenance which indicates an encroachment,
lines of possession or a conflici of title.
4. The applicant must obtain final approval from the King County Health Department.
S. All construction and upgrading of public and private roads shall be done in accordance with the
King County Road Standards established and adopted by Ordinance No. 1 I 187, as amen�ed
(1993 KCRS). (Also see conditions 8 and 24.)
I
1
1
L02P0005—East Renton 6
6. The apQlicant must obtain the approval of the King County Fire Protection Engineer for the
adequacy of the fire hydrant,water main, and fire flow standards of Chapter 17.08 of the King
County Code.
All future residences constructed within this subdivision are required to be sprinklered (NFPA
13D) unless the requirement is removed by the King County fire Marshal or his/her designee.
The Fire Code requires all portions of the exterior walls of structures to be within 150 feei as a
person would walk via an approved route around the building) &om a minimum 20-foot wide,
unobstructe�driving surface. To qualify for removal of the sprinkler requirement,driving
stufaces bdween curbs must be a minimum of 28 feet in width when parldng is allowed on one
side of the roadway,and at least 3b fcei in width when parldng is permitted on both sides. The
road width requirement applies to both on-site access and roads accessing the subdivision.
7. Final plat approval shall require fiill complianc�with the drainage provisions set focth in King
County Code 9.04. Compliance may result in reducing the number and/or location of lots as
shown on the preliminary approved plat. Preliminary review has ideatified the following
conditions of approval,which represent portions of the drainage requirements.All otha
applicable r�quirements in KCC 9.04 and the Surface Water Design Manual(SWDI� must also
be satisfied during engineering and final review.
a. Drainage plans and analysis shail comply with the 1998 King County Surface Water
� Design Manual. DDES approva!of the drainage and roadway plans is required prior .
any construciion.
b. C�rrent standard plan notes and ESC notes,as established by
DDES Eaginecring Review shall be shoa+n on the cngineering plans.
c. The following note shall be shown on the finaI recordcd plat:
"All building downspouts,footing drains, and drains from all impervious surfaces such as
patios and driveways shall be connected to the pennanent storm drain outlet as shown on
the approved construcdon drawings# on file with DDES a;�d/ar che
Department of Transportation. This plan shall be submitted with the apQlication of any
building permit.All connections of the drains must be constructed and approved prior to
the final building inspectian approval.For those lots that are designated for individual lot
infiltration systems, the systems shall be constructed at the time of the building permit
and shall comply with the plans on file."
d. Storm water facilities shall be designed using the KCRTS level one flow control
standard. Water quality facilities shall also be provided using the basic water quality
protection menu.The size of the proposed drainage tracts may have to increase to
accommodate the required detention volumes and water quality facilities. All runoff
control facilities shall be located in a separate tract and dedicated to King County unless
portions of the drainage tract are used for recreation space in accordance with KCC
21A.14.180.
�
(
L02P0005—East Renton 7
e. The applicant has received approval for two drainage adjustment applications regarding
designs for the discharge of storm water and a shared facitity detention pond. The
adjustment decisions are contained within file numbers L02V0089 and L04V0103.
During final review of the engineering plans, all applicable conditions of the adjustment I
approvals shall be satisfied including requirements for the shared facility tocated offsite
within the plat of Rosemonte.
f. As stated in the drainage adjustment decision,the offsite drainage pond shall be designed
using the L,evel 1 flow control standard. Basic water quality standards are also required
for design of the facility. If a wet pond facility is provided for water quality,the design I
shall comply with the 3:1 flow length ratio as outlined on page 6-72 in the drainage
manual. For evaluation of the onsite storm vault and the offsite detentioa pond, a soils
report shall b�prepared by a g�otechnical engineer to eveluate the soils and groundwater
conditions.
g. For any progosed bypass of storm water from the flow control facility,the final drainage
designs shall camply with applicable design requirements in the drainage manual as
outlined on pages 1-3G and 3-52.
h. As required by Special Requirement No.2 in the drainage manual,the 100-year
floodplain boundaries for the onsite wetlands shall be shown on ihe final engineering
i plans and recorded plat.
Access and Roads
8. The proposed subdivision shall comply with the 1993 King County Road Standards(KCRS)
including the following requircments:
a. During preliminary review the applicant submitted a road variance application(File No.
L03V0049),regarding the crest vertical curvo and substandard stopQing sight distance
along the plat frontage. In response to the variance a�plication,the King County Road
Engineer provided a dxision leiter dated Octobe:24,2�04 wh:c�a�,pr��ed the variance
based upon specific design crita-ia for coastructing 148m Ave SE. As noted in the
variance decision,the crest curve on 148'"Ave SE must be reconstructed to provide 455
feet of stopping sight distance based upon design critcria with a 2-foot target. The final
road improvements and design plans for the project shall demonstrate compliance with all
applicable conditions of approval as stated in the variance decision.
b. 148`�Avenue SE shall be improved along the frontage as an wban collector arterial
including all design criteria&om the road variance decision. In accordance with KCRS
2.02,the curb location shall be designed at 22-feet from the road crown to provide full
width travel lanes and a bike lane. The preliminary design plans for East Renton shows
road grading extending outside the right-of-way on the east side of 148`h Ave SE. During
final engineering review,the applicant shall acquire easements for any proposed
construction on private property or provide an alternative design which is acceptable to
� King County for road construction within the existing right-of-way.
c. The project entry road to 148'"Ave SE shall be impr�ved as an urban neighborhood
_ _ _ _ _
� I
L02P0045—East Renton 8 '
collector. As shown on the pretiminary plat,the required right-of-way width is 56 feet.
d. The proposed roads within the subdivision shall be improved using urban design
standards and in accordance with the street classifications shown on the pretiminary plat
map.
e. Tract D shall be improved as a private joint use driveway serving a maximum of two lots.
The lots served shall have undivided ownership of the tract and be responsible for its
maintenance. As specified in KCRS 3.O1C, improvements shall inciude an 18 foot paved ,
surface and a minimum tract width of 24 feet. Drainage control shall include a curb or
thickene�edge on one side.
f. Street tre�s shall be include�in the design of all road improvements and shall comply
with Seciion 5.03 of the KCRS.
g. Street illumination shall be provided along the plat frontage and at intersections with II
arterials in accordance with KCRS 5.05.
h. The proposed road improvements shall address the requirements for road surfacing '
outlined in KCRS Chapter 4. As noted in seciion 4.O1F,full width pavement overlay is ,
f.
required where widening�xisting asPhah,unless otherwise approved by King County.
,
i. 148'"Ave SE is classified as an arterial stre�t which may require designs for bus zones
and turn outs.As specifiod in KCRS 2.16,the designer shall contact Metro and the local
school district to ddermi.ne spcciSc requirements.
j. Modifications to the above road conditions may be considcred by King County pursuant
to th�variance procedures in KCRS 1.08.
9. All utilities within proposed rights-of-way musi be included within a franchise approved by the
King County Council prior to final plat cecording.
10. The site plans for East Renton show the northerty road stub for 145�'Ave SE which may extend
into the wetland buffer and associated setback within the Rosemont plat. During engineering
review for East Renton,a revisal road alignment and grading plan shall be provided which
demonstrates that road construction within Rosemonte will comply with applicable sensitive area
codes. The revised road design and grading plan may result in modification or loss of lots as
shown on the preliminary plat. Alternatively,the applicant may seek approval to use buffer
averaging as a means to revise the location of the buffer and BSLB to achieve code compliance
within Rosemonte.
11. There shall be no direct vehicular access to or from 148`"Ave SE from those lots which abut it.
A note to this effect shall appear on the engineering plans and the final plat.
12. The applicant shall provide a safe walkin�access to Apollo Elementary School with urban
� improvements along the west side of 148 Ave NE to the existing crosswalk on the north side of
SE 117`h St. This improvement includes urban frontage improvements along property frontage of
the Plat of East Renton, urban improvement� along frontage of Rosemonte and urban
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L02P0005—East Renton 9
improvements north to the existing crosswalk on the north side of SE 117`�' ST. (It is noted that
the adjoining plat of Rosemonte also will be subject to urban frontage requirements and urban
improvements north to the existing crosswalk on the north side of SE 117th ST.)
In the event it is not practical to construct urban improvements on the west side of 148th Avenue ,
Southeast extending to the existing crosswaIk, a new crosswalk may be established south of Southeast ,
117th Street and a safe wallcway provided on the east side of 148th Avenue Southeast from the new i
crosswalk to the north side of Southeast 117th Street. This alternative may use a graded surface on �
the east side of 148th Ave SE to ensure that school-age pedestrians are provided an acceptable-width I
walkway surface behind the curbing. i
The walkway shall be designed to the satisfaction of the schooi district and DDES. I
Midgadodlmpact Fces
13. The applicant or subsequent owner sball comply with King County Code 14.75,Mitigation
Payment System(IvtPS),by paying the roquired MPS fee and administration fes as determined by
the applicable fee ordinance. The applicant has the option to eitha: (1)pay the MPS fee at the
fiaal plat rccording,or(2)pay the MPS fee at the time of building permit issuance. If the&rsi
option is chosea,the fx paid shall be the fee in cffect at the time of plat application and a note
shall be placod on the face of the plat that reads,"AIl fecs re�uind by King County Code 14.75,
r Mitigation Paymeat System(MPS),have brxn paid." If the socond option is chosen,the fee paid
�
` shall be the amount in effect as of the date of building permit applicarion.
14. I.ats within this subdivision are subjxt to King County Code 21A.43,which imposes impaci fee,s
to fimd school system improvemcnts nced�d to serve new development. As a condition of Snal
approval,5fly percent(50%)of the impact fees due for the plat shall be assessed and collecied
immediattly prior to the recording,using the fee schedules in effect when the plat rxeives final
appmval. The balance of the assessed fce shall be allocated evenly to the dwelling units in the
plat and shall be collected prior to building pernut issuance.
WeilAnds
15. Preliminary plat review has identified specific requirements which apply to this project as listed
below. AIl other applicable requirements from K.C.C. 21 A.24 shall also be addressed by the
applicant.
a. 'The Class 2 wetland shall have a minimum SO-foot buffer of undisturbed vegetation as
measured from the wetland edge.
b. Sensitive azea tract(s) shall be used to delineate and protect sensitive areas and buffers in
development proposals for subdivisions and shall be recorded on all documents of title of
record for all affected lots.
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L02P0005—East Renton 10
c. Buffer width averaging may be allowed by King County if it will provide additional
protection to the wetland/stream or enhance their functions, as long as the total area
contained in the buffer on the development proposal site does not decrease. In no area
shall the buffer be tess than 65 percent of the required minimum distance. To ensure
such functions are enhanced a mitigation plan will be required for the remaining on-site
sensitive areas. An enhancement plan shall be submitted for review during engineering
review.
d. A 15-foot BSBL shall be established from the edge of buffer and/or the sensitive areas
Tract(s)and shown on all affected lots.
e. To ensure long term protection of the Sensitive Areas a split-railed fence of no more than
4 fed in height shall be installed along the Sensitive Area Trsct boundaries in the area of
proposod lots. Sensitive Area signs shall be attached to the fence at no less than 100 foot
intervals.
f. If alterations of streams and/or weilands are apgroved in conformance with K.C.C.
21 A.24, thea a detailed plan to mitigate for impacts from that alteration will be required
to bc rcviewed and approved along with the plat engineering plans. A perfocmance bond
or other financial guarantee will be required at the time of plan approval to guarantee that
the mitigation measures are installed according to the plan. Onca the mitigation work is
T campleted to a DDES Seaior Ecologist's satisfactioq the performance bond may b�
replaced by a maintenance bond for the remainder of the fivo-year monitoring period to
guarantoe the success of the mitigation. The applicant shall be responsible for the
installatioq maintenance and monitoring of any approved uutigation. The mitigation
plan must be installed prior to final inspcctiun of the plat.
g. Pria to commencing construction activitics on the site,the applicant shall temporarily
tnark sensitive areas tract(s)in a highly visible manner,and these areas must remain so
marked until all dev�lopment progosal activities in the vicuuty of the sensitive areas are
complcted.
h. During engineering pian review the applicant shall provide a wetland hydrology analysis
to demonstrate how the wetland hydrology will be maintained post-construction.
i. Detention out-fall structures maybe permitted within the wetland/stream buffers,
however, structures shall be located in the outer edge of the buffer, if possible. All buffer
impacts shall be mitigated.
16, Development authorized by this approval may require other state and/or federal pernuts or
approvals. It is the applicant's responsibility to correspond with these agencies prior to beginning
work on the site.
17. During engineering review, the plan set shall be routed to the sensitive areas group to determine if
the above conditions have been met.
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L02P0005—East Renton 1 1
Geotechnical
18. The applicant shall delineate all on-site erosion hazard areas on the final engineering plans
(erosion hazard areas are defined in KCC 2!A.06.415). The delineation of such areas shall be
approved by a DDES geologist.The requirements found in KCC 21A.24.220 concerning erosion
hazard areas shalt be met, inc}uding seasonal restrictions on clearing and grading activities.
Sensitive Area
19. The following note shall be shown on the final engineering plan and recorded plat:
RESTRICTIONS FOR SENSTTIVE AREA TRACTS AND SENSITNE
AREAS AND BUFFERS
Dedicakion of a sensitive area tract/sensitive area and buffer conveys to the public a beneficial
intere.st in the land within the tract/sensitive arca and buffer. This intcrest includes the
preservation of native vegetation for all purposts that benefit the public health, safety and
welfare,including control of surface watez and erosioq maintenance of slope stability,and
protection of plant and animal habitat. The sensitive arca tract/sensitive area and buffer imposes
upon all present and future owners and occapiers of the land subject to the tracdsensitive area and
buffer the obligarioq enfom.�able on behalf of the public by King County,to leave undishube� aL
( trxs aad other vegetation within the tract/sensitive area and buffer. The vegetation within the
tract/sensitive arca and buffer may not be cut,pruned,covercd by fill,removed or damaged
without approval in writing from the King County Deparhnent of Development and
Eavironmental Strvicts or its succtssor agency,unless othawise provided by law.
The common boundary betwcen the tract/sensitive area and buffcr and the area of development
activity must be mark�d or othawise flagged to the satisfacrion of King Counry prior to any
clearing, grading,building construction or other development activity on a lot subject to the
sensitive area tract/sensitive area and buffer. The required mazldng or flagging shall remain in
place until all development proposal activities in the vicinity of the sensitive area are completed.
No building foundations are allowed beyond the required 15-foot building setback line,unless
otherwise provided by law.
Other
20, The plat design shall be revised to provide the minimum suitable recreation space consistent with
the requirements of K.C.C. 21 A.14.180 and K.C.C. 21 A. 14.190(i.e.,minimum area, as well as,
sport court[s], children's play equipment,picnic table[s], benches,etc.), as shown on hearing exh.
no.26.
a. A detailed recreation space plan(i.e., location, area calculations, dimensions, landscape
specs, equipment specs,etc.) shall be submitted for review and approval by DDES prior
to or concurrent with the submittal of engineering plats.
C, _ b. A performance bor:d for recreation space improvements shall be posted prior to recording
of the plat.
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L02POOd5—East Renton 12
21. Tract E shall be designated for recreational area,with an approved trail (across wetland buffers)
extending from the recreational Tract G and functioning as an extension of recreation from Tract
G. Plans for the tract -designation and design, shall comply with codes and shall be to the
satisfaction of DDES prior to engineering approval.
22. A homeowners' association or other workable organization shalt be established to the satisfaction
of DDES which provides for the ownership and continued maintenance of the recreation, open
space and/or sensitive area tract(s)which combines usage of recreation azea within L03P0018,the
plat of Rosemonte,pursuant to hearing exh.no. 26. (See condition no. 25.)
23. Street trees shall be provided as follows(per KCRS 5.03 and K.C.C. 21A.16.050):
a. Trees shall be planted at a rate of one tree for every 40 feet of frontage along all roads.
Spacing may be modific�to accomraodate sight distancs requirements for driveways and
intersections.
b. Trces shall be located within the stre�t right-0f-way and planted in accordance with
Drawing No.5-009 of the 1993 King County Road Standards,unless King County
�epartment of Transportation determines that tree.s should not be Iocated in the street
r`
right-of-way.
t
� c. If King County detern�ines that the required street tree.s should not be located within the
right-of-way, they shall be located no more than 20 feet from the stre�right-of-way line.
d. The trees shall be owned and maintained by the abutting lot owners or the homeowaers
association or other workable organization unless the county has adopted a maintenance
program. Ownership and maintenance shall be noted on the face of the final recorded
plat.
e. The species of trees shall be approved by DDES if located within the right-of-way,and
shal!not include goplar,cottonwood,soft maples, gum,any fruit-bearing tre�.s,or any
other tree or shrub whose roots are liicely to obstruct sanitary or storm sewers, or that is
not compatible with overhead utility lines.
f. The applicant shall submit a street tree plan and bond quantity sheet for review and
approval by DDES prior to engineering plan approval.
g. The applicant shall contact Metro Service Planning at(206}684-1 b22 to deternune if
148`�Ave SE is on a bus route. If 148`"Ave SE is a bus route, the street tree plan shall
also be reviewed by Metro.
h. The street trees must be installed and inspected, or a performance bond posted prior to
recording of the plat. lf a performance bond is posted,the street trees must be installed
and inspected within one year of recording of the plat. At the time of inspection, if the
� trees are found to be installed per the approved plan, a maintenance bond must be
�-.- submitted or the performance bond replaced with a maintenance bond, and held for one
year. After one year, the maintenance bond may be released after DDES has completed a
II
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L02P0005—East Renton 13
secorid inspection and determined that the trees have been kept healthy and thriving.
i. A landscape inspection fee shall also be submitted prior to plat recording. The inspection
fee is subject to change based on the current county fees.
�
SEPA I
24. The following have been established by SEPA as necessary requirements to mitigate the adverse
environmental impacts of this development. The applicants shall demonstrate compliance with I
these items prior to final approval.
(l.) To mitigate the significant adverse impact the plat of East Renton will have on the I
interscctions of SR 900/148�Ave SE and SR 900/164"'Ave SE,the applicant shall �
install, either individually or in conjunction with other development projects in this area, �I
the following imQrovements at the SR 900/148'"Ave intersxtion: I
• A traffic signal, and
• Eastbound and westbound leR tutn lanes
The design for the SR 900/148�Ave intersection improvements shall be approved by the
Washington State Departmcnt of Transportadon(and by King County to the extent such
� improvements are located in County right-of-way). In addition,at a m�ni�my the existing I
eutering sight distance looldng east for the north and south legs of the intersection(602 feet and
386 feet,raspectively)shall not be reduced as part of the intersection improvements.
Documentation shall be submittcd to show this requirement is met. All coastruction work
associatal with the intasection improvements shaIl be comploted beiweea April 1'and
September 30'". 'This seasonal restriction shall be clearly shown on the final cngineering plans.
In lieu of the installation of the above-noted intersxtion im�rovements prior to final plat
approval,the applicant may post a financial guarantee with WSDOT which assures the
installation of these improvements within two years of the recording of East Renton. In this
event, interseciion improvement design must be approved by WSDOT prior to King County
appmval of the engine�ing plans for East Rtnton.
If the above-noted interse�tion improvements have already been made by others prior to the
recarding of East Rentoq or a financial guarantee has been posted by others wluch assures the
installation of these improvements,then the applicant for East Renton shall pay a pro-rata share
dollar amount to the developer who has made the improvements or"bonded"for the
improvements, in an amount proportional to the impacts of East Renton. The pro-rata shaze
dollar amount to be paid shall be set by WSDOT, and documentation shall be provided by the
East Renton applicant to the King County Land Use Services Division to show this payment has
been made, prior to final plat recording. The pro-rata dollar amount to be paid shall be based on
the following:
• The final East Renton lot count
• The trip distribution for East Renton
• The total trips contributed to the intersection of SR 900.148'"Ave by the plats of
� Aster Park(LOOP0024), Stone Ridge 9L99P3008), East Renton(L02P0005),
-- Shamrock(L02P0014),Rosemonte(aka Ironwood—L03P0018), Niartin (LOSP0019)
and any future land use applications submitted to King County for which compliance
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L02POOo5—East Renton t4
with the King County Intersection Standards (KCC 14.80) is required at either the SR
900/148'h Ave intersection,or the SR 900/164`h Ave High Accident Location.
In the event that either King County or VVSDOT adopts a formal"latecomer's" system prior to
final plat recording,that system may be followed in lieu of the approach described above, at the
discretion of the applicant,as Long as at a minimum there is a financial guarantee which assures
the above-noted intersection imgrovements will be installed within two years of the date of
recording of the plat of East Renton. [Comprehensive Plan Policy T-303 and King County Code
21 A.28.060AJ I
(2.) Documentation shall be provided to demonstrate to the satisfaction of WSDOT that
stopping sight distance(360 feet)is available on the east leg of the SR 900/148'�Ave
intersection. The intersection shall be modified by the apQlicant,if necessary, so that this
stopping sight distance requirement is met on the east leg. In additioq the applicant shall
clear vegetation within the right-0f-way along SR 900,east of 1481°Ave.,to maximize
the eutering sight distance for the north and south legs of the intersection.
[Comprehensive Plan Policy T-303 and King County Comprehe�nsive Policy T-303 and �
King County Code 21A.28A60A]
25. The recreation area may serve the adjacent plat of Rosemonte. Lf necessary,boundary line I
adjustments may be approved to establish a portion of the East Renioa plat recreation area as a
, part of the Rosemonte Plat,or the two plats may be recorde�as a single plat.
26. Wetland buffer averaging or additional buffer are require�to compensate for redvction of
wetland buflfers adjacent to 145th Avenue southeasi,as proposed in the vicinity of the north
property line, and to compensate for construction of the recreation tract trail through wetiand
buffer beiwan Tracts E and G.
ORDERED this Sth day of April,200�.
James N.O'Connor
King County Hearing Examiner pro tem
TRANSMITTED this Sth day of April, 2007,ta the parties and interested persons of record:
Robert L. Anderson CamWest Devel., Inc. Kristine&Keith Childs
PO Box 353 Attn: Saza Slatten 12004- 148th Ave. SE
Iviaple Valley WA 98038 9720 NE 120th Pl. #100 Renton WA 98059
Kirk!and WA 9�034
C
l'
L02P0005—East Renton I S
Claudia Donneliy Renee& N1ark Engbaum John Graves
10415 - 147th Ave. SE 5424 NE l Oth St. Lozier Homes
Renton WA 98059 Renton WA 98059-4386 1203 114th Ave. SE
Bellevue WA 98004
Ralph Hickman Robert D. Johns Rebecca Lind
9720 NE 120th P1.#100 Johns Monroe Mitsunaga City of Renton, EDNSP
Kirkland WA 93034 1601 - 114th Ave. SE,# 110 1055 S. Grady Way
Bellevue WA 98004 Renton WA 98057
Seattle KC Health Dept. Triad Associates Kim Claussen
E. Dist Environ. Health 12112- 11 Sth Ave NE DDES/LUSD
14350 SE Eastgate Way Kirlcland WA 98034 MS OAK-DE-0100
Bellevue WA 98007
Lisa Dinsmore Peter Dye Nick Gillen
DDES/LUSD DDES/LUSD DDES/LUSD
MS OAK-DE-0100 MS OAK-DE-0100 MS OAK-DE-0100
Shirley Goll Kristen Langley Karen Scharer
DDESlLUSD DDES/LUSD DDES/LUSD
f� MS OAK-DE-0100 MS DAK-DE-0100 MS OAK-DE-0104
t
Steve Townsend Larry West K�IIy Whiting
DDES/I.USD DDES/LUSD KC DOT,Rd. Srvcs. Div.
MS OAK-DE-0100 MS OAK-DE-0100 MS KSC-TR-0231
Bruct Whittaker
DDES/LUSD
MS OAK-DE-0104
NOTICE OF RIGHT TO APPEAL
In order to appeal the decision of tt►e Examiner,written notict of appeal must be filed with the Clerk of
the King County Council with a fee of$250.00(check payable to King County Office of Finance) on or
before Apri119,2U07. If a notice of appeal is filed,the original and six(b)copies of a written appeal
statement specifyis�g the basis for the appeal and argument in support of the a�peal must be filed with the
Clerk of the King County Council on or bejore Apri126,2007. Appeal statements may refer only to
facts contained in the hearing record; new facts may not be presented on appeal.
Filing requires actual delivery to the Office of the Clerk of the Council,Room 102�,King County
Courthouse, 516 3rd Avenue, Seattle,Washington 98104, prior to the ctose of business (4:30 p.m.) on the
date due. Prior mailing is not sufficient if actual receipt by the Clerk does not occur within the applicable
time period. The Examiner does nat have authority to extend the time period unless the Office of the
Clerk is not open on the specified closing date, in which event delivery pr,or to the close of business on
the next business day is sufficient to meet the filing requirement.
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L02POQ05—East Renton 16 '
If a written notice of appeal and filing fee are not filed within fourteen(14} calendar days of[he date of
this report,or if a written appeal statement and argument are not filed within twenty-one(21) calendar
days of the date of this report, the decision of the hearing examiner contained herein shall be the final
decision of King County without the need for further action by the CounciL
MINUTES OF THE MARCH 22, 2007,PUBLIC HEA.RING ON DEPARTNIENT OF DEVELOPNiENT I�
AND ENVIRONMENTAL SERVICES FILE NO. L02P0005
James N.O'Connor was the Hearing Examiner in this matter. Participating in the heazing were Karen
Scharer,Pete Dye and Kristen Langley,representing the Depaztment; Robert Johns representing the
Applicant; and Rence Engbatun. ',
Fachibit No. 1 DDES file L02P0005 I�
Exhibit No. 2 DDES pceliminary report for L02P0005,prepared 12/29/200G with attachments as
follow:
2.1. Plat Map w/66 Lot Plat Design
2.2. City of Renton Sewer Availability
23. Road VariancrlLA3V0049 �
; 2.4. Surface Water Management VariancelL,02V0089
2.5 Surface Water Management VariancelL04V0103
2.6. Density Calculations w/R-4 zoning
2.7 Recreation cross section for Tract G(previously labeled Tract C)
Exhibit No.3 Application for land use permit no. A01 P4071 rcceived 4/3/2002
Exhibit No.4 Environmental checklist received 4/3/2002
Exhibit No. 5 Revised SEPA Mitigated Determination of Nonsignificance, date of revised issuance:
12I29/2006
Exhibit No.6 Affidavit of posting of Notice of Application indicaring posting date of S/3/2002,
rxeived by DDES on 5/3/2002
Exhibit No.7 Revised Site plan(661ot preliminary plat map)received 3/17/2006
Exlubit No. 8 Assessor's maps(2)SE 10-23-OS & SW 11-23-OS
Exhibit No.9 Revised Level 1 Downstream Analysis by Triad&Associates, received 11/24/2004
Exhibit No, l0 Traffic Impact Analysis by Gary Struthers Associates received 4/3/2002
Exhibit No. 11 Request for School Information form from the Issaquah School District, received
4/25/2002
Exhibit No, 12 King County Certificate of Water Availability, received 4/03/2002
Exhibit No. 13 Vicinity Map for LOSP0019,L03P0018 &L02P0005,prepared by KC staff on
3/19/2007
Exhibit No. 14 DDES Field Report and GIS Information dated 5/1/2002
Exhibit No. 1S Revised Wetlands Determination and Habitat analysis by C. Gary Schula dated
I 9/12/2002
� Exhibit No. 16 Watertype/stream Classification Survey comments from Washino on Trout, dated
10J15/2004
__ _ _ i
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L02P0005—East Renton 17
Exhibit No. 17 Drainage outfall regort by Associated Earth Sciences, Inc., dated 9/24/2002
Exhibit No, 18 Boundary line adjustment proposal with attached map, dated 5/3/2004
Exhibit No. 19 Not entered
Exhibit No. 20 Response to East Renton Transportation Comments by Gary Struthers Associates, Inc.,
dated 1/23/2003
Exhibit No. 21 Washington State Department of Tranportation comments regarding Traffic Impact
Analysis, dated 11/13/2002
Exhibit No.22 Letter from Claudia Donnelly dated 6/13/2003 regazding basin plan,with 2 attachments
Exhibit No.23 Note from Claudia Donnelly with attached copy of 11/12/03 newspaper article
regarding transportation model
Exhibit No.24 City of Renton comments,regarding sewer service,dated 3/28/2002
Exhsbit No.25 Revised language for Condition 6
Exhiibit No.26 Coaceptual recreation plan by Triad Associates
Exhibit No.27 Revised preliminary plat rectived March 22, 20Q7
Exhibit No.28 Letter�om Rence and Marlc Engbaum dated March 22,2007,with attached map
indicating the location of their property
Eachibit No.29 Revisioas to Conditions 20,2I and 22
(' JNOC:gao
� LQ2P0005 RPT
l
April 10, 2007
t
OFFICE OF THE HEARIi�1G EXA�IL�IER
KP11G COUNTY,WASHINGTON
400 Yesler Way, Room 404
Seattle, V4'ashington 98104
Telephone(206) 296-4664
Facsimile(206) 296-1654
Email: hearex�metrokc.gov
REPORT AND DECISION
SUBJECT: Department of Development and Environmenta( Services File No.L03P0018
Proposed Ordinance no. 2007-0011
ROSEMONTE I
Preliminary Plat App(ication
Location: West of 148th Avenue Southeast at approximately Southeast 117th
Street,Renton
Applicant: CamWest Real Estate Dev.,Inc.
represented by Robert Johns,Attorney
( Johns Monroe Mitsunaga
16U 1 - 114th Ave. SE,# 110
Bellewe,Washington 98004
Telephone: (425)467-9960
Facsimile: (425)451-2818
King County: Department of Development and Environmental
Services(DDES)
represented by Karen Scharer
900 Oakesdale Avenue Southwest
Renton,Washington 98055-1219
Telephone: (206)296-7114
Facsimile: (206)296-7051
SL�1�1r�.RY OF RECOLL�fENDATIONS/DECISION:
Departrnent's Preliminary Recommendation: Approve subject to conditions
Department's Final Recommendation: Approve subject to conditions(modified)
Examiner's Decision: Approve subject to conditions(modified)
EXAMINER PROCEEDNGS:
Hearing Opened: March 22, 2007
Continued for Administrative Purposes: Nlarch 22,2007
� Hearing Closed: 1��larch 23,2007
` -= The public hearing on the proposed subdivision of Rosemonte was conducted concurrently with the
---
( L03POO18—Rosemonte 2 �!
The public hearing on the proposed subdivision of Rosemonte was conducted concunently with the '�
public hearing on the proposed subdivision of East Renton (DDES File No. L02POOa5). Participants at
the public hearing and the exhibits offered and entered are tisted in the attached minutes. At 12:31 p.m. I�i
the hearing was continued for administrative purposes,to allow for the submission of proposed exh. no. �,
29,providing proposed text for modifications to the departrnent's recommended conditions. Exhibit 29 I
was received by the Hearing Examiner on March 22,2007, and the hearing was declared closed on
March 23,2007. A verbatim recording of the hearing is available in the office of the King County
Hearing Examiner.
ISSUES AND TOPICS ADDRESSED:
• Recreation area • Red-tailed hawks nest
• Wetland baffers • Safe walking conditions
• Surface water drainage
SL7MMARY:
The propased subdivision of 9.35 acres into 25 lots in the urban area is approved subject to conditions.
FII�IDINGS,CONCLUSIONS &DECISION:Having reviewed the record in this matter,the Examiner
now makes and eaters the following:
� FIIdDINGS:
1. GeneralInformation:
Developer. Camwest Real Estate Development,Inc.
972Q NE 120�Pfac�, Suite 100
Kirkland,WA 98434
Contact: Sara Slatten
425-825-1955
Engineer: Triad Associates
12112 1 L S�Ave NE
Kirkland,WA 98034
Contact: Gerry Buck
425-821-8448
STR: 10-23-OS
Location: West of 148`�Ave SE ar:d south of SE 117�' St., if extended
ParceI: 1 Q23054395
Zoning: R-4
Acreage; 9.35 acres
Number of Lots: 25
f Densiry: Approximately 2.6 units per acre
�,__ Lat Size: Approximately 5,300 square feet in size
Proposed Use: Single Family Detached Dwellings
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� L03P0018—Rosemonte 3
Sewage Disposal: City of Renton
Water Supply: Water District# 90
Fire District: City of Renton
Schooi District: Issaquah School District
Complete Application Date: July 8,2003
2. Exc�pt as modified herein,the facts set forth in the King County Land Use Services Division's
preliminary report to the King County Hearing Examiner for the March 22,2007,public hearing
are found to be correct and are incorporate�herein by this reference. The LUSD staff
recommends approval of this subdivision,subject to conditions.
3. D�velopment of tt�is subdivision may affect,and lead to the abandonment of, a red-tailed hawks
nest on the adjacent property to the south(proposed subdivision of East Renton). The red-trailed
hawk is not an endangered or threatened species, and no protection of the red-tailed hawk is
afforded by law or the King County Code within the designated urban area of King County.
4. The applicant has submitted a revised cecreation ptan for this subdivision and the adjacent plat of
East Renton(exh.no.2�. 'This plan would provide adequate area within Tract B,a trail adjacent
to proposed lot 11,and within Tracts C,G and E and a proposed trail in the adjacent piat of East
Reaton,to serve these plats jointly with well conceived amenities for recreation aad open space,
consisteat with t�e requiremeats of the King Couniy Code. To the extent that a portion of the
� rxreation area necessary to mect the requirements for this piat is located on the Easi Reaton Plat
pcopesty,that variation from KCC 21A.14.180 can be corrected by boundary tine adjusiment or
recording the two plats as a single pla;,if DDES deiermines that it is nec�ssary to do so.
5. Weiland buffers within this subdivision wil!nec�to be modified,utilizing the buffer averaging
provisions of the critical areas code,to accotnmodaie the proposed alignment of 145th Avenue
Southeast in the vicinity of the soutfi property line.
6. The proposed subdivision wilt provide for safe walking conditions for students who will walk to
Apotlo Elementary School on southeast 117th Street by constructing urban im�roveme��to
148tt�Avenue Southeasi from the plat to Southeast 117th Street. A school crosswalk(crossing
148th Aveiiue Southeast)is located on the north side of Southeast 117th Street,where an existing
wallcway is used by students to tcavel along the north side of Southeast 117th Street,east from
148th Avenue Southeast to the school. This crosswalk also serves students walking from the
area nocth of Southeast 117th Street. Consequently,the crosswalk should be maintained north of
Southeast 117th Street, unless it is physically impractical to do so because of constraints
resulting from the topography within the right-of-way for 148th Avenue Southeast, south of
Southeast 117th Street. If those constraints preclude extending curb, gutter and sidewalk from
this plat to the north side of Southeast 117th Street, the crosswalk can be relocated to the south,
and improvements made on the east side of 148th Avenue Southeast extending north from the
relocated crosswalk to Southeast 117th Street.
7. The conceptual review of drainage pians has shown that there are no downstream impacts iikely
to occur from development of the subject property if Level 1 flow control and basic water quality
� treatment improvements are designed and constructed in accordance with the 1998 King County
� L03P0018—Rosemonte 4
Drainage Ivlanual. The final drainage plan will include calculations to assure that the capacity of
drainage facilities and discharge rates will be consistent with those flow control standards.
CONCLUSI�ONS
1. If approved subject to the conditions recommended below, the proposed subdivision will comply
with the goats and objectives of the King Counry Comprehensive Plan, subdivision and zoning
codes, and other official tand use controls and policies of King County.
2. If approved subject to the conditions recommended below,this proposed subdivision will make
appropriate provision for the public health, safety and general welfare, and for open spacrs,
drainago ways,strats,otheT pubiic ways,transit stops,potable water supply,sanitary waste, '
parlcs and recrsation, playgrounds,schools and school grounds and safe walking conditions for �
stud�ats who only walk to school;and it will serve the public use and interest.
3. The canditions for final plat approval recommended below are in the public interest and are
reasonabie and proportionaie requirements nocessary io mitigate the impacts of the development
t�on the environmenL ��
4. '�he dedications of land or easements within and adjacent to the proposed plat,as required for
fiaal plat approval or as shown on the pmposedpreliminary plai submitied by the Applicant on '
' �, March 31,2006 and the conceptual recreation plan submitted March 22,2007(exh.26),arr
reasoasbls end necessary as a direct result of the development of this proposed�tat,and are
prcportionate to the impacts of tt►e development.
5. No provisions are rcquired to be mado by this subdivision for the protection of the red-tailed
hawks nest(s)on the site.
6. Tttt proposad conceptual recreation plan submitted as exh. no.26 is a reasonable and appropriate
ptan to serve the plats of East Renton and Rosemonte jointly. hiinor alterations may be made in
the finai design and review by DDES,and boundary adjustments, if necessary,may be rnade to
comply with provisions of KCC 2l A.l 4.180-200.
7. Revisions to the weiland buffers will be necessary to comply with the provisions of the King
County Critical Areas Code,to permit construction of 145th Avenue Southeast in the viciniry of
the south property line.
8. In order to provide for safe walking conditions for students walking from this development to
Apollo Etementary Schoal,urban improvements must be made to 148th Avenue Southeast north
from the proposed plat to the north side of Southeast 117th Street. These improvements shouid
be made to the west side of 148th Avenue Southeast to the extent it is feasible to do so. In the
event it is not practical to construct improvements extending to the existing crosswalk located at
� ttie north side of Southeast 117th Street, a crosswalk may be established south of Southeast 117th
Street and a safe walkway provided on the east side of 148th Avenua Southeast from the new
� crosswalk to the north side of Southeast 117th Street.
� L03P0018—Rosemonte ,5
9. Calculations for surface water detention facilities shall assure that the release of storm water
from the site does not exceed the rates allowed by the 1998 King County Drainage I�ianual for
achieving Level 1 flow control.
DECISION
The proposed preliminary piat of Rosemonte as revised and revised and received on hlarch 3 l,2006 is
approved,subject to the following conditions of final plat approvat: •
1. Compliance with all plaiting provisions of Title l9A of the King County Code. Actual final
rxording of the plat of RosemontelL03P0018 shall either occur subsequent to or concurrent with
the ra;ording of the Plat of Easi Renton/L02P0005.
2. All persons having an ownership interest in the subject properiy shall sign on the face of the final
plat a dedication that includes the language set forth in King County Council Motion No. 5952.
3. The plat shall comply with the base deasity and minimum density requiremeats of the R-4 zone
classificatioa. All lots shall mcet the minimum dimensioaa!rzquirements of the R-4 zone
classification or shall be as shown on the face of the approved proliminary plat,whichever is
larger,excxpt that minor revisions to the plat which do not result in substantial changes may be
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a�proved at the discretion of the Department of Development and Env'uonment Services.
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Any/aIl plat boundary discrepancy(ics)shall be resolved to the satisfactio�of DDES prior to tlie
submival of the final plat documents. As used in this condition, "discrepancy" is a boundary
hia�s,an overfapping boundary or a physical apQurtenance which indicates an encroachment,
lines of possession or a conflict of dde.
4. The applicant must obtain fina!approvai fram the King County Health Department.
5. All construction and upgrading of public and privaie roads shall be done in accordance with the
King County Road Standards�stablished and adopted by Ordinance No. 11187, as ar;i���ed
(1993 KCRS).
6. The applicant musi obtain the approva!of the King County Fire Proteciion Engineer for the
adequacy of the fire hydrant,water main,and fire flow standards of Chapter 17.08 af the King
County Code.
All future tesidences constructed within this subdivision are required to be sprinklered (NFPA
13D)unless the requirement is removed by the King County Fire Marshal or his/tier designee.
The Fire Code requires ail portions of the exterior walls of structures to be within 150 feet(as a
person wauld walk via an approved route around the building)from a minimum 20-foot wide,
unobstructed driving surface. To qualify for removat of the sprinkfer requirement,driving
surfaces between curbs must be a minimum of 28 feet in width when parking is allowed on one
side of the roadway, and at least 36 feet in width when parking is permitted on both sides. The
Croad width requirement applies to both on-site access and roads accessing the subdivision,
� L03P0018—Rosemonte 6
Storm Drainage
7. Final plat approval shall require full compliance with the drainage provisions set forth in King
County Code 9.04. Compliance may result in reducing the number and/or location of lots as
shown on the preliminary approved plat. Preliminary review has identified the following
conditions of approval,which represent portions of the drainage requirements. All other
applicable requirements in KCC 9.04 and the Surface Water Design Manual(SWDM)must also
be satisfied during engineering and final review.
a Lhainage plans and analysis shall comply with the 1998 King County Surface Water
Design Manual. DDES approval of tt�e drainage and roadway plans is required prior to
any construction.
b. Current standard plan notes and ESC notes,as established by
DDES Engineering Review shall be shown on the engine�ring plans.
c. The following note shall be shown on the final recorded plat:
"All building downspouts,footing drains,and drains from all impervious surfacPs such '
as patios and driveways shall be connected to the pe-manent storm drain oudet as shown
on the approved construction drawings# on filc with DDES and/or the
Department of Transportation. This plan shall be submitted with tho application of aay
� building permit.All connections of the drains must be cons�ucted and approved prior to
� the final building inspection approval.For those leis that are designat.�d for individual lot
infiltration systems,the systcros shall be constructed at the dme of the building permit
and shall comply witti the plans on file."
d. Storra water facilities shall be designed using the KCRTS level one flow control
standard. Water quality facilities shall also be provided using the basic water quality
protection menu.The siu of the proposed drainage tracts may have to increas�to
accommodate the required deteation volumes and water quality facilities. All runoff
control facitides shall be located in a separate tract and dedicated to King County untess
portions of the drainage tract are used for recreation space in accordance with KCC
21A.14.180.
e. The applicant has received approval for a drainage adjustrnent application regarding the
proposed shared facility detention pond. The adjustment decision is contained within
file number L04V0143. During final review of the engineering plans,all applicable
conditions of the adjustment approvals shall be satisfied.
f. As stated in the drainage adjustment decision,the detention pond shall be designed using
the Level 1 flow control standard and basic water quality standards are required for
design of the drainage facility, [f a wet pond faciliry is provided for water qualiry,the
I design shall comply with the 3;1 flow length ratio as outlined on page 6-72 in the
drainage manual.
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� L03P0018—Rosemon[e 7
g. As required by Special Requirement No. 2 in the drainage manual,the 100-year
floodplain boundaries for the onsite wetlands shall be shown on the final engineering
plans and recorded plat,
Access/Roads
8. The proposed subdivision shall comply with the 1993 King County Road Standards(KCRS)
incfuding the following requirements:
a. Dwing preliminary review the applicant submitted a road variance application(File Na
L06V0042),regarding ti�e sag vertical curve and substandard stopping sight distance
along the plat frontage. In response to the veriance application,the King County Road
Eagineer provided a decisioo letter dated)une 20,2046 which approved the varinnce
based upon required illumination for the sag curve on 148'�Ave SE. The fmal road
� improvements and design plans for the project shall demonstrate compliance with all
applicable conditions of approval as stated in the variance decision.
b. 148�`Avenue SE shall be improved along the frontage as an urban collector arterial
including all design criteria from the road variance decision. In ac�ordance with KCRS
2.02,the cwb locatian shall be designed at 22-feet From the road crown to provide full
width travel lanes and a b�ce Iane. The preliminary desi�plan for Rosemonte shows
road grading extending outside the right-of-way on the east side of 148i°Ave SE. During
' ; final enginearing roview,the applicant shall acquire easements for any proposed
corstruction on private property or provide an altemative design which is acceptable to
King County ior road coastrucdon within the existing righi-of-way. If desired by the
applicant,the road frontage improvements for Rosemonte rnay be satisfied by
development of tha East Renton plat.
c. The proposed loop road within the subdivision(SE 118t°St.)shalt be irnproved as an
urban subaccess street.
d. Tract A shall be improved as a private joint use driveway serving a maximum of two
lot�. The serving lots shall have undivided ownership of the tract and be responsible for
its maintenance. As specified in KCRS 3.01 C, improvements shall include an 1$ foot
paved surface and a minimum tract width of 20 feet. Drainage control shall include a
curb or thickened edgs on one side.
e. Street hees shall be included in the design of ali road improvements and shall comply
with Section 5.03 of the KCRS.
f. Street illumination shall be provided along the plat frontage for arterial streets in
accordance with KCRS 5.05,
g, The proposed road improvements shall address the requirements for road surfacing
outlined in KCRS Chapter 4. As noted in section 4.O1F, full width pavement overtay is
� required where widening existing asphalt, unless otherwise allowed by King County.
� L03 P0018—Rosemonte g
h. 148`� Ave SE is classified an arterial street which may require designs for bus zones and
tum outs. As specified in KCRS 2.16,the designer shall contact Metro and the local
school district to determine specific requirements.
i. Modifications to the above road conditions may be considered by King County pursuant
to the variance procedures in KCRS 1.08.
9. All utilities within proposed rights-of-way must be included within a franchise approved by the
King County Council prior to fmal plat recording.
10. The plat plan for Rosemonte shows a retaining wall associated with 145�'Ave SE which extends I�,
into the BSBL for the wetland buffer. During enginetring review for East Renton, a revised road �i
alignment and grading pian shall be provided which demonstrates that road construction within �,
Roaemonte will comply with applicable sensitive area codes. The revised road design and �
grading plan may result in modificatioa or loss of lots as shown on the preliminary plat. '
Altematively,the applicant may seek approval to use buffer averaging as a means to revise the '
location of ti�e buffer and BSLB to achieve code compliance. 'i
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11. 'Ibere shall be no direct vehicular access to or from 148'�Ave SE from those lots which abut it. I�
A note to this effeci shall appear on the engineering plans and the final plat. I
12. Off-site access to the subdivision shall be over a full-width,dadicated and improved road which
� has been accepted by King County for maintenance. If the proposed access road has not beea
acr,epted by King County at tt�e time of recording,then said road shall be fulty bonded by th�
applicant of this subdivisio�.
13. The applicant shall provide a safe walkin�accass to Apollo Elementary School with urban
improvements along the west side of 148 Av�NE to the e�cisting crosswalk on the north side of
SE I 17'� St. This improvement includes urban frontage improvements along property frontage of
the Plat of Fast Renton,north of SE 119th Streei, as well as urban improvements along frontage
of Rosemonte and urban improvements north to the existing crosswalk on the north side of SE
117�Si.
In the event it is not practical to construct urban improvements on the west side of 148th Avenue
Southeast extending to the existing crosswalk, a new crosswalk may be established south of
Southeasi 117th Street and a safe walkway provided on the east side of 148th Avenue Southeast from
the new crosswalk to the north side of Southeast 117th Street. This alternative may use a graded
surface on the easi side of 148th Ave SE to ensure that school-age pedestrians are provided an
acctptable-width walkway surface behind the curbing.
The walkway shatl be designed to the satisfaction of the school districi and DDES.
Mitigation/Impact Fees
14. The applicant or subsequent owner shall comply with King County Code 14,75,Nlitigation
tPayment System (MPS), by paying the required NiPS fee and administration fee as determined by
. the applicable fee ordinance. The applicant has the option to either: (1) pay the MPS fee at the
final plat recording, or(2)pay the MPS fee at the time of building permit issuance. If the first
� LO?POOt8—Rosemonte 9
option is chosen,the fee paid shall be the fee in effect at the time of plat application and a note
shall be placed on the face of the plat that reads, "All fees required by King County Code 14.75,
hiitigation Payment System(hiPS), have been paid." If the second option is chosen, tt�e fee paid ��
shall be the amount in effect as of the date of building pecmit apptication, I
�
l 5, Lots within this subdivision are subject to King County Code 21A.43,which imposes impact fees �,
to fund school system improvements needed to serve new development. As a condition of final �
approval,fifty percent(SO%)of the impact fees due for the plat shall be assessed and collected
immediately prior to the recording,using the fee schedules in effect when the plat receives final '�
approval. The balance of the assessed fee shall be allocated evenly to the dwelling units in the i�
plat and shall be coilecte�prior to building permit issuance.
Wetlands
16. Prelimin lat review has identified s ific uirements which i to this ro'ect as liste�
�Y P P� �9 aPP Y P J
- befow. All otl�er applicable requiremenLs from K.GC.21A.24 shalt also be addresstd by the
appl ican�
a. The Class 2 wedand shall have a minimum 50-foot buffer of undishubed vegeta4ion as
measurcd from the wetiand edge.
b. Sensitive area tract(s)shall be used to delineate and protect seasitive areas and buffers in �
,� development proposals for subdivisions and shall be recorded on all docwnents of titie of
record for aIl affected lots.
c. Buffer width averaging may be allowed by King County if it will provide additional
protection to the wetlandlstream or�nhanca ther�fuactions,as long as the total area
containod in the buffer on the development proposal site does not decrease. In no ar�a
shall the buffer be less than 65 percent of the roquired minimum distance. To �nsure
such functions are�nhanced a mitigation plan will be tequirod for the remaining on-site
sensitive areas. An enhancement plan shall be submitted for review dwing engineeting
review.
d. A 15-foot BSBL sha11 be established from the edge of buffer and/or the sensitive ereas
Tract(s)and shown on all affected lots.
e. To ensure long term protection of the Sensitive Areas a split-railed fence of no more than
4 feet in height shall be installed along the Sensitive Area Tract boundaries in the area of
proposed lots. Sensitive Area signs shall be ettached to the fence at no less than 100 foot
intervals.
f. If alterations of streams andJor wetlands are approved in conformance with K.C.C.
21A.24, then a detailed plan to mitigate for impacts from that alteration will be required
, to be reviewed and approved along with the plat engineering plans. A performance bond
or other financial guarantee will be required at the time of plan approval to guarantee
C that the mitigation measures are installed according to the plan. Once the mitigation
work is completed to a DDES Senior Ecotogist's satisfaction,the petformance bond may
be replaced by a maintenance bond for the remainder of the five-year monitoring period
� L03P0018—Rosemonte 10
to guarantee the success of the mitigation. The applicant shall be responsible for the
installation,maintenance and monitoring of any approved mitigation. The mitigation
plan must be installed prior to final inspection of the plat.
g. Prior to commencing construction activities on the site,the applicant shall temporazily
mark sensitive azeas traci(s)in a highly visible manner,and these areas must remain so
marked until all development proposal activities in the vicinity of the sensitive areas are
completed.
h. During engineering plat ceview the applicant shall provide a wetland hydrology analysis
to demonstrate how the wedand hydrology will be mainteined post-construction.
i. Detention out-fall structures maybe permitted within the we2iand/stream buffers,
however, structures shall be located in the outer cdge of the buffer, if possible. All
buffer impacts shall be mitigsted.
17. Development authorized by this approval may require other state and/or federal permits or
approvats. It is the apQlicant's responsibility to correspond with these agencies prior to
beginning work on the site. .
18. During engineering review,the plan set shall be routed to the sensitive areas goup to determine
if the a�cve conditions have been met.
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Geatecbnical
19. The appiicant shafl delineate ail on-sitz erosion hazatd areas on the fmal engineering plans
(erosion hazard areas are defined in KCC 21A.06.415).The delineation of such areas shall be
approvcd by a DDES geologisi.The requiremeats found in KCC 21A.24.220 conc.�rning erosion
hazard areas shall be met,including seasonal restrictions on clearing and grading activities.
20. The geotechnical work for this project shall be accomplisheri in accordance with
recomrnendations presented in the geotechnical engineering report dated Apri123,2003 by
Associated F,arth Sciences,Inc.
a. Structural fill placement shall be continuously monitored and approved in writing by the
proj�ct geotechnical engineer or engineering geologist.
b. After excavation and prior to structural fill or foundation placement, all bearing soils
shall be inspected and approved in writing by an experienced geotechnical engineer or
engineering geologist.
c. Structural fill placed for improved areas such as pavements or floor slabs shall be
compacted to at least 95 percent of the maximum dry density by ASTM test designation
D-1557 (Modified Proctor)or as recommended by the project geotechnical engineer or
engineering geologist.
�. d. All pile foundation installations shall be continuously monitored by a registered
geotechnical engineer or a licensed engineering geologist for compliance with an
� L03P0018—Rosemante t�
approved pian and the geotechnical report. Compliance and approva) of the pile ,
foundation installation shall be documented in a report to the King County site or
building inspector.
e. The location and height of any proposed rockeries or retaining walls shall be shown on
the engineering plans. ,
f. Any created fill slope that is 40 percent or steeper and 10 feet or greater in vertical height �i
shall be subject to a SO-foot wide buffer plus a 15-foot wide setback area from its top,toe �i
and sides.This buffer may be reduced to 10 feet with a satisfactory evaluation by a
registered geotechnical engincer or licxnsed engineering geologist. I
g. The appiicar:t shall delineate all on-site erosion hazard areas on the final engineering �;
plans(erosion hazard areas are defined in KCC 21A.06.415). The delineation of such �
areas shall be approved by a DDES geologist The requirements found in KCC �I
21A.24.220 concerning trosion hazard areas shall be met, including seasonal restrictions �
on clearing and grading acrivities. �I
�
Seasitive Area I
21. The following note shall be shovm oa the final engineering plan and recorded plat:
� RES'TRICTIONS FOR SENSITIYE AREA TRACTS AND SENSTTNE
AREAS AND BUFFERS
Dedication of a sensitive area tract/sensitive area and buffer conveys.to the public a beneficial
interest in the land within tt►e tractlsensitive area and buffer. This inter�si includes the
preservation of native vegetation for al!pwposes that benefit th�public health,safety and
welfare, including control of surfaca water and emsion,mainteaance of slope stability,aad
protcction of plant and animaf habitat. The sensidve area tract/sensitive area and buffer imposes
upon all present and future owners and occupiers of the land subjxt to the tracdseasitive area
and buffer the obligation,enforceable on behalf of the public by King County,to leave
undisturbed ali trees and other vegetation within the tracdseasitive area and buffer. The
vegetation witiiin the tracdsensitive aree and buffer may not be cut,ptuned,covered by fiil,
removed or damaged without approval in writing fram the King County Department of
Development and Environmeatal Services or its successor agency,unless otherwise provided by
law.
The common boundary between the traci/sensitive area a.nd buffer and the srea of development
activity must be mariced or otherwise flagged to the satisfaction of King County prior to any
clearing, grading, building construction or other development activity on a lot subject to the
sensitive area tracdsensitive area and buffer. The required marking or flagging shall remain in
place until al! development proposal activities in the vicinity of the sensitive area are completed,
No building foundations are allowed beyond the required 1 S-foot building setback line, unless
Cotherwise provided by law.
� L03P0018—Rosemonte 12
Recreational Area
22. The p(at design shall be revised to pr�vide the minimum suitable recreation space consistent with
the requirements of K.C.C. 21A.14.180 and K.C,C.21A. 14.190(i.e., minimum area,as well as,
sport court[s],children's play equipment, picnic table[s],benches, etc.), as shown on hearing exh. i
no.26.
a. A detailed recreation space plan(i.e., location,area calculations, dimensions,iandscape
s ecs,e ui ment s cs,etc.)shall be submitted for review and approval by DDES rior
P 9 P Pe P
to or concurrent with the submittal of engineering plats.
b. A performance bond for recreation space improvements shall be posted prior to '
recording of the plat. �
c. Medify the plat,as needed to comply with KCC 21 A.14.180.F, as shown in hearing exh. ��
no.26 for the plat of East Renton(DDES File No.L02P0005). �ii
Other I
23. A homeownecs'association or other workable organization shall be esiablished to the satisfaction i
of DDES which provides for the ovmership and continued maintenance of the recreation, open ',
space and/or sensitive area tract(s),which combine usage of the recreation area of the plat of
�� F.ast Renton(DDES File No.L02POU05)and this plat,as shown in hearing exh.no.26 foc the
plat of East Renton.
24. Street trers shall be provided as follows(ger KCRS 5.03 and K.C.C.21 A.16.050):
a. Trees shall be pianted at a rate of one tree for every 40 feet of frontage along all roads.
Spacing may be modified to accommodate sight distance requirements for driveways and
interseciions.
b. Trees shall be located within ihe street right-of-way and pianted in accordance wi�.h
Drawing No. 5-009 of the 1993 King Counry Road Standards,unless King County
Departrnent of Transportation determines that trees should not be located in the street
right-of-way.
c. If King County determines that the required street trees should not be located within the
right-of-way,they shall be located no more than 20 feet from the street right-of-way line.
d. The trees shall be ovmed and maintained by the abutting lot owners or the homeowners
assaciation or other workable organization unless the county has adopted a maintenance
program. Ownership and maintenance shall be noted on the face of the final recorded
plat.
e. The species of trees shall be approved by DDES if located within the right-of-way, and
{• shall not include poplar, cottonwood, soft maples, gum, any fruit-bearing trees, or any
� other tree or shrub whose roots are likely to obstruct sanitary o�siorm sewers,or that is
not compatible with overhead utility lines.
� L03P0018—Rosemonte 13
f. The applicant shall submit a street tree plan and bond quantity sheet for review and
approval by DDES prior to engineering plan appr�val.
g. The appticant shall contact Nietro Service Planning at(206)684-1622 to determine if
148'� Ave SE is on a bus route. If 148`�Ave SE is a bus route,the street tree plan shall
also be reviewed by hietro.
h. The street trees must be installed and inspected, or a perforrnance bond posted prior to
recording of the plat. If a performance bond is posted,the street trees must be installed
and inspected within oae year of recording of the plat. At the time of inspection,if the
trees are found to be installed per the apProved plan, a maiateaance bond must bc
submitted or the performance bond replaced with a maintenance bond,aad held for one
year. After one year,the maint�aance bond may be released after DDFS has completed a
second inspection and determined that the trecs have been kept healthy and thriving.
i. A landscape inspection fee shall also be submitted prior to plat recarding. The
inspection fee is subject to change based oa the current county fees.
25. The engineering plans for this project shall identify the lacation of any wetls on the site and
provide notes which address the requirements for the contractor to abandon the well(s)pursuant
to requirements outJined in the Washington Administrative Code(WAC 173-168).
�� SEPA
26. The following have been estabiished by SEPA as necrssary requirements to mitigate the adverse
environmental impacts of ti�is devetopment. The applicants shall demonstrate compliance with
these items prior to final approval.
(1.) To mitigate the significant adverse impact tl�e plat of Rosemonte will have on the
intersections of SR 900/148�Ave SE and SR 900/164m Ave SE,the applicant shall
install,either individually or in conjunction with ottier development projecis in this area,
the following improv�ments at the SR 90Q/148�Ave intersection:
• A traffic signal,and
• Eastbound and westbound left turn lanes
The design for the SR 900/148'�Ave intersection improvements shall be approved by the
Washington State Department of Transportation(and by King County to the extent such
improvements are located in County right-of-way). In addition,at a minimum,the existing
eatering sight distance looking east for the north and south legs of the intersection(602 feet and
386 feet,respeciively)shall not be reduced as part of the intersection improvements.
Documentation shall be submitted to show this requirement is met. All construction wor4c
�� associated with the intersection improvements shall be completed between April 1� and
September 30`". This seasonal restriction shall be clearly shown on the final engineering plans.
In lieu of the installation of the above-noted intersection improvements prior to final plat
appraval,the applicant may post a financial guarantee with WSDOT which assures the
, � insta(lation of these improvements within two years of the recording of Rosemonte, In this
{ L03POOI8—Rosemonte 14
event, intersection improvement design must be approved by WSDOT prior to King County
approval of the engineering plans for Rosemonte.
If the above-noted intersection improvements have already been made by others prior to the
recording of Rosemonte, or a financial guazantee has been posted by others which assures the
installation of these improvernents, then the applicant for Rosemonte shall pay a prarata share
dollar amount to the developer who has made the improvements or"bonded"for the
improvements, in an amount proportional to the impacts of Rosemonte. The pro-rata share dollar
amount to be paid shall be set by WSDOT,and documentation shall be provided by the
Rosemonte applicant to the King County Land Use Services Division to show this payment has
been made,prior to final plat recording. The prarata dollar amount to be paid shall be based on
the following:
• The final Rosamonte lot couat
• The trip distribution for Rosemonte
• The total trips contributed to the intersection of SR 900.148'�Ave by the plats of
Aster Paric(I,OQP0024),Stoae Ridge 9L99P3008),Esst Renton(LOZP0005�
Shamrock(L02P0014),Rosemonte(aka Ironwood—L03P0018),Martin(LOSPOO l 9)
and any future land use applieations submitted to King County for which compliance
with the Kin�County Interseciion Staudards(KCC 14.80)is required at eitfia the
SR 900/148 Ave intersation,or the SR 900/164'�Ave High Accident Loca.tion.
In the event that either King County or WSDOT adopts a formal"latecomer's"system prior to
fmal plat recording,that system may be followod in lieu of the approach described above,at tf�e
�, discretion of the applicant,as long as at a minimum there is a financia) �uarantee which assurzs
the above-noted intersection improvements wiil be insialied within two years of the date of
recording of the ptat of Rosemonte. [Comprehensive Plan Policy T-303 and King County Code
21A.28.060A]
(2.) Documentation shall be provided to dernonstrate W the satisfaction of WSDOT thai
stopping sight distance(360 feet) is available on the east leg of the SR 900/148m Ave
intersection. The intersection shall be modified by the applicant, if necessary, so that
this stopping sight distance requirement is mei on the east leg. In addition,the applicant
shall clear vegetation within the right-of-way along SR 900,east of 148� Ave.,to
cnaximize the entering sight distance for the north and south legs of the intersection.
[Comprehensive Plan Policy T-303 and King County Comprehensive Policy T-303 and
King County Code 21A.28.060AJ
ORDERED this l Oth day of April,2007.
James N. O'Connor
King County Hearing Examiner pro tem
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' L03 P0018—Rosemonte I S
TRANSi�IITTED this 9th day of April,2007,to the parties and interested persons of record:
Robert L. Anderson CamWest Devel., Inc. Kristine&Keith Childs �
PO Box 353 Attn: Saza Slatten 12004- 148th Ave. SE �
Maple Valley WA 98038 9720 NE 120th PI.#100 Renton WA 98059
Kirlcland WA 98034
Claudia Donnelly Renee 8� Marlc Eagbaum John Graves
10415 - 147th Ave. SE 5424 NE l Oth Sk Lozier Homes
Renton WA 98059 Renton WA 98054-438b i203 114th Ave. SE
Bellevue WA 98004
Ralph Hickman Robert D.Johns Rebecca Lind
9720 NE 120th Pl.#100 Johns Monrce Mitsunaga City of Renton,EDNSP ,
Kicicland WA 98034 1601 - 114th Ave. SE,# I 10 1055 S.Grady Way i
B�ilewe WA 98004 Renton WA 98057 �I
Seattle KC Health Dept. Triad Associates c�im Claussen �
E.Dist.Environ.Health 12112- L 15th Ave NE DDES/LUSD i
I4350 SE Easigate Way Kirkfand WA 98034 MS OAK-DE-0100
B�llevue WA 98007
Lisa Dinsmore Peter Dye Nick Gillen
DDFSILUSD DDF,S/LUSD DDES2USD
MS OAK-DE-0100 MS OAK-D�O100 MS OAK-DFrO1Q0
Shirtey Goll Kristen Langley Karen Schartr
DDES/LUSD DDES/LUSD DDES/LUSD
MS OAK-D£-0100 MS OAK-D�O100 MS OAK-DE-0100
Steve Townsend Larry West Kelly Whiting
�I DDES/LUSD DDES/LUSD � KC DOT,Rd. Scvcs.Div.
MS OAK-DE-0100 MS OAK-DE-0100 MS KSC-TR-0231
Btuce Whittakzr
DDES/LUSD
MS OAK-DE-4100
NOTICE OF RIGHT TO APPEAL
In order to appeal the decision of the Examiner,written notice of appeal must be filed with the Clerk of
the King County Council with a fee of$250.00(check payable to King County Office of Finance)on or
beJore Apri124,2007. If a notice of appeal is filed,the original and six(6)copies of a written appeai
staternent specifying the basis for the appeal and argument in support of the appeal must be filed with the
Clerk of the King County Council on or bejore hiay 1,2007. Appeal statements may refer only to facts
contained in the hearing record; new facts may not be presented on appeal.
Filing requires actual delivery to the Office of the Clerk of the Council, Raom 1025, King County
Courthouse, 516 3'�Avenue, Seattle, Washington 98104,prior to the close of business (4:30 p,m.)on the
date due. Prior mailing is not sufficient if actual receipt by the Clerk does not occur within the
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� L03P0018—Rosemonte
17
Exl�ibit No. 15 Revised Wet(ands Determination and Habitat ana(ysis by C. Gary Schulz dated
9/12/2002
Exhibit No. 16 Watertype/stream Classification Survey comments from Washington Trout, dated
10/15/2004
Exhibit No. 17 Drainage outfall report by Associated Earth Sciences,Inc., dated 9/24/2002
Exhibit No. 18 Boundary line adjustment proposal with attached map,dated SI3/2004 li
Exhibit No. 19 Not entered �
Exhibit No.20 Response to East Renton Transportation Comments by Gary Struthers Associates, Inc.,
dated 1/23/2003
Exhibit No.21 Washington State Department of:'ranportation cornments regarding Tr�c Impact '
Analysis,datcd 11/13/2002 '
Exhibit No.22 L,etter frosn Ctaudia Donnelty dated 6/13/2003 regarding basin plan,with 2 '
attachments '
Exhibit No.23 Note from Claudia Donnelly with attached copy of 11/12/03 newspaper azficle '
regarding transportation model �
Exhibit No.24 City of Renton comments,regarding sewer service,dated 3/282002 II
Euhibit No.25 Revised language for Condition 6 �
Exhibit No. 26 Conceptual recreation plan by Triad Associates
Exhibit No.27 Revised preliminary piat rectived March 22,2007
� Exhibit No.28 Letter from Renee and Mark Engbaum dated March 22,2007,with attached map
indicating the locadon of their property
�xhibit No.29 Revisions to Conditions 24,21 and 22
]NOC:gao -
L03P0018 RPT
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King Courrty
Departrnent of Devetopment
and Envtronmental Services
900 Oakesdale Avenue S6uthwest
Renton, WA 98057-5212
206-296-6600 T7'Y 206-296-7217
www.kinacountv.aov
May 22,2008 ,
Jennifer Reiner R.icharci Tomkins, P.E.
Camwest Development Triad Associates '
9720 NE 120�'Place 12112 115�'Ave NE
Kirkland, WA 98034 Kirkland, WA 98034
RE: East Renton and Rosemonte Subdivisions: 1998 KCSWDM Adjustment Request
�File No. L08V0.039)
Dear Applicant and Engineer:
The Department of Development and Environmental Services (DDES), Land Use Services
Division(LUSD), Site Engineering Review Section, has completed review of the adjustment �
request for the East Renton and Rosemonte subdivisions. This request addresses the 1998 King
County Surface Water Design Manual (KCSWDM) Section 1.2.1,Dischazge at the Natural
Location, and Special Condition No. 1, Section 1.3.1,Other Adopted Area-Specific
Requirements and the Shared Facility Plan Guidelines published in a memo dated September 15,
1999 describing the Shared Facility Plan approval process. Our review of the information
provides the following findings:
1. The East Renton subdivision is located on the west side of 148�'Avenue SE at
approximately SE 120�' Street. The 661ot, 19.6 acre,East Renton subdivision has
preliminary approval under LUSD file number L02P0005. The East Renton subdivision
had previously processed 1998 KCSWDM adjustments L02V0089 for a diversion to
consolidate subbasin flows into a single,on-site facility, and L04V0103 for a shared
drainage facilility. �
2. The Rosemonte subdivision is located adjacent to East Renton along the north property
line. The 251ot, 19.3 acre,Rosemonte subdivision has preliminary approval under
LUSD file number L03P0018. �
3. During the approval of L04V013, East Renton and Rosemonte had different developers.
East Renton and Rosemonte now have a single developer and are undergoing a sing�lar
Engineer Review under LUSD file number L07SR054.
; . � = �
East Renton�osemonte-Subdivisions/L08VQ0�9�--'
May 22, 2008
Page 2 .
4. The East Renton and R�semonte subdivisions are located in the Honey Creek subbasin of
the May Creek basin. Both sites are subject to the Level One flow control and Basic
water quality requirements of the 1998 KCSWDNI.
5. The proposal is to accommodate all stormwater flows from the development of East
Renton(less wetland rechazge} and Rosemonte to a single shared drainage facility in the
Rosemonte plat. This approach would revise the diversion adjustment(L02V0089) �
previously processed to divert flows from the south basin area into the north basin area of
Rosemonte and expand the previously approved shared drainage facility adjustment,
L04V0103 to include stormwater flows from the East Renton south basin area.
Based on these findings,we hereby approve this adjustment to allow the diversion of runoff to a
shared drainage facility with shared facility plan for the East Renton and Rosemonte
subdivisions with the following conditions:
1. The release rates for the detention facility will be based on the tributary area being
directed to the facility.
2. The volume for the detention facility wilI be based on all flows directed to the facility at
full development under current zoning. The allowed release rate will be reduced by any
undetained flows that would bypass the proposed subdivision drainage facilities. The
detention volume shall be sized using the Level One flow control standard in the 1998
KCSWDM. A 10 to 20 percent volumetric factor af safety must be applied to all storm
events requiring detention. The design Technical Information Report shall state the factor
of safety selected and the basis of that determination. �
3. �Vater quality facilities must be sized based on the entue proposed subdivision draining
to the facilities inciuding any required frontage improvements.
4. All onsite or offsite drainage facilities must be located in a public right-of-way or storrn
drainage tract�edicated to King County.
5. The developer of the shared drainage facility is responsible for any cost sharing
agreements that may need to be set up as part of the implementation of the shared facility
plan. :
6. Engineering plans for both the East Renton and Rosemonte subdivisions shall note this
approved shared facility plan. ;
7. If the two projects are phased separately in time,the shared drainage facility must be
constructed first and operational before any lots tributary to the facility can be recorded.
�
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�� East Renton and Rosemonte Subdivis�/L08V0039 �- '
May 22,2008 �
Page 3
8. If there is a change of design standards or project design that requires modification of the
shazed facility design, an update to the shared facility plan shall be provided as part of the
trailing project's engineering review submittal.
If you have any further questions regarding the S WDM adjustment or the design requirements,
please contact Claire Jonson by telephone at 206-296-6b41.
' cerely,
, ,��ef,�.�lr��
im Sand rs, P.E. Mark Bergam,P.E.
Supervising Development Engineer Site Engineering and Planning Supervisor !
Land Use Services Division Building Services Division
cc: Curt Crawford, P.E., Supervising Engineer,Local Drainage Services, KCDNR �
Pete Dye, P.E.,Engineer III, Engineering Review Sectian,LUSD
Ted Cooper, P.E., Engineer II,Engineering Review Section,�LUSD
Claire Jonson, P.E., Engineer III, Engineering Review Section, LUSD
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i King County
Department of Development �0 R�
and Environmental Services ��
900 Oakesdale Avenue SW
Renton,WA 98055-1219
March 24, 2005 I
Sara Slatten Rebecca S. Cushman, P.E.
CamWest Developrnent Triad Associates
9720 NE 120`� Place #100 11814— 115`� Avenue NE
Kirkland, WA 98034 Kirkland, WA 98034
RE: East Renton Subdivision 1998 KCSWDM Shared Facilitv Plan: DDES Project File No.
L02P0005 and Adiustment File No. L04V0103
Dear Applicant and Engineer:
The Land Use Services Division, Engineering Review Section, has comgleted review of the
Shared Facility Plan request for the East Renton and adjoining Rosemonte subdivisions. This
request addresses the 1998 King County Surface Water Design NSanual (KCSWDM), Special
, Condition No. 1, Section 1.3.1, Other Adopted Area-Specific Requirements and the Shazed
Facility Plan Guidelines published in a memo dated September I5, 1999 describing the
Shared Facility Plan approval process. Our review of the preliminary plat plans provides the
following findings:
1. The East Renton subdivision is located on the east side of 148`� Avenue SE at
approximately SE 120`�Street. The 66 lot, 19.6 acre, East Renton subdivision is
undergoing preliminary review under LUSD file n�unber L02P0005. The East Renton
subdivision had previously processed 1998 KCSWDM adjustrnent L02V0089 for a
diversion to consolidate subbasin flows into a single, on-site facility.
2. The proposed Rosemonte subdivision is located adjacent to East Renton along the
north property line. The 41 lot, 14.7 acre Rosemonte subdivision is also undergoing
preliminary approval under LUSD file number L03P0018. At this time, CamWest
(developer of East Renton)is in negotiation to purchase the eastern portian of
Rosemonte. The developer of Rosemonte is also in negotiation wlth the City of
Renton to annex the westem portion of Rosemonte into the city.
3. The East Renton and Rosemonte subdivisions are located in the Horiey Creek subbasin
of the I�1ay Creek basin. Both sites are subject to the Level One flow control and
Basic water quality r�quirements of the 1998 KCSWDI�1.
4. The proposal is to officially acknowledQe the accommodation of the northeast portion
' of the East Renton subdivisien that is naturallv tributary to the north groperty line into
East Renton/L02P0005 and Rosemonte/L03P0018
March 24, 2005
Page 2 of 3
� the shared facility design of the Rosemonte subdivision. This approach would
abandon the diversion adjustment (L02V0089) previously processed that woulcl have
diverted flows from this area into the East Renton's on-site drainage facility.
5. If CamVvest purchases the eastern portion of Rosemonte, as previously indicated, then
these two projects could be designed and reviewed concurrently. Construction could
then either occur concurrently or in phases with the understanding that the shared
drainage facility would be constructed before the development of the two contributing
portions of each site. If the two projects remain with separate applicants, the shared
drainage facility in the Rosernonte subdivision would still need to be constructed first
to its final configuration.
6. A consolidation of facilities for the proposed subdivisions will be more economical in
long term maintenance.
Based�n these findings,we hereby approve this request for a shared drainage facility with
shared facility plan for the East Renton and Rosemonte subdivisions with the following �
conditions:
1. The developer of the shared drainage facility is responsible for any cost sharing j
agreements that may need to be set up as part of the implementation of the shared
facility plan. i
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2. Engineering plans for both the East Renton and Rosemonte subdivisions shall note this
approved shared facility plan.
3. If the two projects aze phased separately in time, the shared drainage facility must be
constructed first and operational before any lots tributary to the facility can be
recorded.
4. If there is a change of design standazds or project design that requires modification of
the shared facility design,an update to the shared facility plan shaIl be provided as
part of the trailing groject's engineering review submittal.
If you have any further questions regarding this KCSWDM Shared Facility Plan approval or
its conditions, please contact Mark Bergam at (206) 296-7270.
Sincerely,
James Sanders, P.E. Jim Chan, P.E.
Development Engineer Supervising Engineer
, Engineering Review Section Site Engineering and Planning Section
Land Use Services Division Building Services Division
. East Renton/L02P0005 and Rosemonte,�L,03P0018 ,
Nfarch 24, 2005 '
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cc: Curt Crawford, P.E., Supervising Engineer, Stormwater Services, KCDNR
Pete Dye, P.E., Engineer III, Engineering Review Section, LUSD
Kim Claussen, Project/Program Manager III, Current Planning Section, LUSD
Mark Bergam, P.E., Engineer III, Engineering Review Section, LUSD
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�' Surface Water Desi n ��
g Manual
I KingCounty Requirements / Standards
Department of Development and Environmental Services
9000akesdaleAvenueSouthwest Adjustment� Request
Renton,Washington 980�5-1219
� � I �
Froject Name: `J ODES Pr9e =ilelJc�� i
� J L lo� DOES En i � �� e: �
� � � � C�
East Renton Peter Dye , Kim Claussen I
Project Address: �(,C, Q, , , Design Engineer. Phone:
12013 -149th Ave SE Renton, WA 98059 Rebecca S . Cushman Z� L _
ApplicanbAgent: Phone: gn r . Date:
CainWest Development 425-825-1955 � �
Signature: Dale: Engineering i Name:
�I�� D � Triad Associates
Address: City,State,Zip Code: Address: City,State,Zip Code:
9720 NE 120th PL #100 Kirkiand, 9803 11814 �115th Av� NE kirkland 980 4
fNSTRUCTIONS TO APPLICANT/DESIGN ENGINEER:
Ptease be sure to indude ali plans(T.I.R.,if available),sketches,photos and maps that may assist in complete review and consideradon
of this adjustrnent request Failure to provide all pertinenl infoRnatlon may result in deiayed processing or denial of your request
Please submit two comolete co�les of this reauesk aoolication form,and ao�liqble fee to the DDES Intake Counter,at 900 Oakesdale
Avenue Southwest,Renton,Washington 98055-1219. For additional information,phone Randall Parsons,P.E.,at(206)29�7207. i
RSFSR TO SSCTION 1.4 ZN CHAPTSR 1 OF THS SIIRPACB WATSR DSSZGN MANIIAL FOR ADJIISTM'�7TS
DESCRIPTION OF ADJUSTMENT REQUEST: C�Standard ❑ Complex ❑E�erimentai ❑ Blanket
< 0 Pre-applicabon
Core Requirement #3 & Special Requirement #1 - Offsite shared facility. -
APPLICABLE VERSION KCSWDM: ❑ 1990(11/95)' Q 1998 (9/98) O
'(Note: the term"variance"repiaced by'adjustment")
APPLICABLE SECTION(S) OF S7ANDARDS:
1998 KCSWDM 1.2.1 Core Requirement #3; Special Requirement #1
JUSTIFICATION PER KCSWDM SECTION 1.4.2
C�See attachments listed below.
Adjustment letter, Level 1 Downstream Analysis, Preliminary Plat Map, Preliminary
Drainage Report for Ironwood (�osemonte) .
AUTHORtZATION SIGNATURES:
DETERMINATION:
❑Approval �Cenditional P,pproval(see below) �Deniaf
❑ DNFL'WLRD P,pproval SiGned: Dats: (Experimental 8 Blanket variances oniy)
DDES Staff Recommendation Signed: Date:
Conditions of Approvai:
See attached Memo Dated:
DES IRECTORlDESIGNEE:
DDES,L Use Services Div.,Engineering Review Supervisor: DDES, Bidg.Serv.Div.,Site Engfneering 8 Planning
Supervisor:
Sig ed: Signe �
Dat D : ?. O
F39�=n5;'i'��M�A�J.doc
F?6.'E;:.'i'.iCM�-5 c�y:: clac 1:':�'S? Cc
.�
T
,assoc � nres
�
November 15, 2004
1ISIa IISth Averw2 NE
KirRlar.d W'A.9E034-h923
l�fark Bergam azs.sz�.saaa
Kin Count DDES 425821.3481 faz
g y 8G0.488A756 tcll Ir<e
900 Oakesdale Ave
v✓vwv triadazsoc.com
MS 1B
Renton, WA 98055-1219 � � /� �� �
RE: East Renton KC Project# L02P0005
�� 1 � � �
Triad Job No. 01-047
Dear Mark:
This request is to approve the following adjustments to the 1998 King County Surface Water
Design Manual.
1. Adjustment to Core Requirement #3 - Allow stormwater quantity and water quality
treatment controls to be provided in an offsite facility.
2. Adjustment to Special Requirement #1 - Allow the utilization of the offsite facility as
a sY:ared facility within the Preliminary Plat of Rosemonte, King County File No.
L03P0018.
To assist in the review of the adjustment request, please see the enclosed project description,
Level 1 Downstream Analysis and the Preliminary Plat Map submittal for East Renton. In
addition,copies of the Preliminary Storm Drainage Calculations for Rosemonte plat (Formerly
known as Ironwood) aze included.
Project overview:
The East Renton project proposes to create 66 single-family lots on a 19.6 acre property. 15.92
acres will be developed, with the remainder left as protected wetlands and associated buffers
together with a future development tract with assia ed density not to exceed two single-family
lots. The site is west of 148th AVE. SE, north of SE 124th Street and south of SR 900 in King
County, V1�'ashington.
Two detentiorv'water quality facilities are proposed; one located in the northwest corner of the
site referred to as the East Renton Vault, and the other, located at the north east comer of the
I
preliminary plat of Rosemonte (King County Project I�'o. L03P0018), referred to as the
Rosemonte Pond.
Page 2
N1ark Bergam
King County DDES
;� November 15, 2q04
;
Adjustment Discussion:
The request for adjustment is to provide an offsite-shared facility utilizing the Rosemonte Pond. ;
Core Requirement #3 states that all proposed projects must provide onsite flow control facilities '
to mitigate the impacts of increased storm and surface water runoff generated by the addition of
new impervious surface and any related land cover conversion. �pecial Requirement #1 states
that shared facility drainage plans shall be approved by King County to allow two or more
projects to share drainage facilities required by this manual. In addition to serving Rosemonte,
the shared facility will serve that portion of the East Renton project that currently sheetflows
across its north property line onto Rosemonte. The Applicant fur East Renton previously applied ,
for and obtained an adjustment for diversion away from this parcel for the same tributary area
(Activity IvTo. L02V0089). Approval of this adjustrnent request will eliminate the need for a I
diversion. The assumed land cover for the design of the pond has been calculated based on
marimum zoning impervious coverage and utilization of a Level 1 Detention Standard. Water
quality will be provided using a basic wetpond design.
Benefits to the public are as follows:
• Maintenance costs for a single facility are lower than rnaintaining two facilities.
• In addition to savings in pond maintenance, the conveyance system maintenance will be
streamlined since less pipe with appurtenances will be required.
Please review and approve our request for a drainage adjustment. If you require any further
information for your consideration, please give me a call.
Sincerely, �
T S C TES �,JI
� � � � � � �=�
�
ebecca S. Cushman, P.E.
Project En�ineer
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�ct z2 D4 08: 1ia Chris Bicket 36Q 668 1133 p. 2
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King County
lioad Services DivIsion
Dcpartmcnt ofTracuportatioii
lUl S011i}11:ICI:.qOR SI:CCf
Sca 111L.4G�3l!:04-3tj5G
October 20, 2Q04
CamWest DeveIopment
GO Chris Bzcket, P.E.
P.O_ Box 65254
Seattte, WA 981 S 5
RE: Road Variance L03 VQ049—East Rerrton Propertv Plat—Related File LQ2P0405
Dear Sir/�Sadam:
Thank you for suhmitting your applicat�on for a road�ariance from the King County Road
Standards (KCRS). You requested a variance from Section 2.12 of the KCRS concerning the
siopping siaht distance (SSD) along the glat frontage an 148�'Avenue SE. 148�' Averrue SE is
a collector arterial with gosted speed limit of 35 MPIi
The original proposaI to rnatch the curb and sidewalk section to the existing vertical ali�lII:ent
has been revised to a 620-foot vertical crest curve that wi71 lower the aiignment by up to
3.5 fe�t and improve SSD. The revised desijn will utiiize th�two-foot target criteria in the
American A.ssociation of State H'i�way and Transportation Official's (AA.SHTO)manual.
The propvsal wi.ii grovide 455 feet of SSD along the crest curve thai will meet RCRS with a
downgrade correction for the average 6% grade. I approve a,variance to allow the 620-foot
� vertical curve with 455 feet of SSD,utilizing a two-foot target. The slight grade break (under
1°/a} at the north end of the vertical curve is also acceptable. No variance is required for the
vertical crest curve 400 feet to the west of the site because the SSD meets KCRS approaching
the west property line_
A copy of the �ta.ffs analysis, fir.dings and conclusions is encloseti. If you have any questions,
please cail Craig Comfort,Road Variance Engiraeer,Traffic Enj neering Section, at ,
206-263-6 l 09.
''�ere,,i�y ,,
���'7��"t.t��tl��L, �`�"r,rz��✓
Paulette Norman,P.E. �
County Road Engineer
PN:CC:kc '
�
Oct 22 04 08: 11a Chris Bicket 360 6E8 1133 p . 3
�
�ing���
Rond Se:vices Division
Department o!Trausport�tinn
'I4�a('Fe Engireaering Sec�on
hLS KSC-TR-O?32
201 Sauth Jackson�i.reet
Seattle,WA 98104
October 20, 2004
T4: Variance File
FVi: Craig Comfort, P.E., Road Variance Enginerr, Tr�c Engineering Section
RE: Road Variance L03 V0049—East Renton Pron�rty Plat—Related File L02Pfl005
,A�plicant's Presentation:
1. The proposed 66-lot plat is or.the west side of 148`�Avenue SE ai SE 120�Street. 14�'�
Avenue SE is a collectar arterial with a 35 NiPH goste3 speed limit. The existing vertical
ali�ment along the plat frantage is a Iong crest verticat curve that extends far hundreds of
feet beyond the site in both directians. The crest curve has more severe curvab�re cha,nges
beyond the site frontage that restrict the stopping sight distance(SSD) sightlines.
2. King Courny Department of Transportation(KCDOT'}siaff macie a decision subsequent to a
pre-design meeting on 4/19/Q1, and a mema dait�d 8/8/fl1, that the developer, CamWest
would not be required to reconstruct 148�Avern.ie SE, and a variance would no#be
required. The de�ision was not in writing and the County subsequerrtly changed their
position and requests a road varia.nce to leave the vertical alignment and be allowed to
match to the slignment with the curb and sidewalk impmvemerns. The applicaat's opinion
is that this variance is unnecessary because tbe SSD deficiency is pre-existing and unrelated
to impacts af the proposed plat. The cast of installin�froutage and offsite irn.provemems to
corcect the condition is unreasonably high and unrelated to impacts of the East Renton
Properiy Plat. �'he proposed plat did nat create, or will not exacerbate the SSD condition
on its frontage. Chauging the grade of 148�'Avenue SE to provide 400 to 425 fect of SSD
aZang the entire fro�tage would require lowering the pro�ile of 1�8�' Avenue SE for at least
700 feet. C�ts of 2.5 to 4 feet would be ne�essary far over 300 feet. Severa] hundred feet of
1 Z-inch water main would need to excavated and lowered. Two�ower poles would nwd to
be relocated and water meters, utiliries, ditc�es, culverts and driveways adjusted and
zer,onstructed. Retaining wa1ls and rockeries would prohably be necessary for the deeper
road cut sections, Easements would be necessary from the ad�oin;,,�property owners.
3, There are pre-existing substandard SSD conditions at both the north and south ends of the
East Ranton Property. There is a grade break in the ve:tical alignment of 148'� Avenue SE,
120 feet nerth of the site and the grade increases from 5 to 9 percerrt. As a result of the
grade break, SSD at the north property line for north and sauthbaund traffiic is helow King
County Raad Standa ds (KCRS). The SSD is 75 feet below KCRS for the northbound
Oct 22 04 �8: ila Chris Eicket 360 668 1133 p. 4
,- Varianc� Fi1e
' � October 20, 20Q4
Page 2
directioq and I50 fee�belaw KCRS for the southbaund directian. At the south property
Iine, there is adequate SSD that me�ts the KCRS rninimum of 400 feet for a design speed af
45 MPH (10 over posted).
4. There are not any know*i tra�fic related safety issues associated with the present roadway_
There have been any accidents on 148�' Aveaue SE between SE 117� Street and SE124th
Street during the l2test three-year period, for which accident data is available.
5. The applicant revised the proposed design ta a 620 foat crest curve that would result in a
maximum of three foot of cut on 148�'Avenue SR just 'ro the north of the site. The
proposed vertical curve would provide 455 foot of SSD utiIizing a two-foot targ�t. 455 feet
of SSD is the minimum KCRS downgrade adjusted SSD for a design speed of 45 MPH(10
over postet�.
6_ The access point of the subdivision was also moved apgroximatety 480 feet to the north
where KCRS requisite 620 feet of entetigg sight distance(ESD� can be provided.
7. A speed study was perforn:ed Traf;'ic Count Consultants, Inc, on 5/8101. The 85`�
percentite spe� northbound was 43,5 I�fPH aud the southbound was 40.4 MPH.
� �
Staffs Findin�s and Conclusions:
1. The progosed entering sight dis�anc� in both �irr..�-tions f�r tne ne�v re�r_sed intYsecxion
Iocation onto 148�Avenue SE me�ts KCRS minimum of 620 fe�t for the design speed of
45 MPH (10 over posied speed limit).
2. The SSD along the frontage is limited by the sharger curvature ofthe horizflntal curves ta
the west and east of the site. The SSD southbound as one approaches the south property
line is around 400 feet,which meets KCRS. There is sufficient SSD at the south end of the
650-foot frontaDe. There is KCRS compliant SSD along the middle portion of the
frontage. Howeve:,the northbound SSD is uot adequate through the northerly 25� feet of
fro�tage. The measured SSD narthbound at the north property line is 230 feet and the
KCRS ret�uires a minimum af 455 feet of SSD for the design speed of 45 MPH(with a
downgrade correction). Even with a 2-foot target,the SSD nn�y increases to 290 fe�t. The
applicant's prapos�d re-grade with the 620-foot vertical curve should be acc.�ptable. The
entering sight clistance{ESD)for the existin� drivew�ays aloag the road�yonld meet a
minimum of 545 feet, wluch exceeds American Assaciation of State H'ighway and
Tr�ansportation(AASH'f0) minimums for the 45 MP�i design speed. The SSD(6 inch
target}, approaching the new access from the south,would exceed SQO feet and from the
north exceed 364 feet. The 360 feet meets AASHTO SSD criteria for the 45 MPH design
speed. The SSD beyond the new access intersectio�wauld meei a minimum of 455 feet
utilizing a 2-foot target. -
l
East RentonlRosemonte—Technical Information Report
3 !�I�FSITE ANALYSIS
Please Tefer to the "CamWest — East Renton Level 1 Downstream Analysis" by Triad
Associates, dated November 10, 2004, as submitted to the City of Renton.
Job#01-047 Page 3-1
November 5, 2008 �
T,o�RIAD �
:..--.
CAMWEST- EAST RENTON
LE VEL 1 DO wl'�TSTREAM ANAL YSIS
KING COUNTY, �VASHIrGTON
Date: 9/19/02 Job # 01-047
I
' Re�-ision Date s i
� )
11/10/04
Prepared By:
Geoff E. Tamble, PE
Tyson Wentz
Reviewed By:
Rebecca S. Cushman, PE
' �
%
(
CA1�1`VEST - EAST RENTO�
Level 1 Downstream Anal�sis
King County, Washington j
Prepared For:
CamV�Test Real Estate Development, Inc.
;� Issued September 19, 2002 �
Revised November 10, 2004
�P s. cv
C �F wAsy.
���` r ��
Prepared By: c�� �� � , �
= z
Geoff E. Tamble, PE
ti .�
Tyson�'entz � c� 9�tip `��
S��NAI tiyG f
l� �°r�
IXPIRES 11/15J
Reviswed By:
Rebecca Cushman, PE
i
TABLE OF CONTEI�TS I
PROJECTO�"ER�ZEtiti..............................................................................................................................3
GENERAL DESCRIPTION OF PROPOSAL........................................................................................................4 I
PREDEVELOPED CONDITION OF SITE...........................................................................................................4 I
DEVELOPEDCOND[TION QF SiTE.................................................................................................................4
OFF3[TE STOR:�tWATER RTJivOFF......................................................................................... ....5
....................
DR�IiVAGE BASiN,SLBBASINS AND SITE CH�.RACTER[ST[CS.......................................................................S
OFF-SITE AIVAI.,YSIS.................................................................................................................................6
SNDYAREA...............................................................................................
...............................................6
TASK 1,STUDY AREA DEFINITION AND M:�PS............................................................................................6
OnsiteBasin.......................................................................................................................................... 6
UpstreamBasin..................................................................................................................................... 6
TASK2,RESOURCE REVIEW.......................................................................................................................7
TASK 3,FIELD INSPECTTON.....•••••...............................................................................................................7
Tasx 4,DRAINAGE SYSTEM AND PROBLE�i DESCRIPTION .........................................................................8
TASK 5,IVIITIGATION OF EXISTIIvG AND POTENTIAL PROBLE�tS..................................................................8
j APPENDIX.......................................................................................................... ...9
.......................................
Preliminary Plat Niap
Existing Conditions Exhibit
Developed Conditions Exhibit
Soils Map
Soils Legend
Table 3.2.2B—Equivalence between SCS Soil Types and KCRTS Soil Types
King County Drainage Basins(Figure 2)
Study Area Maps (1990 King County Sensitive Areas Map Folio)
Wetlands
Streams and 100-Year Flocdplains
Erosion Hazard Areas
Landslide Hazard Areas
Seismic Hazard Areas
Coal Mine Hazard Areas
King County i�1_AP Drainage Complaints 1�1aps
Drainage Complaint List and Complaints
Downstream Drainage Exhibit
Kino Counr�Off-Site Analysis Drainage Table
1
TRIAD ASSOCIATES-LEVEL 1 REPORT FOR CA,YIIi�EST, EAST RE,YTO,V
P:�GE 2
i
PROJECT OVERVIE�V
This section gives an over✓iew of the project site in both the pre-developed and
developed condition. There is also a description of the runoff characteristic of the
property and the existing soil classification.
The proposed project consists of a Single Family Residential Development for 66-lots on
15.92 acres in an R-6 zone. The site consists of two existing lots that total approximately
19.6± acres, with approximately 8.2± acres of sensitive azeas to remain undeveloped that
include a wetland (please reference Preliminary Plat Exhibit in Appendix). The project is
generally located west of the intersection of 148�' Ave SE and SE 120`h St. in King
County; Section 10, Township 23 north, Range 5 east, W.M., Washington State.
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TRIAD ASSOCIATES- LEVEL 1 RFPORT FOR CA:�IWEST, EAST RENTO,V
PAGE 3
GENER4L DESCRIPTION OF PROPOSAL
In general, this project will replace one existing single-family home, a shop, a small
covered storage building, and a gravel driveway with 66 single-family lots. Part of the
majcr site improvements will include the installation of neighborhood access streets (sub-
collector, sub access, and minor access}. 148`h Ave SE will be improved with full half
street improvernents as required by the King County conditions of approval (To be
determined). All runoff from the site and the frontage improvements will be collected in
the proposed conveyance system. Detention and water quality will be provided according
to King County Standards. Two drainage facilities are proposed, one for each drainage
basin. A vault is proposed to be located in the northwest comer of the site and a pond at
the northeast corner of the proposed project of Rosemonte, adjacent to the north of E.
Renton. The dimensions of the proposed lots and roadways will require buffer averaging
on the western porrion of the site.
PREDEVELOPED CONDITION OF SITE
i The site contains an existing house, a shop, a small covered storage building, and a gravel
driveway. The remainder of the site is covered with a mixture of pasture, blackberries,
and trees (See the "Existing Conditions Exhibit" located in the Appendix). The site has
two drainage basins, one that generally drains towards the northwest and the other that
drains to the west. A wetland occupies the westem portion of the site where the two
basins combine then flows to the north through Honey Dew (Honey) Creek. Overall, the
site slopes from east to west at approximately 5-15%. The site generally slopes from
148ih Ave SE down to the west towards Honey Dew Creek.
DE`rELOPED CO�IDITION OF SITE
The developed site improvements will be located on the eastern 1�.92 acres of the
praperty (See the Developed Conditions Exhibit located in the Appendix}. The
preliminary plan shows 66 single-family lots with subcollector, sub-access and minor
access roadw�ay improvements. 148`h Ave SE w711 be improved with full half street
improvements as required by the King County conditions of approval (To be determined).
� The detentiorv'water quality facilities �z�ill be desijned to meet the Le�•el 1 Detention
T?1�!,�,a SSOCLa Tt S- L E��L 1 REPOR T FOR CA:if 6�EST, EAST RENTO:�
P�GE 4
,
Standards and the Basic Water Quality l�Ienu from the i998 King County Surface �Vater
Design Nlanual.
OFFSITE STORtiIWATER RU�OFF
Flows entering the site from the east come from the west half of 1�8`h Ave SE. Runoff
entering the site from the west and south adjacent to the wetland is collected in the
wetland area. The wetland area will remain undeveloped. Runoff generally does not
enter the site along the north and south property lines near the proposed lots since the site
slopes frorn east to west.
DR�,Il�iAGE BASI�1, SUBBASLtiS A.'�`D SITE CH.�RACTERISTICS
The existing site has two drainage basins that drain into Honey Dew (Honey) Creek
which, according to the December 1990 Kin� County Sensitive Areas Map Folio, is an
unclassified stream in the I�fay Creek Sub-Basin. Honey Dew Creek combines with May '
Creek over two miles downstream (north) of the site. May Creek is in the Cedar River
Drainage basin and ultunately discharges into Lake Washington. ',
� The site contains an existing house, a shop, a small covered storage building, and a gravel
driveway. The remainder of the site is covered with a mixture of pasture, blackbemes,
and trees. Most of the trees are located in the western half of the site with the pasture area
occupying the eastern portion. The blackbemes are located throughout the property.
According to the King County Soil Survey, refer to the Soils A�fap and Legend in the
AppendiY. The site is underlain with AgC (Alderwood gravelly sandy loam, 0 to 6
percent slopes) and A�B (Alderwood gravelly sandy loam, 6 to 15 percent slopes) soils
belonging to the S.C.S. type `C' hydrologic group or `Till Soils'. Onsite topography is
mild to moderate, sloping to the west at approximately 5% to 1�°/o.
Note: The 1990 King County �Y'etland Inventory did not list the wetland on this property.
The 1987 Basin Reconnaissance Program did not list Honey Dew (Honey) Creek in any
ef its basin reconnaissance data.
I
TR;AD A�SGCI�I;ES- LE'r'cL ! REPORT FOR CA,�ild%EST, EAST RENTOrV
PAGE 5
� OFF-SITE ANALYSIS
This section outlines the drainage basin, within which this project is located, highlightin�
the downstream conditions one mile from the project site.
STLv�' AxE a
TASK 1, STUDY AREA DEFI�IITION Aiti�D l�IAPS '
This site is located within the i�1ay Creek Sub-Basin of the Cedar River Basin. �i
Onsite Basin
The site contains an existing house, a shop, a small covered storage building, and a gravel �
driveway. The remainder of the site is covered with a mixture of pasture, blackberries,
and trees. 1�1ost of the trees are located in the westem half of the site with the pasture area
occupying the eastern portion. The blackberries are located throughout the property. I
According to the King County Soil Survey, refer to the Soils Map and Legend in the
Appendix. The site is underlain with AgC (Alderwood gravelly sandy loam, 0 to 6
percent slopes) and AgB (Aldenvood gravelly sandy loam, 6 to 15 percent slopes) soils
belonging to the S.C.S. type `C' hydrologic group ar `Till Soils'. Onsite topography is
mild to moderate, sloping to the west at approximately 5% to 15%.
Upstream Basin
Approsimately half of 148`� Ave SE along the entire site frontage currently sheet flows
into the site. Flows from the frontage improvements will be collected and conveyed to
the proposed detention/water quality facility.
The area where flows enter tne site from the south and west adjacent to the wetland will
remain undeveloped.
,
TR?AD ASSOCIA�"ES-LEVcL 1 D04Y'NSi RC,4rbI A�'vA�YSIS FOR CA:67W'EST, EAST RE:tiTO;V
P:�GE 6
TASK 2, RESOURCE RE�ZEW
"1998 King County Surface Water Design Nianual"
"1990 King County Sensitive Areas N1ap Folio"
"1973 King County Soil Survey"
There are no apparent problems associated with this project.
TAsx 3, FTELD I�(SPECTION
"Triad Associates" preformed a field visit on 4�'03/O1 to locate an;� potential problems
upstream or downstream of the proposed development. The weather was overcast and
approximately 55 degrees with small amounts of runoff in the drainage systems from the
previous day's rainfall. See the "Downstream Drainage Exhibit and Table" located in the
appendix for a complete definition of the Study Area.
Drainage leaving this property is collected in an existing wetland (A) and conveyed
offsite to the north through two 12" CMP culverts (B 1 & B2). The onsite wetland has a
slight ridge separating the wetland on the north property line of the site. The runoff that
leaves the through the two 12"CMP culverts combines in a drainage ditch adjacent to the
north property line (C). Drainage also leaves the site on the north east side (C2) ther.
drains west and intersects with the drainage from Cl. From here the runoff flows to the
north throu�h a natural drainage course called Honey Dew (Honey} Creek (D} for about
500' before entering a 24" ChiP private driveway culrert (E). The property owner
adjacent to the culvert stated that it has only flooded once, around 15-years a�o, when a
neighbor downstream of their property damrned up the creek to make a waterfall. The
waterfall has been removed and the culvert has not flooded since that time. From this
culvert, the natural drainage course continues to the north in a well-defined channel with
heavy ground cover (F). The final observation of the downstream investigation was
approximately 2000' downstream of the site (G). No evidence of fiooding or major
erosion was obsen�ed along the downstream drainage course durin4 the site visit. From
the last observed point in Honey Dew (Honey) Creek (G), runoff continues north then
west before combinin� with May Creek and eventually reacriinQ Lake Washin;ton about
6 miles to the �Vest.
TR�A:�ASSOCI,4TcS-LEVEL ! DOW;VSTREA:t�I,4:V;4LYSIS FOR CA:�fYYEST, EAST RE�ti'TO,V
PAGE 7
. TAsx 4, DR�IN:�GE SY STENI A:V-D PROBLE�1 DESCRIPTION
"King County Water and Land Resources (V4'LR) Division Drainage Complaints"
King County suggests not following up on any complaints before 1990 due to their aje
and development that has occurred.
Complaints Nos. 94-1000, 9�-009, 96-018� and 96-5�2 all pertain to one parcel (9���).
The majority of the complaints pertain mostly with drainage runoff from 148th Ave SE.
In particular, an existing ditch was discharging into this property and flooding the
basement. King County performed a study of the situation under the Neighborhood
Drainage Assistance Program (NDAP} and recommended the installation of a catch basin
with a 12" conveyance system to direct the flows away from the home. This project was
not completed by the County; however, the home owner installed a similar pipe system as
recommended by the County prior to February of 1996. Therefore, the NDAP study was
cancelled. Complaint #96-0552 was due to a broken fire hydrant (vandalism), not
stormwater, and therefore closed.
Additional complaints are within the 1 mile radius of the project site but are not in the
downstream drainage path. The complaints are linked to a private home drainage systerr
and a private road washout due to no drainage system rather than flooding, or erosion o:
the large draina�e course that the site will discharge te.
TASK 5, 11�IITIGATIOr OF EXISTI�iG A.ND POTE�-'I'IAL PROBLE�IS
The developed site runoff will be detained to the Level 1 standard as outlined in the King
County Surface Water Desi� Manual - 1998. The KCRTS Level 1 detention standard
requires maintaining the high flows at their pre-development levels for all flows greater
than the 2-year peak flow up to the 10-year peak flow. The site is proposing to utilize
two detention systems. The detention facility release rates will be based on the existin�
runoff from t�'�e area of the site that is being developed. The wetland area and associated
buffers will remain undeveloped. One half of 148�h AVE SE fronta;e will be picked up
in the conveyance system along the site frontage reducing flooding discussed in the
drainage complaints.
�
� A .
TRI,4'J ASSOG,4TES-L6VEL ! DOGt;�'ST,4cA;L1 A�V.4LYSIS FOR CA;tiIWEST, EAS7'RErVTO;�`
PAGE 8
apPEr��Ix
{
T,RIAD ASSOCIATES-LEVEL ! DO6�;VSTREA1tif ANALYSIS FGR CA,tittii�'EST, EAST RENTO:V
� PAGE 9
._ "' , .,�,\
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
Surface Water Design Manual, Core Requirement#2
Basin: Cedar River Subbasin Name: May Creek Subbasin Number�
Symbol Drainac�e Drainage Compone�t Stope Distance Existing Poter�tial Observatians of field inspec.tor
Component Type Descriptlon fram site Problems Problems resource reviewer, or resielent
Name,Size discharge
Typa:.sheet,swale, constrictions;undercapacity,ponding
see map stream,channel,pipe, drainage basin,vegetatiorl, % 1/4 mi=1320 ft overtopping,flooding,habltat or organism tributary area, likelihood of problem,
�ond; Slze:diameter, cover,depth,type of sensitive destruction,scouring,bank sloughing, overflow pathways,potential impacts.
surface area area,volume sedimentation,Incision,other eFosion
C 1 Honey Dew(Honey) 3-4'wide drainage channel 0.5% 10 ft None None unobstnicted natural and man altered
Creek dralnage channel
C2 sheet flow pasture 5-15% 14 mile none none erosion
D Honey Dew(Honey) 3-4'wide dralnage channel 0.5% 480 ft None None unobstn�cted natural and man altered
Creek drainac�e channel
� 24"CMP Culvert 2-3'of cover under driveway 0.5% 500 ft None None if culvert over(lows,it will cause no
damac�e to private stRictures
F=-G Honey Dew(Honey) 3-12'wide drainage channel 0.5°/a 500-2000 ft None None broad drainage channel with heavy
Creek vegecatlon on both sides of channel
Triad Associates
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ne ir�formation induded on this map has been compiled by Kirg County s?aff from a vzr,ety cf sources and is subject to chance withoul nolice
King Counly makes no representations or wzr-anties, express or implied,as to accuracy,completeness,timeliness,or rights to the use of such
ir;formaticn. King County shall not be liahle for any general,sF•e�ial,in�irect,incidental,or conseGuential dameges nclu�ing,but not limited�o,
:cst revenues or lost profits resultirg from�he use or misuse of the infcrmafion centained on this m2p.Any sale of t�is m2p or in(crma(icn on
his m2p is prchibif2d except b wntten ermisson ot King Counly.
King_Coun;y�G15 Cer,ter News Serylces Commerts Search
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:he information included on this map has been complled by King County sta�f(rom a variety of sources and is suhject to change withou�nolice.
King County makes no representations or warranties,express or impiied,as to accur2cy,complete�:ess,tirneiiness,or rights to;he use of such
information.King County shall not be Iiabie for any general,speciai,irdirect, incidertaf,or censequen;ial dam�ges,ncluding,but ncl lirniled fo,
lost revenues orlost profifs resulting frorn th2 use cr misuse oF;he information comained or�this map Any sale o`ihis m2p or infcrr��;icn on
!his mao is prohibitzd except by writter.pem•�ission cf;4ing Counry.
K;ng.Ccuny�GIS Cenler�Ne�.vs�Seroices�Com�r.ents�Seareh
By visiting this ar.d ether King Ceunfy web pages,ycu expressly agree tc be bound by terms and condiiions of the site T:e c1e!�ils,
�1�:�� �;`.1�:1'\ � ':',I��IO�CL.tiO'� 'S�I"�,�C� 1011'.(S�I �;1�11',l�l�:.rSlll�l;ljl.��('I', ICC�JII1C=Cl1`�1 � 1�1-\i�'.��IP � � ��;�Ifi'� t
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DT�llll�l�� COI1:lE)181i1i:
_----- .. ___.. _- -�. _. _ ._.__._.
�-- - _____ _ __
� � �
°Complaint � ' ' i ' PADG
No Status i Problem IType; Rec Date ; TB fPAGO� FADD 1 I SUF � PIN ; NTB
I i i � � I
_._.._.._ ....__.�._....._..__ __...__ ....... ... .....7..._ ...._.__ ... _.__.. .. . ..'. .. __ _ ___._.__ _.. __ __ ,
__. .;-_ __ _� ...__ . �._
1995-0009 �CLOSED I ERCSIOM ;C •Thu,5 Jan 199.,OO:C0:00 �3�c4 i 14701 ;1 16TH ST i �1023G�9357�627A'',
� I � i � � �
� ;
... . ... .. ....___ _ ... l....... _ _._.. _ __.. . _. ,._. .__. _.... - -_.. -�---
�------�--- �
'1996-0185 �CLGScD�FLOG �C IThu,8Feb19960G.OG:GO ;35D4I11625;148iHAVEISE `1023059354�626J7 '
I '
i ! I � I i I � ; I
�-------- - - - - - ---._._.._._.....--._.._...._..__.--�—�-- —,- ----' ----�—' • �— �
�---------�--
i 1996-0552 CLOSED FLDG C Fri,23 F2b 199G 00:00:00 35u3'1 1615 i 148TH AVE SE 1023059353 E26J6 ;
- - ---- --- -. _----�
, --
�— - ---------I-----------...-----�--------I----I------=--��----- -�------------I -�---I
;1996-0552 i CLOSED FLDG f R �Tnu,14 Mar 19�6 OG:00:00 35D3r11615;148TH AVE SE (1023G59353I626.;6 �
' .. a � J _ I { '
1989-0776 CLOSED FLDG � Mon,4 Dec 19&9 00:00:00 35D4�11644T142ND AVE SE 102305906G 626J7 �
� ���__ �_^_� I __ I__� --� __1__. �
f19 9 151 CLOSED DRAINAGE C I�tan,22 Feb 1999 35D4 11624 142ND AVE Sc l 1023059092�626.:7 i
' 00:00:00 � E i
' � i � f � i
� Compiaint PAOD �
I NQ T ��-------------�— --�-- SUF --T---
Status I Probiem Type� Rec Date T3�PADD PADD 1 I PIN NTB I
� i --�
11988-0790 CLOSED DRNG C Fri,23 Gec 1988 T35D3�14418 116?H ST 1023059362 626.;6 '
. � � � l000�oo � 1 � � l � � � '
} 1989-0140 CLOSEDIEROSiON C (Tue, 14 Ntar 1989 35D3�14429 116TH ST 1023059004 626J6
! ( oo:ao oe I ` � �
---- —L--�— ------- -- � ''
--�----
i 1989-Q150 CLOScD DRNGiERT rWed,15 M2r 198G 35D3 I14428 i 116TH ST f 1023059363 y625JG i
I � I ( loo:oa:oo I � I
1994-1000 1CLOSED FLOODING C Thu,29 Gec 1994 35E4 11015 148TH A'✓E SE 102305939al627A7�
� { � T oo:oo:oo �� if__...._..._ 1
: I I �
I— �._._,.-------�--�—'----------�—r------ —�--- F
f1994-1a0C CLOSEDIFLGGDW�NCA Wed,22 Mar1995 �35E4 i1615!149TH AVEISE I1023059390i627A7j
f
� �-- { 00:00:oG �-- — � I I I i
j 1994-1C00 CLOSED FLOGDING R�! Tue,10 Jan 1995 35E4 11615 I 148TH A4'E SE I 102305�390I627A.7
i I 00:00:00 � I
l �
�__.___.____.____________________ __ ___________ ___ _ _.____ ___ _ _ ___ __. _.____ _. ________,l
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�i; ,�, uT, r ,,,�„�� KiNG C�UNTY ,SURFACE WATER MANAGENiENT DIVISION
DRA.�A�E IN�ESTI�.ATION �POR'T C
• Page 1; IN�IE51'1GATION REQUEST � Type
R� �d by: � � _ ���–�r bate: ���9' �C� CK'd by:_�.��" " File�No. �jt�� �� vC� —
- � –
Rece,ved from: (Flea�e print pleinly icr acanninp}. (Day) (��e)
NAf�1E: �/v�✓1 y�/ET� cS�'��. PHON� 2�5� !1'�c�S
ADDR�ss: >/G /S /-���� �I✓G–�'_�. ciri ��,7u,,� stat� ziP ��os-�' I
Lccat;on nf problem, If differant:
RePo�fsd Prablem: -� ____ ..�- ----- -- --- -- --------- �
-�'j�"�` ✓�7'��-c�--+� . , �Ca–fs�.��— �o � �ocrr� �re!'� 7- .0�� .
.
j,�r,�ti 5 �►'Y�'��'�. �r'-7rr��T �S�,f'"c.�.-/c.�^ _
, �
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Flat rame: 1 � l.ct No: S1cck No:
_,
O�Eher agencles Involved: � No Ffeld lnvestig�tiQn Ne�ded
o�raa��
�.`����.�``����: ���'���,.�`����x,��?����������,�`�'�����`�����������
�� /n �� o� Parcel No._ /D��q$ q 5S� Kroli TPtBros;Nsw zZ� �7
,�4 s T R —�� o�a 3s-�q
6asin y'�1/¢ C�unc�7 Dist Gharge No: •
RFSPO�JSF: Cftize�ot'�'ied On ��//— y �phone _ (erter _ in pErson ^� �^^V ���
:�.(l4� �vs ��/l� t.-��.- �a �,-��..-� ��� t�l.� �� �n 1� ��t� ��� -�,.
�`���� . �.���-
,
GISPOSITlON: Turned to on � – by OR: No further actfon recommended because:
LEad �gency has been notifled: �
,.,_ Probiern has been cortactetf. �No probiem h�s Eeert fdentRied. Pr1ar irnestigatlon �ddtessEs prablem:
�See Fle� -
°r�vata problem -NDAP wili hor consicler because;
r` Water orlglnates onslte and�or cn nelghborPng parcel
_Locatlon {s outside SV�fM Service A.raa. �dther (Spec'r�y):
DATE CLO�FQ: � ��l Q� ��: � �-�?� ' �
, ,., . . _._��-. �� ���� �.�. ���R� N0.3�9 , .520
- ---.-�. .. ....^---�---�_.... .
K�NG caUNTr SUR�AGE WATER MANAGE1v1ENT DlvisiON •
1����vT�G� Il'vT���i��AT��13 �PG�T
Page 2: �lELD INVE51'IGATION
3i7s of lr7VeSti9at�on;
;OMPLAIN a�94-1000 Iv�TZG�Tt
avestigated 1-6-95 by Doug Dobkins
,�cCt with MrS.MetzgCr onsite to d.iscuss her drainage concems that flooded the bas�nt nf her house,
Che basemeut was�Ioodcd and damag:d thre�rooms and a bathroom, Metzger lives below raad�ade and reciwas w�ater from 138 th a�vo
;E �x1d also �ditch to the north of her property thak is aimed right at 11er hous2. She has a smt111 yard dr�1n in the nortea_st corner af her lot
hat tries to handle tbis Ilo�vXt app�ars the small yard drain couldn't han�le the�Iow of wa�er and.overtopped and flooded the bas��nent.
Cbis roadside diteh l�aa water contnbuted by thr�„e properties to the north of Ivietz;er that drains into Ehis d�tch Mrs,Me�ger w�ts to l�cow
yho is responsible for tive drainage and who can fix thc pro�lem, .
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,Frcj ect Name: PA oj ect Num]�ez: �
- � _ _._.. _ . ,._ �,
�c�:�'kye�k9c5tkk�t�c�r9��c�c�c�kx�E�c�k�k�*�TM�ACT C�ITERIA*********�**�*****�*�,�**,�� '-
FOXNTS-ADD 0 , 2 ;PRO-ERTZ�S FU'�. R�SK , �
, Z�AC'�' � OR 4 F'4P, SEzI�RXTY I'�fFr'+CTED �+�,2 OR 4) TOTP.LS �
Li.vir.g st�ucture,, . �
�inish�d f loor (2 0 + �) X � + _Q c Z-�} � .
. �, AccEss . , (8 �- ) X � + = /�
' septic/w�].1 (8 + . ) . X + � �� '�
other structure cr (4 �- } X • -i- _ �
crawlspace
• �,andscaping/Yaxa/ �1. ' -� !�) X � •�- � _�. . _ �
- parking
othez prvperty/ ( . 5 + �`_} X _� + �_ _ ��_
. d,rainage syste.-a
Natu�a�. resource 3 + ��+ � C�
' . . ' SIIBTO'�AL = ��
��x��r��*����e�r�x���e��e�rX'LVr."NT FR�QtiE�iCY FACTOR*�***����**�*�k��k�*����� .
Ch�onic (1+ t�.mes/year) . . . . . 20 ' E.E.'F'. = �� '
- 2-5 years; inde�ini.te but � ' StiBTGT�:Y X E.F.F. _` '��
� oiten� channe7, exesicn. . . . 10 �
5�J.0 y2zrs . . . . . . . . . . . . . . . . . . 5 ADD 20 POiNTS IF IN
� T�GETED BASZN + (�
10-25 yearS. . . . . . . . . . . . . . . 2 �M
>25 y�ars. . . . . . . . . . . . . . . . . , . 1 To���, I2��aC� SCoRE --
Date: .�' Rated by J��� .
a��x�3�����*�c�c���c�:�*�c�*�t*�*�C05T-���1ErI.T RFTIa�c*�*�*�r��*��*�c�*������k.
�� �COST OF SOLi1TION - $ "� 99� ��
�oT� zr��cT SGORE X 1�0 / CpST = 2v'DAP FRzoRZT'Y 5CoRE =
Date: 'j. Rat�d bk• � �-��
* hot�: F1� di living s�ac:? fram stor:ns < 10 years receives
top prior�.ty.
� ��,
.._.__...--- ..__. . .-- - -- -._ ._ . ._._ . .
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� _ NEIGF:�SOPnoCD DF�IPdAGE ASSISTANCE PRoGRAM
c02�.?LAINT �'J�LUATZorI t�MO
DATE: 3-15-95
TO: P.AP�'JY SNGW
EROM: ALPV, b',.�YPRS
R^y• NaAP �'7?.I,UATIQN �'QP. COM.''TA=NT NO. 94- OCO KIid 2�'T�t3�.R
8 CKGRO[7Nb•
The oriqinal complaint w�,� called in on 12-29-94 and Doug D. completed
tihe i.nitial field i.nvastigation on 1-6-95. Randy Snow ar.d I epoke to
both M�e. Mstzger azd 5ch�oedex during ou� field evaluation on 3-6-95 on
5urface watar from gtreete, pasturee and yaxde north azd eaet oP
Me�zger's pXoperty which accumulate and flow into a very narrow drainage
ditch within the 148th Avenue sc RJW flawing south alanq �be west aide
of 148bh iato t�e NE cCxner n¢ bf6�zqer'e yard which ie a low poin� below
road grade in thie neighborhood baain. The flow partially draine into a
pri.vate Cg at the NE corner of her yard wh�.ch conva�a eorqe water th�ough
an 8 inch buried CPP pipe weet aro�nd the aoX�h �ids of her hauge and
di.achasge� wegt into the S�hroeder-'e horae paeture(se0 campl.aint 95-
0a04) apgroxima:ely 6 fee� lower than M�tzgsr's bac]c yard level. A
gmall pdnd formg at the NE cerner of Metzger'e ya.rd and durir.g �ecer.t
hea�,� runoff �looded into heX ba�ement filling eevexal bedrooma aad a
bathrocm, damag�.ng f srniture, cazpete and wa?ls.
�he Schroedar'� complaint ir,cludes repor�ad @rosion, aedimenta�ion, and
.�' . •increaeea mi.nor flooding acrose their large aloping� horee yard/pasture
from NE to SP1 towarde a 3,ow wooded area which develope in�o the upger
channel ef Aoney Creek which is tributary of May Creek. For this repert,
the horse paeture a,::aa impacte ase coneidered �e impa�t a horae boarding
coatme�cial hueinee�. �
�`I�IDZ*tyGS'
Since the problem meete al1 0� the NDAP project cri�eria lf.st�d below,
it quali.fiea for and hae been inveeti.gatsd uAder the ND� pKQgrsm.
• The pro�lem si�e ig wi�hin the S'r7bf servi�e araa and does not
i.nvolve a King Cnunty (Kc} code violation.
• The problem Bite shcws evidence of or reperted localized
floodiAg� eroeion and/or eedi.menta�ion within �he off road
drainage eyatem on private residential andJor commercial
prc8erty due to la�er up3�ream davelopment (Propertv other
tnan Kc er Sta�e roada, parks� cr achoole) .
• The problem ia cauaed by surface wster {not Croundwater)
from more thaA ons adjoir.ing proper�;� a.^.d crea�es t:�pacte
beyond the pro�ar�y ownera' control.
• If there ie only one a{fected groperty, that prccerty
cvntributee leas tk�ar. 75$ Of the problem runcff.
N4TE_ Thi� project has tap priority rating under txa NDA.P because
flooding of living spure has occurred from e� gtoYm judge3 to ba
lesa thaii a 10 year staria eveat.
PAGE 1 OF 3 �
„��. o,c�e�4 1 tiJ• J�1HI�i K� w�k;: N0.339 P.8i�a
OPTIOPIS A.`dD DI5C*J55Ta`7
Opt{cna coneidered to �cnvey the exces6 sarface etcrm water paat both
propQrties include the £ollowing:
<� _
1. InBt�ll an underground 12 ir.ch storm drain syetem from the N�
corr.er of the Metzger'e yard r.ear the existir.g C6, west approx�.mateiy
130 lineal feet to jupt ineide the Schroeder's prcpeX�y linG. Two Ty�e
1 CBe wou2.d be inetalled, one a� each er.d of thia 12 pipe. From �he
outlet of �he s�c�nd Cs to �e lccated nea: the N� corr.er of the
Schroedar'a horee yard on t'r.e south aide of the CB, a ecour �rotectior.
rip rap outlet would convey the storrn water aaEely into a grasgsd
earthen awala abeut 9 feet wide which would run agproxir,iately 175 feet
• eouth along the Schroe�er'e eaat proper�y line where it would diecharge
into an exig�ing di.tCh line flowing eaat to weet dcwn into w�.at appeara
to be a aatural drainage charinel wh�.ch flow� weat-no�thwest. �his etorm
water ewale would iaalude a scour pra�ectiea etructure/facility located
at the outlet of the storm drain pipe in the 6� corner of the horee yard
in arder to rdafely� convsy t'r.e peak flowe frcm the end of the grase�d
ewale into the existing eaa�-west maA-made ditch.
� 2. Thie optior. ie e+milar to No. 1 described a�ove. The
d�.fference is that thQ conveyance facility from the N� ccrner of
Metager'e yard west tio the 5vhroe�er's N� corner would consist o� a
graag lined ewals in pl�ce af the 12 inch etorm drain pipe. Thie optior.
would inc2ude a U ehaped discharge chute mac�e with eeveral reck
gabion/ltene mattrepsea eet on a layar of heavy duty tiltar fabric
Iacated at the eAd of t'r�e ewale at the wee� eide of t�etzger's back Xar�.
Thie chute would provide ecil e:asional protecticn where the storm
runoff wouZd diecharge frcm �he upper ewale down ir.to the ewa2e to c�-
Zecated along the eaat aiCe of the Schroeder'a horas y3rd. Frcm th! �
� polnt, tbe etar.n water would be cor.veyad eouth approximately 175 Yee_ �_
degcri2�ec3 aUove i.n Option No. I.
II�ACT SCORE s 220
, �R�POS�,'D SOLQTIQN:
i
Since �he eafe conveyaslce of the peak gto�tt runoff througY: the Metzg��e
yard ie of primary i�nportance, I reco�mend option No. 1 be employed to
slfely COnvay the peak storm water flowe paet the Ms�zger' e house.
Sinae a grasse� ewale migFst erade or wash cu� and fgi.l resuZtinq i.n
a.nother baeement flooding even�, the etorm cL ain facility included in
option rto. 1 �.� p�eferred baaec3 on �eliability and eafsty. Howeve�,
there is a queation whether or not a Type 1 C9 and 12 drain pipe would
hAve the capaCity to adequately protact tha M�tzgor's yard and home. A
emall basin s�udy was completed �n order to verify the ei2e of s�orm
drain facility required. The reeulte of the etudy uaing the S3UH
computer model were as shvwn balow:
Easic Data From Hapa a^d the KCS'�Rd Design Dianual:
8aain Area 3.6 Acree
25yR-2�xR Pr�cip. 3.5 Ir,chee
Tc 24.0 MiTlu�es
Soil Type Alderwood Group C
Areas ar.d CNa;
PerviouB Ares zmp�rvious Area
� af Area �� 25
Area in acree 2.7 0,9
CN 86 98
F?�� 2 09 ?
„ ..•. ”.�e�r.,� 1'U•3�IHI'1 Kl. WLkll N0.339 P.9/20
� . ., ,_
R^-.SULTB OF THE 6BLJH YfETgOD EASIN A."tALYSIS FoR 25 YG'�.Q ST4A:Q:
� PEr1.A Q CFS 1..70
' T-PEAX �2S 7.83
VOLUb� CF 31,065.
Baaed on a design peak flow of 1.? cFs, a 12 ,Lnch concre�a storm drain
pipe a= a 2$ elope would have an ample capacity of 5.5 C�'S. However,
aince the maximum capacity of a normal 2ype 1 CB grate inlet equals cnZy
abou� 1 CFS, an expanded grate or cone type rebar inlet etructura would
be requir�d along with a below grade rim inlet eet in a depreseion as
wel]. aa a raiaed maeonry type eemi�circle wing Waii around the CB inlet
to help canf3.nB and d�.zect the peak flewe flown into thg CB in].et. A '
grassed earthen emergency overElow cwale wauld also be required to
convep peak flowe exceeding the deei,rn peak flow ot 1.7 G&'S around the
houee.
Thie pro�ect ia egtl.matsd ta co�� approx3.mately $ 11,200.
The feasi��.l�.ty of this project includeg the follow-ing lim!tatione:
1. The clearance on the r.orth eid� Cf the Metzger'e houee ie
tight ar,d will prcbably slow con��ruction work alang the r.orth prcpax-ty
line. Acceea to the backyard will require temporarily removi.ng a
portion of a A� foo� high fence in two locatlone for equipment and
in�tal].ation of the etorm drain along tha north proper-ry line.
2. U�ility conflict3 along the narth property 2ine are ur.k.�aw:�
except tha e:zia�i.ng 6 or B inch ePP drain pipe shown on the field
ir.ve�tigation repo�-t. Other utilitie� could be in the yard areas?
3. Conatruction in both yaxds may be limited by poor soils and
the horse yard operatioae inc2µdir.g breeding/foaling ,eeason or o�her
eeaa3.tive horss i�gues. The pro�ect m.ust be cco�dinated with �o�h
cw:,ers aa r=_qu�red
P1�IORIT't SCQRE = 1.96
FZI.E N'�AE�7�.DCC IN WOR.D 6 .0 A�!T 3-7-9 P�GE 3 Or^ 3
N0.339 F.1bi��
- 1 r�•J4HI'I Y�. WLNii
i IV-i V.LC..I'�Y ��_�.._� .. '__.�_�..
w �
' ' G GOUNTY SURFACE WATER MANAGEMENT DIVISION
����NA.GE �VES�'ZGATrON REPORT
F�Qe 2; FiELD IN`JESTIGATION .
; s of lnvestigation:
n,
COMPY.AX?v''I'R9�-0G09 schroeder
Z;cvestigated 1�•95 by Deug DoUkin;
Meet with Mrs.I�Ltzger onsite to discuss her dra'.na;e �ncerns tna[floodcd the basement of he:house, '
The basen,ent was flooded aad dam�ged thre�rooms and a bat�uoom. Metzger Iives below zoad grade a.nd recxey;s Wat�r from 148ih avc
SE and also a ditch to the north af her properiy tt�at is airned right at her bouse, She has a smal�yard drain in the norteast corner of her Iei
that tries to hand]e tt.is flow.Tt appaars the small yard drain Couldn't handle the flow of water aad o��ertopped and floode3 the basemert�
Th�s roadside ditch has waier contributed by three prope;ties to the north of Metzger that drai.ns into this ditch. Mrs.Metzger wants to 1a�o•
who is zeSponsibJe for this dra.inage and who Caz1 fix the prublem. This also affecting the down stream neighbcr 4f Met2gec, �ay�nond
Schroc,�ier. complaznt nuznher 95--0009. I calicd Mr,.Schroeder and e.��plained t1Lat Chis'�vou:d he Ioaked at t�nder t�'�e NDA r�vie�v on
�fetzger cnmplaint and we clos•:lus file to MeCzger.
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Invns,ig�ted bY � Date I
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i7v� . o.cue��; i�•.3��i" Kl. WLK:.i N0.339 P. 11/2�'J .1
~ KING COUNT( SURFACE WATER MANAGEMENT DIV1S14N ��
DR.�Il�IAGE I7:�VES'TIGATION REPORT
Fage 1; INYEST1GATlON'REQUEST 7ype C
�
ecelv�ci by: f� � — D�te: /��/9S OK'd by: ` Flle No, g5—a�^
. . . __ .. . .. _ �� �
RaCBived from: (Please print plainfy for scanninpl. (Cay} {��a'`�
Nat��G: Sch r���r � � PHONE Z 7��61 3 3� ""�O^'- w�
.-
a mor7 , _ �
ADD�ESS; 1 y7G/ S� //�� 5"' Cir� IP�,.�TD�/ __ State Zip�
Lecation of problom, ii dlfferent:
� � �R�
Reported Problem: � • ,
Gt,CL'f'� r5 C�rCL��il7S, �/'J-� �� 5 f7"�Qf'
-J-1,�'� h�s �gh�ers l07'` erod��� h'S pro��
N�. �S a�red �-h�s hGrnE, �� 2 Ye�s y�
-�he. p�b�e.�-, or�7 Oc.cu.rs c1�...ti���� heavy
I'a;r,fa.1 I. C v-n o-n Y t"t"`�n5- b-e c�c�n� �c
S'�C� -E-1^2- -c.t—�S�m !'
p �� �.7<� c��-t- !3�Fc R,E J/f✓F���.��.�iCn;
.
Plat nar'.�e: L,ot No; Bicck No:
Otf;er agencles Invc�ved: Na Field {nvestilgatian Needed
} Y ��y,y lM y$ � I
t. ♦ �i � .,a�s�,. �f 6- � �+°` �Y��:�f.# �` r.��y,�,��`4t0:���a��R� �' I
���������: �� ���������������� ,��:�����,.. ���.`
N� /0 23 5 Far�ei No. loZ3cS q357 Krolf &p5 E Th.Bros: N��,v E�S q7
S/4 S T R ' ��� 6
i �y �o
� �asin M�^ Gouncii Aisi I�_ Charge No:
� R�SPONSE: Citizen notlfied an �-9��,,by �phene_ fetter _in person � ~ � Q�- �°pO�
; C'e►,1�� '�C� i v��r rsu. -��,6 4, ,'// b� ��bs�4 '� 9�-1� /L4,�,Y tr- �-�- -L-�.:;, ti,,l� �,
! �.�'�' � N� �^e /U�� �J!'tJ G.�x � G�o'�r�Q `K� �'��COb t
j
I
DISPOSlTIOIV: Tumed to vn by oR; No �urth�r action recommendc-��9raU
C. �� 7'�''Ab
Lead agen�y has been nct'rfied:
_ Problem has b�en ccrreGted. _No prob(ern has baen idertffl?d, ���n F1e n#vestigatlon addressas pr�ElEi
�rlvate prcbrem - NDAP wi/f not conslder becausa:
��'ater orig[naj�s onsite and/or on nelghbaring parccl
, Location Is a�,tcsida SWM Servlee Are . _Other (Specify):
CA7r Cl.OS�D: o r� 2�/�� by:
s� 9��-`o d d
. .- . -'-_- . _�.. �,.� �� �..�,..i.�.� wu�,i..�i�..0 � 1✓1.L1J.J..( li`41 .sv . � -•�• . � — ���i.3�cJ F. 12ir�
� ►.�r.�,1,. ... . . ._. . _ .__ _ . . . . ....i..-, r�r.�►�.
K1NG COUIVTY SURFAC� WATER MANAGF_MEN7 DIV1SfON
DRA_I.N�GE ]I�'V�ST�GATIOI'tiT REFORT
Page 2: FIEI.D INv=S7;GATION
�ils of lnvestigation:
CONIPLAIN'I'#9�-0Ob9 scaroedcr
[avesti�tted 1-b-95 bv Doug Dcbkins
�iect with I�irs.hietzger onsite to discuss her drainage conc�rns that fleoded the bascmcnt of her��se. "
The bascment was flooded nnd damaged rhr�rooms and a batBroom. Metzger livcs betow zoad�ade a.nd recie�ves wat�r from 143tih ave
3E and also a ditch to the north af her property that is�imed ri;l�t at her house. She has a small�+ard dlain in the norteast comer af her lat
b�3t�es to fta�dla t�is flow.It apgears t�ie small yard drain couldn't handle the IIow of w2ttei'3nd�wettopped and floe'ded the b�sementr
i'his roadside ditch has watet contribu[ecl by three properties tn the north of Metzger tb2t dcains into this�itch. MrS,M+.tzger wants to]ciow
Rho ie responsible for this drainago and who can fix the prablem. This alsa affecting the down stream ncighbor of I�fetzger, Raymnnd
�cluae�er, complaint number 95-04Q9. Y ealied Mr„Schrccder a��d expiained i.�at this weuld i�e looked at under tha NDA rc�zew on
�ietzger complaint and we close his�le to Met2ges.
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:FIItOEDER
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143T"rI Ati�
SE
ir,ves;igat�d by � Date.
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KING COUNTY ���,�,�CE 1^��T=R MANAG�M�NT DIv�SION
D��.X�T.�.G�E xTIV�ESTz�A.T70N �,PO�T '
' . ' Pa�e �; �N'•JCS7IG:.TION REOU�ST T;rpe C
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r�ecei�e� by__ �T. G--------------------------------Dtl}�----L-��9�__�.GKd bY------`�---• F�le Nc.--"�---��SL�
P,eceived from; (Please prin( plainly for c�nnin�!. (C3y) (E�e)
�Na.t���: �a ve �/'oh�;S'of'I PNor�� 255� 2�C � .
' ADDR=SS�. I/GZ S . .����'�v� � Cihf. �P�^r�v'l Sta�e �'r�0<
'�.Loc2tfon of problem, .H d'�r,'erent:- --a.f,SG - - �'GL./� �C�iC �j �pJ�� �rir'•� /Y'�T�Z�'L� ,�J�S��'�
, Reported P;obl�m:�__-- ---------�- -------------✓�-------------Q+ /��S/S -/s/Fr��A�t��' s�' _'��'"-
. � - � �u�d,� �am �Q �..r�s ��a f'lI or� /����v
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i,'.:w:.':i},:.a�"�'����."�d-�"'n`?M`?'. 'r.M.�v�'' "a::''�'c..,.::,....—...,�........�f_�.:wi�.,:. �. O:W>-XX.?.CW�SY2:J4:�Z-..e.sa�...�ol.A c.'-�:c.. �'� �n..'tr.fi3f,..�;t.�,:s:.�.'+:'::�.c:'ti: i:' S.
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N�.� �C� 23 � , �G���� ;��. � L02 3 0 � �l 35�{- r;G�l ���� �n.��cs; N=���
i�� ' � i ' n , � . • � �id ,^�� ^'
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'. �as�n '��}� Council �ist��. C�'��;c� No'� � ��D� � ��'
- r'cSPOA1S-:' C��ii?n rotri�d cn ��ZQ't� b; C� phens _ ls;,�r �in p�rscr, � .
.• J��./'e� 9-� �c�,s -�� c�.cK. P�P�- �n l Y��"`' sE� � � . . .
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�'l f� �.(��� -� ��S• /u.�.,..-�s-�-�•-� � z�z'�-y� .
D/SPGSiiiDN: Tu-ned io cn by p?: No fu�!�e� actio^� rec��,;r'�?r��'�' b=c
� Lezd �,�ency ha5 be�n no�rtied; �c�f�}-,� �-�� � � ?i ' , \
=;Qbl�(il ric> �22I1 CC�fECic`.S; � �'o pr�bier„ h2s b°�� ic�rii'�ied, r�rior ir,v�s;ic�;ion 2cdress�s �r�
� . �SeA =dE �
r�iv�re proble,� - �'DrP will ncr consr'��r be�?�ss; '
Vva;�r c7gin�te5 cnsite ?nd/or on ne!ohbcrinc pGrce! - �
• ��ocation is o��tside S'+'y1�1 Service Are�. . . Gch2r (Sp�c'n�): � •
D;_= CL.qS�D: � /�/ �� b�r -`����
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�" COMP�AINT 56-0185 JOHNSON, DAV�
Investigated by Doug Dobkins cn 2-21-g6
�Ar. Johnson was not present at the time of investigation. I left a doar hanger
with card and phor�e #. Mr. Johnson is concerned abaut the runoff from 148th
�v�nue SE flooding his proper�,� and the neighbor to the north af his property
Metzgers, There is a catchbasin at the northeast comer of SE 118th and 148th
� Ave S� which backed up during the storm on February 8th. 7he pipE under
148th could not handle the capacity and backed up onto 148th and ran tb the
west onto Jahnson's property and on MetzgePs property, This problem laoks tq
be created by the intense storm on February 8th, I will call Mr. Johnson to�nd �
out whether the water back�d up from the cat�hbasin or bypassed the basin �nd ',
� ran�down the driveway. NDA project�on the neighboring property of Metzger.
Both live below road grade.
LEFT MESSAGE W1TH DAVE JOHNSON �N 2-26-96
SE �16TH S7
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- �oPEN CITCH '
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�cw u.�o sHcu��
0?EN CtTcH .._ .�fi�: \ . .
S� 118TH ST •
. 1�STH AV� S�
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'�'i� KIN� COUN:TY`�URFACE WATER MANAGEMENT DIViSiON � . li
J?RA,rNAGE INVESTIGATXON REPORT
Fage 1: INYES7IGATION REQUEST Type � I
�e d by� ,r L . �ate: �.,, Z3- 96 GK'd by: FUe No, �'�- 5 5 2 �
Re�eived from: (Fiease prtnt plainty for scannlnp). (Day) (E✓�j
JAMc: �a.Xr�on d T,'rY7 PHON� 2,35- 97a�
1DDRcSS: l/� l � /�/� '�' �'�'� s� c�rf �e,,�,; st�tz z�P 98osq
.ccatPon of problem, kf dlf�erent:
�eporfed Problem: / P l�t�Q�..-�-� 7�,c
• Y ��C� ,bQ S��'!,P,✓1�- , �'1�T
. � roaG�r,v�,y, �-/e r.•.��'// 6-e �'/�i�,9 �.
c/a.�'m.
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ti'. •�t%�
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'{a: narns; Lot No: Block No:
�tt,er agencles fr�voived: No Field Investigatlo� Needed �
' Qntttal�)
� `.�: �. , :�`' :��' ?, "� �-- �
�� l G 'z3 � Parcei No, l0-2 3 0� 13`�.3 Kroii ��rJ � Th.Bros: New_�A� ��o
y/� s -, T R 01d (;�2.� ,Ca�p
6asln�Y�� Counci► Dist�M Charge No: . �5-�3} ��J
tFSPONSF: Citizen rotifiied on�,�?,�by hone� Ietter �ln person ,
�ISPOSf170N: Turned to�on � y by � � OR; No furtner actlon recommende�� b�cac�se:
Lead aaancy has beert nctifled: � �
� Problern has been corrected. �No probiem has been (der�tified. Frlor i�vestfgatfon addresses prcblem;
—5ae Flle �F - .
��j Privaca problem -ND�',P wll!no�consider because: �----.
Water orig(nates ons�ts and/or on nefghborfng pa�ce!
_Lo�tion is outside SWM Seraice Area. �Other (Specify):
DATE CL.Q�ED: � C J l . by:� ' �,�, ��..J/�lce��vuv`� — � Sc,.Ju-� l,�-Sca�
--r-�,,4.
, '`�C,�� .,
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—_...••1�u�.• .1 v v 1 V1 V C1�;10.339 F. 16i�0'
, ,.. . , ...���, ��,�,�:'�inla�,v�v��JbNd41� b�ldr��1 ��d1bf1S 1�.1_N(l�� [JN1�{ I,
- ,�-...,�. _ _ . . . ,
- � , . �.._ ---
Date: hi�rch 7, 1996
Date of In��estigntion: biarch 6,1996
FM: G�uy-Paul Reinkc
RE:Evaluation for Complaint#' 96-455'.
Tim Rsymond tLynn Met-zk�r
11615 1�8th Avenue SE
Renton,WA, 9$059
Day P 235-9735
I�is.I�ietzk�r's home lies below the road olevation of 148th SE. 5he st9ted that during the heavy rainfalls
of fiebn�ary, 1496, she experienced watet insido tha hc�use. Two basement living rooms were damag�i.
Ttio carpets haci to be replace�d and the walls repaintEd. � �
� Ms.bietzker said thc oratcr is ftowing fram SB 116th Str�t„aver the praperty to thc nolth and aiso down
a culvert in thc front of the pro�erty ro the north, The culvert R�atcr flows into a�in the noztheast
rnrner af her property and thnn outfalIs ne�the the bedroom wi.ndows. Tb.is has happcn�,�tl at least once a
year i.n the fcur years shc�as�wned the pr�p�rty, Shc was not aware ofthc.water groblems when she
hought tbe home. ` •
She fer1�that watr,r is coming dtrnm the s�c„at(143th)from 5ome recent deve]opmenG I recommend that
this be turned over the the Iv'DA Program for futhPr study,
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Nei�borhoad Dr�innge Assistance Program
Conoplaiut Evali�at�on l�iemo
'Vr.h
D ate: 11-��rr_h 26,1996
bate of Ynveatig�tion; l�iarcb 25,1996
F1�i: Jeff Jacnbeun
ItE:ND:�P�vuluatioa for Complaint# 96-0352 �
Tim Raymond J Lynn ivletzker I
1�,615 14Sth Avenuc SE � '
R,nLon,WA 98059 I
DsyP 235-�85 I
Com l�int Chtron�lo
Original: 2�23-96
Field In��est; 3-07-96 '
Field E`aI: 3-�5-96;4-02-96 ,
Old Files: 94-1000,95-0009
B nekaroUn�
'I�m Raymond,the cornplainaut,called Fehrvary 23, 1996. The house sits 5 to 10 feet below tbe surface
ef 148th Avenue SE. He says runa�f2om the ioadway 120 fe�t to the north(SE 116th Street)is�looding I
his basemrnt. This road is not maintauled by the c4unty. This has be�t a re�ccurring prnblem for him
e�ver since he bought Lhe honse. Ivir.Raymond is the fi�st owner of the h+�use. �Te c�aims this sort of
flocding occurs four or��va times a year. ,
Lynn Metzk:r,thc cut�ent ocCupan#of tha house, had caLletl in a complaint December of 1994. The
investigation was titmed iztta a NDA review. The NAA re�tiew�as given a tAp grioziiy scare. Hnwe�ez,
befom any conatruction taok place the owner of the honse had installed a catch basirrlcon�eyance sy�tem
af bis own. The sysCem ins�alled by the awner waa very similar to the system rccommended by t�ie county.
Thzrefore,the county elected to cancel the constcuction�f the proposed I�Il�ARfunded convey-a.-�ce sys:er.�.
FindinQs
Au.'in�my site i��ves'agatinu on A�ri13� 1996 I held a co�ersation witl.Mr. Ger,�ch, Mr, Gecspsch is .
the properry o�,vuc�ar abutting Ms.Metzk�r/Mr.Ftapmond ta ths north. He ciaims he axpr�enccd same
minor flooding on Febru.�y 22, 1946. Appar�ily,�me vandals had destroyed a fire l�drant on the
inursc�tiez►of 148th Avcnue S�and SE116th Streei.The firc hydrant is located lI2 block uphill from the
Me¢k�hosue. b�r. Gtrspach noted the:�Setzker hous:hold ox��tienced d�mage af the livi.ng spsce ut tl�e
hasement due to this act of vandalis:n.
I called Ms.Penny Ivi�rrill wich King Couni�'S�Tatcr/Stwver Ai strict No. 90 or.Apri13, 1996. She
c�nfirmed an�ct ofvqnaalicm bad oceurxed uivelvi.ng fire h;�dsants on�'cUivary 22, 1946. Additionaily,
shc had a r.ecorded coz�plaint fre�111615 1�3th A•renue SE on this night-the aight o�the'vaztd�lism. �
�,Uv. �.����1_0� �7AM KC WLRD � N0.339 P.18i2`d
��
% Thia addres;is?�ts.Metrl�rs'. Ms.M�tzlcer placed a call to S'WM on the fcllowing&1te: Febniary 23,
1996. -
This drauiage problem does not quali.�y under the NUA Program crite�ia 'The problem was net pa.*t cf a
natural storm�event, 'Thc problem was caused by an isolated act af vandaliem and no[a stor.n event. TIZis
was the first floocli.ng cornplvnt received since the complaint logged in Dec�mber of 1994. Ivu.Raymond
did upgrade his storm conveyance systetn since tha ori�nal complaint My conversation wich I�ir.
Ra.ymond whil�'on a site investigation,March 25, 1996 revilzti the catch 6asin system located on the
z�ortl�eastezn po�tion of�e property was adequate�'or the water received. AC that time,I�ir.R3ymdnd's
pri�arf concern was the she�t flo�sv coming off the neighbor's propezty. 3'his sl�eet flow was abviousiy an
isloated event caused by the damng�d�hydrant Havi.ng recaiv�d no additional comglaints for thc la:t
two major storm event3,Novenihher, 1595 and February 8, �996,respectively, SW:vI considers the�1�
closed, •
_-_ _._.. .�� � ��� i��. WLRL -�.� . _ ... . ...NG.�J� P• ��r �V �
�'�, � h:ING COUNTY WATER��.'�.�`V'D RESOURCES DIyISXON ^'='"`�T
�i'� DR.4INAGE ��STIGAT��'I�;��PO�.T
' Page 1: Ixv�sn�AT7ox R=c�L�s i Type �-
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:cFrr�s�: ��� Date� ��% OK'd by ��o q�"`d��J~�
Received from;
��Y) (�1 (Eve) �-�
Na�,�: �� `�1�'��� Pxorr� �5�-- - �Z�
ADDRFSS:�I.�Q��r f`��N� ,�']l�� �- Cit-�_�I�� State Zip �
r,ocation of proble� if d.ifFerent: ,
14eporfed Pi-oblem: GA.I.L FTR5T� (Wrn:ld Li.ke To Be 1'resent) '
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narne: � � Y.ot Na: Block No:
�t��:ez� agencie�vol�v� Iuo field investiga`aan required
;ni�als
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1/4 �S T R Parcei No. 10 Z3U5 ��u�l Z I{rall Sr�S E. Th.Bros; New
/�, J Old 3�j��
B�,gin� Coun ' District�/ Chatge No.
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.PESFO�sE: Citizen nofi�ed on �! _ by: �/ phone latter , in person
L,,'{/`�i;- �J P�'�`��� 7�1�,�''�- .S'c��( •G+f Ocl G..O N ti°L°r� f}- 4/?��i-�
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DI�POSITZON: Turned to on / / by OR: I�o fiu-ther action recar.unended because:
Lead a�ency has h�Pn riotifipd� _ .
' Prohlesn has beeu corrected. �_ No problem r.as bcen iden +'t.£icd. Prior invcs`�ga�on addr�ses pro�?e_:i:
' saE�# �
Prvate problein -Iv7�AP wilI not consider because:
�'��ater originates onsite and/or on neighboring parce?.
� Lacation is outside R�RD S ' �a, Qther(Specify):
:��tE CT�OSED: 3/ � / �/ � By�:
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Complaint 99-01�1 Rutl�doe
Invesdgat�d��Pat Si�:ons 0�+'G 1;'99
I me;wi`�I�fs.Rut'_edge abeui ihe drainage that fiows in tb.e Hc�e pasttue Uelund he�'i�ome. Tlie water
flows out of a poud/wetland and through a swale tliat is about 50 feet from her South fence. The waYer is
about 2 feet wide on the West zd�e of her proper'ry and 5-6 feet wide an the East side of the.parcel.This
appears to �e a natural drainage course that�lows w11az�the Wetlan�df'pOAd get Psll eaough. Sne wou.d like
to k�ep tho sxeara narrow to allow more room for the horses.
I stated that I�rould look mto the nature of this dr�raage to see how� it is protected u:�:der ct:r:a�t ccdes �d
provi�e her wi+h some in.formazicn on t�e res�ic�'.cns near the dramag�.
142"d Ave SE
11642 .
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3 2 2 KCRT�rR.�'"JGFF FILES METHOD—GENERATfNG TIME SERIE.S
TABLE 3.22.B EQUIVALENCE BE'I�'VEEN SCS SOIL TYPES AND KCRTS SOIL TYPES
� SCS Soil Type SCS KCRTS Soil Notes
Hydrologic Group
Soil Group
Alder�vood (AgB, AgC, AgD) C Till
Arents, Alder,�ood tilateriai (A.mB, AmC) C Till
Aren�s, Everett Material (A.n) B Outwash 1
Beausite (BeC, BeD, BeF} C Tili 2
Bellingham (Bh) D Till 3
Briscot (Br) D Til1 3
Buckley (Bu) D Till 4
Earlmont (Ea) D Till 3
Edgewick (Ed) C Till 3
Everetl (Ev6, EvC, EvD, EwC) A/B Outwash 1
indianola(fnC; InA, InD) A Outwash 1
Kitsap (Kp6,KpC, KpD} C Till
Klaus (KsC) C Outwash 1
Neilton (NeC) A Outwash 1
Newberg (Ng) B �'ill 3
Nooksack (Nk) C Tili 3
Nerma (No) D Till 3
Orcas (Or) D Wetland
Oridia (Os) D Till 3
Ovall (OvC, OvD, OvF) C Till 2
Pilchuck (Pc) C Till 3
Puget(Pu) D Till 3
Puyallup (Py) B Till 3
Ragnar(RaC, RaD, RaC, RaE) B Outwash 1
Renton (Re) D Tiil 3
Salai (Sa) C Till 3
Samrnamish (Sh) D Till 3
Seattle (Sk) D Wet(and
Shalcar (Srn) D Till 3
Si (Sn) C Till 3
Snohomish (So, Sr) D Till 3
Sultan (Su) C Till 3
Tukwila (Tu) D Till 3
VVoodinville (Wo) D Till 3
Notes:
1. Where our�rash soils are saturated or underlain at shallcv� deFth (<5 feet} by glacial till, they shculd
be ireated as till seils.
2. These are bedrock soils, but calibration of HSFF by Kirg Ceunry DNR shows bedrock soils to have
similar hydrolegic response to till scils.
3. These are alluVial soils, seme et which are underlain by glacial till or have a seasor�ally high water
table. In the absence of detailed study, these soils shculd be treated as till soits.
4. Buckley soils are formed on the low-permeability Oscecla r-�,udflow. Hydrolegic respanse is
assumed to be similar tc lh�t of till sciis.
1'�98 Surface Water Desi�n I�fanual 9/1/93
3-25
G�IDE TO hU�.P?ING U1�ITS
For a full description of a mapping �mit, read bo2h the description of the mapping imit and that of the soil
series to which the mapping tmit belongs. See table 6, page 70, for descriptions of Koodland groups. Other
information is given in .tables as follows:
" Acreage and eM ent, table 1, page 9. Town and country planning, table 4, page 5i,
Engineering uses of the soils , tables 2 and 3, Recreacional uses, table 5, page 64.
pages 36 tnraugh 55. Estimated yields , table 7, page 79.
Woodland
Described Capability tmit grotcp
Map on
sy:rbol Mapping unit page Symbol Page Symbol
�A gB—A1derW ood gravelly sandy loam, 0 to 6 Qercent slopes---------- ]0 IVe-2 76 3d2
�AgC�—Alderwood gravelly sandy loam, 6 to 15 percent slopes--------- 8 IVe-2 76 3d1
�1gD A:derwood gravelly sandy loam, 15 to 30 percent slopes-------- 10 VIe-2 78 3d1
AkF Alderwood and Kitsap soils, very steep------------------------ 70 VIIe-1 78 2d1
AmB Arents, Aldenrood materi al, 0 to 6 percent slopes 1/---------- 10 1Ve-2 76 3d2
J�mC Arents, Alder�+ood materi al, 6 to 15 percent slopes 1/--------- 10 TVe-2 76 3d2
M Arents, Everett material l/----------------------------------- 11 IVs-1 77 3f3
BeC Beausite gravelly sandy loam, 6 to 15 percent slopes---------- 11 IVe-2 76 3d2
BeD Beausite gravelly san3y loam, 15 to 30 percent slopes--------- 12 VIe-2 78 3d1
BeF Beausite gravelly sandy loam, 40 Lo 75 percent s]opes--------- 12 VIIe-1 78 3d1
Bh Belling}�am silt loam------------------------------------------ 12 11Iw-2 7b 3w2
BT Briscot silt lo�n--------------------------------------------- 13 IIw-2 75 3wi
Bu Buckley silt lo�n--------------------------------------------- 13 IIIx-2 76 4w1
Cb Coastal beaches----------------------------------------------- 14 VIIIw-1 �8 ---
Ea Earlmont silt loam-------------------------------------------- 14 IIN-2 75 3w2
Ed Edgewick fine sandy lo�n-------------------------------------- ]5 IIIw-1 7S 201
EvB Eve rett gravelly sandy loam, 0 to 5 percent slopes------------ ]S iVs-1 77 3f3
EvC Eve rett gtavelly sandy loam, 5 to 15 percent slopes----------- ]6 V7s-1 78 3f3
EvD Eve ret[ gravelly sandy loam, 15 to 30 percen2 slopes---------- ]6 Vle-1 77 3f2
F�C �Everett-Alder.rood gravelly sandy loams, 6 to 15 percent
slopes------------------------------------------------------ 16 'JIs-] 78 3fS
Irvt Tndianola loamy fine sand, 0 to 4 percent slopes-------------- 17 iVs-2 77 4s3
InC Indianola loaary fine sand, 4 to IS percent slopes------------- 16 IVs-2 77 4s1
•••� Indianola loamy fine sand, 15 to 30 percent slopes------------ 17 VIe-1 76 4s2
' ,Kitsap silt loam, 2 to 8 percent slopes----------------------- ]7 IIIe-1 75 2d2
: Kitsap silt loam, 8 to 15 percent slopes---------------------- 18 IVe-1 76 2d2
!. Kitsap silt loam, ]5 to 30 percent slopes--------------------- 18 VIe-2 78 2d]
IV., Klaus gravelly loamy sand, 6 to 15 percenc slopes------------.- •18 VIs-1 78 3f1
Ma �tixed alIuvial land------------------------------------------- 18 VIu-2 78 20]
NeC Neilcon very gravelly loamy sand, 2 to 15 percent slopes------ 19 VIs-1 78 3f3
Ng Newberg silt loam------------------------------------------ 19 IIw-1 74 201
1ic Nooksack silt loam-------------------------------------------- 20 II•a-] 74 2oI
No Norma sandy loam---------------------------------------------- 20 IIIM-3 76 3w2
0-r Orcas peat---------------------------------------------------- 21 VIIIw-1 78 ---
Os Ori dia silt loam---------------------------------------------- Z1 IIx-2 75 3w1
OvC Oval] gravelly loam, 0 to 15 percent slopes------------------- 22 1Ve-2 76 3d1
OvD Ovall gravel]y loam, 15 to 25 percent slopes------------------ 23 YIe-2 78 3d1
OvF Ovall gravelly loam, 40 to 7S percent slopes------------------ 23 VIIe-i �8 3dl
Pe Pilchuck loamy fine sand-------------------------------------- 23 VIw-1 78 2s1
Pk Pilchuck fine sandy loam-------------------------------------- 23 IVW-1 76 2s1
Pu Puget silty tlay loan----------------------------------------- 24 IIIx-2 76 3a2
Py Pvyallup fine sandy loam-------------------------------------- 24 IIw-1 74 201
RaC Ragnar fine sandy lo�n, 6 to 15 percent slopes---------------- 2S IVe-3 77 4s1
RaD Ragnar fine sandy loam, 15 to 25 percent slopes--------------- 25 VIe-2 78 4s1
RdC Ragnar-Indianola association, sloping: 1/---------------------- 26 -------- -- ---
Ragnar soil----------------------- ---------------------- -- IVe-3 77 4s1
Indianola soii------------------------------------------- -- IVs-2 77 ds3
RdE Ra�ar-Indianola association, mcde:ately steep: 1/------------ 26
Ragnar soil---------------------------------_------------- -- VIe-2 78 4s1
Indianola scil------------------------------------------- -- VIe-1 77 4s2
V. 5. CAYEPNMENT PR�TWG OFFIGE:19'7 0- 168-256
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L
East Renton/Rosemonte—Technical Information Report
4 FLOW CONTROL AND WATER QUALITY DESIGN �
One detention facility is proposed to provide flow control and water quality treatment for this
project: a combined wet pond located in the northeast corner of the site. Detention volumes
are sized with King County Runoff Time Series (KCRTS) program. In accordance with the
1998 King County Surface Water Design Manual, the site will release water at the Level 1
Detention standards (Conveyance Protection) and the Basic Water Quality Menu. Dead
storage in the pond will be used for water quality treatment.
KCRTS was developed as a hydrologic modeling tool for King County. The runoff files have
been pre-simulated for a range of land cover conditions and soil types for different regions of
King County using the U.S. Environmental Protection Agency's HSPF10 model. The
HSPF10 model was calibrated with regional parameters developed by the U.S. Geologic
Survey and King County Basin Planning. The KCRTS program simulates the project
hydrology through the scaling, summing, lagging, and level-pool routing of runoff files. The
KCRTS program includes a group of analytical tools to provide statistical data on the
generated time series files.
The KCRTS Level 1 standard requires the project to match peak flows for the 2- and 10-year
event from the developed site with the respective flows from the predeveloped site. The
detention facility characteristics (facility dimensions, discharge structure configuration, etc.)
are manipulated to adjust the facility outflow peaks until it approximately matches the 2- and
10-year storm events.
The drainage concept includes some areas that must bypass the proposed facility to recharge I
the wetland. Runoff from this bypass area is modeled and compensated for within the new I!
facility. Refer to the Existing Conditions Exhibit and the Developed Conditions Exhibit at the
end of this section for the delineation of these areas. �
A summary of the results from the detention calculations are included in the following pages.
Actual KCRTS output (i.e. basin summaries, stage/storage/discharge table, inflow and
outflow durations, etc.) is located at the end of this section.
Job#01-047 Page 4-1
October 19, 2011 /T�D
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East Renton/Rosemonte—Technical Information Report
According to Table 3.2.2.A from the 1998 KCSWDM, the estimated Regional Scale Factor
for the Rainfall Region is a SeaTac value of 1.00. The site is underlain with Alderwood soil,
which is classified as hydrologic soils group "C" or till soils. (Please refer to the Soil
Conservation Services (SCS) map and SCS legend located at the end of the section)
4.1 Detention Facility
The pond receives runoff from the northern and eastern portions of the site depicted in the
Developed Conditions Exhibit, located at the end of this section. This also includes runoff
from frontage improvements along the western half of 148`h Avenue SE. This pond will
provide live storage for detention above a permanent pool of dead storage for water quality
treatment.
Existing Conditions Basin
The existing conditions has been modeled as till pasture based on the existing conditions of
the site and existing impervious area includes 148`h Avenue SE. The existin� ground cover
characteristics are listed in the followina table.
Existing Impervious (148`h Ave SE and houses) 1.07 acres
Till Forest 2.35 acres
Till Pasture 14.45 acres
Total 17.87 acres
KCRTS Peak Existing Flows
Flow Frequency Analysis
Time Series File:ext.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS} (CFS) Pe�iod
1 .34 2 2/09/O1 15:00 2.42 1 1CO.00 0.990
0.647 7 1/05/02 16:00 1.34 2 25.00 0.960
1.31 3 2/28/03 3:00 1.31 3 10.00 0.900
0.331 8 8/26/04 2:00 1 .25 4 5.00 0.80a
0. 751 6 1/05/05 8:00 1 .18 5 3.00 0.667
1.25 4 1/18/06 16:00 0. 751 6 2. 00 0.500
1. 18 5 11/24/06 4:00 C.647 7 1 .30 0.231
2. 42 1 1/09/08 0:00 0.331 8 1 .10 C.091
Computed Peaks 2.06 50.00 0.980 '
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October 19, 2011 �
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East Renton/Rosemonte -Technical Information Report
Allowable Release Rates
Q2 = 0.75 cfs
Qlo = 1.31 cfs
Developed Basin to Pond
The ground cover conditions for the lots in the developed conditions have been calculated
with R-4 zoning which has a maximum of 55% impervious coverage. Total lot area is 10.34
acres. Additional areas include open space, frontage along 148`i' Avenue SE and the
detention tract. The following table shows the breakdown of the developed site areas.
Pervious Impervious ��
Lots 4.65 acres 5.69 acres ���
Open Space 0.25 acres I�
ROW 2.91 acres �
ROW (148`h Avenue SE, Offsite) 0.93 acres ,
Detention (Open Water) 0.86 acres 0.37 acres
Total 5.76 acres 9.90 acres ;
Total Developed Area to pond 15.66 acres
KCRTS Peak Developed Flows
Flow Frequency Analysis
Time Series File:dev.tsf
P�oject Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
2 .92 6 2/09/O1 2:00 5.90 1 100.00 0. 99C
2.38 8 1/05/02 16 :00 3.74 2 25.00 0.96G
3. 50 3 2/27/03 7:00 3.50 3 10 .00 0.90G
2.57 7 8/26/04 2:00 3. 10 4 5.00 0.800
3.1C 4 10/28/04 16:00 3.09 5 3 .00 0.66�
3.09 5 1/18/06 1n:00 2 .92 6 2 .00 0.500
3. 74 2 10/26/06 O:OC 2 .57 7 1 .30 0.231
5.90 1 1/09/08 6:OC 2 .38 8 1 .10 0.091
Ccmpu�ed Peaks 5. 18 50 .00 0.980
Job #01-047 Page 4-3
October 19, 2011 /TRI�
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East Renton/Rosemonte—Technical Information Report
Bypass Area
A bypass area of 2.32 acres is shown in the Developed Conditions E.xhibit; 1.84 acres of this
area is recharging the wetlands located in the western portion of the site, see Section 6.3
Wetland Recharge for further information. This area includes a portion of the detention
pond, Lots 27-39, Tract D and Tract H. For lots 27-39 the roof area contributing to recharge
is assumed to be 2000 sf per lot. The following table shows the breakdown of the bypass site
areas.
Total Pervious Impervious
Lots/Open Space 2.32 acres 1.59 acres 0.73 aCI'es (13x2000=43560+0.133 acres wetland trail)
KCRTS Peak Bypass Flows
Flow Frequency Analysis
Time Series File:bypass.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return P-ob
(CFS) (CFS) Period
G .319 4 2/09/O1 2:00 0 .681 1 100.00 0.990
0 .228 7 1/05/02 16:00 0.390 2 25.00 0.960
0.390 2 2/27/03 7:00 0.335 3 10.00 0.900
0 .212 8 8/26/04 2:00 0.319 4 5.00 0.800
0 .263 6 10/28/04 16:00 0 .312 5 3.00 0.667
0 .335 3 1/18/06 16:00 0 .263 6 2 .00 0.500
0 .312 5 11/24/06 3:00 0 .228 7 1.3a 0.231
O .E81 1 1/09/08 6 :00 0 .212 8 1.10 0.091
Computed Peaks 0.584 50 .00 0.980
The bypass area is added to the detention pond outflow to meet the discharge requirements at
the point of compliance downstream of the pond.
Facility Output
The resulting summary of the Pond is shown below. Refer to the complete printout of the
KCRTS summary at the end of this section.
Retention/Detention Facility
Type of Facility: Ceten`ion Pond
Side Slope: 3.00 H:1V
Pond Bottom Length: 201.91 ft
Pond Bottom Width: 86 .82 ft
Por.d Bottcm Area: 17530. sq. ft
Top Area at 1 ft. FB: 28147. sq. ft
0.646 acres
Effective Storage Depth: 4.50 f�
Stage 0 Elevation: 0.00 f�
Storage Volume: 97518. cu. ft
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East Renton/Rosemonte-Technical Information Report
2 . 239 ac-f�
Riser Head: 4. 50 f�
Riser Diameter: 18. 00 inches
Number of orifices: 2
Fu11 Head Fipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0 .00 3.50 0. 705
2 2 . 82 3.38 0. 4C0 6 . 0
Top Notch Weir: None
Outflow Rating Curve: None
Flow Frequency Analysis
Time Series File:dsout.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Feriod
2 .00 2 2/09/O1 19:00 4.29 1 100 .00 0 .990
0.582 7 1/05/02 16:00 2 .00 2 25 .00 0.960
1 .13 5 2/28/03 4:00 1.3I 3 10. 00 0.900
0.519 8 8/26/04 2:00 1 .24 4 5 .00 0 .800
0.746 6 1/05/05 14:00 1 .13 5 3 .00 0 .667
1 .24 4 1/18/06 20:00 0. 746 6 2. 00 0 .500
1 .31 3 11/24/06 4:00 0.582 7 1 .30 0 .231
4.29 1 1/09/08 lO: OC 0.�19 8 1 . 10 0 .091
Computed Peaks 3.53 50.00 C .980
Note that where the developed site basin and bypass basin naturally recombine downstream
(dsout.ts fl, the peak values for the 2- and 10-year storm events (0.75 cfs and 1.31 cfs) match
or are less than the existing peak flows rates (0.75 cfs and 1.31 cfs).
The required detention volume for the pond is 97,518 cf. The volume provided is 105,292 cf
with a design water surface elevation of 453.00 feet and a total live storaae depth of 4.50
feet. The provided volume contains a 8.0% safety factor.
Required Volume = 97,518 cubic feet
Provided Volume= 105,292 cubic feet
Control Structure
The control structure has 2 orifices on an 18 inch diameter riser. The first orifice is 3-3/8
inches in diameter and is located at the bottom of the riser. The second orifice is 3-1/2 inches
in diameter and is located 2.82 feet above the live/dead elevation.
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October 19, 2011 �
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East RentonlRosemonte—Technical Information Report
Overflow Riser
In the event that the orifices plu�, the control structure has an overflow riser as a back-up
device to ensure the pond discharge direction is controlled. The riser is designed to have
enough freeboard above it to pass safely the developed undetained 100-year peak flow of
5.90 cfs. The riser has been analyzed as a weir using the equation from 5.3.S.H of the
KCSWDM and the KC Riser Inflow Curve sheet is at the end of this section. A graphical
representation of the equation has been shown below.
Transition
H �.oC
3.E.p
D
3.OG
Z�a
� 0 fice
? "e.00
c
Input Output � � ��
°�lei
� (cfs) 5.90 5.90 �.oc
D (in) 18 18.00 Q�.o
H (ft) 0.55
n.oa
Flow: Weir Flow a �e 20 �o aa �o �a r a �c sa �ac i i a �2c ���
Diameter(in)
From the Overflow Riser calculations, the height of water over the riser is 0.55 feet. A 18
inch riser is provided with 0.60 feet of head to pass the 100-year storm event of 5.90 cfs.
Available freeboard is 0.60 feet (453.60 —4�3.00).
Jailhouse
A jailhouse entrance into the control structure is provided in the event that the inlet pipe
becomes obstructed. The jailhouse is sized according to equation 5-6 of the 1998 KCSWDI�1
using the 100-year developed flow.
Q = C(L-0.2H�H� —� L = Q +0.2H
�:�
CH''
Where: Q = 100-year developed flow 5.90(cfs)
C = 3.27 + 0.4 H/P (ft), P=5.6
H = head above weir (ft) � 0.7 feet (assumedj
L= length (ft) of portion of riser circumference
Job#01-047 Page 4-6
October 19, 2011 �
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East Renton/Rosemonte—Technical Information Report
D = inside riser diameter (ft)
L _ 5.90 3 +0.2(0.7} - 3.17 feet+ 12 bars @ 5/8" = 3.80'
3.32(0.7��
Jailhouse
L required = 3.80 feet
L provided = 4.00 feet
Overtlow Spillway Calculations
An emergency overflow spillway is provided in the event that the overflow structure
becomes obstructed. The spillway is sized according to equation 5-1 of the 1998 KCSWDM
using the 100-year developed flow. The spillway is to be 8 feet wide, bottom is set at 453.60
(0.60' above the design water surface), the height is set at 0.40' (454.00 -453.60) and paved
with side slopes of 10 percent. Equation 5-1, Section 5.3.1.2 of the 1998 KCSWDM:
Q,� = C�2g��'L 3 LH� +8�Tan 8�H 5'l
J
Where:
Qioo= Peak flow for the 100-yr runoff event (cfs) Q1� - 5.90
C = Discharge coefficient (0.60) C = 0.5
g = Gravity (32.2 ft/sec2) Q = 32.2
L= Length of Weir L=
H = Height of water over weir (ft) -� 0.4 min H = 0.4
B= Angle of side slopes 6 = 10
Emergency Overflow Spillway
�required =7•21 feet
L provided = S•00 feet
Job#01-047 Page 4-7
October 19, 2011 /T�D
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East Renton/Rosemonte—Technical Information Report
Water Quality Facility Sizing (Pond)
The basic wet pond volume is sized per Chapter 6.4 of the 1998 KCSWDM. The wet pond
will utilize dead storage for water quality treatment. The wet-pool volume (Vb) is calculated
from finding the volume of runoff (VC) from the mean annual storm and multiplying it by a
wet-pool volume factor (f) of 3.0.
V�_ (0.9A;+ 0.25A�g+ O.lOA�f+ O.OIAo) * R * 43560 (Equatio116-13)
where Vr = volume of runoff from mean annual storm (c fl
A; = area of impervious surface (acres)
A�t= area of till soil covered with grass (acres)
A�f= area of till soil covered with forest (acres)
Ao = area of outwash soil covered with grass or forest (acres) I
R = rainfall from mean annual storm (0.039 feet) [Figure 6.4.1.A]
VC = (0.9*9.90+ 0.25*5.76) * 0.039 * 43560 = 17,583 cf
Ve= (17,583)(3) = 52,749 cf ��
Required `Vater Quality Volume = 52,749 cubic feet
Provided VVater Quality Volume= 59,267 cubic feet
Downspout Connections
To augment the flow control occurring in the proposed detention pond, perforated downspout
connections (perforated stub-outs) will be provided for each single family residence, in
accordance with Section 5.1.3 of the King County Surface Water Design Manual
(KCSWDM). The following note has been added to the construction plans: "Connections to
the downstream drainage system shall be via a perforated pipe connection."
Perforated stub-out connections shall consist of at least 10 feet of perforated pipe laid in a
level, 2' wide trench backfilled with washed drain rock. The drain rock shall extend to a
depth of at least 8" below the bottom of the pipe and shall cover the pipe. The pipe shall be
laid level, and the rock trench shall be covered with filter fabric and 6" of random fill.
Job#01-047 Page 4-8
October 19, 2011 �T�D
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East Renton/Rosemonte—Technical Information Report
Outfall Protection
All project outfalls are expected to discharge flows at velocities less than or equal to 5 feet
per second. Each outfall shall be protected with an appropriately sized erosion control
blanket comprised of quarry spalls with gradation as follows:
Passing 8" square sieve: 100%
Passing 3" square sieve: 40�0 - 60�Io maximum
Passing 3/a" square sieve: 0— 10% maximum
Blankets shall be minimum 12" thick with width and length sized in accordance with Table
4.2.2A (page 428, KCSWDM). See plans for locations and minimum blanket dimensions.
Job#01-047 Page 4-9
October 19, 2011 �T�D
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��'
SECI'ION 3.2 RUNOFF COIvfPUT?.TION A��1D.4NALYSIS�fEI'HODS
FIGtiRE 3.2.2.A RaL'�1FALL REGIONS Ati�REGIONAL SCALE FACTORS
ST 1.0/ �
• __ ST 1.0 LA 0.8 LA 0.9 LA 1.0 LA 1.2
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Rainfall Regions and �o.a� �� �� =- . }
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Regional Scale Factors �A o.s
��'LA 1.2 ,
p�'' 'i Incorporatsd Area
LA 1.0 �
...� River/Lake
Majcr Rcad
• t
9!1/98 1998 Su;face Water Desien�fanuai
3-22 �
_���__�_�.. _�_�._���._ ������__ , ��
• Type of Facility: Deterltion :
Side Slope: 3 .00 I-:: 1�.
Pond Bottom Length: 201.91 ft I
Pond Bottom Width: 86.82 ft II
Pond Bottom Area: 1753�. sq. `_
Top Area at 1 ft. FB: 28147. sc. f�
0.646 a�_e�
Effecti-re Storage Depth: 4.50 f�
Stage 0 Elevation: 0. 00 f� I
Storage Volume: 97518. cu. ft I
2.239 ac-ft I
Riser Head: 4.50 ft I
Riser Diameter: 18.00 inches I
Number of orifices: 2 ��
Full Head Pipe '
OriFice # Height Diameter Discharge Diameter II
(ft) (in) (CFS) (in) I
1 0.00 3 .50 0.705 ,
2 2 .82 3 .38 0.400 6.0
Top Notch Weir: Ncne I
O�:tflow Rating Curve: Nor_e
Stage E,_evation S�crage Discharge Percola�ion Surf A�ea
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft)
0 .00 0.00 0. 0.000 0.000 0.00 17530.
0 .04 0.04 703 . 0.016 0.063 0.00 17599.
0 .07 0.07 1231. 0.028 0 .090 0.00 17651.
0 . 11 0 .11 1939. 0.045 0 .110 0.00 17721.
0 .15 0 .15 2649. 0. 061 0 .127 0.00 17790 .
0 .18 0 .18 3184 . 0.073 0 .142 0.00 17843 .
0.22 0.22 3899. 0.089 0.155 0.00 17913 .
0 .26 0.26 4617. 0 .106 0.168 0.00 17983 .
0 .29 0.29 5157. 0.118 0. 179 0.00 18035.
0 .39 0. 39 6969. 0.160 0.208 0.00 18211.
0 .49 0.49 8799. 0 .202 0.233 0.00 18387 .
0 .59 0 .55 10647. 0 .244 0.256 0.00 18564 .
0 .69 0.69 12512. 0.287 0.276 0 .00 18742.
0 .79 0.79 14395 . 0.330 0 .296 0.00 18921.
C . 89 0 .89 �6296 . 0 .374 0 .314 0.00 19100 .
0 . 99 0 .99 18215 . 0 .418 0 .331 0.00 19280.
1 .09 1.09 20152 . 0.463 0 .347 0.00 19461.
1 .19 1.19 22107 . 0 .508 0.363 0.00 19642 .
1 .29 1.29 24081. 0 .553 0 .378 0.00 19824 .
1.39 1.39 26072. 0.599 0. 392 0.00 20007.
1.49 1.49 28082 . 0 .645 0.406 0.00 20191.
1.59 1.59 30110. 0 .691 0.419 0 .00 20375.
1.69 1.69 32157. 0.738 0.432 0 .00 20560.
1.79 1.79 34223 . 0.786 0 .445 0.00 20746.
"�.89 1.89 36306. 0.833 0 .457 0.00 20933 .
�.99 1. 99 38409. 0 .882 0 .469 0.00 21120 .
2 .09 2 .09 40530 . 0 . 930 0 .481 0 .00 21308 .
2 .19 2 .19 42671. 0 .980 0 .492 0.00 21496.
2 .29 2 .29 44830 . 1.029 0.503 0.40 21686.
• 2 .39 2 .39 47008 . 1.079 0.514 0 .00 21876.
2 .49 2 .49 49205. 1.130 0.524 0 .00 22067.
2 .59 2 .59 51421. 1.180 0.535 0.00 22258.
2 .69 2.69 53657. 1.232 0.545 0.00 22450.
2 .79 2 .79 55911. i.284 0 .555 0.00 22643 .
2 .82 2 .82 56591. 1.299 Q.558 0 . 00 22701.
2 .86 2 .86 57501. 1.320 0.564 0.00 22779.
2 .89 2 .89 58185. 1.336 0.577 0 .00 22837.
2 .93 2 .93 59100. 1.357 0.594 0 .00 22915.
2 .96 2 .96 59789. 1.373 0.617 0.00 22973 .
3 .00 3 .00 60709. 1.394 0. 645 G.OG 23051.
3 .03 3 .03 61401. 1.410 0. 678 Q.00 23109.
3 .07 3 .07 62327. 1.431 0.713 C.00 23187.
3 . 10 3 .10 63024. 1.447 0.749 0.00 23246.
3 .20 3 .20 65358 . 1.500 0.785 0.00 23442 .
3 . 30 3 .30 67712. 1.554 0.818 0.00 23639.
3 .40 3 .40 70086 . 1.609 0.848 0.00 23836.
3 .50 3 . 50 72480 . 1.664 0 .877 0.00 24034 .
3 .60 3 . 60 74893 . 1.719 0 .904 0 .00 24233 .
3 .70 3 .70 77326. 1.775 0 .929 0.00 24432.
3 .80 3 .80 79779. 1.831 0 .954 0.00 24633 .
3 .90 3 . 90 82253 . 1.888 0 .978 0.00 24834.
4 .00 4 .00 84746. 1.946 1.000 0.00 25035.
4 .10 4.10 87260. 2 .003 1.020 0.00 25238.
4 .20 4.20 89794 . 2.061 1.040 0.00 25441.
4 .30 4.30 92348. 2 .120 1.070 0.00 25645.
4.40 4 .40 94923 . 2.179 1.090 0.00 25849.
4.50 4 .50 97518. 2 .239 1.110 0.00 26054.
Hyd Inflow Outflow Peak Storage
S�age Elev (Cu-Ft} (Ac-Ft)
1 5.90 4 .05 4 .84 4.84 106422 . 2 .443
2 2.92 1.82 4 .63 4 .63 100825 . 2.315 ',
3 3 .74 1.11 4 .49 4 .49 97333 . 2.234 I
4 3 .09 1.05 4.23 4 .23 90611. 2.080
5 3 .50 0.95 3 .80 3 .80 79749. 1.831
6 3 .10 0.65 3 .01 3 .01 60903 . 1.398
7 2.38 0 .47 1.97 1.97 37939. 0 .871
8 2.57 0.43 1.65 1.65 31440. 0 .722
Hyd R/D Facility Tributary Reservoir POC Outflow
Outflow Inflow Inflow Target Calc
1 4.05 0.68 ******** ******* 4 .29
2 1.82 0.32 ******** ******* 2 . 00
3 1.11 0.31 ******** 1.31 1.31
4 1.05 0.34 ******** ******* 1.24
5 0. 95 0.39 ******** ******* 1.13
6 0.65 0.26 ******** 0 .75 0.75
7 0.47 0.23 ******** ******* 0.58
8 0.43 0.21 ******** ******* 0.52
/p�i4-!l
----------------------------------
Route Time Series through Facility
Ir.flow Time Series File:dev.tsf
Outflow Time Series File:rdout
POC Time Series File:dsout
Inflow/Cutflow Analysis
Peak Inflow Discharge: 5.90 CFS at 6: 00 on Jan 9 in Year 8
Feak Outflow Discharge: 4.05 CFS at 10: 00 on Jan 9 in Year 8
Peak Reservoir Stage: 4 .84 Ft
Peak Reservoir Elev: 4 .84 Ft
Peak Reservoir Storage: 106422 . Cu-Ft
. 2.443 Ac-Ft
Add Time Series:bypass.tsf
Peak Summed Discharge: 4.29 CFS a� 10:00 on Jan 9 in Year 8
Point of Compliance File:dsout.tsf
Flow Frequency Analysis
Ti�re Series File:rdout.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flcw Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
1.82 2 2/09/O1 19:00 4.05 4 . 84 1 100.00 0 .990
0 .466 7 12/28/O1 17:00 1.82 4 . 63 2 25. 00 0 .960
0 . 954 5 2/28/03 7 :00 1.11 4.50 3 10. 00 0.900
0 .427 8 8/24/04 0:00 1.05 4 .23 4 5 . 00 0.800
0 . 654 6 1/05/05 14 :00 0.954 3 .80 5 3. 00 0.667
i.05 4 1/18/06 22 :00 0.654 3 .01 6 2 . 00 0.500
1.11 3 11/24/06 7:00 0.466 1.97 7 1.30 0.231
4 .05 1 1/09/08 10:00 0.427 1.65 8 1.10 0.091
C�mputed Peaks 3 .31 4 .78 5C.00 0. 980
Flow Frequency Analysis
Time Series File:dsout.tsf
Pro;ect Location:Sea-Tac
---P.nnual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Pea{s - - Rank Return Prob
(CFS) (CFS) Period
2 .00 2 2/09/O1 19:00 4 .29 1 100. 00 0.990
0 . 582 7 1/05/02 16:00 2 .00 2 25 . 00 0. 960
1.13 5 2/28/03 4:00 1.31 3 10 . 00 0. 900
0 .519 8 8/26/04 2:00 1.24 4 5.00 0. 800
0.746 6 1/05/05 14:00 1.13 5 3 . 00 0. 667
1.24 4 1/18/06 20:00 0 .746 6 2.00 0.500
1.31 3 11/24/06 4:00 0.582 7 1.30 0.231
4 .29 1 1/09/08 10:00 0.519 8 1.10 0.091
Computed Peaks 3 .53 50.00 0.980
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� At�. � � ���� SOILS MAP a�8 _ --+-------- --- �b3 -
� AmB� , u•n � .� Sk I . p ( A 'O
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3 2 2 KCRTS�RUNC�FF FILES METHOD—GE�'JrR4T11VG TIMt SERIE.;
TADLE 3.?.2.B LQUIVALENCE BETYVEEN SCS SOIL TYPES AND KCRTS SOIL TYPES
SCS Soil Type SCS KCRTS Soil Notes
� Hydrologic Group
Soil Group
Alderwood (Ag6, AgC, Ag0) C Till
Arents, Alderwood Material (AmB, AmC) C Till
Arents, Everett Material (An} B Outwash 1
Beausite (BeC, BeD, BeF} C Tiil 2
Beliin ham (Bh) D Till 3
Briscot (Br) D Till 3
Buckley (Bu? D Till 4
Eartmoni(Ea) 0 Tiil 3
E ewick (E� C TiN 3
Evereti(Ev6, EvC, EvO, EwC) A/B Outwash 1
Indianola (lnC, InA, InD) A Outwash 1
Kilsap (KpB,KpC, KpD) C Till
Klaus(KsC) C Outwash 1
Neillon (NeC) A Outwash 1
Newberg(Ng) B Ti{I 3
Nooksack (Nk} C� Till 3
Norma(No) � Till 3
Orcas (Or) D Wetland
Oridia (Os) D Till 3
Ovall(OvC, OvD, OvF) C Till 2
Pi�huck (Pc) C Tiil 3 �
� � Pugel(Pu) D Till 3
Puyallup (Py} B Till 3
Ragnar(RaC, RaO, RaC, RaE) B Outwash 1
Renlo�(Re) D Till 3
Salal (Sa) C Till 3
Sarrunamish(Sh) D � Till 3
Seattle (Sk) D Wetla�d
Shakar(Sm) D Till � 3
Si (Sn) C Till 3 �
Snohomish(So, Sr) D Tili 3
Sultan Su) C Till 3
Tukwila (fu) D Till 3
Waadinville (Wo) D Till 3
Notes:
1. Where cutwash soils are saturated or underlain at shallow depth(<5 feet) by glacial lill, they should
be Ireated as till soils.
2. These are bedrock seils,but calibratien oi HSPF by King County DNR shows bedrock soils to have
similar hydrologic response to tiil soils.
3. These are alluvial soils, some of which are underlain by glacial lill or have a seasonally high water
table. In the absence ot detailed sludy, these soils should be lreated as till soils. .
4. Buckley soils are formed on the low-pe�meabitiry Osceola mudilow. Hydrologic response is
assumed lo be similar to that o1 IiII seils.
\ .
1998 Surface WaterDesign tilanual 911/98
3-25
GUIDE TO MAPPING UNITS
Fo r a fuli description of a magping iaiit, read both the description of the mapping w�it and that of Lhe soil
series to which the mapping imit belongs. See table 6, page 70, for descriptions of woodland groups. Other
inform ation is given in tables az follows:
Acreage and extent, table 1, page 9. ToWn and councry planning, table 4, page 57.
�' Engineering uses of the soils , tables 2 and 3, Recreational uses, table 5, page 64.
, pages 36 through 55. Estimated yields, table 7, page 79.
Noodland
Described Capability imit g;o�
Map on
sysrbol Mapping unit page Symbol Page Sy�bol
�AgB--AIdcl�+ooJ gTavelly sandy loam, 0 to 6 percent slopes---------- 10 IVe-2 7ti 3dz
�AgC--Aldeirrood gravelly sandy lovn, 6 [0 15 percent slopes--------- S IVe-2 7G 3d1
�1gD Alden+oad gravelly sanhy loam, 15 to 30 percent slopes-------- l0 VIe-2 78 3d1
Ak F Alden+ood and Kitsap soils, very steep------------------------ 10 YIle-1 78 2d1
AmB Arents, Aldenrood material, 0 to 6 percent slopes 1/---------- 10 IYe-2 76 3d2
1unC Arents, Aldeixood materi al, 6 to 15 percent slopes 1/--------- 30 IVe-2 76 3d2
An Are nts, Everett material 1/----------------------------------- 11 1Vs-1 77 3f3
Be C Beausite gravelly sandy loam, 6 to 15 percent slopes---------- 11 IVe-2 76 3d2
Be D Be ausite eravelly sandy loam, 15 to 30 percent slopes--------- 12 YIe-2 78 3dl
Be F Bea�uite gravelly sandy loam, 40 to 75 percent slopes--------- 12 YIIe-1 78 3dl
Bh Bellin�aa silt loam----------- --------- 12 IIIw-2 76 3w2 I
Br Bri scot silt loam--------------------------------------------- 13 (lw-2 75 3w2
Bu Buckley silt loam--------------------------------------------- l3 IIIw-2 76 4w1
Cb Coastal beaches-----------------------•----------------------- 14 VIIlx-1 78 ---
f a Earlpont silt loam-------------------------------------------- l4 lIx-2 75 3w2
Ed Edgewick fine sandy loxm-------------------------------------- 15 IIIx-1 �5 20l
Ev B Eve rett tzavelly sandy lo�n, 0 to 5 percent slopes------------ 15 iVs-] 77 3f3
EvC Eve rect eravelly sandy loam, 5 to 15 percent slopes----------- 16 VIs-1 78 3f3
EvD Eve rett gravelly sandy loam, 1S to 30 percent slopes---------- ]6 Vle-1 77 3f2
b+C 'Eve rett-Aldeswood gravelly sandy loams, 6 to 15 percent
slopes------------------------------------------------------ I6 Vls-1 78 3f3
InA Indianola ]oamy fine sand, 0 to 4 yercent slopes-------------- 17 iVs-2 77 4s;
In C lndianola loamy fine sand, 4 to 15 percent slopes------------- 16 lVs-2 77 dsS
*-•" indianola ]oa�ry fine sand, 15 to 30 percent slopes------------ 17 YIe-2 76 �s2
ts�p silt ]oan, 2 to 8 percent slopes----------------------- 17 111e-1 75 2d2
►.� tsap silt lo�m, 8 co 15 percent slopes---------------------- 18 IVe-I 76 jd2
K _��-ts�p silt loom, 15 to 30 percent slopes--------------------- l8 VIe-2 78 2dl
Ks C Klaus eravelly loamy sand, 6 to 15 percent slopes------------- .36 VIs-I 78 3f3
Pia !fl xed alluvial land-------------------------•----------------- 18 VIw-2 78 201
HeC Neilton rery �ravelly ]oamy sand, 2 to 15 percent slopes------ 19 Vls-1 78 3f3
Ng A1eti+berg silt loas--------------------------------------------- 19 iIx-1 74 201
Fk Nooksack silt loue-------------------------------------------- 20 Ilw-1 74 20l
No Noraia sandy lo un---------------------------------------------- 20 I1Iv-3 76 3wZ
Dr Orc as peat---------------------------------------------------- 21 VIIIw-1 78 ---
Ds Ori dia silt loam---------------------------------------------- Z1 lIx-2 75 3w1
DvC Ovall gravelly loam, 0 to 15 percent slopes------------------- 22 ]Ve-2 76 3d1
JvD Ovall grave37r loam, 15 to 25 percent slopes------------------ 23 YIe-2 78 3dl
)v F Ovall grave3lr loam, 40 to 7S percent slopes------------------ 23 YIIe-1 78 3d1
Pc Pilchuck losnry fine send-------------------------------------- 23 Y1M-1 78 2sl
Pk Pilc�uck fine sandy loam-------------------------------------- 2I I1M-1 76 2s1
Pu Puget silty clay loam----------------------------------------- 24 IIlx-2 76 3w2
Py Pvyallup fine sandy losm-------------------------------------- 24 lIN-I ']4 201
iaC Ragnar fine sandy loam, 6 to 15 percent slopes---------------- 25 IVe-S 77 4s1
�aD Ragnar fine sandy ]oam, 15 to 25 percent slopes--------------- 26 YIe-2 ?8 4s1
tdC Ragnar-Indianola association, sloping: 1/--------------------=- 26 -------- -- ---
Ragnar soil----------------------- --------------------•- -- IVe-S 77 4s1
lndianola soi2------------------------------------------- -- 1Vs-2 77 4s3
1dE Rag�ar-Indianola u sociation, moderately steep: 1J------------ 26 -------- -- ---
Ra�ar soil-------------------------------- ------------- -- VIe-2 78 4s1
Indianola soil------------------------------------------- -- VIe-1 77 4s2
� U. S. COV ERNME!�7 PRII�TffrG OFFICE;I991 G•16E-206
. 6.4.l WE'IPONDS—BASIC AND LARGE—ME7NODS QF ANALYSIS
i FIGURE 6.4.1.A PRECIPTTATION FOR ME,�►N ANNUAL STOR'4I IN INCHES (FEET)
ST 1.0/
ST 1.1 , . ST 1.0 LA 0.8 LA. 0.9 LA 1.0 LA 1.2
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•.� . �� y . - ..
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��.}�r�v. •r;f--• � � �1,;•� ..� •�:
.:,.:,.�::��;.' • �'_•t" I `t�' � /��c_� 'l,
A; ..�F..�.�. . ".� � � ' �f
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;'' :�; ! ' , . ,, �,,,,..i( I ��1�
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; •S.: � ' ;�r � � ' �'J
.. .: . ._ ��� y �,'' �K ` � � _....
.':�-�, •;' �i
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,` _ :�:'•�: O.0 � Y ' 0
j ... :::1.-� �••�, f.�. .+`� �:� ' \
t
:� . .. . ^
., .. , � :`. �_ /
` . '.l��� �' 'L \ :J
:� ,. � ;,- �: ; —�_� '' a
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� � • , " 'i• r'. .^-`,1 '..�
,.
_ , , �—:.,. ,�.
0.5 4• i>...'.�� , �.�. �
`,/ e `
(0.0 4 5' ) �:��: . I 1
:�.....,.., ��
.:..�....... �
,
0.47' �
(0.039' i � ' .
t_:� Incorporated Area ; "--'w '�
� RlverA.ake 0.47" ��
— MeJor Road (0..0 3 9') p,5 2•
`rr 0.65'
NOTE:Areos aast cf tha aaslemmost leaplwlal ehould uae 0.66 �0.043'b.5 6
Inchea unlesa rei�an data is eva(leble far the bcatlon ot intarest + (0.0 54')
(0,047')
N fi�m��n ww�l alortn It�oonnptu�l�tortn lau+d
Dy dlvidlny Ma anrxul pncl�BaUon Dy tM toul nwnb�r
ol ttorm�wMa p�r yeu
result,generates large amounts of runoff. For this applicadon, till soil types include Buckley and
bedrock soils,and alIuvial and outwash soils that have a seasonally high water cable or are under)ain at
a shallow depth(less than 5 f�et)by glacial till. U.S, Soil Conservation Service (SCS)hydrologic soil
�( groups that are ctassified as till soils it��Iude a few B,most C,and all D soils. See Chapter 3 for
� — classificadon of specific SCS soil types.
1998 Surfar Water Design Manual 9!1/98
6-69
Pond Volume Calculation Table
East Renton / Rosemonte 19 APR 11
Live Storage
Stage Area Average Area Volume
(ft) (square feet) (square feet) (cubic feet)
DWS 453.00 28,855
452.00 26,350 27,603 27,603
450.00 21,588 23,969 47,938
L/D 448.50 18,080 19,834 29,751
Total 105,292
Dead Storage Cell 1
Stage Area Average Area Volume
(ft) (square feet) (square feet) (cubic feet)
UD 448.50 6,423
448.00 6,139 6,281 3,141
446.00 4,008 5,074 10,147
444.00 2,422 3,215 6,430
top of sed. Storage 443.50 2,090 2,256 1,128
442.50 1,425
Total 20,845
Dead Storage Celi 2
Stage Area Average Area Volume
(ft) (square feet) (square feet) (cubic feet)
L/D 448.50 11,657
448.00 10,812 11,235 5,617
446.00 7,465 9,139 18,277
444.00 4,800 6,133 12,265
to of sed. Stora e 443.50 4,251 4,526 2,263
443.00
Total 38,422
Required Provided % extra
Live 97,518 105,292 7.97
Dead 52,749 59,267 12.36
Cell 1 % of total 25 to 35 35
East RentonlRosemonte—Technical Information Report
5 CONVEYANCE S�lSTEM ANALY�I� &,'� -ESIGN
Core Requirement I�;o. 4 of the 1998 KCSWDNI requires onsite conveyance systems to be
designed to pass peak flows generated from the 25-year storm event. All pipes and curb
sections associated with the development convey the 100-year peak flow rate as to not create
or aggravate a severe flooding problem onsite.
Backwater analysis was performed using the King County Backwater (KCBW) pro�-am.
The conveyance system consists of curb and gutter road sections with catch basins collecting
�runoff into iight-lined drainage systems. Roof, yard, rockery and footing drains will also be
connected to the tight-lined system.
5.1 Conveyance Concept and Methodology
The onsite and offsite conveyance systems were analyzed using the KCBW program. Refer
to the Catch Basin Tributary Area Exhibit and KCBW print out reports located at the end of
this section to aid in the followin�discussion.
The conveyance system has been desig�ed in accordance w•ith the 1998 King County Surface
Water Desi� Manual (KCSWDM) to provide sufficient capacity to�convey arid contain, at
minimum, the 25-year peak flow assuming developed conditions for onsite tributary azeas
and existing conditions for any offsite tributary areas. The system has been analyzed durinJ
the 100-year design storm event to show that overtopping will not create or aQ�avate a
"severe flooding problem" or "severe erosion problem". The Kina County Back Water
program is used to calculate the hydraulic grade line at each catch basin. The KCBW
progra.in sums the flows tributary to each reach (pipe) and then performs a standard step
backwater analysis on the network. The steady state energy equation (Bernoulli's equation)
is used alon� each reach in the network. The friction slope is calculated by averaa ng
1�lanning's equation at the upstream and downstream ends of the pipe. The hydraulic grade
line is calculated from downstream to upstream.
Job #01-047 PaSe 5-8
November 5, 2008 /T�D
. ♦Si0'IaTEi
�
East Renton/Rosemonte—Technical I�formation Report
—�
5.2 FJow using fhe Rational Method & KCRTS-�5 minut� Time
s feps
All flows with areas less than 10 acres were obtained using the rational m�,thod and were
analyzed using the KCBW progxam for conveyance analysis. Catch Basin 4 incorporates 10
acres of the site and, therefore, is a transition point for the methc3oloQy used to determine
catch basin tributary flows. Areas tributary to the conveyance systPm downstream of Catch
Basin 4 will use KCRTS with 15-minute time step.
' The analysis begins at the upstream point of the conveyance systPin until 10 tributary acres
are accounted for. Estimated flvws for the 100-year, ?_4-hour storm is calculated �asing the
rational method as described in Section 3.2.1 of the KCSW'DM and is summarized below.
Fundamentally, the Modified Rational Method equation is �
QR= CIRA
where QR=peak flow (cfs) for a storm of return frequency R
C = estimated runoff coefficient (ratio of rainfall that becomes runof�
IR=peak rainfall intensity
A=drainage sub-basin area(acres)
This method requires tributary delinea�ion for each catc�t �asin. Each tributary area was �
obtained by reviewing finish grade contours and the proposed conveyance system. The
runoff coefficient for each tributary area was weighted individually within the system usina
the equation shown below (Section 3.2.1 KCSWD1�i). W`hen two branches of a system meet,
the longest travel time of the two branches was selected and utilized along the downstream
system and the runoff coefficients for each run are weighte�i.
! Cc = C1A1 + C,AZ + ... CnAn)/A�
where At=total area(acres)
Ai;�,...n= areas of land cover types (acres)
C1,2,...n=runoff coefficients for each area land cover type
�'g.�s = 0.2�
Cimpento��s= 0.90
Cforest =�.15
Total Grass area to pond= 5.59 acres
Total Imper��ious area to pond = 10.07 acres
5.59(0.25)+10.07(0.90) _
Cweieh�� —0.68
15.66
Job#01-047 Page 5-9
November 5, 2408 �
T;,�RIAI�
�.---
East RentonlRosemonte—Technical �nformation Report
Each catch basin area is delineated and applied a constant flow per acre for that basin for
areas greater than 10 acres. The total amouni of impervious and�erviol�s area being
collected in the conveyance system is determined by using the developed conditions from
Section 4. The peak flow is calculated using the KCRTS program with 15-minute time steps.
Parameters used for the analysis were SeaTac Rainfall Region and Scale Factor of 1.0.
The 100-year KCTRS 15-minute time step flow rate.
Flow Frequency Analysis
Time Series File:l�m�ndev.tsf
Project Loca�icn:Sea-Tac
---P.nnual Peak Flow Rates--- -----Flow Frequency 1L-�alysis-------
Flow Rate Rank Time of Pea'.c - - Peaks - •- Rar_k Return Prob
(CFS) (CFS) Period
4.79 6 8/27/G� 18:OC I4. 70 1 100.00 0.990
3.40 8 1/OS/C2 15:00 10.28 2 25.00 0.960
10.28 2 12/08/02 17:15 6.69 3 10.00 0.900
3.86 7 8/23/C4 14:3G 5.85 4 5.00 0.800
5.85 4 11/17/04 5:00 5.73 5 3.00 0:667
5.73 5 10/27/05 10:45 4.79 6 2.OQ 0.500
6.69 3 10/25/06 22:45 3.86 7 1.30 0.231
14.70 1 1/0°/08 6:30 3.40 8 1.20 0.091
�.or.�put�d Peaks 13.23 50.00 0.980
The following is the flow per acre calculation for the 100 year storm event.
Flo�v per acre, Qloo
14.70 _ 0.93 cfs/acre
1�.77
Job#01-047 Page 5-10
November 5, 2008 /T�D
AiiG^IA?'c5
J...�
East Renton/Rosemonte-Technical Information Report
Runoff Computations Spreadsheet and Q ratios
Fiow cfs) Flow (cfs)
CB Area ac) Additional Sum Q ratio CB Area ac) Additional Sum Q ratio
3 0.25 0.23 11.78 0.020 : 21 A 0.26 0.56
4A 0.59 0.55 21 0.16 0.32 2.04 0.758
4 0.12 0.11 11.54 19.909 22 0.52 1.10 1.16 20.139
5 0.36 0.53 14.70 0.038 23 0.03 0.05 0.05 O.Q00
6A 0.44 0.68 24A 0.09 0.20 0.20 Q.000
6B 0.18 0.29 24 0.12 0.25 0.45 1.225
6 0.16 0.24 14.16 O.Q93 25A 0.16 0.25
7 0.00 0.00 12.95 0.000 25 0.04 0.07 6.99 0.048
� 8 0.87 1.37 12.95 0.118 26 0.03 0.05 6.68 0.008
9 0.07 0.12 11.59 0.011 27 0.76 1.24 6.62 0.230
1 10 0.27 0.44 11.47 1.206 28 0.23 0.38 5.38 O.U76
12 0.08 0.14 5.20 0.028 30A 0.49 0.94
' 13A 0.36 0.66 30 0.36 0.64 5.00 0.462
I 13 0.10 0.18 5.06 0.199 31 A 0.39 0.75 2.16 0.533
� 14A 0.85 1.70 31 0.66 1.26 . 3.42 0.586
� 14 0.18 0.34 4.22 0.931 32 0.21 0.43 1.41 0.444
', 15 0.06 0.12 2.18 0.060 33 0.45 0.97 0.97 0.000
! 16A 0.80 1.73 1.73 0.000 38 0.20 0.22 1.30 0.2Q5
� 16 0.15 0.33 2.06 0.189 39 �J.10 0.13 1.08 0.141
� 17A 0.08 0.14 40 0.11 0.15 0.95 0.190
17 0.06 0.10 5.83 0.043 41 0.13 0.2� 0.80 0.339
18 0.00 0.00 . 5.58 0.089 42 0.17 0.30 0.59 0.994
! 19A 0.41 0.78 43 �.14 0.30 0.30 Q.000 I
� i 9 0.41 0.72 5.13 0.414 �
20A 0.51 1.05
20 �.29 0.54 3.63 0.781
�
� Freeboard Tables
The following tables provide ground elevations, HGL elevations, and the amount of
freeboard in each catch basin structure. Refer to the KCBtiV Oz�tputs at the end of this
� section for details. All pipe systems will provide capacity to convey the 100-year peak flow
iw•ithout overtoppin�. The tailwater elevation used for the system was assumed to be 4.53.DO
�, (the 100-year desi�water surface of the pond).
1
\
,�
�'` IG-la ' 1( -
��,
oF � �cn�.�,�N�n w��� G� �A.
i��t?��, A��' �P��a. C R �
G� L� HAS L���l ��11�1.►�1A i E�.
Job�01-047 Page 5-11
November 5, 2008 �
T,o�RIAD
:...--_
East RentonlRosemonte-Technical Information Report
Freeboard Table (100-vear desian surface)
�Uround kiydrauf�c Groun�+ Hydraulic
Freeboard I Fr�board
' �L?b�l :�levation Grade Li�� ft L�L��I �levation Grade Lin� t
i � ft ir ft1 � } ft �� ft �' t
1 45�.00 453.39 1.61 21 499.41 495.18 4.23
2 455.00 453.39 1.61 22 501.97 495.84 6.13
3 457.00 453.39 3.61 23 499.90 495.85 4.05
4 461.59 453.62 7.97 24 486.09 482.45 3.64
4A 461.61 457.29 4.32 24A 486.09 483.28 2.81
5 457.72 454.42 3.30 25 478.31 473.71 4.60
_ 6 457.34 455.01 2.33 2E'i 482.34 477.36 4.9a
7 458.29 455.83 2.46 27 484.25 480.32 3.93
8 458.31 456.39 1.92 28 484.59 483.96 0.63
9 459.04 456.56 2.48 30 497.4�3 496.07 1.36
10 459.53 458.37 1.16 31 505.69 503.80 1.89
12 460.91 459.05 1.86 31 ti 505.6y 504.10 1.59
13 463.23 459.58 3.65 32 510.78 507.90 2.88
14 �66.06 461.38 4.68 33 512.36 509.62 2.74
15 469.34 462.24 7.10 38 461.80 457.94 3.86
16 465.54 463.07 2.47 39 488.97 483.53 5.44
16A 465.55 463.15 2.40 40 497.63 494.69 2.94
17 468.60 467.37 1.23 41 504.54 501.57 2.97
18 480.68 479.34 1.34 42 509.83 507.30 2.53
19 481.77 480.54 1.23 43 �15.45 512.72 2.73
. 20 489.74 486.87 2.87 "
Job#01-047 Page 5-12
November 5, 2008 �
T,o�RIAI�
:�---
3.2.1 RATIONAL METHOD
FIGURE 3?.1.D 100-YEAR 2,=i-HOCR ISOPLLVIALS
3�ti�� - --- ---- --- --- -- _ �, �o _ �o�NT.
3� „i�s ' --' •� 4, n cauHir
3 3 > ^� � _ n/r .
,g , , L�,3o �"� _ i
3 S E '\I; 1 i
�9 8 3S ; � : `� ��
4� , y' ^1�
T ' y
� ' ��=� Q _
��s�. `'. -a r �^ .
� _ �, r�
�; ��.. Q `�
�3: r _ \� -
:;,
�"�,� ; �� � —
Q i- = :
.Q ;.
• �
- �;}�
- t � .�r�[ �
� �c `
i
p ' � 4 t' 1 `
� p � / � f . b �`� �{ ~.. .(
� K� �_l �..� ��� •S .���� ✓
.� �( _ ��i �' .
�Z�I \ '- , �..�
_ �, J' G� .`V
,.�... � ;'� " � m~J � .
� �j i}(� ���, ,�
i � , -.t- ,9� � g , j
v �� ,- _ .
� � _ � L• __ �_
�t, '� ' �;
, �' Q �f
0
� ..tt �o° �� ;��1 S,'� s _�_.." -
(y C,c � '� j, � _ \\� . Pi*.
\�, �� `�� :/"'^'-� \ �' ' �
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f � `\ � O
�t " � � f� � `.��� '
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� � 4. 'v i �
� K G'COUNTY \�. \1
PIE 'E C�UN�t
:`
� ` t
WESTERN �° `�� � '�Y'�
�• -�� .
KING COUNTY ' _ - _ s.s
a° �. `��` �
`' :�' �,� � r6.0
i� Qt� A. � -� ` x J.�
V �
100-Year 24-Hour °`� � �,.� ��. � .
� _� /-',
Precipitatian °`�� o � ,_�;�J ,f�
in Inches ��Niles h. f
h4'
1993 Surface Water Design hianual 9/1/98
3-17
Runoff Computations Spreadsheet and Q ratios I�
Area C Tc I Flow(Q) I
CB sf ac L min �min Additional Sum Ratio ',
16A 34,759 0.80 O.E8 6.3 3.19 1.73 1.73
16 6,685 0.15 0.68 28 0.2 6.5 3.14 0.33 2.06 0.189
15 2,696 0.06 0.68 132 0.7 7.2 2.94 0.12 2.18 0.060
14A 37,028 0.85 0.68 0.0 7.2 2.94 1.70
14 8,022 0.18 0.68 206 1.1 8.3 2.68 0.34 4.22 0.931
13A 15,725 0.36 0.63 O.a 8.3 2.68 0.66
13 4,535 0.10 0.68 97 0.5 8.9 2.57 0.18 5.06 0.199
12 3,645 0.08 0.68 79 0.4 9.3 2.50 0.14 5.20 0.028
10 2.94 9.5 5.83
10 11,768 0.27 0.68 56 0.3 9.8 2.41 0.44 11.47 1.206
9 3,266 0.07 0.68 56 0.3 10.1 2.36 0.12 11.59 0.011
8 37,931 0.87 0.68 72 0.4 10.5 2.31 1.37 12.95 0.118
7 0 0.00 0.68 27 0.2 10.7 2.29 0.00 12.95 0.000
�6B ;�8,051 0.18 0.88 0.0 10.7 2.29 0.29
6A '' 19,159 0.44 0.68 0.0 10.7 2.29 Q.68
6 6,911 0.16 0.68 120 0.7 11.4 2.20 024 14.16 0.093
5 15,785 Q.36 0.68 62 0.3 11.7 2.16 0.53 14.70 0.038
4 7.90 148 11.7 14.70
� 4A 25,802 0.59 0.55 0.55
4 7.90
4 3.78 flowJacre 10.83
4 5,045 0.12 0.93 0.11 11.54 19.909
3 10,815 0.25 0.93 0.23 11.78 0.020
' POND 11.78
;
I
' 43 5,983 0.14 0.68 6.3 3.19 0.30 0.30
42 7,484 0.17 0.68 250 2.8 9.1 2.54 0.30 0.59 0.994
41 5,819 0.13 0.68 193 2.1 11.2 2.22 0.20 0.80 0.339
1 40 4,775 0.11 0.68 157 1.7 13.0 2.03 0.15 0.95 Q.190
� 39 4,560 0.10 0.68 149 1.7 14.6 1.88 0.13 1.08 0.141
� 38 8,566 0.20 0.68 290 3.2 17.8 1.60" 0.22 1.30 0.205
I PON� 81 1.30
�
�I
�d �� ��,
_ � i �,+SUTAF��' A��t�. bF Gl� 6� COn�1�;T�� UJITH C� ��` .
CCS ��S ��5 �£� �Z)1"G'�!N/a j Ef�.
Runoff Computations Spreadsheet and Q ratios
Area C Tc I Flow(Q)
CB sf ac L min min Additional Sum Ratio
33 19,559 0.45 0.68 6.3 3.19 0.97 0.97 '
32 9,050 0.21 0.68 76 0.4 6.7 3.06 0.43 1.41 0.444
31 A 16,845 0.39 0.68 145 0.8 7.5 �2.85 0.75 2.16 0.533
31 28,748 0.66 0.68 28 0.2 7.7 2.82 1.26 3.42 0.586 '
30A 21,421 0.49 0.68 0.0 7.7 2.82 0.94
30 15,467 0.36 0.68 143 0.8 8.5 2.65 0.64 5.00 0.462
28 10,075 0.23 0.68 245 1.4 9.8 2.41 0.38 5.38 0.076
27 33,241 0.76 0.68 28 0.2 10.0 2.39 1.24 6.62 0.230
26 1,466 0.03 0.68 44 0.2 10.2 2.35 0.05 6.68 0.008
25A 6,830 0.16 0.68 0.0 10.2 2.35 0.25
25 1,885 0.04 0.68 54 0.3 10.5 2.31 0.07 6.99 0.048
4 3.78 233 10.5 6.99 '
24A 4,094 0.09 0.68 6.3 3.19 0.20 0.20
24 5,092 0.12 0.68 28 0.2 6.5 3.14 0.25 0.45 1.225
18 0.21 57 6.5 0.45
23 1,100 0.03 0.68 6.3 3.19 0.05 0.�5
22 22,600 0.52 0.68 37 0.2 6.5 3.13 1.10 1.16 20.139
21 A 11,469 0.26 0.68 0.0 6.5 3.13 0.56
21 6,788 0.16 0.68 78 0.4 6.9 3.00 0.32 2.04 0.758
20A 22,285 0.51 0.68 0.0 6.9 3.00 1.05
20 12,603 0.29 0.68 172 1.0 7.9 2.77 0.54 3.63 0.781
19A 17,972 0.41 0.68 0.0 7.9 2.77 0.78
19 17,932 0.41 0.68 160 0.9 8.8 2.59 0.72 5.13 0.414
18 0.21 0.45
18 0 0.00 0.68 24 0.1 8.9 2.56 0.00 5.58 0.089
17A 3,482 0.08 0.68 0.0 8.9 2.56 0.14
17 2,689 0.06 0.68 109 0.6 9.5 2.46 0.10 5.83 0.043
10 2.94 95 9.5 5.83
�F.Ci��v'_�TER. COP9'_�UTER PROGFu_1M FCR PIF,=�
Pipe data from file:4-33.bw_
Su-cnarg2 conditior. at inter:�.ediat� junc��cr_s
Tailwa�er Elevation:453. 62 feet
Ciscnarge �ar_ge:6.99 te E. 99 Step of 1. [cfs'
GvGr=lcw _leva�ion:512.36 feet
�nTei r:NONE
L�ps�ream Velccity: 3. f2e`/s�c
F�_� �;0. 1. 233 LF - _�"CP C� 8 .9�� uG'��t�. �5=.13 Iri��=. 472 . C5 ��;:YP. 5
�:;NC N0. 1: OVERrI,OW-EL: 4ifi. 31 EEA1D: 13 DEv C=P./WID`�"H: 4 .0 Q-R?T�O: 0. C5
Q;CFS) Fi�v{FT) HW ELEV. * N-FAC CC DN TW DO DE HWO HWI
******** �********************�***��****+**************�***�**��****�*****�**�**
6. 99 _. 66 47.'s.71 * 0.012 1 .06 0.5C 2 .4; 2.4? _. C6 *�*** 1. 66
PIP�' D;O. 2 : 54 LF - =5"C� @ 6.5'��% CC�TLE1: 472.C5 �`i�r.:': 4_7�. 5o INTYP: 5
JUNC N0. 2: OV'�RF.�CW-�L: 482.34 BEND: 59 DEG DIA/TrIIDTH: d_.0 Q-�TIO: 0.01
Q(CFS) H�i(FT) f??id ELE°J. * N-FAC DC DN TW DO DE HTnTO HWI
*x*x*�*****************�*�*��**�****************�**********�****���***x�*�*****
E. 6i 1. 8C 4�7.3� * G.C"_2 1.C� C. �3 =.FS "_. 60 1.04_ ***x* 1.8C
FIF� �:C. 3: �4 LF - 15"CP @ 5. ��= OII^��T: 4"5. �� ID1LE,:. 4�� . G� =�i=�?. 5
JliNC N0. 3: CVE�FLOW-EL: 4�4.25 BE��: 90 DEG DIA/wIDTH: 4 .0 Q-F�=_T�C: 0.23
Q(CFS) HW(FT) HLv ELEV. * N-FP.0 DC DN TW GO DE f:WO H��TI
*x+***********,�*���*********�*x******�**�***�**�**��***********�*�****��*******
E.62 2.32 48C.32 * 0. 012 1.04 0.56 1.8C� 1.80 1.04 *�*** 2 .32
FIPE NC. � : 28 L� - i2"C? @ 12.50� 0'.;T��T: 47� .00 INLE"=': 4�1 . 5� Iti��P: 5
JUNC I�C. 4 : OVERrLOW-EL: 484.�9 BENC: 73 DEG DIA/W�DT�: 2.0 Q-�T=O: 0.08
Q(C�S) HW(FT) H�7 E�EV. * N-FAC DC DN TW DO DE I-_WO H�nT�
*<*x***:r**��*****���******��*��x�*+****xt**************+******+*+**************
5.3� 2.�6 483.9'0 * 0.012 0 . 94 G.44 2 .32 2. 32 0. 94 ***** 2 . 46
P�P� tiC. .. . 245 L� - _2"CF @ 5 .1=� CC:�LET. 48i.�� iN�=� . 494 . G1 ��;_�?. 5
JUNC D;G. 5: OV=,R.F�,GW-�L: 497. 43 B�[�1D: 0 DEG DIA/W=DT�: 2.0 Q-RrT�O: O.S6
Q(��S) HW(rT) H'�I ELEV. * N-FAC DC D?v TW DO DE FWO HW�
�**x*******��**+******************�****��**��********************�*****�*+*****
5 .G0 2.C6 496.0? * C.012 0.92 0. 55 2.46 2.46 0. 92 ***** 2.06
PIF� NG. E: "�^-_3 LF - 12"CP @ 5.81° OU:LET: 494 .0�_ IN�ET: 5C2. 32 INTYP: 5
JUIvC N0. E: CVeR�LCF1-EL: 5Q5.69 BEtiD: 90 DEG CIA/WID^_H: 2.0 Q-R�'"IO: 0.59
Q(CFS) F'�i(FTj �W E�EV. * N-FP.0 DC DN TW C0 D� HidO HWI
*x*�***���x**�**�**�*�*�***x**xx�x***x*x�+�*****�**x�x�*******�+��****�****��**
3. 42 _.4� 503.�� * G.Ci2 0. 8G 0.42 2.06 2.C6 G. 80 *x*** 1.48
PIPE N0. 7: 28 LF - 12"CP @ 2.OGo OC�TLE'=': 502.32 INLET: 502.83 INT`�P: 5
JUNC N0. 7: OVE�rLOG1-EL: 505.69 fi�VD: 90 DE� DIA/TAIDTH: 2.0 Q-RA"'I0: 0.53
Q(CFS) HW(FT) HGi ELr�V. * N-FAC DC CN TW DO DE HWO HWI �
**********�********�*��*x���****�******�x***********�**�**�**x******�*�******�*
2.16 1.22 504.10 * O.Ci2 0.63 0.44 1.43 1.4� 1.01 1.22 0. 99
PIPE N0. E: 14� LF - 12"CF @ 2.983 OUTLET: 502.88 INL?T: 507.20 ItiTYP: 5 I
JUNC N0. 8: OVERFLOW-EL: 510.78 BEND: 10 DEG DIP./TtiIDTH: 2.0 Q-Rt?T�O: 0.44 '
Q(Cr S) HW(FT) H?d ELEV. * N-FAC CC DN TGT DO CE EWO H6dI
**�**�*�***�*�******************�***********�*****************�******�******�*�
1.41 0.70 507.9C * 0.0=2 0.51 0.32 1.22 1.22 0.51 ***** 0.70 ,
P�P� NC. 9: 76 LF - 12"CP @ 2. 62°s OUTLET: 507.20 IVLET: 509. 19 INTYP: 5
Q(CFS) H�i(FT) HTiu ELEV. * N-FAC DC DN TW DO DE HWO HWI
***x***x�*�*****�***�*********xx��**�****************��*�**+*******�*�*�*******
0. 97 0.43 5C9.62 * G.012 0.42 0.27 0.70 0.70 0.42 ***** C.43
BAC:C'r1P_TER. CCMrUT=R PROG�,l^. FOR PIF=�
Pipe data from file:l8-24A.bwp
Surcnarge condition at intermecia�E �'1^:��_cr.s
Tailwater Elevation:479.34 feet
Discharge Range:0.45 to 0.45 Step �= 1 . [cfs;
Overflew Elevation:486.09 fee`
TAeir:NONE
UpstreaT. Veio�_�y: 3. fee�/s�c
P�P� N0. 1: 57 LF - 12"CP @ 9. 68� CC;TLE:: 476. 6u INLEi: 482.12 INTYP: 5
JUNC N0. 1: OVERFLOW-EL: 486.09 B�ND: 90 DE� DIA/W�DTiI: 2.0 Q-R.�mIO: 1.23
Q(CFS) HW(rT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�**********************�**+*****�***�**********�**�*****************�********�*
0.45 0. 33 482 .55 * G.G=2 0.28 0.14 2 .�? 2.74 0.2E ***** 0.33
PIPE hG. 2: 28 Lr - 12"CP @ 3.40'3 Oli'ILET: 48�. �2 IN�ET: 483.09 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FA� DC DN TW DO DE HWO HWI
*************�*�*�*�****************+*�***t*�**�*�*******************�**�******
C.20 0.19 483.23 * 0.0�2 0. 19 0. 12 C.33 0.33 0.19 ***** 0.12
?=:�Kn�':TE�. CCM?U�ER ?ROGP,AM FOR FIF=S
Pipe data fro�r: fi1�:10-23.bw�
Ss�charge cor.dition at intermed_a*e junctior.s
Tailwater Elevatior:460.89 feet
D=sc.�ar�e Range:5.83 tc 5.83 Step cL 1. [c=s]
Overf�cu; E'e-Ta}ion:499. 9 feet
41eir:NCNE
.;pstre�r. Velecit,✓: s. fe�t%sec
P=P= �dG. l : 95 L� - 12"CP @ 1�. 52� C�,;T�ET: �5�. 3-'_ =�1�,�T: 45� . 30 I�1T`»: 5
Jt;�C NO. l: GVERrLCw-EL: 468.60 BENG: 0 DEG D=A/WIDTH: 2.0 Q-R�TI^v: C.04
Q(CFS) HW(FTa HW ELr,V. * N-�'AC DC DN TW DO DE HWO HWI
�+*x**�******��**�***************�*******�*�***************�***���****�***x****
5. Q3 2.07 467.37 * 0.012 0. 90' C.aB 5 .58 5.58 0. 9� ***** 2.07
FI�E NG. 2 : 109 LF - 1�"CF @ 10.37= G�T�ET: 465. .s0 ItiLE'?': 47'o. 6C IV'_'Yr: 5
J':,NC NO. 2: OVERFLCW-EL: 480.68 BENC: �1 DEG CIA/Ti�1IDTfi: 2.0 Q-�TIO: 0.09
Q;CFS) Hw(FT) HW ELEV. * N-.AC DC DN TW DO DE H4v0 HrrJ�
***********x*+*�********************+************��**��******************�*�***
5.�9 2.74 479.34 * O.C12 0. 95 0.43 2.0� 2.C7 0.9� ****� 2.74
PIPE N0. 3: 24 LF - �2°CF @ 4. 6?o OU_LE"': 476.6� IN�ET: 477.72 IN:YP: 5
JUNC N0. 3: CVERFLOTni-c,L: 4'�i.77 B_ND: 7 DE� DIA/uvID'_"H: 2.0 Q-��'1G: 0.4"_
Q{CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
���,�********�*���**�*����**�*******************�*******�*�***�***�x*���***x�***
5. 13 2.�2 480.54 * 0.012 G.93 0.57 2.74 2.74 2.05 2.82 2.�2
P�P� DIO. 4 : 160 LF - 12"CP @ 4.82°� GtiT�ET: 477 .72 INLET: 485.43 IVTYF: 5
JUNC N0. 4 : OVERFyOW-EL: 489.74 BEND: 0 DEG C�A/WIDTY: 2.0 Q-R�T�O: 0.78
Q(CFS) HW(F�) HTd EL�V. * Iv-FAC DC DN TW DO DE H'+VO HWI
*�*�****�*****�****��**************+***************:�*�*********�*�***�x*******x
3. 63 1.44 446.87 * C.Oi2 O.E2 0.46 2.82 2.fi2 0.82 ***** 1.44
PiPE N0. 5 : 172 LF - 12"CP @ 5. 15% GUTLET: 4C5.43 INLET: 494.29 ItiTYF: 5
JUI�iC N0. 5: OV�RFLCW-E:�: 499.�1 BE:iD: 8 DEG DIr/wIDTH: 2.0 Q-RATIO: 0.76
Q(Cr S) HW(FT) I�W E�EV. * N-FAC DC DN Tr�T DO DE EGvO HJJI
*x�x***:�*******x**�:�***����***xx*******�*�**********�************�*�*�*x*��x**�
2.04 0.89 495.18 * 0.012 0. 61 0. 33 1.44 1.44 0.61 ***** 0.89
FIPE N0. 6: 78 LF - 12"CP @ 1.17� OL'T�ET: �94 .29 Ii�LET: 495.20 INTY"P: 5
JuNC NO. E: OVERFLOW-EL: 5G'_. 97 BEND: 14 D�G DIP./WIDTn: 4.0 Q-�.^I0:20. 14
Q(CFS) HW(c'_') HTd ELEV. * N-FrC DC DN TW DO C�' H�10 Hr7I
*�******=**�x�x***�*�*****�******�***x**�**�***�x�**�x�*�************+x***x***x
1. 15 0. 64 �y�. 84 * O.�i2 0. 4� 0. 37 0.8� 0. 89 G.46 **'** C.64
P�== �C. � . 37 Lr - i2"CP @ 1. G�a C�TLcT: 4°5.2C IDi�E:: 4y�.57 IN.YP: 5
Q{CES) HW(FT) HW ELEV. * N-rAC DC DN TW CO DE hW0 �W=
+******�*****x**********�************�****�*******��**x*****�**��*�***�+*��****
0. 05 G.28 495.65 * 0.012 0. 10 0.09 0.64 0.64 0.28 0.14 0.09
EFCKvATER COMPU"'ER. P�OGR.rs� �GR PIPES
Pipe data from file:4-16A.bwp
Surcharge ccr_dition at intermed�.�ate junctiors
Ta'_lwater Elev�tion:453.62 feet
Dischar��e Range:l4 .7 to 14.7 Step of 1. [c=s]
Cv�_flow Eleva`icn:465.55 feet
�iv'e'_r:NONE
r-�stream Velccity: 3 . f�etise�
Pir� P•;�. 1. 1S8 Lr - 24"CP @ G. �5� CU�?ET: 45u.3� iV�E�: 4���.2� IN�YP: 5
JUNC NG. l: OVER.F�04u-EL: 4�7.72 BE�D: 27 DEG DI�/N7TDTH: 4 . 0 Q-RATIO: 0.04
Q(CFS; HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*x*********�*********�**********�*�*��+*******�*****x**�x*+���**�****�******+**
1� .�0 3.22 45� .42 * G.O�_2 _. 39 1. 37 �i.24 3.24 2. 9'0 3.22 1.97
F��= DIO. 2: E2 L= - 24"CP @ G.53° CUTLET: 4��.20 Ii•:L�T. c�1.53 I`�_YP: 5
JuNC N0. 2: CVERFLOW-��: 4�7.34 fiEN�: 57 DEG DIA/YvIDTri: 4.0 Q-RAT�O: 0.09
Q(CFS) HW{FT) H��I EyEV. * N-FAC DC DN T�I DO DE �WO HW�
*****��****+*********�*�****�**�x**�*+�*��*******�**+x***�*********�*�**�*+****
14.16 3.48 455.01 * 0.012 1.36 �.35 3.22 3.22 3.10 3.48 2.06
PIPE N0. 3: 120 LF - 24"C? @ 0.61% OUTLE`�': 451.53 INLET: 452.26 INTYP: 5
JUNC N0. 3: OV�R�"LCW-EL: 458 .29 BEND: 90 DEG D�A/WIG'"H: 5. 0 Q-RATIO: 0.00
Q(CFS) EiW(FT) f?W ELEV. * I�-rAC DC DN TW DO DE HWO HWI
*x*******�*�*�****��**�****�***�***********�*�****x�**x*�*�********�****�******
12.96 3.57 45�.83 * C.0�2 1. 30 1.21 3. 48 3.48 3.09 3.57 2 .10
FiF� N0. � : 26 L� - L4"CP @ G.?7� GJTLET: 4=,2 .26 INTE�: 4�2 . 46 1D1?YP: �
JUNC NG. 4 : OVE:�rLOW-r.=,: 4�2.31 BEN�: 9J DEG CIA/Ttd=DT"r.: 4.0 Q-r'�1^_I0: G. � �
Q(CFS) H�a(FT) Hir) ELEV. * N-Fr�C DC CN TW DO DE HWO E':.
*x************�****�****�*��*******��**x***�**���**+x�***x�******x��*x**�*,�x�
12.96 :s. 93 456.39 * 0.012 l . _,_ 1 .?? _ . �^ ? . �, _ . �: _ . �= _
FIF� N0. 5: 72 L� - 2�1"CP @ G.-
JUNC N0. 5: CVERFi:OW-�L: 459. C4 E�:�. ��� C�� �l:j;v=�=:. 4 . �:; Q-��.=iC: :,
Q(CFS) HW(FT) HnT E�EV. * N-F�?C DC DN TW DC DE HWO �
*x******�*++**********x***x**�**�+**�****�*��*x*���*�*******�*****�********x-
1'_.59 3.56 4�6.56 * O.G12 1.23 1.G6 3. 93 � : u= � . ��F 3 . ?, - _
F1PE N0. 6: 56 LF - 18"�,P @ 1.02° OUTLET: 453.�
JuNC N0. 6: OV;�R�LCW-EL: 4�9.53 BEN�: 9� DE.� D=e�;'�•.-��_... _ . � �-��-.;�;, . i .�_
Q;C�S; HW(FT) �N7 EL�V. * N-FP_C DC DN TW DO DE EWO HWI
*�*�********��****�*x+�+���+�***x****�*********�����x*****�*****��***�****�*,��*
11. �5 4 .3� 4�8 .37 * C.G12 1. 30 1.2� 3. C6 3.06 3.C6 4.30 2. 93
P�?E N0. 7 : 56 LF - 15"CF @ 1. 98$ OL"TLET: 454.20 INLEm: 455.31 INTYP: 5
JUNC NC. 7: CV�RFLOW-�L: 460.9= BEND: 66 DEG DIP./W�DTH: 2.0 Q-�TIO: C.03 I
Q!CFS) HTi�](FT) f��i9 E�EV. * N-F?C DC DN TW DO DE H�nIO HW�
�x*�+*****�*�****x****�***�***+*+��*************�*******�*****�*�*���*�*******.r I
5.20 �.74 4�9.05 * C .r_2 G. 93 �. F� � . 1? 4 . 17 3.�8 3.74 1. 43 '
FiFE '�G. � : 79 L� - 15"CF @ 3. 91° vL=`,^T: 4j5.3_ INL�1: 458 .dC i�ii'YF: 5 '
��NC NO. 8 : GV�RFLO�id-E�: 463.23 BEtiD: 9 DEG DIP./WIDTH: 2.0 Q-RATIO: 0.20
Q (CFS) H��I{FT} F:W E�EV. * N-FAC DC DN TW DO DE ErNC HWI
*�x*�********+************x***�********************�**********x******��*+x*****
S. C� _. 18 4�9. 58 * C.0"_2 0. 92 C. �3 3.7� 3.7� 0. 97 _. _� 1. 13
PIPE DIO. 9: 97 L� - ?2"CF @ =. 0�� OU"'��T: �58 .6� INLET: 459. 62 INTY?: 5
JUNC NO. 9: OVERFLOW-��: 466.C6 BEND: 12 D�G DIA/WIDTu: 4.0 Q-�TIC: 0. 93
Q(CFS} HW(FT) Err1 ELEV. * N-FAC DC DN TW DO DE HWO HW�
�**x***************�***�***�**�*********�*�*�******;�***�***�*******************
�.22 1. 76 4�"�.38 * C.0?2 0.�? 1. 00 0 . 93 C.93 i.C; 1. E9 1.76
F�P� NG. 'i�: 206 i,^ - 12"CF @ 0.82o CUTLE�: 45y. 62 =N�E�: 46�. 31 ItiTYF: 5
�'.:NC N0.10: O�IERFLOW-��: 469.34 BEND: 12 CEG DIA/�nIT_DTH: 4.0 Q-FcATIO: 0 .06
Q(CFS) �W(F_) HW E�EV. * N-FAC DC DN :W DO CE HWO HWI
*****�******�***�**��******��**�*�********�***��*��**************�*********x*�*
2.18 C. 93 462.2� * 0.012 C. 64 0.58 1.7E 1.76 G.75 0. 93 C�.E8
PiP� NO.li: 132 LF - 12"CP @ C. El°<_ 0�'�'LET: 401.3'_ INLET: 462. 11 INTYP: 5
�UDIC NO. 11: OV�R�'LOW-EL: 465.54 BEND: �6 DEG DIP./YuIDT::: 2.0 Q-R�_i0: 0 . 19
4(CFS} HW(rT) HTn1 ELEV. * N-FAC DC DN TW DO DE H�iO HwI
***+********��*�******x*******�********************�**�***�*********�*+�*******
2.G6 0. 9'0 463.^v? * C.Oi2 0. 62 C. 6i C. 9.� 0. 93 G .62 ***** G. 96
F=P� ��,,. ZG. LR __ - 12"�F @ l. C�G� CC�LE_ . 4�� . �1 I`�L'�T. 4.,�. ..y I:1:"Y=. �
Q(C=S) HW{FT) f�u�l ELEV. * N-�F.0 DC DN T'rl DO DE H•n10 H�iJI
x��x*******x*****�*����*******�**********�*****x**+*�************����***x***�**
_.73 C .?F �E3.�5 * C.C12 C. 5o 0. 47 C. SE �. 9'0 0. 6y C.i� 0 . 6�
BACKW�^ER COMPUTER PROGRP.M FOR PIPES
Pioe da�a frcm file:�OND-4.bwp
Surcharge conditior. at intermediate junctions
Ta_lwater Elevation:a53. feet
Discha_ge Rar.ge:11.78 to 11.78 Stzp of 1. [cfs]
Overflow Eleva�ion:461. 61 feet
Weir:NON�
Upstream Velocity:3. feet/sec
PIPE NC. i. 379 LF - 30"CF @ 1.06o OtiTLEm: 445.00 INLET: 449.03 INTYP: S
JuNC NG. 1: OVERFLO��-EL: 457.00 BEND: 70 DE� DIP./WIDT�: 5.0 Q-RAT�O: 0.02
Q(CFS) HW(FT) Hrd ELEV. * N-FAC CC CN TW DO DE HWO HWI
�**�x**���*********+**�****��****���+***��****+****�******************�******�*
11.7� 4 . 36 4�3.39 * G.012 1. 16 0.87 8 .00 8.00 4 .24 4 . 36 1. 62
PIPE NO. 2: 143 LF - 3�"CP @ 0.59� GL'��'�E^: 449.G3 IN�ET: 4a9.88 IN:Y'P: 5
JUNC N0. 2: OVERFLOW-Ey: 401.59 BEND: 0 DEG DIA/WID^H: 6.0 Q-RATIC:19.91
Q(CFS) E:T�T(FT) HW E:�EV. * N-rAC DC DN TW DO DE H'nJ0 HWI
*****��****�*�*****+**+�****�***+***************���******�****+**�*���********�
1"_.55 3.74 �53. 62 * 0.012 1. 14 1.01 4.36 � . 3� 3. 6? 3.�� 1.63
FIr� NC. �: 25 LF - 1�"C? � �"_. 54= G.;TLET: d_5i.38 INLET: 450. 98 =��YP: 5
Q(CFS) HW(FT) HW ELEV. * Iv-FAC DC DN TW DO DE FWO HWI
*xx�x***+*�*���**�**�**�*�*+*****�*****x***+�************x***�*�**�************
0. 55 C . 31 4�?.29 * C .0�2 0.31 0."�3 2.2a 2.24 G. 3= *�*** 0.18
BACKSd�TER COMPUmER PROGR.�� FOR PI?ES
Pipe data from file:FOND-43.bwp
Surcrarge conditior G� in�ermediate junctions
Tailwater Elevation:453. feet
Discharge Range:l.3 to 1.3 Steo of 1. [cfs]
Overflow Elevation:515.45 feet
W�ir:NGNE
Cpstream Velccity:3. feet/sec
FIFE N0. l: 81 LF - 12"CP @ 13. 33°s OUiLET: 446.50 INLET: 4G7 . 30 INTYP: 5
JUNC N0. l: OVERFLOW-EL: 461.80 BENC: 90 DEG DIA/TA=DTH: 4 .5 Q-RP.TIO: 0.20
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN T��i DO DE HWO HWI
******�**********�+*�����*******�x********�*�*****�*****�**********���*+*******
1.30 0. 64 457. 94 * O.Oi2 0. 49 C.2'� 6.5� 6.50 0. 49 ***** 0.6�?
P�PE N0. 2: 290 L�' - 12"CP @ � .85= CUTLET: a�7.3G IN�ET: 482. 97 INT'_'P: 5
JU�C N0. 2: OVERFLOW-EL: 4�8.97 BEND: 0 DEG �CIA/WIC^_H: 4.0 Q-�TIO: 0.14
Q(CFS) EW(FT) HTn] ELEV. * N-FAC DC DN TW DO DE H�vO HWI
**���****�**+****�***********��**�**�*************�********x*****************�*
1.08 0.56 483.53 * 0.012 0.44 0.21 O . E? C. E4 O.�a ***�* G. 56
PiF� I�C. .s: 149 LF - 12"CF @ i .52� GU��ET: 482. 97 INLE_: 49z . i7 1N�YP: 5
JUNC N0. 3: OV�RFLOFJ-��: 497. 63 Br.tiD: G DEG DIA/'�1=DT�I: 2.0 Q-RA�IC: 0.19
Q(CFS) HW(FT) HW E�EV. * N-FAC CC DN TW DO DE HTn70 HW=
***********�*********************��*�**x**;�****��***��**********�+��*+***�*****
0 .95 0.52 494.69 * O.C12 0.41 0.21 0.56 0.56 0.41 ***** 0.52
PIFE I�C. 4 : 157 LF - 12"CP @ 4.40� CUTLET: 494.17 ItiLET: 5C�.08 T_N^YP: 5
JUVC N0. 4 : OVERrLOTa-EL: 504.54 B�NJ: 0 DE� DIA/WiDTF: 2.0 Q-RP.T�C: 0.34
Q(CrS) H�{FT) H✓� ELEV. * N-��?C CC DN TW DC DE HWO HW�
*****�*t*x*****************����*+�*************x**�****�**�*+*****��*�********+
G.79 G.49 501.57 * O.C'_2 0.38 0.22 0.52 0.52 0.38 ***** 0.49
P�°E N0. 5: 193 LF - 12"CP @ 3.00° OUTLET: 501.0� INLET: 506. 87 �N.YP: 5
JUNC N0. 5: OVERFLOW-EL: 509.83 fiEND: 0 DEG D1A/WTDTF: 2.0 Q-RAT=O: 0.99
Q{CFS) H'n7(FT) HW ELEV. * N-FAC DC DN TW DO DE EWG NWI
****�*+�**��*�**********x*****��x�********�********� �***�*x�***�***�x�****��***
C.59 C.43 5C7.30 * 0.012 0.33 0.21 0.49 O.c9 G.33 ***** C. 43
PlPE N0. E: 250 LF - "�2"C,P @ 2 .2:.'s 0'I;TLEl: 506.E7 IN�ET: 5"_2.49 IN1Y�: 5
Q(C=S) fiW(FT) HW E`LEV. * ri-FAC DC CN TW DO DE HWO fiWI
*****�***�********����+****�*******�***************�**************************+
0.3G 0.23 5_2.72 * O.C'�2 C.23 C. 16 0.43 C .43 0.23 �**** 0._E
East Renton/Rosemonte—Technical Info�mation Report
I
6 SPECIAL REPORTS AND STUDIES
6.1 Geotechnical Re orts II
P
Please refer to the report Rosemonte-East Renton Property, by Associated Earth Science, Inc. ,
dated November 12, 2007 located at the end of this section. Also included is the '
geotechnical engineering report dated April 23, 2003 by Associated Earth Sciences, Inc as
referenced in Condition 20 for the Rosemonte Plat.
6.2 Wetland Determination Report
Please refer to the report Wetland Determination for East Renton Property, by C. Gary
Schulz dated September 12, 2002. Also Report Addendum for Wetland Hydrolo�
Assessment; by C. Gary Schulz dated November 11, 2011.
6.3 Wetland Recharge
There are approximately 9.5 acres of wetlands and associated buffers (wetland complex)
occupying the western portions of the two plats of East Renton/Rosemonte. On the attached
Existing Wetland Tributary Area Exhibit these wetlands are identified as B, C, E and F.
«'etlands B and C are located within the East Renton site and Wetland E and F are located
within the Rosemonte site. This complex receives sheet flow runoff from the remaining
upland portions of both sites. With development, it is proposed that both projects will be
served by one detention facility (large combined detention/WQ treatment pond), located in a
tract in the northeast corner of Rosemonte. This pond will be sized to provide Level One
flow control—discharge from the pond will provide recharge to wetland F.
In order to maintain hydrology to the remainder of the wetland complex, the yearly volume
of runoff from the upslope area draining to it was calculated utilizing King County Runoff
Time Series (KCRTS) methodology. Using KCRTS, the existing basin's 1.1-year storm peak
��-as determined to occur on 3/24/04. This date was then bracketed (6-months before and 6-
months after) and the time series analyzed to determine the total annual runoff volume during
that 1-year period. The 1.1 year storm was selected because it is the lowest intensity and
highest frequency storm that KCRTS can model.
Job#01-047 Page 6-1
October 19, 2011 �
, TSo��
�
East Renton/Rosemonte—Technical Information Report
Under developed conditions, the goal is to maintain hydrology by recharging the wetland
complex with runoff from the roofs and backyards of selected lots. For each lot providing
recharge, 2000 sf of contributing roof area is assumed. The number of lots (together with
some open space tract and wetland trail area) needed to provide recharge equivalent to the
existing conditions annual 1.1-year volume was determined by time series iteration. These
lots are situated adjacent to or near the wetland complex, with runoff distributed to each
wetland via discharge from individual lot rocked outfalls. [See Developed Wetland Recharge
Area E.xhibit.]
Recharge roof and yard area runoff that does not get routed to the pond (portions of Lots 27-
39, Tracts D and H) will be treated as "bypass" area, and will be compensated for during
detention pond sizing.
6.3.1 Predeveloped Land Cover
WETLAND B & C
In the existing condition, 6.53 acres of the site is tributary to wetland B and C located near
the western property line. This area is to be diverted away from the wetland after
development. The following is a breakdown of the pre developed land cover.
1.96 acres Farest
0.09 acres Impervious (dri��e���ays and roofs with i0r� impervious multiplier)
4.48 acres Till Pasture
6.53 acres Total
KCRTS Existin Peak B and C Flows
Flow Frequency Analysis
Time Series File:ext b & c.csf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Fre uenc Anal sis-------
q Y Y
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob �I
(CFS) (CFS) Period I
0.453 2 2/09/O1 18:00 0.724 1 lOC .CO 0.990
0.169 7 1/05/02 16:00 0.453 2 25. 00 0.960
0 .403 3 2/28/03 3:00 0.403 3 10. 00 0.900
0.04� 8 3/24/04 19:00 0.379 4 5.00 0.800
0.229 6 1/05/05 8:00 0.361 5 3 .00 0.667
0.379 4 1/18/06 16:00 0.229 6 2 .00 0.500
0.361 5 11/24/06 4:00 0.169 7 1 .30 0.231
0. 724 1 1/09/08 6:OC 0.045 8 1 .10 0.091
Comnuted Peaks 0 .634 50 .00 0.980
Job#01-047 Page 6-2
October 19, 2011 �T�D
�:,_ . ,
East RentonlRosemonte—Technical Information Report
KCRTS Existin B and C Volume
Discharge Volu:ne from Time Series �
ext b & c.tsf
between 09/24/03 00:00 and 09/23/0� 23:59
39072. Cv-Ft or 0 .897 Ac-Ft in 305 .0 days
WETLAND E & F
In the existing condition, 2.50 acres of the site is tributary to wetland E and portion of F
located near the northwest corner of the site. This area is to be diverted away from the
wetland after development. The following is a breakdown of the pre developed land cover.
2.50 acres Till Pasture
2.50 acres Total
KCRTS Existin Peak E and F Flows
Flow Frequency Analysis
Time Series File:ext e & f.tsf
Pro�ect Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Preb
(CFS) (CFS) Period
0. 176 2 2/G9/O1 18:00 0 .302 1 100.00 0.990
0.066 7 1/05/02 16:00 0 . 176 2 25.00 0.960
0.161 3 2/28/03 3:00 0 . 161 3 10.00 0.900
0.017 8 3/24/04 19:00 0. 150 4 5.00 0 .800
0 .090 6 1/05/05 8:00 0.145 5 3.00 0 .667
0 . 150 4 1/18/06 16:00 0.090 6 2.00 0 .500
0 . 145 5 11/24/06 4:C0 0 .066 7 1.30 0 .231
0.302 1 1/09/08 6:00 0 .017 8 1.10 0.091
Computed Peaks 0 .260 50.00 0.980
KCRTS Existin E and F Volume
Discharge Volume from Time Series
ext e & f.tsf
between 09/24/03 00:00 and 09/23/C4 23:59
18318. Cu-Ft or 0.421 P.c-Ft in 36�.0 days
Job#01-047 Page 6-�
October 19, 2011 �
TRIAD
�...
East Renton/Rosemonte —Technical Information Report
6.3.2 Developed Land Cover
WETLAND B & C
In the developed condition, 1.15 acres of the site will be directed to wetland B and C located
near the western property line. This area consists of Lots 30-39 (rear yards, side yards, and
roofs) and approximately 4829 sf of wetland trail. For each lot, 2000 sf of roof area per lot is
assumed (.046 acres /lot). The following is a breakdown of the developed land cover.
0.57 acres Impervious (10 lots x .046 ac roof per lot plus 0.11 ac wetland trail)
0.58 acres Till Grass
1.15 acres Total
KCRTS Develo ed Peak B and C Flows
Flow Frequency Analysis
Time Series File:dev b c.tsf
Project Location:Sea-Tac
---Anr.ual Peak Flow Rates--- ----Flow Frequency Analys-s------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0 . 190 5 2/09/O1 2:00 0.392 1 100. 00 0 .99G
C . 148 8 1/05/02 16:00 0. 230 2 25.00 0.960
C.230 2 2/27/03 7:OC C.222 3 10.00 0 .900
0. 153 7 8/26/04 2:00 0.201 4 5.00 0 .800
0. 186 6 10/28/04 16:00 0.190 5 3.00 C.667
0.201 4 1/18/06 16:00 0. 186 6 2 .00 0.500
0. 222 3 10/26/06 O :CO 0. 153 7 1 .30 0.231
0.392 1 1/C9/08 6 :C0 0 . 148 8 1 . 10 0.091
Computed Peaks 0.338 50.00 0.980
KCRTS Develo ed B and C Volume
Hyd�ograpn from Time Series file
dev b c.tsf
Time Step is 365.00 days
Date Hour CuFt Ac-Ft
9/24/03 C:00 8760 .00 42752. 0.981
Basin B and C I
Existing Volume = Q1.1 = 39,072 cu-ft
Developed Volume = Q1.1 = 42,752 cu-ft
Job#01-047 Page 6-4
October 19, 2011 �
TRIAD
:-=l,�
East Renton/Rosemonte—Technical Information Report
6.3.3 Developed Land Cover
WETLAND E & F
In the developed condition, 0.69 acres of the site will be directed to wetland E and F located
near the northwest corner of the developed site. This area consisted of Lots 27-29 (roofs,
sideyards, and backyards) and Open Space Tracts D and H (including approximately 970 sf
of trail). For each lot, 2000 sf of roof area per lot is assumed (.046 acres / lot). The pond
outflow is also tributary to wetland E but is not considered in this analysis. The pond
outflow is located below wetland E and a portion of wetland F. The following is a
breakdown of the developed land cover.
0.16 acres Impervious (31ots x .046 ac roof per lot plus 0.022 ac of Tract H trail)
0.53 acres Till Grass
0.69 acres Total
KCRTS Develo ed Peak E and F Flows
Flow Frequency Analysis
Ti:ne Series File:dev e f .tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flcw Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0 .086 4 2/09/O1 2:00 0 .188 1 100. 00 0.990
0 .059 7 1/05/02 16:00 0 . 106 2 25. 00 0.960
0 .106 2 2/27/03 7:00 0 .090 3 10.00 0.900
0.050 8 8/26/04 2:00 0.086 4 5.00 0. 800
0.063 6 10/28/04 16:00 0. 083 5 3.00 0.667
0.090 3 1/18/06 16:00 0. 063 6 2.00 0.500
C.083 5 11/24/06 3:00 0. 059 7 1.30 0.231
C.188 1 1/09/08 6:00 0. 050 8 1 . 10 0.091
� --- F---- _ � - c � -
I�Cf:I� ll��,�«:�,�U f� a��:�l � `t ��:u�r.:
----- ---- ---------- —-—,
Hydrograph from Time Series r___
dev e f.tsf
Time Step is 365.00 days
Date Hou� CuFt Ac-Ft
9/24/03 0:00 876C.00 17571 . 0. 403
Basin E and F
Existing Volume = Q1.1 = 18,318 cu-ft
Developed Volume = Ql,l = 17,571 cu-ft
Job#01-047 Page 6-5
October 19, 2011 /T��
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ROSEM0�1T-EAST
Water Resources ��4iv PROPERTY
;�,�'�-%--A King Counry, Washington
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Environrnental Assessments and Project No. KE040766B
Remediation November 12, 2007
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I�iovember 12, 2007
Project No. KE�40766B
CamWest Development, Inc.
9720 NE 120`� Place, Suite 100
Kirkland, Washington 98034
Attention: N1s. Jennifer Reiner
Subject: Subsurface Exptoration, Geologic Hazard, and
Geotechnical Engineering Report
Rosemont-East Renton Property
King Counry, Washingtan
Dear Ms. Reiner:
`Ve are pleased to present the enclosed copies of the above-referenced report. This report
summarizes the results of our subsurface exploration, geologic hazard, and geotechnical
engineering study, and offers recommendations for design and development of the proposed
, project. This report is intended to reptace our April 23, 2003 geotechnical report completed
for the "Ironwood Property" for Northward Homes.
We have enjoyed working with you on this study and are confident tl�at the recorrunendations
presented in this report will aid in the successful completion of your project. Should you
have any questions, or if we can be of additional help to you, please do nat hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, I�C.
Kirkland, `Vashington I
Kurt D. Merriman, P.E.
Principal En�ineer
KDMru
K��74766B 1
Projec�s�0046 i 66�KE1W P
Kirkland � Everett a Tacoma
425-82,'-7701 42�-259-0�22 2>3-?22-2992
tiv�vw.aes�eo.com
SUBSURFACE EXPLORATIOv, GEOLOGIC HAZARD,
AND GEOTECHNICAL El�,TGI�tEERING REPORT
ROSE11�I0� T-EAST RENTON PROPERTY �'�
I�ing County, `i�'ashington
Prepared fvr:
CamWest Developmeut, Inc.
9720 NE 120`h Place, Suite 100
Kirkland, `i%ashinaton 98034
Prepared by:
Associated Earth Scieuces, Inc.
911 5`" Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
FaY: 42�-827-5424
Noveir�ber 12, 20G7
Project No. KF,040766B
Scrbsulface Erploration, Geologic Hazard, and
Roserrzait-Easr Re�iton P�-opel-ty Geotechnical E�igineering Repor-r
King Cowtry, Washi�igtori Project and Site Condirio�is
I. PROJECT A�� SITE COti�ITIO�S _
1.0 INTRODUCTION
This report presents the results of our subsurface exploration, geologic hazard, and
geotechnical engineering study for the Rosemont-East Renton Property located east of 148"'
Avenue SE, roughly between SE 117`h and SE 120'� Streets in King County, Washington. This
report is intended to replace our previous report dated April 23, 2003 for the "Ironwood ,
Property" prepared at that time for Northward Homes. CamWest Development, Inc. �
(CamWest} has subsequently purchased the property and combined it with the "East Renton"
(southern portion of the site) and re-named the northern portion of the site "Rosemont." The
site location is shown on Figure 1, "Vicinity 1�1ap." The recently completed site and grading
plan and approximate locations of the explorations accomplished for this study are presented on
the "Site and Exploration Plan," Figure 2. The explorations were completed in the general
areas of the proposed lots, detention facilities, and streets. If development plans change, the ,
conclusions and recommendations contained in this report should be reviewed and modified, or , �
verified, if necessary.
1.1 Purpose and Scope
The purpose of this study was to provide subsurface soil and ground water data to be utilized
in the design and development of the above-referenced project. Our study included a review of
available geologic literature including soils data from the referenced 2003 report and
supplemental exploration pits excavated within proposed detention tracts in 2004 and
excavation of 12 new expIoratiori pits. We also performed geologic studies to assess the type,
thickness, distribution, and physical properties of the subsurface sediments and ground water
corditions. Limited geologic hazard evaluations and encineering studies were also conducted
to deterniine suitable geologic hazard mitigation techniques, the type of suitable foundations
for new structures, allowable soil foundation bearing pressures, anticipated settlements,
retaining wall lateral pressures, floor support recammendations, and drauiage considerations.
This report summarizes our current fieldwork and ofrers hazard mitigation and development
recommendations based on our present understandinQ of the project.
1.2 Authorizat:on
Authorization to proceed witli this stucly was granted by Cam�Vest. This report has been
prepared for the exclusive use of CamWest and their ageuts for specific application to this
project. �'ithin the limitations of scope, schedule, and bud;et, our services have been
performed in accordance with generally accepted geotechnical enQineering and en�ineering
geology practices in effect in this area at the time our report was prepared. No other warranty,
express or implied, is made.
1Voverriber 1?, 2G07 ASSOCI.-1 TED EARTH SCIE,VCES, I,'VC.
SGairs-KEOd;66131-Pre,�zus�'G!J1075E�;.t`�µ,° P8?Z 4
Si�bscu;ace Eipioratia�, Geologic Hn<,a�•d, m:d
Rosemnnt-East Renron Propem� Geotech�tical E�tgineering Reporc
King Counry, Wcrshington Project arid Site Conditions
2.0 PROJECT AND SITE DESCRIPTION _
This report was compieted with an understanding of the project based on conversatians with
NIs. Rebecca Cushman of Triad Associates, review of proposed lot and street layout and
grading plans, review of King County Prelirninary Plat Application review corrunents dated
April 10, 2007, and familiarity with our previous geotechnical work performed in the site area.
Present plans call for demolition of two existing houses and several outbuildings and the
construction of 91 single-family units, new streets, two storm water detention facilities, and
associated development improvements. Access to the new development will be from 148`h
�fVeI:L'� �E `:'ia � ,._'.� f��i�Zil�:_:: ������,:•�r C��= V?]Z'�ij C:: t"� r?��:�:li:�� �l�_.::� 3� �F _:i'i5
Stle�i
The site is located west of 148�� Avenue SE and east of the Renton city limits, approximately II'
'/a mile south of SR 900 in King County, Washington. Wood-framed, single-family homes
occupy the northeast and southeast corners of the property. Several large outbuildin�s are
located west of both houses. A domestic water well is located near the northern hoinesite.
The site slopes moderately down to the west to a wetland that occupies the western one-third of ,
the property. The wetland contained both standing and flowing surface water at the time of
our site visits. Total evaluation hange across the property is on the order of 100 feet. The
east side of the site is predominately developed with pasture overgrown with blackberries and
Scotch broom with scattered trees and grass within the areas surrounding the existing houses.
The west side of the site is covered with wetland vegetation and mature trees. The area near
the northwest site corner has been developed under a different CamWest plat. The site is
su:rounded by large tracts of rural and densely-spaced, new residential tracts.
3.0 SUBSURFACE EXPLOR�TION
Our field study included advancing 19 exploration pits on April 8, 2003 within the Rosemont
tract (formerly Ironwood Property), two exploration pits in 2004 within the proposed detention
tracts, and 12 new exploration pits within the East Renton tract (fornierly Rosemor.t). `Ve
completed three exploration borings on October 4, 2007 within the progosed detention facility
footprints. We also performed a geologic reconnaissance to gain information about the site.
The various types of sediments, as well as the depths where characteristics of the sediments
changed, are indicated on the exploration logs presented in Appendix A. The depths indicated
on the logs where conditions changed may represent gradational variations between sediment
types. Our explorations were approximately located iii the field by measuring from known site
features shown on the "Site and Exploration Plan" and their locations and eIevations shou!d be
conside:ed approrimate.
l��ovember 12, 2007 ASSOCI.-1TED EAR;H SCI�.VCES, I;VC.
$�3'ts—K=7_:Eo3r_p.;�r,s,=i,C-n,-66',,<���'v? Patre 5
Sitbsu�face E�pioratio�z, Geofogic Ha;:ard, and
Rosemon!-East Renton Properiy Genteclvtical E�igineeruig Report
Kiiig Coc��iry, Waslting!o�i Project and Site Coriditions
The conclusions and recommendations presented in this report are based on the explorations -
completed for this and previous studies. The number, locations, and depths of the e�tplorations
were completed within site, time, and budgetary constraiiits. Because of the nature of
exploratory work below ground, extrapolation of subsurface conditions between field
explorations is necessary. It should be noted that differing subsurface conditions may
sometimes be present due to the random nature of deposition and the alteration of topography
by past grading and/or filling. The nature and extent of any variations between the field
explorations may not become fully evident until construction. If variations are observed at that
time, it may be necessary to re-evaluate specific recomrnendations in this repor� and make
appropriate changes.
3.1 Exploration Pits
All exploration pits were excavated with a trackhoe either under subcontract to Associated
Earth Sciences, Inc. (AESI) or Cam�t%est. The pits permitted direct, visual observation of
subsurface conditions. Materials encountered in the exploration pits were studied and
classified in the field by an engineering geologist or geotechnical engineer from our firm. All
exploration pits were backfilIed immediately afrer exa�nination and logging. Selected samples
were then transported to our laboratory for further visual classification and testing, a�
necessary. Laboratory testing was only performed on the samples collected during our mos:
recent subsurface exploration from the East Renton property.
3.2 Exploration Borings
The exploration borings were completed by advancing a 3'/a-inch, inside-diameter, hollow-
stem auger with a track-mounted drill rie to depths ranging from 11.5 to 36.5 feet. During the
drilling process, samples were obtained at generally 2.5- or 5-foot-depth intervals. The
borings were continuously observed and logged by a geotechnical engineer from our firm. The
exploration logs presented in Appendix A are based on the field logs, drillin� action, and
inspection of the samples secured.
Disturbed but representative samples were obtained by using the Standard Penetration Test
(SPT) procedure ui accordance with American Society for Testing and Nlaterials
(ASTN1):D 1586. This test and sampling method consists of driving a standard, 2-inch,
outside-diameter, split-banel sampler a distance of 18 inches into the soil with a 140-pound
hammer free-fallina a distance of 30 inches. The number of blows for each 6-inch interval is
recorded and the number of blows required to drive the sampler the fitial 12 inches is known as
the Standard Penetration Resistance ("Iv"') or blow count. If a total of 50 is recorded within
one 6-inch interval, the blow count is recorded as the number of blows for the corresponding
number of inches of penetration. The resistance, or N'-value, provides a measure of the
relative density of granular soils or the relative consistency af cohesive soils; these values are
plotted on the attached borina log.
Novernber 12, 2G07 ASSOCIATED EARTH SCIE.YCES, I,VC.
SGDhs—KE04i6631—Projectsl2G4fOJ66jKEIW'P Pa;e 6
St�ose��;`ace Exp!n�•rtic.n, Geolagic Ha�ard, and
Rosemont-East Renron Proper-ry Geoted:nical Eng�neering Report ,
Kir2g Countv, Washington Project m�d Site Coi2ditions ',
The s�mples obtained from the split-barrel sampler were classified in the field and ',
representative portions placed in watertight containers. The samples were then transported to
our laboratory for further visual classification and laboratory testing, as necessary. Laboratory
testinQ data is summarized below and included in Appendix A.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplished
for this study and visual reconnaissance of the site. As shown on the field logs, the exploration
pits generally encountered fiil materials of various thickness and composition near the
northwest and southeast corners of the praposed development area overlying various gIaciaily
derived sediments. In one expioration pit near the southwestern corner of the proposed
development area, we identified colluvium over glacia] recessional outwash sediments
overlying pre-Vashon sedimentary deposits consisting of stiff to hard peat and silt. Although
isolated areas of outwash were encountered near the ground surface, till was the predominant
soil encountered throughout the site, as mapped on Figure 2.
At this site there appears to be a somewhat thin till cap along the upper elevations of the
property that thickens to the southeast. The site slopes down to the west and northwest into a
large, eroded (during the Pleistocene), roughly north-south trending valley. Where recessional
outwash was encountered and not underlain by till, the till was likely eroded during formation
of this valley. The recessional outwash was then likely deposited directly upon the underlying
sediments identified within the narthem explorations as advance outwash or pre-Fraser
(interclacial) sedimentary deposits at the southwest development area. Figure 3 presents a
cross section through the proposed storm water detention pond (Section A-A' on Figure 2).
Revie.v of the Geologic Niap of King Cozcnry, Washil2gton, by Derek Booth, et aI. (2006}
indicates that the area of the subject site is underlain by Vashon lodgement ti11 with advance
o�?twash and wettand deposits mapped t� the west. Our interpretat;ons af the sediments
encountered during our study are in general agreement with this regional geologic map. The
following sectioti presents more detailed subsurface information organized from the shallowest
(youngest) to the deepest (oIdest) sediment types.
4.1 Stratigraphy
Brt�sh!Forest Duff/Topsozl,%Colluvialm
A layer of oraanic-rich soil classified as sod or brush, forest �uff, topsoil, and/or colluvium
was encountered at the surface in all of the exploration pits. The organic-rich soil was between
0.5 and 1.5 feet thick. In EP-4 (2007} a layer of colluvium approximately 4 feet thick was
encountered. Collu�ium is soil that has moved downslope by the forces of graviry. These
Ivove!rwer 12, 2007 ASSOCI.4TED EARTH SCIEf4'CES, INC. ,
SGB/�c-.Kc9-!?6oa;-Frojacu�=COd�?'S6�K�i14'P P2�e l �
Siibsc��ace Exploration, Geologir Hatard, artd
Rosemont-East Rentai Proper•ry Geotechnical ERgi�ieeri�ig Reporr
King Co�uity, Washington Project and Site Conditiais
soils are not considered suitable for structural, roadway, or fill slope support due to its -
compressive and unstable nature.
Fi 11
Approximately 1.5 to 10 feet of fill was encountered in the exploration pits located primarily in
the northwest and southeast corners of the proposed development area (See Figure 2). The fill
was encountered in recent exploration pits EP-1 and EP-2, and in the 2003 exploration pits
EP-11, EP-12, EP-13, EP-17, and EP-18. Fill is also expected around the existing homes,
outbuildings, septic systems, and other existing underoround utilities. The fill generally
consisted of loose, moist to wet, fine to coarse sand with variable amounts of silt, gravel,
organic material, and debris such as concrete and asphalt chunks. The fill is not considered
suitable for foundation, fill slope, roadway, or utility support due to its loose and variable
condition and organic and debris content.
Vashon Recessional Occtwash
A recessional outwash deposit consisting of inedium dense, stratified sand and silty sand with
variable amounts of gravel was encountered in exploration pit EP-4 and exploration boring
EB-2 (2007) and exploration pits EP-I2, EP-13, EP-14, and EP-lb (2003), primarily in
explorations completed nearest the on-site wetland. Ivieltwater streams flowing off of the
retreating Vashon-age ice sheet that once occupied the Puget Sound area deposited the I,
recessional c�stwash sand. The recessional outwash is suitable for building support, thaugh ,
some preparation and compaction may be needed prior to placement �f structures on this
material. The recessional outwash is estimated to have a high permeability rate, but is
somewhat stratified which will limit its permeability. Within the proposed detention pond
area, the recessional outwash is composed primarily of low-permeability silt.
Ycuhon Lodgnzent Till
Vashon Lodgment till was encountered in all 2007 explorations except EP-4, and in EP-2 and
EP-3 (2004}, and EP-16, EP-18, and F,P-21 (2003). The till consisted of inedium dense
grading to very dense, silty fine to coarse sand containing fine to coarse gravel and cobbles and
occasional boulders. The medium dense to very dense till is suitable for structural support,
and is considered moisture-sensitive. The lodgment till was deposited at the base of the
Vashon-age glacial ice sheet and was subsequently overridden by several thousand feet of ice.
Consequently, these materials are generally dense to very dense, possess high shear strengtti,
low cor.lpressibility characteristics, and are relatively impermeable. The upper portions of the
till are gerierally weathered and less dense, oxidized brown, and siltier than the lower,
unweathered portions of the deposit. The site can be considered a `till" site hydrologically,
given that till covers the majority of the development area.
November 12, 2007 ASSOCIATEP EARTH SCIE,VCES, !,b'C.
SGQhs-KEaf:6631-Projectsl:G0:0i65jKE1WP Page 8
Sub�?i�;"ace Exploration. Geo(ogic Ha<,.rd, an.d
Rosentont-East Rer:to�i Proper��ry Geotechnical E�tgiiieering Reporr
King Co�uaty, Washingtort Project and Site Corufitions
Yashon Advance Dact�.vash _
An advance outwash deposit consistine of inedium dense to dense sand and gravel to hard
sandy silt was encountered below the till in EP-6, EB-1, EB-2, and F,B-3 (20G7). Advance
outwash was also encountered in exploration pits EP-15 through EP-22 (2003} either beneath �
the till or overlying fill, recessional outwash, or topsoil. Meltwater streams flowing off of the I,
advaneing Vashon-age glacial ice sheet that once occupied the Puget Sound area deposited the
outwash ahead of the glacial front and were subsequently overridden by several thousand feet
of ice. The advance outwash deposit is suitable for building support. The advance outwash is
estimated to have a wide range of permeability rates as it is highly stratified and over-
consolidated.
Pre-Fraser Sedinzentary Depasits
In EP-4 (2007), we encountered stiff to hard, interbedded, dark brown, arganic peat and silt.
These sediments were likely deposited in a wetland setting during the last inter-glacial period
prior to the glacial ice sheet occupying this area of the Puget Sound. The depth and aerial
extent of this interbedded peat/silt deposit is currently unknown. However, given the over-
consolidated nature of this deposit, it is unlikely that significant settlement of fill or structures
placed over these sediments will occur during the life of the project.
4.2 Hydrology
`'arying am�unts af shailow ground water seepage, ranging from very heavy to very siight,
were encountered in most of the exploration pits excavated in April of 2G03. Ground water
seepage was encountered in EP-4, EB-1, and EB-3 during our recent exploration program.
Advance outwash soils identified in EP-6 and EB-2 were also wet and;or mottled indicating
that seasonal ground water likely occurs to supply water to the nearby wetlands. The ground
water seepa�e encountered in our exploration pits is interpreted ta be perched in the looser
soil� or coarser-grained soils, such as t�e fill, the recessional outwash, the weathered till, and
the advance outwash. The quantity and duration of seegage of the perched ground water was
quite variable and depends on topography, soil grain size, an- and off-site land usage, and
seasonal variations in the amount af precipitation.
4.3 KCRTS Soil Graap Considerations
Based on the site-specific e:cplorations completed for this study, it is our opinion site soils
should generally be considered till for purposes of King County Runoff Time Series (KCRTS}
modeling. As illustrated on Figure 2, most of the proposed development area is underlain by
till. Isolated areas of recessional or advance outwash have a liniited distribution on the site.
Nove,�nber 12, 2007 ASSOCIA�'ED E�3RTH SCIENCES, INC.
sc8-:,-xE04i66B,�-P.:,P.;�_c�la;�o�x�<<;�� PaQe 9
Stibst�r,face Exploraliota, Geologic Hazai•d, alid
Rose�nont-Ea�t Renron Properry Geotechnical En;ineer-ing Report
Kirtg Cocnt��, Washington Project and Site Conditions
4.4 Laboratory Test Results _
Labaratory testing on selected soil samples from explorat:ons was completed in accordance
with the requirements set forth in the request for proposal issued by Cam�Vest. Laboratory
testing results are also included in Appendix A. Nloisture contents were tested in accordanc�
with ASTI�I:D 2216. Grain size analysis was periormed iri accordance with AST1�1:D 422 ar:,.
D 1140. The maximum dry density of three soil samples was determined using the modifie�
Proctor test procedure (ASTIv1:D 1�57). Th�: r_s�;_. ..._ �._ . _.,� ._ i: Ta�;� 1. C���i=;
!a�;crator-; te�� r��ult_ a-e ;r.�����'ea .._ a,��e��i�c A.
Table 1
l�laximum Dry Densit�� Optimum 1loisture Content I
Sample Location Sample Type (pct��l� (percent)�2j
EP-1 �o 3 -4' Till(south parceI) 121.0 12.5
EP-2 @ I.5 -4' Vt�eathered Till (soul:j 118.0 14.5
EP-15� 6' Till(north parcel) 137.0 9.5 �
���pcf= pounds per cubic Eoo[.
�'-' Re�crted resul[s a:� not cer;ected for�rave'.:en[en_.
�tiove!r�ber 1', 2GC7 �3SSGCI,�TED E�iRTh'SCI�NCES, I�VC.
SGB.'!i-K�C+-E5B1-P:o,'ec!s'_G0.�7,-E6jK�'.V.P Pc�.�Z IO
5uhsurface E.Yplor•ation, Geologic Ha<.nrct, arrd ',
Rosernorit-East Renton Properry Geotechlucai Engi�Teering Report
Ktttg Counry, Washingto�2 Geo(ogic Hazards and t�firiga!ions
II. GEOLOGIC HAZARDS AND 1�IITIGATIONS '
The following discussion of potential geologic hazards is based on the geologic conditions as
observed and discussed herein. The King County Sensitive Areas Folio was reviewed and no
L.andslide Areas or Erosion Hazard areas were shown for the site.
5.0 SLOPE STABILI7Y HAZARDS A:�1D REC0�I�IENDED 1�1ITIGATION
The site contains moderate slopes, especially alor.g the western edge of the proposed
development area. However, none of the slopes appear to exceed the I�ing County criteria for
steep slopes of greater than 40 percent inclination. Where these slopes contain fill, colluvium
and recessional outwash, the risk of landsliding, especially during seismic shaking, is generally
moderate. However, provided loose soil and colluvium are removed during site grading and
aur reconunendations for keying and benching any new fill into the existing slopes are
followed, it is our opinion that the risk of slope instability will be mitigated. Where till or
advance outwash underlie the moderately inclined slopes, the risk of landsliding is considered �
low.
6.0 SEISNiIC HAZARDS AND RECOvfVIENDED I�iITIGATIO�i
Earthquakes occur in the Puget Lowland with great regularity. l�iost of the seismic events arz
small and are usually not felt 6y people. However, large earthquakes do occur as evidenced by
the 1949, 7.2-magnitude event, the I965, 6.5-magnitude event, and the 2001, 6.8-magnitude
event. The 1949 earthquake appears to have been the largest in this region during recorded
history and was centered in the 4lympia area. Evaluation of earthquake return rates indicates
that an earthquake af the magnitude between 5.5 and 6.0 is every 25 to 4Q years in the Pu�et
Sound Basin.
Generally, there are four types af potential geologic hazards associated with lar�e seismic
events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and
4) ground motion. The potential for each of these hazards to adversely impact the proposed
project is discussed below.
6.1 Surficial Ground Rupture
The nearest known fault trace to the project site is the Szattle Fault. The southern edge of this
fault zone is located approximately 5 mites to the north. Recent studies by the U.S. GeoloDical
Survey (USGS) {e.g., Johnson et al., 1994, Origin and Evolattion of the Seattle Fm�lt and
Seattle Basin, Wcrshington, Geolo�y, v. 22, pp. 71-74; and Johnson et al., 1999, Active
tVoventbel•I2, 20D7 ASSOCI.4TED EA2TH SCIE:VCES, I.NC.
SG�-?s-KL•Q=�F6E! -°,-aien•�._!M7:0?5E'iKc'.UJP PaQ� l l
Subsccrface Exploratinn, Geologic Hazar•d, and
Rosemont-East Renlon Property Geotechnical Engineering Report '
King County, Washington Geologic Hazar'ds and Mitigalions
Tectorzics of the Seattle Faaclt and Cenrr-al Puget Sound Washington - Implicatiof�cs for _
F_arthqacake Hazards, Geological Society of America Bulletin, July 1999, v. 11I, n. 7, pp.
1042-1053) have provided evidence of surficial ground rupture along a northern splay of the
Seattie Fault. The recognition of this fault splay is relatively new and data pertaining to it are
limited with the studies still angoinc. According to the USGS studies, the latest movement of
this fault was about 1,100 years ago when about 20 feet of surficial displacement took place.
This displacement can presently be seen in the form of raised, wave-cut beach terraces along
Alki Point in West Seattle a�id Restoration Point at the south end of Bainbridge Is1and. The
recurrence interval of movement along these fault systems is still unknown, although it is
hypothesized to be in excess of several thousand years. Due to the suspected long recurrence
interval and distance from the site, the potential for surficial ground rupture is considered to be
low during the expected life of the proposed structures.
6.2 Seismically Induced LandsIides
The site contains moderate slopes, especially along the western edge of the proposed
development area. However, none of the slopes appear to exceed the King County criteria for
steep slopes of greater than 40 percent inclination. Where these slopes contain fill, colluvium, �
and recessional outwash, the risk of landsliding, especially during seismic shaking, is generally
moderate. However, provided loose sail and colluvium are removed during site grading and
our recommendations for keying and benching any new fill into the existing slopes are
followed, it is our opinion that the zisk of slope instability will be mitigated. Where till or
advance outwash underlie the moderately inclined slopes, the risk of landsliding is considered
low.
6.3 Liquefaction
The till and advance outwasl: generally have a low potential for liquefaction due to the dense
state of the material. However, �vhere saturated recessional outwash or laose fill occur, the
liquefactien haza:d is higher. These areas of the site are Iimited in aerial extent and thickness.
In order to mitigate this hazard, the existing fill should be removed from the proposed
construction area and new slope or detention pond berm fill should be properly keyed and
benched into suitable native bearinJ soils.
6.4 Ground Ivlotion '
The guidelines presented in the 2006 Internatioral Baiilding Code (IBC) Section 1613 should ',
be used in the seismic desi�n of the project. The USGS Earthquake Hazards Program web site I,
(http:/,'earthquake.uses.gov,'hazmaps,') was used to determine interpolated probabilistic ground ,
motion values in percent of �ravity (g) for an event with a return period of 2 percent ,
exceedance in 50 years. Using the web site, the project area was submitted using latitude and '�,
longitude for mapped spectral accelerations of Ss = 1.22 for short periods (0.2 seconds) and S� ',
Noveniber 1?, 2007 ASSOCIATED EARTFI SCIE.VCES, I,^IC. I,
SGI7;ts-Kc��d?653i-Proie=:si:CC�O;'65';K�I'd5' PaQe 17
--�
Subsurfnce Erploratio�z, Geo[ogic Ha;.m•d, and
Rosemo�zt-Enst Renton Propem,� Geotecluzical Engineeri�zg Report
King Counr�, Washington Geologic N.cr<ards and Ni;ri ations
= 0.47 for a 1-second period. Based on the results of our subsurface exploration and our _
estimation of soil properties at depth utilizing available geolo�ic data, Site Class "C" in
conformance with Table 16I3.5.2 of the IBC may be used.
7.0 EROSIOi�t HAZARDS AND I�IITIGATIONS .
As of October l, 2006, the VVashington State Department of Ecology (Ecology) Construction
Storm `�%ater General Permit (also known as the National Pollutant Discharge Elimination
System [NPDES] permit} requires weekly Temporary Erosion and Sedimentation Control
(TESC) inspections for all sites 1 or more acres in size that discharge storm water to surface
waters of the state. The TESC inspections must be completed by a Certified Erosion and
Sediment Control Lead (CESCL) for the duration of the construction. TESC reports do not
need to be sent to Ecology, but should be logged into the project Storm �Vater Pollution
Prevention Plan (SWPPP). If the project does not require a S�h%PPP, the TESC reports should
be kept in a file on-site, or by the permit holder if there is na facility on-site. �,cology also
requires weekly turbidity monitoring by a CESCL of starm water Ieaving a site for all sites
5 acres or greater. Ecotogy requires a monthly summary report of the turbidity monitoring �
results (if performed) signed by the NPDES permit hoider. If the monitored turbidiry equals
or exceeds 25 nephelometric turbidity units (NTU) (Ecology benchmark standard), tl:e project
best management practices (BNIPs) should be modified to decrease the turbidity of storm water
Ieaving the site. Changes and upgrades to the BIvIPs should be continued until the v✓�ekly
turbidity reading is 25 NTU or lower. If the monitored turbidit�� exceeds 2�0 NTU, the results
must be reported to Ecology within 24 hours and corrective action taken. Daily turbidity
monitorinQ is continued until the corrective actior: lowers the turbiditv to beiow 2� NTU.
In order to meet the current Ecology requirements, a properly developed, constructed, and
maintained erosion control plan consistent with the local King County standards and best
manajement erosion control practices will be required for this project. AESI is available to /
�ssist the project civil engineer in developing site-specific erosion control plans. Based on past
experience, it will be necessary to make adjustments and provide additional measures to the
TESC plan in order to optimize its effectiveness. Ultimately, the success of the TESC plan
depends on a proactive approach to project planning and contractor implementation and
maintenance.
The eros:on hazard of the site soils is hiQh. The most ei=ective erosion control measure is the
maintenance of adequate ground cover.� I�Iaintaining cover measures atop disturbed ground
provides the greatest reduction to the patential generation af turbid runoff and sediment
transport. During the local wet season (October 15` through i�Sarch 3151), exposed soil should
not remain uncovered for more than 2 days unless it is actively being warked. Ground cover
measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or
recycled concrete, or mature hydroseed.
Ncverriber 12, 2G'0% ASSCCIATED EARTH SCIENCES, INC.
�
SGB;rs-KE�7-i?�6I7:-ProjecuL'OCaf,'S6j,YEi«;° 1�� iJ
Scc6surface EYploration, Geologic Hazard, aiid I',
Rosemorit-East Re�iton Property Geotechnical E�igineering Report
King Coccnry, Wasltington Geologic Hazards and 11�litigarions
Flow control measures are also essential for collecting and cot�trolling the site runoff. Flow _
paths across slopes should be kept to less than 50 feet in order to reduce the erosion and
sediment transport patential of concentrated flow. Ditchlswale spacing wilt need to be
shortened with increasing slope gradient. Ditches and swales that exceed a gradient of about
7 to 1Q percent, depending on their flow length, should have properly constructed check dams
instalIed to reduce the flow velocity of the runoff and reduce the erosion potential within the
ditch. Flow paths that are required to be constructed on gradients between 10 to 1� percent
should be placed in a riprap-lined swale with the riprap properly sized for the flow conditions.
Flow paths constructed an slope gradients steeper than 15 pe;cent should be placed in a pipe
slope drain. AESI is available to assist the project �ivil engineer in developing a suitable
erosion control plan with proper flow control.
Some fine-grained surface soils are the result of natural weathering processes that have broken
down parent materials into their mineral componencs. These mineral components can have an
inherent electrical charge. Electrically charged mineral fines will attract oppositely charged
particles and can combine (flocculate) to form larger particles that will settle out of suspension.
The sediments produced during the recent glaciation of Pu�et Sound are, however, most
commonly the suspended soils that are carried by site storm w�ater. The fine-graine� fraction ��
of the glacially derived soil is referred to as "rock flour," �vhich is orima�ily a siit-sized
particle with no eiectrical charge. Thesz particles, once suspended in water, may have settling
times in periods of months, not hours.
Therefore, the flow length within a temporary sediment control trap or po*�d has virtuaily no
effect an the water quality of the discharge since it is not going to settle out of suspension in
the time it takes to flow from one end of the pond to t�ie other. Reduction of turbidity from a
construction site is almost entirely a function of cover measures and flow control. Ter�porary
sediment traps and ponds are necessary to control the release rate of the runaff and to provide
a catchment for sand-sized and Iarger soil particles, but are very ineffective at reducing the
t�arbidit�� of the runoff
Silt fencing should be utilized as buffer grotection and not as a flaw-control measure. Silt.
fencing is meant to be placed parallel with topo�raghic contours to prevent sediment-laden
runoff from leaving a work area or entering a sensitive area. Silt fences should not be placed
to crass contour lines without having separate flow controt in front of the siit fence. A
swale/berm combination should be constructed to provide flow control rather than let the
runaff build up behind t�ie silt fence and utilize the silt fence as the flow-control measure.
Runoff fiow�iiig in front of a silt fence will cause additional erosion and usually will cause a
failure of the silt fence. Improgerly installed silt fencing has the potential to cause a much
larger erosion hazard than if tfie silt fence w•as not installed at all. The use af silt fencin�
should be limited to protect sensitive arzas, and swaIes should be used to provide flow control.
NOvenl6er 12, 2007 ASSOCIATED E,�IRTH SCIE�VCES, INC.
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5zibsierface E.rplarc�tion, Geologic Hazard, and
Roser��or:t-East Rentoi� Properry Geotechnical Engineering Report
King Counr�, Washington Geolo.efc HaZards at2d Miti�ations
7.I Erosion Hazard Mitigation _
To mitigate the erosion hazards and potential for off-site sediment trar.sport, we would
recomaiend the following:
1. The winter performance of a site is dependent on a well-conceived plan for control of
site erosion and storm water runoff. It is easier to keep the soil on the ground than to
remo�e it from storm water. The owner and the design team should include adequate
ground caver measures, access roads, anri staging areas in the project bid to give the
selected contractor a workable site. The selected contractor needs to be prepared to
implement and maintain the required measures to reduce the amount of exposed
ground. A site maintenance plan should be in pIace in the event storm water turbidity
measurements are greater than the Ecolo�y standards.
2. All TESC measures for a given area to be graded or otherwise worked should be
installed prior to any activity w?thin an area other than installing the TESC features ar
timber harvesting. The recorrunended sequence of construction within a given area
after timber harvesting wauld be t� install sedimer.t tra�s and/or ponds and establish �
perimeter flow control prior to starting mass grading.
3. During the wetter months of the year, or when large storm events are predicted durin�
the surnmer months, each work area shoutd be stabilized so that if showers occur, the
work area can receive the rainfall without excessive erosion or sediment transport. The
required measures for an area to be "buttoned-up" will depend on the time of year and
the duration the area will be Iefr unworked. During the winter months, areas that are to
be left unworked for more than 2 days should be mulched or covered with plastic.
During the summer months, stabilization will usually consist of seal-roiling the
subgrade. Such measures will aid in the contractor's abiliry to get back into a wark
area after a storm event. The stabilizatian process also includes establishing temporary
storm water conveyance channels throu;h work areas t� route runoff to the approved
treatment facilities.
4. AlI disturbed areas should be revegetat�d as soon as possible. If it is outside of the
growing season, the disturbed areas should be covered with mulch, as recommended in
the erosion control plan. Straw mulch provides the most cost-effective cover measure
and can be made wind-resistant with the application of a tackifier after it is placed.
5: Surface runofr and discharge should be controlled during and followina development.
Uncontrolled discharge may promote erosion and sediment transport. Under no ,
circumstances shouid concentrat�d diseharges be allowed to flow over the top of steep i
slopes. !,
Novenlber 12, 2007 ASSOCI�{TED EARTH SCIE�VCES, LVC. �
SGB.'u-Kc'�i66B1-Proj<usL'OOd0766�KE;WP Pa�e 1�
Subsurface Explorntion, Geologic Hazard, and
Rosemont-Easr Renton Properry Geotechnical Engii:eering Report
King Coccnry, W(iSJl[)l�,lOfI Geologic Hazm-ds and Mitigatio�u
6. Soils that are to be reused around the site shouId be stored in such a manner as to _
reduce erosion from the stockpile. Protective measures may include, but are not
liniited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the
use of straw bales/silt fences around pile perimeters. During the period betu�een
October 15L and l�larch 315`, these measures are required.
7. On-site erosi�n control inspections and turbidity monitoring (if required) shouid be
perforrned in accordance with the Ecology requirements. Weekly and monthly
reporting to Ecology shou(d be performed on a reguIarly scheduled basis. TESC
monitoring should be part of the weekly construction team meetings. Temporary and
permanent erosion control and drainage measures should be adjusted and maintained, as
necessary, at the time of construction.
It is our opinion that with the proper implementation of the TESC plans and by field-adjusting
appropriate mitigation elements (B1�IPs) durinD construction, as recommended by the erosion
control inspector, the potential adverse irnpacts from erosion hazards on the project may be
mitigated.
Trove,mber 1 Z, 2007 AS:i0CI�1TED E�iRTH SCIE,VCES, I:VC.
SG3/t,-K�0-ti6olil-Prc;'zc�sV'CO?076EiKEIL�P Page 16
Secbsurface Exploratior�, Geologic Hazard, ar�d
Rosernont-Ec�st Renton Properhj Geoteclinical E�tgineeririg Report
King County, Washingtoiz Design Recommendations
III. DESIGN RECO�I�IEND�,TIOtiS _
8.0 I1'TRODUCTIOV
Our explorations indicate that, from a geotechnical standpoint, the parcel is suitable for the
proposed developmen[ provided that the recommendations contained herein are properly
followed. The bearing strata ranges from approximately 2 to 10 feet in depth below the
ground surface across a portion of the site generally located in the northwest corner of the
development area, east of the wetlands. The depth to bearing soils across the rest of the site
was between about 0.5 and approximately 2 feet below existing site grades. The site soils
were generally above their optimum moisture content for compaction, thus their reuse as fill
during all but the driest times of the year will be difficult. In addition, many of the exploration
pits encountered significant amounts of shallow ground water.
ThP current grading p[an shows new fill is to be placed above the area shown on Figure 2
containing thick, existing, uncontrolled fill soils. Since the existing fill is loose and unstable in
its rurrent condition, we recomrnend that the existing fill be removed within the area where
new fiIl will be placed. As an altemative to removing and replacing the existing fili withir�
these building lots, some type of deep foundation, such as small-diameter pipe piles (4- to 6-
inch-diameter) and/or rock trenches bearing on the lower, dense, �iatural soils is recommended
ior buiidin� sugport throughout the previously filled portion of the site. �f the deep foundation
option is chosen and the new buildings will have slab-on-grade floors, we recommend that :he
npper 2 feet of soil below the slab subgrade eievation consist of new, comgacted, free-draining
structural fill. If the slabs are settlement sensitive then the floor slabs should also be pile
supported. No new structural fill would be required under the floors if the buildings utilize
crawl space construction techniques. In addition we recommend that the new street and
driveway sections in this fill area be placed on at least 2 feet of new�c9mpacted, 5tructural fill
to limit settlement differential. Conventional shallow spread footings are anticipated for t�`�e
remair.der of the site.
Ground �vater was encountered in many of the explorations, especially on the north and west
portions of the site. Some of the excavations for ponds, underjround utilities, and gene:al site
grading are expected to encounter this �round water. The use of interceptor trenches, sr,vales,
sumps, and other methods of ground water control will tt�erefore be necessary in areas where
seepaje is encountered.
Novem6er 12, 2CC7 ASSOCI�TED EARTH SCIc,VCES, INC.
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Subsurface Exploration, Geologic Hazard, and
Rosemont-East Reriton Properry Georechnical Ertgineertng Report
King Cototry, WashinQtort Design Reco�ranendatiorzs
9.0 SITE PREPARATION _
Any existin� structures presently on the site, which are located under new construction areas,
should be removed. Any buried utilities shouId be rem�oved or relocated if ttiey are also uiider
new construction areas. The resulting depressions should be backfilled with structural fill as
discussed under the "Structural Fill" section if they are located below new foundation or
pavemerit areas.
As noted previously, a domestic well is located on the property. If the well will not be used in
the future, it should be properly abandoned. Specific standards for abando�-nent of wetls
• depend on the type of well in question. Ecology presents �chis information in a publication
entitled lblininzacr�t Stanclards for Constra�ctinn an�t Maintenance of Water Wells. The water
well most likely will need to be legally abandoned by a Washington State Licensed Water Vv'ell
Driller. Local health district and King Counry regulations zray also apply.
Site preparation should also inctude removal of all vegetation. Additionally, ihe upper organic
sod, forest duff, topsoil, and coliuvium should be removed iTom azeas to receive new fill or
other improvements, and the remaining roots grubbed. Areas where loose, sur.ficial soils exist
due to grubbing and demolition operations should be considered as fill to the dept�`� of
disturbance and treated as subsequently recommended for structural filI placement.
Existing deep fill within the new building foatprints could b� 'efr in ulace 7ro�ided a rleep �
foundation system is used to support the structure and no highl�� organ=� areas, areas of
demolition waste, or other adverse materials or conditions are encountered when topsoil
stripping is completed. Removal of shallow obstacles to facilitate pile driving is expected to be
possible with a bac!choe.
9.1 Temporary Cut Slopes
In our opinion, stable construction slopes should be the respc�nsibility of tbe contractar and
should be determined during construction. For estimating purpases, however, temporary,
unsupported cut slopes can be plaimed at 1H:1V (Horizontal:Vertical) or flatter in the
lodgement ti11 and 1.SH:1V in the unsaturated advance and recessional outwash deposits and
existing fill. �ihere loose, saturated soil is present, shoring or flatter slope anQles may be
necessary
These slope a:igles are for areas w�here ground water seegaQe is not encountered, and assume
that surface water is not aIlowed to fiow across the temporary slope faces. If ground or
surface water is present when the temporary e;ccavation slopes are exposed, flatter slope angles
will be required. As is typical with earthwork operations, some sloughing and raveling may
occur and cut slopes may have to be adjusted in the field. In addition, �VISHA/OSHA
regulations should be followed at all times.
14ovember 12, 2007 ASSOClATED EARTH SCIE:VCES, INC.
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Subsurface Erploration, Geologic Haznr•d, mtd
Rosemonr-East Re�iton Properry Geotedlnical Engiiieerirtg Report
Kh�g Coun.ty, Washi�i2tari Desi n Recorntne�tdaiions
Permanent cut or �11 slopes should not be steeper than 2H:1V where they are not exposed to _
surface water. `Vhe:e slopes are exposed to surface water, such as within the detention pond,
tbey should not be steepe: than 3H:1V.
9.2 Site Disturbance
I1�1ost of the on-site soils contain substantial fine-grained material, which makes them moisture-
sensitive and subject to disturbance when wet. The contractor must use care during s:te
preparation an� excavation operations so that the under�j�ing soils are not softened. If
disturbance occurs, the softened soils�hould be removed and the area brought to grade with
structural fill.
9.3 Winter Construction
Due to the high in situ moisture content of most of the site soils determined by laboratory
testing completed for this study, it will be necessary to dry some of the site soils during
favorable dry weather conditions to allow reuse in structural ci11 applications. If construction
takes place in winter, drying is not expected to be feasible, and we anticipate that mast of the �
lodgement till soils and patentially some of the outwash soils •�ill be unsuitable for structural
�Il applications. Even during dry w�ather, site soils excavated for installation of buried
utilities might not be suitable for utility backfill under paving or other structures. We
recommend budgeting for backfill of buried utility trenches _� structural areas with imported
select snuctural filI. For summer construction, sigrtificart_ �ut unavoidable effort may be
needed to scarify, aerate, and dry site soils that are above optimum moisture content to reduce
rrtoisture content prior to compaction in structural fill applications. Care should be taken to ,
seal alI earthwork areas during mass grading at the end of each warkday by grading all ',
surfaces to drain and sealing them with a smooth-drum roller. Stockpiled soils that will be '
reused in structural fill agplications should be covered whenever rain is possible. ��
If winter construction is expected, crushed rock fill could be used to provide constructior�
stagin� areas. The stripped subgrade should be observed by the geotechnical engineer and
should then be covered with a geotextile fabric such as Niirafi SOOX ar equivalent. Once the
fabric is placed, we recor.unend using a crushed rock fill layer at least 10 inches thiek in areas
where construction equipment wiil be used. If desired, planned roadways can be paved with
asphalt treated base (ATB) for construction stagina as described in the "Pavement
Recomm.endations" section of this r�port. y
�tiarem�er•1?, 2LG7 ASSOCI,4TED E:4BTH SCI��VCES, 1.�"C.
SG3r'ts-KED-1?661?!-Prcjec,st:GC�O-Eo j K�'�l'? Pa�e 19
Si(DS1Lr�'ace Exploration, Geologic Hazm•d, a�id
Rosemont-East Reitrn�: Properr� Geotechnical Engineering Repor-t
King Counry, Washington Design Recomme�utations
1�.0 STRUCTURAL FILL _
Significant structural fills are currently planned for this site. All references to structural fill in
this report refer to subgrade preparation, fill rype, placement, and compaction of materials as
discussed in this section. If a percentage of compaction is specified under another section of
this report, the value given in that section should be used.
All structural fill placed on slopes steeper than SH:1V should be keyed and benched into
suitable underlying native soils. Hillside benches shoutd be 3 feet or less in height, and are
usually about the width of the bulldozer used to cut them (about 6 to 8 feet). The shear key at
the toe should be at least 8 feet wide and 3 feet deep. Keying and benching should be done in
accordance �x�ith Washington State Department of Transportation (WSDOT) Standard
Specification Section 2-03.3. Site soils consisting of lodgement till or advance outwash or
imported granular fill approved by the geotechnicai engineer should 6e used for construction of
fi11 slopes. The existine, uncontrolled fill soils identified near the northwest corner of the
propo�ed development area should be completely removed prior to constructing any new
structurai f�:is �r permanent cut slopes steeper than 3H:1V.
After strip�,ing, planned excavation, and any required overexcavation have been performed to
the satisfaction of the geotechnical engineerlengineering geologist, the upper 12 inches af
exposed ground should be recompacted to 90 percent of ASTNI:D 15�7. If the subgrade
contains too �iuch moisture, adequate recompaction may be difficult or impossible to obtain
and should �robably not be attempted. in lieu of recompact��n, the area to xeceive fill should
be blanketed with washed rock or quarry spalls to act as a capiliary break between the new fill
and the wet subgrade. Where the exposed ground remains sofr and further overexcavation is
impractical, placement of an engineering stabilization fabric may be necessary to prevent
contamination of the free-draining layer by silt migration from below.
After recompaction of the exposed ground is tested and approved, or a free-draining rock
course is laid, structural fill may be placed t� attain desired grades. Struclural fill is defined as
non-orga�ic soil, acceptable to the geotechnical en�ineer, placed in maximum 8-inch loose lifts
with each lift being compacted to 95 percent of ASTM:D 1557. In the case of roadway and
utility trench filling, the backfill should be placed and compacted in accordance with King
County codes and standards. The top of the compacted fill should extend horizontaily outward
a minimum distance of 3 feet beyond the location of the perimeter footin�s or roadway edges
before sloping down at a maximum ancle of 2H:I V.
The contractor should note that any proposed fill soils must be evaluated by AESI prior to their
use in fills. This would require that we have a sample of tl�e material at least 72 hours in
advance to perform a Proctor test and deterrnine its field compaction standard. �%e have
completed three such tests on representative samples of the site soils and the results are
included in this report. Soils iii which t�e amount of fine-grained material (srnaller than the
Novetnber 12, 2007 ASSOCIATED EARTH SClE,VCES, (NC.
SGfl%�s-KcOt?66131-Pro,�ecrsl'A0-10?66jXL•!W° PaQe 20
Sitbsccrface Exploration, Geologic Haza1•d, and
Rosernont-East Reliton Prape�•ty Geotechnica!Engineering Report
King Counry, Washington Design Recommeridatiau
No, 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve _
size) should be considered moisture-sensitive. Each of the three main soil types observed on-
site, the recessional outwash, Iodgnient till, and advance outwash, aIl are estimated to contain
more than 5 percent fine-grained material. Use of moisture-sensitive soil in structural ..�ills
should be lim�ited to favorable dry weather and dry subgrade conditions. The on-site advance ,
and recessional outwash deposits contain smaller amounts of silt and are considered suitable for
use as fill material under a wider range of site and soil moisture conditions. The on-siCe
Iodgment till contains substantial amount� of silt and are considered highly moisture-sensitive
when excavated. and used as fill materials. At the time of our exploration program, soil
moisture content tests indicated that some tilI soiIs encountered were at moisrsre conditions '
above optimum for structural fi11 use. We anticipate that most excavated lodgment till soils
wi11 require aeration and drying prior to compaction in structural fill applications. However,
the outwash materials may be adequate for use as structural fill during summer months without
significant aeration. Lonstruction equipment traversing the site when the soils are wet can 'I
cause considerable disturbance.
If filI is placed during wet weather or if proper compaction cannat be abtained, a select import '
material consisting of a clean, free-draining gravel and/or sand shouid be used. Free-drainin,
iill consists of non-organic soil with the amount of fine-grained material limited to � percent by
weight when measured on the minus No. 4 sieve fraction and at least 25 }�ercent retained on
the No. 4 sieve.
I1.0 FOUNDATIONS
Due to the presence of Ioose fill soil below the propased buildings in portions of the site, we
recommend that they be supported on a deep foundation system that bears on suitable, native
soils at depth if the fill will not be removed during grading. We anticipate that deep
foundation systems may be required in the vicinity of proposed Lots 7� through 80 or other
areas when the e�isting fill is too deep to extend footings and stem wells and will not be
removed. Conventional spread footings are aiiticipated for ihe remainder of the site, where
existing fills are not present or are thin enough that foundations can be excavated to suitable
bearing soil through the fill. It should be understood that unless all of the loose, existing fill is
removed, the risk of slope instability and liquefactian (lateral spreading) will not be completely
mitigated. However, the risk of these hazards affecting the new buildings is low if they are
founded in accordance with our recommendations. Table 2 presents depths to bearin� soils for
all explorations completed. `�'e did not provide t;�e bearing soil elevation because the Iocations
of our exploratiorz pits were not surveyed and assumed elevations may nat be accurate.
November 12, 2007 ASSOCIATED E�iRTH SCIENCES, INC.
SG8/rs-KE04?6661-Projectsl'OO1C766�KEI LVP Page 21
Scibsur,f'ace Erploration, Geologic Hazard, m:d
Rosemont-East Rentan Property Geotechnical Engir:eering Report
King Counry, Waslzington Design Recommendations
Table 3
Depth to
Exploration Bearing Soil
Pit (feet)
Year-2007
EB-I 5.0
EB-2 5.0
EB-3 2.5
EP-1 2.6
EP-2 1.5
EP-3 3.0
EP-4 4.0
EP-5 3.0
EP-6 2.5
EP-7 2.5
EP-8 1.0
EP-9 l.�
EP-10 1.0
BP-11 1.0
EP-12 0.5
Year•�2004
EP-2 2.5
EP-3 3.0
Year-2003
EP-11 8.0
EP-12 I0.0
EP-13 4.0
EP-I4 1.0
EP-15 3.0
EP-16 0.5
EP-17 4.0
EP-18 2.0
EP-19 1.0
EP-20 1.0
EP-21 1 A
EP-22 1 A
11.1 Deep Foundations
Two alternatives for deep foundation systems are recomm�ended. Rock trenches could be u�ed
in areas where existine fills are no greater than 8 feet dzep. Pipe piles could be used where
filis are deeper than 8 fe�t.
November 12, 2C07 ASSOC(.4TED EARTH SCI,;�VCES, GVC.
SGIT/r;-K�9�76613!-Prcjeusl_QGJO'6c�K�'�W? Pa�e 22
Slih��li��C�E.Cy^�OP�Ii017; C20(O�[C�i���Zl"�, QI7t� ��'�,
Rosemon:-East Re�uon Propern� Geotecluiical Engineeriltg Reper: '�,
King Councv, Washingtai Design Recomrne�idarioris ,
Pipe (Pin Piles) _
Small-diameter pipe (pin) piles consisting of thick walled, 4-inch-diameter, steel pipe driven by
a hydraulic impact hammer mounted on an excavator or sirriilar equipment are recommended.
The 4-inch-diameter is recommended to add a degree of lateral support to the foundation
system as piles will be located in moderately sloping fill soils. Pipes are typically provided in
IO-foot secti�ns and joined as needed with slip- or swaQe-fit couplers that are suitable for
transmission of vertical compressive loads. Pipe type and schedule should be determined by
the structural engineer for the project. Schedule 80 is typical ior these piles. The pipe piles
are driven untit a suitable refusal criteria or penetration rate is achieved. The pipe piles are
then incorporated into a system of pile caps and/or grade beams, which together act as the
foundation system. The acceptable penetration rate (refusal criteria) depends on the drivin�
equipment used.
Four-inch nominal diameter, Schedule $0, galvanized-steel pipe piles driven to refusal at least
5 feet into the bearing soils should be capabie of supporting loads on the order of 10 tons per
pile. A refusal criteria of 16 seconds per inch is appropriate during sustained driving with a �
8�0 foot-pound hydraulic hammer for 4-inch-diameter piles.
Different hammer sizesltypes may have different driving characteristics and re:usal criteria. If
an atternate hammer is used, AESI should be natified prior to pile driving activities. �Ve
estimate the specified refusal criteria will be reached within i0 to 20 feet below existing �
ground surface based on aur explorations and reconnaissance completed for the project.
Resistance to lateral loads for a pipe pile-supported foundation would be provided by passive
soil resistance against the grade beams, and, if necessary, using batter piles. A passive
equivalent fluid equal to ISO paunds per cubic foot (pcfl can be used for passive resistance �o
lateral loads on grade beams. Alternatively, if batter piles are used to resist lateral loads, t�ie
Iateral resistance would be equal to the horizontal component of the axial pile load. The
naximun reconuTiended batter is 1H:4V. A structural engineer shoald dztzrmine the
minimum spacing, location, and number of piles to be used.
Pile Inspections
The actual total length of each pile may be adjusted in the field based on required capacity and
conditions encountered during driving and may be different than estimated above. Since ,
completion of the pile takes place below ground, the judgment and experience of the ',
geotechnical engineer or his field representative must be used as a basis for determinin� the ,
required penetration and acceptability of each pile. Consequently, use of the presented '
capacities in the design requires that aIl piles be inspected by a qualified geotechnical '
enaineering or enQineering geologist from onr firm who can interpret and collect the ,
installation data and examine the contractor's operations. AESI, acting as the owner's field �
November 12, 2007 ASSOCIAiCD EARTH SCIc�VCES, L'�'C. I,
�
SGB;ts-K�O�i:653! -Pra,+ec�s1'OC1C76E'K�lVP ��u�Z ZJ
St�bstuface E;cploratio�i, Geologic Ha�ar•d, a�id
Rosem�nt-East Rento�i Propel-ty Geotech.aical E1igi�teerilzg Repor[
King Co�ntry, Washingtori Design Recomrnendations
representative, would determine the cequired lengths of the piles and keep records of pertinent _
installation data. A final summary report would then be distributed following completion of
pier or pile instaIlation. As part of the foundation system design, a qualified structural
engineer would determine the number of piles required and the minimum spacinc between
adjacent piles.
We recommend that 10 percent of the piles, selected at random, be load tested to verify that
the selected refusal criteria are appropriate, and that the assumed axial compressive capacity
has been achieved. A dial gauge or other suitable instrument that is capable nf ineasuring pile
head displacements to 0.001 inch of accuracy should be used during load tests. Loads should
be applied in increments of 25 percent of design load, beginning with 25 percent and
increasing to 150 percent. Each load should be held for at least 5 minutes, or until pile
mave�.nent has stopped, at the discretion of the geotechnical engineer. The maximum load
shauld be held ior at l.east 15 minutes. Excessive dispiacement or creep of ine pile during load
testing 2re grounds for rejection of the pile. Rejected piles may be spliced and re-driven,
replaced, �r assigned a lower allowabie capacity. Pile installation and load tests should be
peri�rmed by ihe contractor, and observed by AESI to record pile lengths, 3riving resistance,
and load test performance.
Roc;� Trenches
Tn areas where the fill soils aTe considered too deep ta economical?y extend the footings down
to suitable bearing, but are less than 8 feet deep, rock trenches exteaded down to the mFdium
dense to dense, natural soils can be used for foundation support.
The trenches should have a minirnum width of 4 feet (or as determined by the geotechnical
engineer or his representative) and be excavated down to the medium dense to dense, natural
soils. Because of the potential for caving, the actual trench width may be greater than
speeified. It would be appropriate to backfill the trenches as the excavation proceeds to reduce
caving. The use of a larger, track-mounted backhoe will �reatly speed trench exca�-ation o��Pr
the use of a conventional rubber-tired backhoe. In order to reduce disturbanee of the bearing
soils exposed sn the trench, we recommend tfiat the teeth of the backtioe bucket be co�ered
with a digging plate,
To determine when suitable bearing has been achieved and to verify proper rock placeme::
the AESI representative must be present on a full-time basis during rock trench excavation ar.
backfiil. A pump may be required to control seepage so that the bearing level can be visua?'
determined. Seepage entering the excavation c� �r �� - - " �'� ,�,���� �-, r,� ,� -,' r����
cnr-:^_. .._;-,,, r..--��, �_�_:�`:rr r:,� f,�'��,� _��`= _ �
. _ i. _ .- __ , i -. _ _ ._ _ . .
�=�� �_ � -. _, __�-_ _ .. P1_- 2-
Subsiuface E.1pLorrrion, Geologic Ha<<r-d, a1�d I
Rosemont-East Rento�: Propel7y Geotechnica!Engineering Repa-r
Ki�ig Cou�tr�, Washi�tgton Desi��i Recornmeridatio�zs
After the bearing stratum has been reached, the trench should be irnmediately backfilled. We .
recommend the use of quarry spalls or 2- to 4-inch size crushed rock for backfill. The crushed
rock rnust be tamped into place to achieve a tightly packed mass; this may be done with either
a "Hoepac" type compactor mounted on the excavator or more typically, with the bucket of the
excavator itself. Staging areas should be maintained so that that rock is not contaminated by
mud prior to placement in the trench. Equipment access to trench !ocations shouId also be
maintained.
Spread footings may +hen be used for building support when placed over progerly constructed
rock trenches iha� bear on medium dense to dense, natural soils. �ootings which bear en
approved rock trenches may be designed for an allowable bearing pressure of 3,000 pounds per
square foot (ps fl including both dead and live loads. An increase of one-third may be used for
shori-term wind or seisrnic loading. However, alI rock trenches _must penetrate to the
prescribed bearing stratum and no trenches should be founded in or above loose, or�anic, or
existing fill soils. In addition, all footings must centered over the .trenches and iiave a
minimur.i of 14 inches for one-story structures, 16 inches for two-story structures, and 1R
inches for three-story structures.
Anticipated settlement of footings founded on approved rock trenches should be on the order of
� 1 inch. However, disturbed material nat removed from iooting trenches prior to fo�ting
placement could result in increased settlemer.ts. All footing areas should be inspected by AESI
�rior to placin� concrete to verify that the rock trenches are undisturbed and constrLctio�i
coniorms with =�he recommendations eontained in this report. Such inspections may be
required by tbe governing municipaliry. Perimeter footing drains should be provided as
discussed under the section on "Drainage Considerations."
11.2 Shallow Foundations
In areas where existing fill is thin or absent, or where existing fill is removed and new
s�r�ctural fill pads are properly constructed, shallow spread foocings may be utilized for
building support when founded either directly on the medium dense to very dense, natural
glacial sedirnents, or on structural fill placed over these materials. Natural sediments suitable
for foundation support were generally encountered in our explorations at depths of
approximately 0.5 to 2 feet, except in those areas described ahove where existinc fill occurred.
For footings founded either directly upon the medium dense to dense, natural sediments or oii
structuraI fill placed over these materials, we recommend that an allowable foundation soil
bearing pressure of 3,000 psf be utilized for design purposes, including both dead and live
loads. An increase of one-third may be used for short-term wind ar seismic loading.
Perimeter footings for the proposed buildings should be buried a minirr�um of 18 inches into
the surrounding soil for frost protection. Interior footin�s should be buried a minimum of 12
inches. All foatin�s must penetrate to the prescribed stratum and no footings should be
h'ovember 12, Z007 AS,SOCI�iTED EARTH SCIE.NCES, 1:�'C.
SGBifs-.K�Gl'6c8!-P�,?iouSL'CG»G-56�,Y�'7iP �a0� 7l
Sicbsccrface Frploration, Geologic Kazard, crr�d
Rnsernoizt-East Renran Pr•ope��� Geotechnica!Eiigineeri�ig Repon
King Coc�nty, Washilzgton Desiqn Recoi�irriendations
founded in or above loose or organic soils. All footings s:�ould have a minimum width of 14 _
inches for one-story structures, 16 incties for two-story structures, ar 18 inches for three-story
structures.
It should be noted that ttie area bounded by lines extending dcwnward at 1H:1V from any
footing must not intersect another footing or intersect a filled area that has not been compacted
to at least 95 percent of ASTi�1:D 1��7. In addition, a 1.5H:1V iine extending down from any
footing must not daylight because sloughing or raveling may eventually undermine the footing.
Thus, footings shauld not be placed near the edge of steps or cuts �n lhe�bearing soils.
Anticipated settlement of footings founded as.described above silould be on the order of �/4
' inch. However, disturbed soil not removed from footing excavations �;rior to iooting
placement could result in increased settlements. All footing areas�houid be inspected by AESI
prior to placing concrete to verify that the design bearing capacity of t�.�� co:ls has i�eea attained
and that construction conforms to the recommendations coniained :n this- report. Such
inspections may be required by King County. Perimeter footin� drains should be provided as
discussed under the section on "Drainage Considerations."
12.0 LATERAL �VALL PRESSURES
All '�acKfill behind walls or around ioundation units �i,_�utd �e �laced 4s pe: �ur �
' :ecommenri�cions for shuctural fill and as described in th:s secti:,i�ot'tre re�ort. �Ioiizonially
backfilled walls that are free to yield laterally at least 0.1 percent of their height may be
designed using an equivalent fluid equal to 3� pcf. Fully restrained, horizontally backfilled
rigid walls that cannot yield should be designed for an equivalent tluid of 50 pcf. If roadways,
parking areas, or other areas subject to vehicular traffic are adjacent to walls, a surcharge
equivalent to 2 feet of soil should be added to the wall height in determining lateral design
forces. Walls that retain slopin� backfill at a maximum angle of 2H:1V should be designed
using an ec�uiva�ent fluid pressure of 55 pcf far yielding conditions or 75 pcf far fully
restrained conditions.
As required by the 2006 IBC, retainin� wall desi�n should include a seismic surcharge
pressure in addition to the equivalent fluid pressures presented above. Considering the site
soils and the recommended wall .backfill materials, we recorlunend a seismic surcharge
pressure of 4H and 8H psf where H is the wall height in reet, for the "active" and "at-rest"
loading conditions, respectfully. The seismic surcharge shauld be modeled as a rectangular
distribution with the resultant applied at the mid-point of the vra11.
Navember 13, 2007 ASSOCI.�ITcD EARTF!SCIErVCES, INC. �
Si,3irs-K�C»i663i_°rcjeasl'G01076o�Kc'[4:p Pa�e 26 I�
Siihsurface Erploratiori, Geologic Hazard, and
Rosemorit-East Renton Property Geotecluiical E�zgineering Repon
King Ca�ntty, Washin�ton Desi�n Recomme�tdations
The lateral pressures presented above are based on the conditions of a uniform horizontal
backfill consisting of the on-site, natural glacial sediments, or imported sand and gravel
eompacted to 90 percent of ASTM:D 15�7. A higher de?ree of cor7pactic�n is not
recommended as this will ir:crease the pressure acting on the wall.
It is imperative that proper drainage be provided so that hydrostatic pressures do not develof
against the walls. This would invalve installation of a minimum 1-foot-wide blanket drain t�:
- within 1 foot of finish grade for the full wall height using imported washed gravel against th�
walls. A prefabricated drainage mat is not an acceptable substitute ior the gravel blanke:
drain.
12.1 Passive Resistance and Friction Factors
Lateral loacis can be resisted by fricCion between the foundation and the natural glacial soils or
supporting structural fill soils, or by passive earth pressure actin� on the buried portions of ttie
foundations. The foundations must be backf'illed with structural fill and compacted to at ieast
95 percent of the maximum dry density to achieve the passive resistance provided betow. �ie ,
recommend the following design parameters:
• Passive equivalent fluid = 250 pcf
� Coef:icient of friction = 0.35
The above values are allawable and include a safely factor of at least I.S. - �
13.0 FLOOR SL'PPORT
Concrete, slab-on-grade floors may be used for the new buildings where the slabs are underlain
by dense, natural soils ar structural fill. We recommend crawl spaces and structural floors be
used wrhere foundations are supported on piles or rock trenches. If crawl space floors are
used, an irnpervious moistu:e barrier should be provided above the soil surface within the
crawl space. Slab-on-grade floors should be cast atop a minimum of 4 inches of pea gravel or
washed crushed rock to act as a capillary break. The floors should also be protected from
dampness by covering the capillary brea.k layer with an impervious moisture barrier at least 10
mils in thickness. Floor slabs that are supported by site soils prepared in accordance with the
"Site Preparation" section of this report or by structural fiil should experience '/ inch or less
of settlement.
Noventber 12, 2007 ASSOCI.AT6P EARTH SCIErVCES, I�VC.
SCD�u-KL•04i66Bi-Projeu.r120040766�Kc'iWP Page 27
,Siibsauface E.cploration, Geologic Hazard, and
Rosemont-East Rentort Propeny Geotechnical Engineering Reporr
Kirig Cocazty, Wasliingtoii Design Reco�runendations
14.0 DRAINAGE CONSIDERATIONS
All footing walls, basement walls, and retainin� walls should be provided with a drain at the
footing elevation. Drains should consist af rigid, perforated, polyvinyl chloride (PVC) pipe
surrounded by washed pea gravel. The level of ttie perforations in the pipe should be set at the
bottom of the footing at all locations and the drain collectors should be constructed with
suff�icient gradient to allow gravity discharge away from ttie buildings. In addition, alI
foundation walls taller than 3 feet should be lined with a minimum, 12-inch-thick, washed
gravel bIantcet provided to within 1 foot of finish grade that ties into the footing drain. Roof
and surface runoff should r.ot discharge into the footing drain system, but should be handled by
a separate, rigid, tightline drain. In plannirig, exterior grades adjacent to foundations should
be sloped downward away from the structures to achieve surface drainage.
15.0 PAVENiENT RECOIVIMENDATIONS
Undocumented fill materials underlie portions of the proposed improvement area. The quality
of thes� materials was variable and observed to be relatively loose. As such, sorne remedial
measures will be necessary for support of pavement in fill areas. We recomrnend that new
pavement sections (including gravel base and top courses} in existing fill areas be underlain by
at least 2 feet of structural fill compacted to at least 95 percent of ASTNI:D 15�7.
The i�ing County standard paving section for residential access streets is 2 inches of Class B
asphalt concrete pa�ing (ACP) above 4 inches of ATB. Although it is not required by King
County, we reconunend that ATB be placed above a 2-inch-thick layer of crushed surfacing top
course (WSDOT Standard Specification 9-03.9[3]). An alternative section is 2 inches of ACP
above 1.5 inches of erushed surfacing top course a'oove 5 inches of crushed surfacing base
course (WSDOT 9-03.9[3]). All depths given are compacted depths. All paving materials,
base course materials, and placement procedures shouid comply with suitable star.dard
specifications, such as the Washingrvtz St�cte Depc�rtment of Transportatiort (4�SDOT} Standard
Specifications for Roaci, Bridge, and Maanicipal Constraaction or other suitable specifications.
1�'e understand that a pavement analysis is required for frontage improvements to 148�' Avenue
SE. Soil conditions on this site are virtually identical to those documented to ttie south on
CamWest's Shamrock Nursery development, at least adjacent to 148`h Avenue SE. Therefore,
in our opinion, the pavement analysis AESI completed in 2004 is adequate for design of the
new frontage improvement� associated with this project. The 2004 pavement anal�isis and
design pavement sections are ircluded as Appe:dix B to this report.
November 1?, 2G07 ASSOCIATcc�EARTH SCIEVCES, I:VC,
SGB/ts-KECai66d!-Projecrsi_CC�io6;Xc'Li4� Pa�e 2�
Subsurface E,inloratio�t, Geologic Hazard, nnd
Roser2aottt-East Reritott Properry Geotedi�iical Engirteeriiig Repnrc
King Cotuity, Washi�cgton Design Recom�rier:datiats
16.Q INFILTRATION POTE�iTIAL
The site's infiltration potential is considered to be low due the presence of a shallow graund
water tabie and rather widespread, underlying, relatively impermeabte lodgement till 501I5.
There are small deposits of highly permeable recessional outwash and advance outwash on the
site, but these deposits often contained considerable ground water and were limited in extent. �
Therefore, in our opinion, storm water detention is the most appropriate storm water '
management strategy for the site.
17.0 DETENTION FACILITIES
Two detentio�Z iacilitiPs are planned for the site. A detention pond is planned for the northeast
corner of the northern parcel and a vault is planned near the northwest corner of the southern
parcel.
The current grading plan shows the base of the detention vault at Elevation 446.0. SincE the
location of EB-1 was not surveyed, we are unsure if the base of the vault will be excavated �nto
till or advance outwash. If outwash is encountered, the vault should be lined as discussed
below for the detention pond. There appears to be at least $ feet of separation between the
proposed vault bottom elevation and current ground water elevation. However, the contractor
should be prepared to de-water the excavation, if necessary.
The vault fo�ndations can be designed for an allowable foun�Iation sail bearing pressurP of
5,000 psf, including both dead and live loads. An increase of one-ihi:d may be used for short-
term wind or seismic loadin�. The "Lateral Wall Pressures" section of this report should be
referr�d to for detention pond cast-in-place retaining wall design.
Based on the current grading plans, the construction of the pond will entail excavation to the
desired pond bottom elevation and construction of perimeter fill berms ai�ng the northwest
portions of the pond, transitioning to cut slopes along the southwest pond walls. Fill berm
heights are expected to be on the order of 15 feet. With pond be�m heights greater than 6 feet,
the impoundment facility must comply with requirements for dam safety (WAC 173-175) if the
s�ora�e capacity is greater than 10 acre-feet above natural gro�nd level.
The pond will be excavated into t�Il on the east and advance autwash sand on the west, based
on the soils encountered in EB-2 and EB-3. Ground water is expected to occur approximately
10 feet below the proposed base of pond elevation, as shown on Figure 3. Water stored in the
pond without any form of liner would most likely migrate through the soil into the wetlands
west of the pond location. A soil liner meeting the below-mentioned fill embankment
specifications or a geosynthetic tiner is recommended to reduce the amount of water migration
tilrough the underlying advance outwash sand. At this location, advance outwash exposed in
excavations may be prone to raveling and as such the inner pond sidewalls should be graded to
no steeper than 3H:1V. Exterior sides of the pond embankments
Novernber 12, 2007 ASSOClATED FARTH SCIE�VCES, I;VC.
SGD/�s-XL•0�1766131-Pmjr�rri�0pd0i6G�Kc.1�VA Paoe 29
Subsurface Exploration, Geotogic Hazard, mid
Rosemont-East Renton Properry Geotecli�tical Engilzeering Report
Kirt; Coultry, Washingtoit Design Reco�nmer2dations
may be graded no steeper than 2H:1V unless existing fill soils are encountered within the II
external pond berm area. Berm construction should be entirely of properly compacted
structural fill. L,iner type, size, and installation should conform to the manufacturer's '
recornmendations. '
Preparation for placement of structural �11 for detention pand ber,n construction wi�l entail
ex�avation of the proposed fill area ta firm, stable subsoil; as described in the "Site
Preparation" section of this report. Perimeter pond berms should have a minimum top width
�f 6 feet if the berm will not be used as a perimeter roadway. Berms �hat will be used as
access roadways shouId be 12 feet wide aiong straight sections and 15 f�et wide at.�urves, at a
minimum. A key equal to the berrn width and a rninimum of 3 feet deep (and extending down
to medium dense, native soils) should extend below fhe base of the pond berm. The pond
should also be equipped with an emergency overflow system that is coruiected to a suitable
storm water disposai facility. The pond should b� designed and constructed in accordance with
the current KCSWD�1. -
Fill soils for detention pond berm construction should contain a ma;;imum af 60 percent sand,
with a minimum of 30 percent silt, and nominal gravel and co�ble content. The on-site till
soils encountered in EB-3 meet this gradation requirement based on one sieve analysis we
performed on this material. Additional sieve analyses of the proposed berm and liner fi11 will
be required prior to construction. The fill should be placed as structural fill with a moisture
- . co�tent at �r up to "Z percent above the o�timum moisrsre conten: for compaction. 'i'�e fiiI
sh�uld be compacted by a sheepsfoot roller to a r�zinimum oi 35 percent oi the AST�I:D 1557
maximum dry density, as described in the "Structural FiII" and "Site Prepazation" sections of
this report. Due to their high silt content, compaction of fill soils meeting the stated
specification may be difficult to achieve during wet weather. In addition, persistent ground
water seepage associated with flow to the adjacent wetland to the west may be encountered
during berm keyway canstruction. Therefore, the keyway excavation may require specialized
stabilization techniques in this location depending on the time of year and quantity of ground
water encountered. The gradation of all detention pond berm and �oil liner fill should be
verified by AESI prior to its use, usin� appropriate laborater� testing. Keyway and berm
construction and compaction should be observed and tested by tfie geotechnical engineer's
representative.
18.Q ROCKERIES I
� At least two short rackeries are planned along the south property line to complete grade
transitions. Rockeries may be used to prevent erosion of cut slopes, however, they are not
engineered structures and we strongly suggest that they not be �ssed in place of retaining walls,
especially where important facilities are adjacent to thein. BuildinQs should be set back from
rockeries so that a 1H:1V line extending up from the rear base of the rockery does not intersect
November 12, 200; ASSOCI�iTED EARTn SCIc:VC�S, I�ti'C.
SGB%!t-KcC4766B1-Projectst�00a0:56�KEIlV,� Page 30
Subsc�rface E.zpinrarion, Genlogic Ha�ard, and
Rosemont-East Rento�i Proper•ry Geotecluzical E�zgiiieeri�ig Repor-t
Ki�ig Co�utty, Waslzingto�2 Desigii Recom�ne�idations
the footing. Rockery construction is an art that depends larjely on the skill of the builder. We _
would like to point out that although rockeries are commonly used, they occasionally have
difficulties and should be coiisidered a long-term maintenance item. Care must be exercised in
selectiiig a rock source since some of ttie material presently being supplied is soft and
disintegrates in a relatively short period of time. Samples of rock can be tested by AESI prior
to their use in rockeries. If a rockery is specified, 4 feet high or less, it usually will not
require a permit. Rockeries should not face fill soils greater than 3 feet in height. The
following notes present rockery considerations. In addition, the contractor should confum that
his con�iguration conforms to current King County specifications.
A. The base of the rockery should be started by excavating ? trench to a minimum
- - - depth of 36 inches below subgrade into firm, undisturbed ground. This trench
shoald extend a minimum of 2 feet in each direction beyond the base rocks. The
trench should be backfilled to a depth of 12 inches beiow existing site grade with
free-draining sand and gravel or crushed rock. If loo�e, soft, or disturbed materials
exist at the base of the trench, they should be removed and replaced with iTee-
draining sand and gravel or crushed rock. This backfill material should be �laced
in lifts not exceeding 8 inches in loose thickness and�ompacted to a minimum of 95 �
percent of the modified Proctor maximum density using ASTM:D -15�7 as the
standard. The gradation of the sand and gravel should be such that of the material
passing the No. 4 sieve, not more than 5 percent by �ueight shoutd be finer than the
No. 200 sieve. - . ._
B. The base rock should have a minunum width (perpendicular to the Iine of the ��,
rockery) of 40 percent of the height of the rockery and should be centered upon the '
zone of compacted ssuctural fill. All rocks should also meet the following weight
requirements: '
Height of Rockery Minirnum��'eight of Rock
Above 5 feet SOQ/2,200 pounds, graded, top/bottom rocks
5 feet or less 500/1,000 pounds, graded, top/bottom rocks
C. The rock material should all be as nearly rectangular as possible. No stone should
be used which does not extend through the wall. The rock material should be hard,
sound, durable, and free from weathered portioiis, seams, cracks or other defects.
The rock density should be a minimum of 160 pcf.
D. Rock selection and placement should be such that there will be minimum voids and,
in the exposed face of the wall, no open voids over 8 inches across iii any direction.
The rocks should be placed in a manner such that the longitudinal axis of the rock
will be at right anales or perpendicLlar to the rockery face. Each rock should be
November 12, 2007 ASSOCIATED E4RTH SCIE,�'CES, LVC.
SGBics—KED1i66f31—Pr��ectsi_OQ�i66�KFiWP Page 31
5ubsii�face F.xploration, Geologic.Hazard, and ,
Rasentol:t-East Renton Properry Geotechatical Engineering Report
Kiftg Coccnty, Washington Desig�t Recommendations
placed so as to lock into two rocks in the lower tier. After setting each rock course, I
ail voids between the rocks should be chinked on the back with quarry rock to
eliminate any void sufficient to pass a 2-inch square probe. The rockery should be
limited to 8 feet in height.
E. A drain consisting of rigid, perforated, PVC pipe enclosed in a I2-inch-wide, pea
gravel trench should be placed behind the lower course of rock to rem ove water and
prevent the build up af hydrostatic pressure behind the wall. The remainder of the
wall backfill should consist of quarry spalls with a maximum size of 4 inches and a
minimum size of 2 uiches. This material should be placed to a 12-inch minimum ,
thic'icness between the entire wall and the cut material. 1 he backfill material should
_ be placed in ]ifts to an elevation approximately 6 inches below the top of each
course of rocks as they are placed, until the ugpermost course is placed. Any
backfill material falling onto the bearing surface of a roCk course should be
removed before the setting of the next course.
F. Any asphalt paving should be sloped to drain away from the rockery. In addition,
the.areas abo�ie rockeries should be planted with grass as soon as possible after
rockery construction to reduce erosion.
19.0 �'ROJF�'T DESIGN AND CONSTRUCTION I�iONITOP,ING
We are available to provide geotechnical consultation as the project design develops. Vve
recommend that AESI perform a geotechnical review of the plans prior to final design �
completion. In this way, our earthwork and foundation rec�mmendations may be properly
interpreted and implemented in the design. This review is not included in our current scope of
work and budget.
We are also available to provide oeotechnical en�ineering ar.d monitoring services during
construction. The integrity of the foundation depends on proper site preparation and
c�nstruction procedures. In addition, engineering decisions may have to be made in the field
in tYie event that variations in subsurface conditions become apparent. Construction monitoring
services are not part of this current scope of work. If these services are desired, please let us
know and we will prepare a proposal.
Nove�riber 12, 2C07 ASSOCIATED E�1RTH SCIENCES, LVC.
SGBi�r-�W766f31-Projeasf2fb;0io6�KElWP Page 32
Sucscuface E..plor•atioit, Geologic Hazm•d, a�td
Rosemoar-East Rer2lo�� P�-ope�:�i Geotechnical Engineering Repa•t
King Cociaty, 4!�ashinglon Design Recommendatiais
`�ie have enjoyed working with you on this study and are confident that these recommendations _
v,-i11 aid in the successful completion of your project. If you should have any questions, or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, NC.
Kirkland, Wasaington
`� � L�`it�`l�
_ ��-�(���l.��+ '�/ ��1�!-C/
Susan G. Beckham, P.E.
Senior Praject Engineer
s.v.,�.�,��.�
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��Sr Gep�O� i�41'Z'J J`SrOPvALG�J
Curti�J. Kog2r �XPSRES 1�I2OI
Curtis J. Koger, P.G., P.E.G, P.Hg. Kurt D. Merriman, P.E.
Principal GeolocistlH,�droQeoto�ist � Principal Engineer
Attachments: Figure 1: Vicinity i�1ap
Figure 2: Site and Exploration Plan
Figure 3: Geoloaic Cross Section A-�'
Appendix A: Exploration Logs and Laboratory Testin� Results
Appendix B: Pavement Section Recotrunendations for 148`� Avenue SE
�'ovember 12, 2L07 ASSOCI.ATED E,4RTH SCIc;VCES, I:�r'C.
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FI(iUkE 1
� Associated Earth Sciences,Inc. VICINITY IVIA�'
� ROSEMOfvT EAST REN70N PROJECTS DATE 11/07
o �;.r�'? `,� < ''�tkir, � � ', KING COUNTY,WASNINGTON
PROJ.N0. KE040766D
�
�-„' � � iC`r;lrn",;
\``/ ' . .. �I - I ��I.��`I�
I� I
.I i '�`".i�' '��' LEGEND:
--�. I � i �i,'t� i
'; �._\� -�``.�, � : � r �� ,''� ; _ , �� -,�ii y�i . • APPROXIMATE LOCATION OF
i - y-.i ��..�!� `J .� ��� , �'�. .� 7. � � � . -i i r �r i BORING BY AESI 10/1007
'�:=�-> /- i� . . �. i�.. �% �x."j�.�-.c-�-�-•���� j,—�--y._� � \�� _ (� �_,�o�� TYP
i � . � i . _."'� i.. p I�
;?�^`---' , / ���. �� ,� � ; ,q � < EP 2�� Fi��� -- ■ APPROXIMATE LOCATION OF
�, j � � '' i ; i ,'� I ' '� �l - -' Ni� p 2�r0���I..I��i / , EXPLORATION PIT BY AESI 8/2007
;n : ' i '.i __. : . ` .'Ee2 :�S � �11� i.:i TYP
. �I , � � i ' ' '� - ,i . - �,. ' � '���J�(I i �
. I ' . �/ � . 11 •��� . i If�' S' � , !II����I y/ .
/ rw a �Y�^w'� -��' � a' e APPROXIMATE LOCATION OF
�� ; i � � �f� �Q��� ����..s, EB��,�I i. EXPLORATION PIT BY AESI 1212004
I � i '�� i ''.�� J�.�er�.( �_.I RI ������.. � � `r 4-��r- TYP
. .-�——�—�-__y� ��i . � �� 1�y�'C•.r b ih�:�' +tP 1� 4-��,�,f O ��� - 'I I�tj� ,
. , ;i � � � 4 i ��� FP i� ._3 70 i� �P 101 _ ��'-�: I I M,�
� � � �� i � � f �.�� �_ � EP21CI, ���
� � , � .� � � e f �f; � �-,-� ��t i ��-*�I _ ❑ APPROXIMATE LOCATION OF
ROSEMONT PROPERTI� � � -'�h�� �� S� �EP 17 �`�-`'� � 'I{i „' EXPLORATION PIT 8Y AESI 4l2003
'�� . • , � . I � I /r�i,!:. '`lEP-07 '��{�Y h ���h \ � r' �.i .
FORMERLYIRONWOOI� r--: � � � �� � 4 I J';'�, � �� �� N���i
( � ( f ` � �'�E�`��d� �i`}' iEp�g�u:- � �.:j� I;i O EXISTING FILL WITH
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� ••+ � � . '. �;::- :--� - i, '. -i O.r � v, . APPROXIMATE DEPTH
'� i � r -'S- � Y� � 4�I1
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EAST RENTON PROPERTY -i ' ``:\ ' . Y}�r�II���� � r�q � � �i���i� �rI I�tr���' �" �;+� i:� ' O Qvt TIL!_
(FORIVIERLY ROSEMONT) i, �^ .".�'�'+.-`_. �" '9�Ii:fi I� i � I��I��I��I i ��I f. ',: �.;�I III�
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x Reference: Triad
g Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN F��uRe z
� � � � ROSEMONT EAST RENTON PROJECTS �ATE 11/07
� KING COUNTY,WASHINGTON
PROJECT NO. NE0407888
a
A INTERIOR POND BERMS ^,
490 FLATTEN TO 3H: 1 V MAX 490
. � �
i�j ��Q PROPOSED GRADE EXISTING GRADE m � _ 470 I
� Till �'
�i n5o N -- =?_ _ = nso
w Recessional �� . . �i�r �
��i outwash(silt) "' dvance ��p,
430 WET4ANp - � out=(sand
- 430
�--' �`� Advance
BEARING FOR outwash(sand)
`�1� KEY AT DEPTH 5' - 410
3�0 - 390
0 0 0 0 0 0
m cn v cv o m
.- N M � �
HORIZONTAL DISTANCE (FEET)
VC_RTICAL EXf1GGERATION=2x
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N
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� Associated �arth Sciences, Inc GEOLO�IC �ECTION A - A� FIGURE 3
�
� �.. � �:; ROSEMONT EAST RENTON PROJECTS n,nrE 1 vo�
'� �:�� ,.{�' '��'�; :�.., w�.;! �" `r; KING COUNTY, WASHINGTON
� PROJECT NO. KE040766E3
0
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B B �
SfM 500
a�1
490 S 190
INTERCEPTOR TRENCH o
SEE FIGURE 2 a
�eo a �eo
60 Mll PVC TEXTURED LINER NEW SLOPE FILL �
WITIi 12"SOIL COVER KEYWAV ANp ��
,�� BENCHES-TYP ���
I'c 0(' SF�FI�PSIi � £X!S!T!G l',R.M.11Jn �—�'^J
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�5D � ARMOUR EXTERIOR POND N .ti'�.7./ �y,.�qT FC '�l "'S�1 ?— — —�T '��— — — -- —?-- — — �50
BERMS NATM 12'OF 2x4' — — - --�-� —
�7s��•� ��,lPiIF.SP:AI 57,nE�LCv�Es SH,ot_I
i W OUARRY SPALL RIPRAP ��� hr,�l FI �i�12[� �Q°° 3E.i:1 S£iDF7 Lr Fv.dSS.o
440 N Y �—.. jF:�i'c7'7 Fi)!7 illr Gth'.1,1 �40
W�� � 'q�. � Qva �,i_J�sv::EM r�Ctci;i,
4
430 ____——— — ^ ••—�'`� NEW 9LOPE FILL KEYWAV AND BENCHEB ���
7 !" ¢��� LOW PERA/iEA81LITY BTRUCTURAL FILL-TVP
Vr BEE GEOTECNNICAL REPOR7
420 ?l ��
p p p i o p
IV < 10 m O � .�- m � N N v fV i�! M
HORI20NTAL DI9TANCE (FEE�
VERTICAL EXAGOERATION•1x�
i�/�n,i;�j, ..,�rr�T;l��,.r n._c�
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LF_f3ENl7: �'�
Qvr VA9HONRECESSIONALOLlTWASH-31LT ��S O�,�f/�,�
J:�E��i���
� Qvf VASHON LODGMENT T1LL-LOW PERMEABICITV �'�;� �Gj:.
� '
� Qva VASHONADVANCEOUTWASH•SAND c � �'O�'
� .'°"" �`��
� _�••�'� ASSUMED BEARINO 601L-ELEVATION BASED ON EXPI ORATION BORINGS PO'�
g 4 APPROXIMATE GROUNDWATER�EPTH ATTIME OF DRILLING
FfSs 0/NAL�G\r�
B
� l,���� GEOLOGICCON7ACT IXPY2E5 �l/2o/oe
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� Associated Garth Sciences,inc. GEOLOGIC CROSS-StCTiON B-B FIGURE 1
� � � �� � ROSEM�NT-EABT RENTON PROPERTY onrE zroe
� �� KING COUNTY,WASHINGTON PROJECT NO KE0107669
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12� -- FII.TER FABRIC
7VERLAP MIRAFI-1kON
� O�EQUI1/ALENT
j 1NRAP EN11RE DRAIN
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,�yA�j
`WASHED DRAIN ROCK
Fil!/Weafhered Ti!!
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° z Gra� Pdon-W�afherec Ti/(
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� ti11N 4"DIA PERFORATcD RIGID PVC
o P1PE WfTH PERFORATIONS SET Da4'JN
a PROVIDE ftAIN 1%CONTINUOUS
� SLOPE TO A.PPROVED OUTLET
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✓ Associated Earth Sciences,Inc. TYPICAL iNTERCEPTOR TRENCH DETAIL F;GUR� 2
� s' � � �+ �' � ROS Kln GNCOUNTYRWA HNNG ONERTY OA�E 2%0�
'° PROJ.NC�. K=��1�7Ec�^-,
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APPE�DIX �
Exploration Lo�� �n�
� Labora�ory T�st�r�g �es���s
� °o � Well-grzded gravel and Terms Desc�ibing Relative Density and Consistency II!
m o,o. GW 9�avel with sand,littie to Densib/ SPT�ybfowslfocf
� ° •o� ro fines Very Locse 0 to 4
� � � \o o a,o �Oa�'z L�ose 4 to 10
� o �, „�o a o a Poor(y-graded gravel Grained Soils Medium Dense 10 to 30
� v� '^�0000; Gp and gravel with sand, Dense 30 to 54 Test 5ymbols
o � oo,�o
o 0 0�,�0 little to no fines Ver,�Dense >50 G=Grain 5iz=
c� o Z o o c o o M =Mcisiure Conter.t
0 0 � Consistency S�T��blowslfoot A=Arierber Limits -
z �' ° Silty gravel and siity g
c � � Very Soft 0 to 2 C=Chemical
o L �=N • • GM gravel with sand Fire- Sck 2 to 4 CD=Dr�Densiry
� �m � •�•� Grair�ed Soils Medium Stlff 4 to 8 K=Permeabilih�
c`�a g � e Siiff B to 15
� � � Ciayey gravei and very Stiff i5 to 30
V m N' Gc clayey gravel with sand Hard >3a
� � Component Definitions
; � bVeil-graded sar,d and Descriptive Term Size Range and Sieve Number
L � - :: Syv sand with gravel,little eoulders Larger thar t2•
o `O V;F:�"�:�:�:- to no fines Cobbies 3'to 12'
� "- �'
°' '� '�'�'�'�'� Gravel 3'to No.4(4.75 mm)
y ; m ; . Poorly-graded sand Coarse G�avei 3'to 31a'
v°� � � '^' � SP and sand with grave(, Fine Gravel 3/4"to No.4(a.75 mm)
� o � litile to no fines Sand No.4(4.75 mrn)to No.200(�.075 mm)
c y
� � z Coarse Sand No.4(4.75 mm)to Ko.10(2.00 mm)
� SiIEy 5and and titedium Sznd No.10(2.0�mm)to No.40(0.425 mm)
m �
` ° y-. SM Silty 58nd with Fine Sar,d No.40(0.425 mm}tc No.2(l0(O.D75 mm�
o e a "
� o � gravel Sift and Ciay Smaller than No.240(OA75 mm)
� i :
L � S� Clayey sand and �3}Estimated Percentage Moisture Content
m N� clayey sand with gravel Percentage by Gry-Absence of mcisture,
� Compor.ent We��t dusty,dry to the touch
Silt, sandy siit,gr2velty sift, Trace <5 Stightly Meist-Peccept�ble
m ,� M�- silt with s2nd or gravel Few 5 to 10 moisture
> «� Little 15 to 25 Moist-Damp but no visible
� y L With -Non-primary coarse wster
� f0 r Clay oi low to medium constituenis: >15% Very Moist-Water visble but
o � J plastiCity;silr/,�andy,Cr -Fines corler,t between not free drainirg
Z m_ CL 5%and 15°'
gfdvelly Cl�y,lean Cl�y Wet-Vsihle iree water,usualh�
N _J from below water tahie i
� N� —= Organic clay or silt of fow Symbols
d � = OL plastiCiry Blowsl6"cr
� = Sampier portion ot 6° Cement grout I
o
LOG OF EXPLORATION PIT NO. EP-1
� This log is part cf the repoR prepared by Associated Earth Scienc=s, l�ic. (AESI)for the named project and should be
� read together with that repert For com�lete irterpretation.This summary applies only to the location of;his're�ch at the
� time of excavahon.5ubsurfsce conditions may change at this locaton with the passage of time.Tne data presented are _
o a simp!ficatien ef actual�cnditiors encountered-
DESCRIPTION
Brush and Topsoil
� Organic Fill
Moist ta dry, dark brovrn, silty fine to medium SAND, with gravel and roots and organics. (SM)
2 Vashon Lodgement Till
3 Medium dense grading to dense at 3 fee±, moist, mottled brown-gray, silr�fine to medium SAND,
with gravel and cobbies; gray and ver�dense with no mcttling below 3.5 feet. (SM}
4
Bottom of exploration pit at depth 4 feet
� No grourd watec No caving.
s
7
8
9
1b
11
12
13
14
15
16
17
18
19
,� .,�
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N
a Rosem�nt-�ast Renton Property
E
z King County, WA
�
m Associated Earth Sciences, Inc. Pro ect No. KE040766B
m Logged by: SGB �
� � � � � ��� 7115i07
,� P.ppraved'oy: �= � ; S.� a
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LOG OF EXPLORATtON P!T NO. EP-2
` This log is part cf the repert preoared by Asseciated Earth Sciences, Inc.(AE51)`or the named project and shculd be
L read together with that report ror complefe��terpretaticn.This summary appiies only to the location of this trench at the
� time of excavation Subsurface conditicns may change at:his location with the passage of time.The data presented are -
o a simpification oi actual condiiions encouniered.
DESCR1PTlON
Brush and Topsoil
� Fill
Medium dense, dry, dark brcwn, silty SAND, with organics and reots. (SM)
2 Weathered Vashon Lodgment Till
Medium dense, moist to dry, brown, silr�+fine SAND, with gravel, cobbles, few rocts, little cohesion.
3
4
Vashon Lodgement Till
5 Very dense, moist, gray, siity fine to medium SAND, with gravel and cobbies. (SM}
6 �
Bottom of axploration pit at depth 6 feet
7 No ground water No cavirg
�3
9
1G
11
12
i
13 '
14
15
�
�
16
17
18
19
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a Rosemont-East Renton Property
E
z King County, WA
�
m Associated Earth Scienees, Inc. Project No. KE040i 6oB
� Locged ty: SG3
M APProved by � �� a " ':� ,tf_ � 7115/07
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LOG OF EXPLORATION P!T NO. EP-3
-
'� This log is part of the report prepared by Associated Ear'h Sciences,inc.(AESI}for the named project and shouid be '
L read;cgether with that report for ccmoiete�rterpretation.This summary aDplies only to the location of this trench af the �
� time of excavation.Subsurface conCificns may change at this location with the passage of time.The data presenfed are � -
p a simpification of actual conditions encount2red
DESCRIPTION
� Brush and Topsoil
� Weathered Vashon Lodgement Till
Laose, moist, dry: brown, siity fine S?,ND,with gravel, cobbles, and roots. (SDA)
2
3 �/ashon Lodgement Ti(I
4 Dense to ver�dense, moist, gray, silty fine to medium SAND, with gravei and cabbfes. (SM)
5
E
Bottom of exploratian pit at depth 6 feet .
l No ground water. No caving.
8
0
10
11
12
13
14
15
16
17
18
19
�
a
0
r
a Rosemont-East Renton Prop�rty
E
z King County, WA
a
m Associated Earth Sciences, Inc. project No. KE0407o6B
� Locged by: SGB � ❑ � � �
� ' '`4 $ {�� 7115i07
� A�DfOV2d by. �'`: Y� = ��^%, ��.
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LOG OF EXPLORATION PiT NO. EP-4
� Tnis log is par,o`the repert pr�p�red by Associ�ted Earth Scieoces, Inc.(F.ESI)ior the named project ard shculd be
r read together with that report ror complete inferpretaticn_This summary applies ordy to the location of this trench at the
� time of excavaUon SuCsurface condiuons may change at;his locaticn with the passage of time.The data presented are -
p a simplfication cf ac;ual conditior,s encour,tered
DESCRIPTION
Brush and Topsoil
� Coiluvium
Loose ta medium dense, dry,brown,silty fine tc medium SAND,with gravei, cobbles, roots, trace
2 boulders. (S(vt}
3
4 Recessional Outwash I
�
5 Medium derse, moist to dry, strati ied SAND, with gravel and abundar�t roots. (SP)
6 141edium dense, moist, fine to medium SAND,with silt ard gravel and interbeds af silty medium to
coarse SAND. (SP-SM)
7
8
9
�� Becomes wet at 10 feet.
11
12 Medium dense,wet, gra�, medium to coare Sr1ND, with sift, cobbles, and grave(. (SP-SNi)
�3 Pre-Fraser Sedimentary Deposits(Qpf)
Stiff tc hard, dark brown, PEAT, v�rith gray and brown, hard silt interbeds. (PT/ML)
14
Bottom of exploration pit at depth 14`e=t
15 Very slcw ground watzr seepage at 1G feet. Moderate caving 5 to 13 feet. '
10
17 �
18
19
� ��
� v
r Rosemont-East Renton Property
E
z King County, WA
a
� Associated Earth Sciences, Inc, �
� Logged by: SGB � ProjeCt No. K�04076oB
a APPrcved by: ="��_ �." .Ys�'� --^!_ [.�.�`�j 7/15/0?
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LOG OF EXPLORATION PIT Nt�.�EP-5
� This log is part of the repr,rt prepared by Associated�ar�h Sciences, Inc.(AESI)for the named project and should be
L read tcgether with that report for complete interpretation.This summary applies only to the Iccation of Ihis trench at the
� time of excavation.5ubs�rfaca ccndifions may change at this location with the passage of time The data presznted are _
o a simpificaticn of actual ccnditions encountered.
DESCRIPTION
Brush and Topsoii
� Weathered Vashon Lodgement Till
Loose to medium dense at 2.5 feet,dry, browr�, silty fine SAND, with gravel and roots to 1 foct.
2 (SM)
3 Vashon Lodgement TiU
4 Dense, moist, gray, silty fine to medium SAND, with gravel, cobbles, and few boulders.
Very dense below 4 feet; mottled 3 to 4 feet. (Sh�l)
5 _
6
Bottom of exploration pit at depth 6`eet
7 No ground water No caving.
8
9
10
'11
12
13
14
15
16
17
18
19
��
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� �
�
N
a Rosemont-East Renton F�roper#y
E
z King County, WA
a
m Associated Earth Sciences, Inc. Pro ect No. K�040�66E
� Logged by� SGB 1
� APProved by: ��;�, � ��"`.n. � ' �` 7l15i0?
�
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Y
LOG OF EXPLORATION PIT NO. EP-6
'�- This log is part of the report prepared by Associated Earth Sciences, Inc.(AESI}For the named project ard shcuid be
L read together with that report for compfete interpretation.This summary applies only to the location of th�s trench at the
v time of excavation Subsurface conditions may change at this location with the passage of time The data presented are -
C a simpl ication of actual conditior,s encountered.
DESCRIPTION
Brush and Topsoil
� Weathered Soil
Loose, dry, brown, silty fine to medium SAND, with gravel, cobbles, and roots. (SM)
2
TiIIIAdvance Outwash Transition
3 Dense, moist, gray-bro�vn, silty fine te medium �AND to SAND, with silt, little gravel.
4
5
6 �
7 Advance Outwash
$ Grades to very dense,wet, stratified, brown, fine SAND,�rrith silt and very thin silt, faminGe tc 1 .-nm `
thick spaced at approximately 112-inch intervals, little mettling. (SP/SM)
9
1a
11
12
13
14 Very dense, very mcist, gray-brown,interbedded SILT ar,d silty fine SAND,with gravel, little
mottling. (ML/SM)
15
Bottom of exploration pit at depth 15 feet
16 No grcund water,but mottled throughout.
17
18
19
� ��
�
n
� Rosemont-East Renton Property
E
z King County, WA
�
m Associated Earth Sciences,Inc. Project No. KE04076o"B
� Locged by SGB
� APProved by �'�•�_- �� ���;:; <T F t � 7115l07
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LOG OF EXPLORATION PIT NO. EP-7
� This log is part of the report prepared by Associated Ear!h Sr,iences,Inc (AESI)for the named�roject and should he I
L , read togethzr with that report for comple!e irterpretation.This summary applies onty to the location of this trench at the
� time of excavat;on.Sutsurface conditions may change at this location with the passage of time.The data presented are _
� a simplfication of actual conditions encounterzd.
DESCRIPTION �
Brush and Topsoil II
� Weathered Vashon Lodgement Till
Lcose, dr�, brown,silfij fine SAND, with gravel, roots, and cobbles. {SM)
2
Medium dense at 2.5 feet.
3 Vashan Lodgement Till
4 Dense, dry, gray-brown, silty fine to medium SP,ND, with gravel and cobbles: (SM)
5 Very densz and gray befow 5 feet.
6
7
8
Bottom of exploration pit at depth 8 feet
9 No ground water. No caving.
10 ''
11
12
13
14
15
16
17
18
19 I
r ^fl
$ �v
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� Rosemont-East Renton Proper�y
E
z King County, WA
'a
m Associated Earth Sciences, Inc. Pro ect No. KE040766B
m Logged by: SGB 1
^ L- -� �� �'��'rs `I,ba,�, �
� P.pproved by� <�--' � ��I 7/15i07
�
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LOG OF EXPLORATiON P1T NO. EP-8
� This Icg is part of the reacrt prepared by Associated Ear�h Sciences,inc.{AESI)for the named projecf and shou!d be
� read Yogether with that report for ccmplete intzrpretation.7his summary app�ies only to the location of this trench at the
� time ef excavation.Subsurface conditions may change at this location with,he passage of time.The data presenfed are
o a simplficaticn of actual condi[icns encourtered.
DESCRIPTION �
' �
Brush and Topsoil �
� Weathered Vashon�odgement Tili
Lcose grading tc medium dense at 1 faot, dr�r, brown, silfy fine SAND, with gravel and cobbles.
(SNi) j
2 — '
3 Vashon Lodgement Titl
4 Dense, dry, gray-br�wn, silty fire to medium SAND, with gravei and cabbles. (SM)
5
Sottcrn of exploration pit at depth 5 feet
6 No ground water. No caving.
7
8
9
10
11
12
13
14
15
16
17
18
19
,� ...�
� „ - -
�
�
N
a Rosemont-East Renton Property
E
z King County, WA
�
a
" Associated Earth Sciences, Inc. pro ect No. KEQ40766B
m
� Logged by. SGB 1
� APProved hy: �,�,a ,�� _ �r�: ;; �_ � 7l15/07
�
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LOG OF EXPLORATION PIT NO. EP-9
� This Icg is part of the report repa�cd�y Associated Earth Sciences,inc.(AESI)for the named project and should be
L read together vnth that repo�for comple;e interpretation.This summary applies oniy to the location of this:rench at the
m time of excavation.Subsurface c�ndii,ons may change at;his location with the pass�ge of time.The data presented ar= -
o a simplfication of actual corditicns e�counte;ed
DESCR►PTION
Brush and Topsoil
� rlVeathered Vashon Lodgement Till
Loose grading ta medium dense at 1 fcot,dry fo moist, brown, s;lty fine SAND, with gravel and
2 roots. (SM}
3 Vashon Lodgement Tili
Dense, gray mott!ed, silbj fire to medium SAND, with gravel, fe�v cobcles. (SM) r
Bottom oF exploration pit at depth 3 fee!
4 Nc ground water. No caving.
5
6
7
8
9
10
11
12
13
14
15
16
S7
18
19
�_ _ nn
� L[�
a
N
N
� Rosemont-East Renton Property
E
z King County, WA
a
" Associated Earth Science� Inc.
� Locged by: SG8 ' Project No. KE040766B
° A.pproved by� �r�-= "•� �x ' � �� 7/15107
a ��
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LOG OF-�XP1_ORATIQM �!T NO. E;'-10
'� This Ic �s ar?of the re ort re arAd b Associated carth Sciences,Inc. AESI for the named re�ect�nd sh;,uld be
L 9� P P P P" - Y ( ) P 1
read together with that report for complete interpretation.This summar�r appl;es only to the location of this trench at the
� time cf excavaiien. Subsurface condifions may change at this location with the passage of time The data presented are _
o a simplfication of actual corditiens er�countered.
DESCRIPTION
Brush and Topsoil
1 Weathered Vashon Lodgement Till
Loose grading to medium dense at 1 foot, dry, brown, silty fine to medium SAND,with gravel,
2 cobbles, and few roots to 1 fooi. (SiN)
Vashon Lodgem�nt Tili
3 Dense, moist, gray-brown mottfed, silty fine to medium SAND, with gravel and cobbles. �Siv1)
4 Bottarn of exploration pit at depth 3.5 feet
No ground water. No caving_
� 5
6
r --�
8 ..
s
�r�
11
12
'S 3
14
15
16
17
18
19
^^ - — -- - - - -
��s
�
�
t Rosemont-East Renton Property
E
z King County, WA
a
m Associated Earth Sciences, Inc. Pro ect No. KE0407608
� Logged by� SG6 �
m Apprcved by: r;� � ���;; ,;�� � 71'I 510 i
a
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LOG OF E�PLORATION PIT NO. EP-11
� This ic s art of the re c�prepared b� Assor.iated Earth Sciences, Inc- AESI'for the name� ro ec`,and should be
� read together with thai report fcr com�fe'.e interpretation.This summar�ap�p:ies�or,ly to the loca Pon�of this'rench at the
� time�f excavat:on.Su6surface conditions may change at this location�,vith the passage of time The data presented are -
o a simpification of actual ccnditicns encountered.
I�
DESCRIPTION
Brush and Topsail
� -Weafhered Vashon Lodgement Tili
Loase grading to medium d2nse at 1 foat, dry, brown, silty fine to medium SAND,with gravel,
2 cobbies, and few rcots to 1 foot. (SM)
Vashon Lodgemen�Ti[I
� Dense, moist, gray-brown mattled, sil`y fine to medium SAND,with gravei ar�d cobbles.
4 Bottom of exploration pit at depth 3.5 feet �'
No ground water No caving. i
5 �
E i
7
8
9
10
11
12
13
14
15
16
17
18
19
��Q
0
0
N
� Rosemont-East Renton Property
E
z �Cing County, W�►
a
m Associated Earth Sciences, Inc. Project No. KE04076o"B
� Logged by: SG6 � ❑ � r L �
� Approved by: "—�` `�` : =�'i#�,�, �� �� � 7/15107
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L^�' C�� E"'�LCR;�TI�ti PiT N^. E�-� 2
� This log is part ef the report Prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be �
� read together with that report For compleie interpretation.This summary aPplies only to the locaticn of this trench at the
� time of excavation.Subsurface cor,ditions may cnange at this lacation with the passase of hme_The data presented are
o a simpification of actual conditions enccuntered_
' DESCRIPTION
Brush and Topsoil ,
� Weathered Vashon Lodgement Ti(I
Medium dense, moisi, gray-brcwn, silty fine to medium SAND, with gravel and cobbles mottled.
2
I
3 Vashon Lodgement Till
Dense to very dense, moist, gray, silty fine to medium SAND, with gravel and cobbles. I�
4
Bottom of exploration pii at depth 4 fee! '
5 No ground water No caving I,
�
v
�
$ I
9
10
11
12
13
14
15
16
17
1$
19
��£ —
0
�
fV '
n Rosemont-East Renton Property
E
z King County, WA
'a
m Associated Earth Sciences, Inc. pro ect No. KE0407666
�� Logged by: SGB � ❑ � � �� �
A roved b ' r" r�,�•.
a PP Y r :. �:.. �"r,.� _�- vr 7��rJ10'!
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Y
LOG OF EXPLORATION PIT NO. EP-1 - _
� This log is part of:he repoR Prepared by Associated Earth Scier�ces,Inc.(AESI)for the named praject and should be
� read together wdti that repert for complete interpretation.This summary applies only to the locaticn of this'.rench at the
� time of excavation Su�surface ccnditions may change at this location with the passage of time.Tne data presented are -
n a simpification of actual cnndifions enco�ntered.
DESCRIPTION
Forest Duff
Weathered Vashon Recessional Outwash
� Loes2, moist, reddish-brown, silty fre SAND (SP�1); abundant roots
2
3 Vashon Recessional Outwash
� Mecium dense, very moist, tan, silty fine SAND (SM).
5
Vashon Advance Outwash
G
7 Very �'ense, very mcist, light brown, silty SAND with gravel (SM);scattered cobbles and beulders;
becomes wet at 11'; contains abundant cobbles ar,d little silt beiew 10'; increased gravel content .
$ and moisture below 1 G'.
9
10
11
12
13
14 6ecomes wet again befovr 14'.
15 �-ery dense, wet, light brown GRAVEL with sand, little silt (GN1}.
16 '
17 I
18
19
� �
0
0
N
a Rosemont-East Renton Property
E
z King County, WA
d
Q Associated Earth Sciences, �nc. Project No. KE04766A
oLcgged by. TJP r `' � �� � { ��
a P,pproved by F �- �= .�#'s F,., December 2004
r
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Y
LOG OF EXPLORAT€ON PiT d'7. EP-1
� Tnis log is part of the repo�t prepared by Asscciated Earth Sde�c=s, Inc.(AcSi)fcr the named projeci and should be �
L read together wdh that re�ort for complete interpreiation.This summary applies onfy to the Iccation of this trench al the
� time of excavahon.Subsurface cnnditions may change at this locatien with the passage of time.The data presented are _
o a simpl(ication of ac[ual ccnditions encountered.
DESCRIPTION
21
LZ
BotYom oi expioration pit at depth 22 feet
23 Minor sloughfng below 14'. Slow,spotty seepage at 1 I' Moderately rapid seeping 5elow 14'.
24
25
26
27
28
29
30
31
32
33 '
34
35
36
37
38
39
�
0
0
�
� Rosemon�-East Renton Property
E
z King County, WA
a
Q Associated Earth Sciences, Inc. Project No. KE04766A
�? Logged by: TJP � ❑ � � ^
P i y'"" �t� December 2004
AFProved by: � �� Fr�., r..
a
F-
U
Y
LOG OF EXPLORATION PIT NCS. �P-2,
� This log is part of the report Prepared by Associated Farth Sciences, inc. (AESq for the named project and should be
L read together with that report for complete mterpre!ation_This summary applies only to the location of this trench at,he
� time of excavation.Subsurface conditions may change at this location with the passage of�me.The data presented are _
o a simoifcation of actual conditicns encountered
DESCRIPTION �
Sod!Topsoil
� Weathered Vashon Lodgement Till
Loose tc medium dense, moist to very mcist, reddish-brown, silty SAND with gravel, scattered
cobbles. (SM)
2
3 Becomes medium dense, �ery moist and tan below 2.5'.
4
5
Vashon Lodgement'fill
E Dense tc very dense, ve^,r mcist, grayish-tan, silty SAND sNith gravel, scat:ered cobbles.
7
8
g Bo:tom or exploration pit at depth 8.5 feet
No seepage No cavirg.
10
11
12
13
14
15
16
17
18
19
�—�9
G
N
� Rosemont-East Renton Property
E
z King County, WA
a
� Associated EarEh Sciences, Inc.
� Loggedby TJF Project No. KE0476oA
� A roved b�� �;� a `�'��` j _-' € �� December 2004
�, PF � `�.. '�,n,:
a
�
v
Y
LOG OF FXPLORATION P1T NO. EP-3
'� This Icg is part of the reper prepa;ed by A.;;ociated Ear.h Sciences, Inc-(F.ESIj for the named project ar.d should be
� read together with that report for compfe:e interpr2tation.This summar�applies only to the location of this trench at the
� time of excavation. Subsurrace conditions may change at this!ocation with the p�ssage of;ime.The data presented are _
o a simplfication of actual corditicns enccunterzd
DESCR(PTION
Topsoil
� Weathered Vashon Lodgement Till
Loose, moist, reddish-brown, silty SAND, with gravel (SM}; becomes very moist belcw 1.5';
beccmes medium der�se and tan bel�w 3'.
2
3
Vashon Lodgement Tiil
4 Ver�r dense, very moist, grayish-tar,silty SAND with gravel, scattered cobbies. {SM)
5
6 Advance Outwash
7 Ver�dense, very moist, grayish-tan, SAND with gravel, little silt. (SP)
8
9
10
.��
12
Bottorn of exploration pit at depth 12 feet
13 No seepage. No caving
14
�� I
16
17 �
i
i
18 'I
19
r 'tn
� �
N
a Rosemor�t-East Renton Property
E
z King County, WA
a
Q Associated Earth Sciences, Inc. Project No. KE04i 66A
� La95ed by� TJP � � � � � `��
0
„ Approved by �= <� "�`�l. �� December 2004
�
U
Y
LOG OF EXPLORATION PIT NO. EP-11
� This Iog is part of the report prepared by P.sscciated Earth Sciences, Inc.(AESI)for the named project and should he
r read together with that repert fcr complete interpreta;io� This summary apolies only to the location of this trench at the
� time of axcavation.Subsurface corditiens may change at this location with the passage ef time.The data presented are ,
e a simpification of actual cenditiens encountered.
DESCRIPTION
Sod and Topsoii `
� Fill
Loose, wet to saturated,olive-gray, dark brown, and dark gray, ncnstratified, silty, fine to coarse
SAND, few fine to coarse, subrounded to subangular gravel, few scaftered concrete rubble and
2 boulders to 30" in diameter, few organics. (SM)
3
4
5
6
7
$ Recessional Outwash
9 Medium dense, saturated to wet, mot�led, light olive-brown, nonstratified, fine to coarse SAND, little
silt, few subrounded, fine to coarse gravel, trace subrounded cabbles. (SP-SM)
10
11
12
Bottom of exploration pit at depth 12 feet
13 Heavy caving throughout moderate(-2 to 3 gpm)seepage below 3'
14
15
16
17
18
19
�
0
N
� Ironwood
� King County, WA
<
a
[9
" Associated Earth Sciences, Inc. Pro ect No. KE03173B
m
A Locg�d by: JDC r �
�, Approv=�Cy: �'� � r., ''� A ril 2003
� _�t__ I � •.�,1?e � �- � � P
L
r
U
Y
LOG OF EXPLORATION PIT N0. EP-12
� This fog is part of the report prepared hy A.ssociated Earth Scier,ces,Inc.{AESI)for the named project and should be
L read together with`.hat repert for complete interprefa'inn.This summary applies oniy to U:e locafion cf this trench at the
� time of excavatior.Subsurface condiEions may change at this location with lhe passage of;ime.The data pres2nted are _
p a simplficatien cf actual condi!ions encouniered.
DESCRIPTiON
Sod and To soil �
Fili
� Loose,wet to saturated, olive-gray,dark brown, Gnd dark gray, nonstratified, silty,fine to coarse
SAND, few fine to cearse, subrounded to subangular gravel, few scattered concreEe tubble and
Z — boulders ta 30" in diameter, few organics. (SM)
3
4
5
6
7
8
9
10 Recessional Oufwash
Medium dense,N/2f,tan,weakly s,ratified,fine to medium SAND, trace slt. (SP)
11 ',
12 II
Bettorn of expicralion pit at depth 12 feet I'
13 Modera!e caving throughout. Very siighk(-tgpm}seepage below 6'.
14
15
16 �
17
18
19 I
�
- - �L�— - - —
0
0
� Ironwood
< King County, WA
�
a
�
o Associated Earth Sciences, IIIC. Pro ec; No. KE03173B
� Logsed by� JDC 1
a Aa���vE�'�v: � � �y � 6.� Aprii 2CC3
�
U
Y
L4G OF EXPLORATION P!T iVO. EP-13
� This la�is part of the report prep2red by Associated Earth Sciences,inc.(AESI)for the named project and should be I
L read together with that report fer complete interpretaticn.This summary applies only lo fhe loc2ticn of this trench at the
� 6me of excavaticn.Subsurface condiGor,s may change at this location wi`�h the passage of time.The data presented are �
e a simpification of acfual conditions encauntered.
�,
DESCRIPTION
Sod and Tc soil
Fill
� Loose, wet to saturated, olive-gray, dark brown, and dark qray, nonsEratified, silty, fine to coarse
SAND,few fine to coarse, subrounded to subangular 5ravel,few scatfered concrete rubble and
2 boulders to 30" in diameter, few organics. (SM)
3
4 Recessional Outwash
5 Medium dense, wet, tan,weakly stratified,fine ta coarse SAND, littie fine to coarse, subrounded to �
rounded gravei, trace silt. (SW) i
6
7 �
8
9
10
Bottom of exploration pit at depih 10 feet
11 Minor caving thrcughout. Slight(1 tc 2 gpm)seepage belcw�'.
12
13
14
15
16 '
17
18
19
nn
n
0
0
� Ironwood '
< King County, WA '
a I
� �
� Associated Earth Sciences, It1C. pro ect No. KE03173B ��
a� Logged 5y: JCC � r---� � � � 1
Aporoved by: � April 2003
� :
U
Y
LOG OF EXPLORATION PIT N0. EP-14 I
� This log is p�rt of the report prepared by Associated Earth Sciencas,Inc.(AESIj for{he named project and should be �
L read togelher with that report ror ccmpiefe interpretation.This summary applies oniy to the Iccafion of this trench at the
��,, time of excavaG�n.Subsurface condifions may change zt this Iocatinn with the passage of hme.The data presented are _
p a simpifica6on of actual cerditions encountered.
DESCRIPTION
Sod and Topsoil
Recessional Outwash
� Medium dense, moist, tan,weakly stratified,fine to coarse SAND,few fine to coarse, subrounded to
rounded gravel, trace rcots in the upper 4'. (SW)
2
3
4
. i
5
6
7
a
9
10 -
Bottom of explcra6cn pit at depth 10 feet
11 Mincr cavirg lfiroughout Slight(1 to 2 gpm}seepage at t C'.
12
13
14
15
10
17
18
19
�� _
�
—�v - -
0
0
� ironwood '�
< King County, WA
a
c�
� Associated Earth Sciences, IIIC. pro ect No. KE03173B
� Logged by: JDC 1
� � � � � �
� Approved by� April 2003
�
U
Y
LOG OF EXPLORATION PIT NO. EP-15
� This!og is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named proiect and should be
L read tcgether with that repert for complete interpretation.This summar�r applies only;o the location of this trench at the
� time of excavaticn.Subsurace condifiens may change at this locatien wiFh the passage of time.The data presented are _
o a simpification of actuai conditions encountered
DESCRIPTION
Sod ar�d Topsail
� Recessional Outwash
2 Loose to medium dense, wef, tan,weakiy stratified, sandy, fine to coarse, subrounded to rounded
gra��el, trace silt. (GW)
3 Advance Outwash
Medium der�se to dense,wet, mcttled tan, stratified, s�lty, fine to medium SAND grading to hard, tan,
4 sandy SILT. (SM/ML)
5
6
7
8
9
I 10
� Bottom of exptoration pit at depth 10`eet
11 Moderate caving throughout. Fleavy(5 tc 10 gpm)saepage at 3'to 5'.
12
13
14
15
16
17
18
19
�—iC
N
" Ironwood
�
< King County, WH
a
C7
� Associated Earth Sciences, Inc. Fro�act tio h,=o�1;3�
� Logged by: JGC ," �
° P.pprcve�by "� �: � '_`-`..f`}: :>�,r: F !� April 2003
L
H
C:
Y
LOG OF EXPLORATION PIT NQ. EP-15
� This !cg is part ot the repert P�eparzd oy Asseciatec Earth Scecc2s, Inc (AES1)fcr the named prejec;and should be I
L read cot�ether with that re�crt ier complete interpretation_This summary applies onv�to the locaficn ef[his trench at the
� time of excavaticn. Subsurface cordificns may change at this location wdh the passage of time.Tne data presented are _
p a simplficatio�cf ac:ual cordiiions encountered.
DESCRIPTION
5od ard Topsoil
� Weathered Till
Der�se io very dense,�meist, IigF�t olive-brcwn, nons;ratified, ime to cnarse SAND, iittle silt, few Fine
to coarse, subrounded grave!, trace rocts, trace subrounded cobbles. (SW!j
2
3 Transition to Advance Qutwash
Very dense, moist, licht cli��e-gray, fine to coarse SAND, little silt, few finz to coarse, subrounded
4 gra�ef, trace subrounded cobbles. (SP-SM)
5
6
7 I
8 ,
Bottom of exploration pit at depth 8 fe=t
9 No caving_ No seepage.
10
11
12
13
14
15
1c
17
18
1Q i .
����
0
0
�
m
; Ironwood
m
< King County, WA
�
a
c�
m Associated Earth Sciences, Inc. p�o ect No. KE03173B
� L�gged by: JDC �
� Approved by: r�� ��; i���. s . � April 2003
0. `r��T� � � � �
H
C
Y
LOG OF EXPLORATION PiT Nf�. FP-17
� This log is part of the report prepared by Associated Earth Sciences,Inc.(AESq fer the named project and should be I
L read together with that report For com�lete interpretation.This summary appiies only to the locaticn of this trench at the
� time of excavation.Subsurface conditions may change at this locacion w;th the passage of time The data presented are _
o a simpification of actual conditicns encountered.
DESCRIPTION I
Sod and Topsoil I�
� Fill
Loose,wet, oiive-gray, dark brown, and dark gray, nenstratified, sifty, fine to coarse SAND, few fine
to cearse, su�rounded to subangular gravel, few scattered concrete rtabble a�d boulders to 30" in
2 diameter, few organics. (SPA)
3
' 4 Advance Outwash
5 Dense tc very dense, wet,weakly stratified, fine to coarse SAND, little fine to coarse, subrounded to
rounded gravel, few silt. (SP-SM)
6
7
8
9
10
• �ottom of exploratian pit at depth 10 feet
11 Minor caving in the upper 5'. Heavy(5 gprn)seepage beicw 4'.
12
13
14
15
16
17
18
19
�_ �n - -
0
0
N
. � Ironwood
< King County, WA
a
c�
m Associated E.arth Sciences, Inc. Project No. KE031738
^ Logged by: JDC `J� a � ''"� -
" kt t '
� Approved by: ��= `+ Sj' F... ,�`'� April 2003
�
U
Y
LOG OF EXPL.ORATION PIT N�. EP-1 B �
� This log is part of the report prepared by Associated Ear:h Sciences,lnc.(AESI)for the named project and should be
r read together with that report for com�lete interpretation.This summary appiies only to the location of this trench at the
� time of excavatior.Subsurface condifions may change at this location with the passage of time The data presented are _
� a simplfication of actual conditions encounter2d
DESCRIPTION
Sod ar,d Tcpsoil
� Fili
Locse,wet, olive-gray, dark brown, and dark gray, nonstratified, silty, fine ta coarse SAND, few fire
to coarse, subrounded to subangular gravel, few scattered corcrete rubbie and boulders to 30" in
� diameter, few organics. (SM)
Weathered Till
3 Dense to very dense, moisi, light oiive-browr, nonstratified, fine to coarse SAND, little silt, few fine
to coarse, su�rounded gravel,trace roots, trace subrounded cobbies. (SP-S�1)
4
� Till
Very dense, moist, light olive-gray, fine to coarse SAND, little silt, few fine to coarse, subrourded
6 gravei, trac2 subrounded cobbles. (SP-SM)
7
Advance Outwash
a V�ry dense, mcis;, light olive-gr2y, gravelly, fine to coarse SAND, trace sz{t. (SW)
�
�
9
10 '
Bottom of explora5on pit at deptn 10 feet
1 1 No caving. Nc sa�page.
12
13
14
15
16
17 i
18
19 �
� ^ ------- — - - -
o � __
a
N
" It'O11W00�
�
< KIIIC�j C011ilt�/, V�t,
a
c7
� Associated Earth Sciences, Inc. Project No. KE0317�
� Logged by JDC `
� ArP�OVE'J b . r W, �-+�.. �.i;.
r� r [f�
M Y� = �` i-r�- r_, Lt'�'� Apri1 20C
L
LOG OF EXPLORATION PIT NO. FP-19
� i his log is part of the repoR Prepared by Associated Earth Scier�ces, Inc.(AESI)for the named project and shou(d be
� read together�mith that report for camplete interpretatinn.This summary applies only to the location of this:rench at the
� time ef excavation.Subsurf�ce conditions may change at this location with the passage of time The data Presented are
o a simplfication of actuai conditions encountered. -
DESCR{PTION
Sod and Topsoil
� Advance Outwash
2 Dense to�ery dense, moist, weak;y straEified, fine to coarse SAND, little fine to cearse, subrounded
to rcunded gravel, few silt. (SP)
3
4
5
6
7
8
9
10
Bott�m of exploration pit at depth 10�eet
11 No caving. No seepage.
12
13
14
15
16
1�
18
1G ,
� '
o �r '
N ZU
N
a Ironwood '
>
z King County, WA
�
o Associated Earth Sciences, Inc. Pro ect No. KE03173E I�
� Logged by: JCC j
; Approved by. ���_ � ';si` ��� r � April 2003
�
Y
LOG OF EXPi_ORATION PIT NO. EP-20
� ?his Icg is part of the report prepared by Associated Earth Sdences,Inc.(AESI)for the namec+project and should be
r read together with that repert for complete interpretation This summary applies only to the location of this trench af the
� time oi excavation.Subsurface conditions may�hange at this Iocaticn wifh the passage of time.The data presented are -
o a simplfcation of ac;ual conditions ercountered
DESCRIPTION
Sod and Topsoii
� Advance Outwash
2 Dense te ver,+dense,wet, weakly stratified, fine to coarse SAP1D, little fine to coarse, suhrourded to
rounded gravel, few silt. (SP-SM)
3
4
5
6
7
8
9
10
Bottom of exploration pit at depth 1 D feet
11 Maderate caving. Heavy seepage belcw—5'.
12
13
14
i5
16
17
18
19
� zr
a �.,
0
N
m
; Ironwood
�
= King County, WA
L
(7
o Associated Earth Sciences, Inc. Pro ect No. KEo31736
� Logged by. JDC �
a ApPrcved by: ��Y r° ��: a� � ;� ,�` � � Apfil 2003
�
U
Y
LOG OF EXPLORATION i'!T PVO. EP-21
� This Icg is part or the report prepared by Associated Earth Sciences, Inc.(AESI)for the named project and should be !
r read tcgether�,vith that repoR for com�le!e interprefation.Tnis summary applies only to the bcaticn of this trench at the ;
� time of excavation.Subsurface conditions may change at this Iccati�n with the passage of time.The data presented are
e a simplfir.ation of actual ccnditicns encountered
DESCRIPT(QN
Scd and Topsoil
� Weathered Till
2 Medium dense, moist to wet, light olive-brown, nonstratified, silty, iine to coarse SAND, few nne to ,
coarse, subrounded g�avel, few organics as reots. (SM)
3
4
� Transition to Ad�ance Outwash '
Very dense, moist, light olive-gray, fine to coarse SP.ND, little silt, few fine tc coarse, subrcu�ded
6 gravel, trace subrounded cobbies. (SP-SM}
7
8 �
Bottom of explora6on pit at depth 8 feet
9 No caving No seepage.
10
11
12
13
14
15
16
17
18
19
r nn
o ��
a
N
" Ironwood
a King County, WA
a
�
o Associated Earth Sciences, Inc. Project No. KE031738
� Logged by: JDC , 1 f ;
a P.pp�oved bY: ��� � �S��t,`��� ��� � April 2003
�
U
Y
LOG OF EXPLORl�T10N PIT N9. �P-22
'� 7his log is part of the report prepared by Associated EaRh Sciences,Inc.(AESI)for,he named prejeci and shoulA be
L read together with ihat report for complete interpre*ation.This summary applies only to the locafio�of?his trench at the
� time cf excavahon.Subsurface conditiors may change at this location with the pass�ge of hme.The data presented are _
o a simpificafion of actua!conditions er,coun,ered `
DESCRIPTION
Sod and Topsoil
� Advance OutNash �!,
Gense to very dense, moist, light-olive brown, weakly stratified: sandy, fine to coarse, subrcunded '
GRAVEL, grades to light olive-gray, fine to coarse SAND, few subrounded to raunded gravel, trace
2 silt. (SWlSW)
3
4
5
6
7
8 ..
9
10 �
6ottorn of axploration pit at depth 10 feet
11 Na caving No szepage.
12
13
14
15
16
17
18
19 i�
� ^ -- - — -
N L�
N
E Ironwood
m
Z King County, WA
a
�
m Assaciated Earth Sciences, Inc. p�o ect No. KE03173B
� Lcgged by: JDC �
a APFroved by: :'�-r,�= � ��""'R c;: � Aprii 2003
�
�
Y I
Associated Eartli Sciences,Inc. EX loration Lo
�q.. ❑ �,X� � � P.oject Number Explcration Number Shee?
^�� �- KE0476o6 EB-1 1 of 1
Projec,Name Rosemont-East Rentcn Prope� Ground Surface E;evat;on�rt� —450 fe�t
Location King Coun�. WA Datum N/A
DrilierlEquipment Date Start/Finish 1 Cl/d/f17 1 fl/dlfl7
Hammer V�leighUDrop 140#I 30'� Hole Diameter(inj �
c v �
� h U� �I m'� N
Q V � �T �,ni�3 BlcwslFcct �
�
G T v� C�N �o m m L
aESCRIPTION � 3 �a 20 3o ao �
Forest Duff and Topsoil -
Colluvium
�loist,dark brown,silty SAND,with organics,gravel,and wood.
S-1 � � Weathered Vashon Lodgement Till 2 �
Mois;to very moist,mottleC gray and yellow-brown,siity fine SAN�,with 3
1�gravel. ___�
5 Vasho�Lodgement Till
S-2 Mcist,gray,silty fine to medium SAND,with gravel,few ccbbies 13
30 74
44
�� Advance Outwash
13
S-3 A�loist,brown,fine to rredium SAND,trace s;lt and gravel,unstratined. zo saa
23
15 Moist, brown,fine SAND grading to fine to medium SAND,trace siit, �4
S� unstratified with slightly mcre siit at 16.5 feet. ta �33
ts
�C Wet,brown and ye(low mottled,laminated,SiLT,with fine sand,little gravel � 7
S-5 grading to saturated fine SAND,with silt,IItJe fine gravei,weak � �a
stretificaticn. 23
8ottom of exploration horing at 21 5 feet
Ground water a120 feet
25
30
3`
S
�
�
�
E
0
>
0
Z
a
� Sampler Type(ST):
o Q 2"OD Solit Spoon Sampler(SPT) Q No Recovery M-Moisture Logged by: SGB
o � 3"00 Split Spoon Sampler(D 8 ht) G Ring Sampie Q Water Level Q Approved by:
W � Grab Sample � She!by Tube Sample 1 �ater Leve!at time of drillins(ATD)
a
� � �Associated Earth Sciences,Inc. EX loration Lo
F� �i Pro ect Num6er Ex icration Number Sheet
'� '�=� ft`L;;I KE047668 P EB-2 1 of 1
Project Name Raserr.crt-East Re�ton Pro�er�y Ground Surface Elevation(ftj —435 feet
Loca;ion King CCunty V�JA Datum N�q
fJrilledEqi+ipment Date StartlFinish 1 C1/41f17�1('i/d/�7 ,
Hamm�r WeighUDrcp 140#!30'� Hoie Diameter(in}
c a� � '
� y �� 0 y �y N
L a Q� �m J �n BiOWSiFOCt �
a S E `� �, �EI� c `w
� T in C�cn o m � L
DESCP,IPTION " � ic 20 3c aa °
- Gress and Topsoil ,�
Recessicnal Outwash
Ver�mcist,brown,fine ta medium SAND,with sift,o siity fne ta rnedium 4
S-� SAND,littie gravel and organics z �s
a
5 S z Very moist,brown,SILT,with fine sand,little gravel. 4 -
6 12
' 6
�� Advance Outwash
S-3 Wet,gray-brown,SILT,with fine sand,littlP.grave! �o �o
—.-------- zo
Boitom ot exploration boring a[11.5 feet
Satureted but no free�rcund water on drill rods or in hde ,
15
20
25
30
3�
� .
N
Np
D
�
>
O
Z
'a
� Sampler Type(ST).
Q Q 2"OD Split Spoon Sampler(SPT) � No Recover� M-Moisture Logged by: SGB
o � 3"OD Split Spcon Sampler(D 8 M) � Ring Sample � Water Level Q Approved by:
W � Grab Sampl2 � Shefhy Tube Sa;T,piz 1 Water Levei at time of drilling(ATD}
a
Associated Eartli Sciences,Inc. EX loration �O
oa a � � Projeci Numoer Explcration Number Sheet
r� �- ��%�'�' KE047668 EB-3 1 Of 1
Project Name Rosement-East Renton Property Ground Surface E:evation(ft) --465 fee±
Location King COunty VUP, Datum N/A
Driller/Equipment Date StarUFinish ;(1/Q(('i7 1 nld/n7
Hammer WeighUDrcp 140#/30�� Hole Diameter(in)
��� N _
� H V p �I��ip V+
� s � �T �E'� o Blc�vs;Foct �
� T N c�cn o c� m s
DESCP.;PTION " �� �o zo so ao °
- Gress and Topsoil i
Weathered Vashon Lodgement Till
I S � Mcist,gray-brown,silty ine to medium SAND,with gravel. � -
3 12
9
5 I S z Moist,gray-brcwn,silty fine to medium SAND,tittle gravel. �o -
ti �3
t2
�� Vashon LodgementTill zg
S-3 Moist,gray,silty fine to medium SAND,with gravel and cobbles. � 3s
t7
�5 Advance Outwash
S-� Gray,SILT,with sand and gravel grading to medium SANd,with silt and ia �2
gravel,no stratification. �i
20 Moist,brown,fire to medium SANC,with c�arse sand,gravel,few silt, no ��
S-5 stratification. �a 30
16
25 Meist to very moist,brown,fine to me�ium SAND,trace sift,little oxidation 13
S-6 at 26 to 26.5 feet,ncn to very weakly stretified. te �s
ie
30 Saturated,brown,stratified,fine to medium SAND,with silt and gravaL ��
S-7 ze �a2
2z
�
^ 35 Saturated,brown,weakly stra;ified,medium SAND,trace silt,little gravel. y
g S-8 �a ai
a -- ------------------- 23
N
E6ottom of exFlcralion bor;ng al�fi 5.`ee:
� H ground water Iikely 3G feet
0
z
'a
� Sampler Type(S�:
o Q 2"OD Split Spoon Sampler(SPT) � Nc Recovery M-Mcisture Lcgged by: SGB
o m 3"OD Split Spoon Sampler(D&P�t;� � Ring Sample SZ V�later Level() Approved by:
W � Gr;h S2mpie � Sr.elby TcEe Sampie 1 Water Lev=1 at?ime cf drlling(ATD)
a
Associated Earth Sciences , Inc . ProctorAnalvsis
ASTM D1:57, u698 �
�� � � � �
Date Sampled Project Project No. ;�oil Description
16-Aug-07 Rosemont East Renton KE0407o6B
Tested B� Collected By Locatian EBIEP No. Depth Sznd w/grave,few silt
MS till EP-1 3'-4'
Percent assin 314" sieve: 94% ASTM D1557 Method C Automatic Tam er
A N1old Number 1 2 3 Rer�arks
B Water Added field wet dry
C Wt.of V�Jet Soil + 22.445
Mold Ib 22-480 22.570
D Wt.of Mold (Ib) 12.405 12.405 12.955
E Wt.of WeE Soil (Ib) 10.040 10.075 9.615
F Wet Density, (pcfl 133.867 134.333 128.200
G Wt.of Pan (Ib) 0.495 0.485 0.485
H Wt. of Wet Soil + 2.390 2.615 2.935 �
Pan Ib
� W t.of Dr�Soil + 2.�g5 2.345 2.720
Pan Ib
K Wt.of Water(Ib) 0.195 0.270 0.215
M Wt.of Dry Soil (Ib) 1.700 1.860 2.235
N Moisture Content 11.5 14.5 5.6
O Dry Density{pcf} 120.1 117.3 116.9
Z For a 6 inch mold:Z=0.075 For a 4" mold: Z =�.0333
�ao.o Test Results:
135.0 I Optimum Moisture Percentage: 12.5
130.0
Maxir;�um D Densit : 121.0
� 125.0 Correciion for oversiz�:ASTM D4718
d a 12a'� ' Corrected Maisture Percentage: 11.8
� ... 1t5.o Corrected Maximum D Densit• : 123.1
� 110.0
105.0 Assumed Specific Gravify: 2.7
10�.0
0.0 5.a 10.0 15.0 20.0 25.0
moisture co�tent,°a
ASSOCIATED EARTH SCIENCES, INC.
?1�Flflh Ave.9�it=1C0 KirklanC,�Pi�,98033 425-8�'-77G1 F.4;{s25-92'S4?4
Associated Earth Sciences , Inc . ProctorAnalvsis
� � � � � ASTM D1557, D698
Date Sampled Project Project No. Soil Description
1 o-Aug-07 Rosemont East Renton KE040766B
Tested B, Coliected By Location EB/EP No. Depth � Silty Sand w'grave!
MS Brown SM EP-2 6�' (,S
Percent passing 3!4" sieve: 89% ASTM D1557 Method C Automatic Tamper
A Mold Number 1 2 3 Remarks
B Water Added field wet wet
C Wt.of Wet Soi{ + 21.670 22.630 22.620
Moid Ib
D Wt.of Mold (Ib) 12.405 12.955 12.405
E Wt.of Wet Soil (lb) 9.265 9.675 10.215
F Wet Density, (pcf) 123.533 129.000 136.200
G Wt.of Pan (Ib) 0.490 0.500 0.495
H Wt.of Wet Soil + 2.515 2.605 2.410
Pan ib
� W t.of Dry Soil + 2.310 2.375 2.1 SO
Pan Ibl
K Wt.of Water (Ib) Q.205 0230 0.26�
(�t Wt.of Dry Soil (ib} 1.820 1.875 1.655
N a�oisture Content �1.3 12.3 15.7
O Dry Density(pct� 1 t 1,0 114.9 117.7
Z For a 6 inch mold:Z= 0.075 For a 4"mold:Z=0.0333
140.0 Test Results:
135.0 � � Optimum i�1oisture Percentage: 14.5
130.0 Maximum D Densi : 118.0
�, �ZS.a I Correc!lan for oversize:ASTyt D4718
� � �20.o Corrected Moisture Percentage: 12.9
-� " ��5.o Corrected Maximum D Densifi: 122.0
� ��a.o
105.0 Assumed Specific Gravifi,�: 2.7
1CO.Q .
0.0 5.0 10.0 15.0 20.0 25-0
moisture content,%
ASSOClATED EARTH SCIENCES, INC.
911 Fiflh Ave.,Suite 106 K;rktand,WA 98033 425-827-7701 F?JC 425-827-9424
i
Associated Earth Sciences , Ir� c . ProctorAnalvsis
ASTM D1557, D698
�-� � � `� �
Date Sampied Project Project No. Soil Description
4-Oct-07 East RentonlRosemor;te Pro KE04d75oB
Tested B� Collected By Location EB1EP No. Depth Browr� Siity Sar:d, trace gravel
KME EB-3 Upper till
Percent passing 3/4° sieve: 100% ASTN9 D1557 Method C Automatic Tamper
A Mold Number 1 2 3 Remarks
B VUater Added field dry dry
C Wt. of Wet Soil + 23.205 23.040 22.190
Mold Ib)
D Wt. of fvlold (Ib) 12_760 12.180 12.180
E Wt.of Wet Soil (Ib) 10.445 10-860 10.Oi0
F Wef Density, (pcf) 139.267 144.800 133.467
G V�/t.of Pan (Ib) 0.500 0.500 0 500 •
H Wt.of Wet Soil + 2_055 2.035 2 430
Pan Ib
� Wt.of Dry Soil + i.880 1.920 2.310
Pan ib
K W t.of`J�1 ater(ib) 0.175 0.115 0.120
Ui Wt.of Dry Soil (Ib) 1.380 1.420 1.810
N M}sture Ccntent 12� g 1 6.6
O Dry Density(pcf) 123.6 134.0 125.2
Z For a 6 inch mold: Z=0.075 For a 4"mcld:Z=0.0333
140 a Test Results:
�35.p ---- � _—__ Optimum Moisture Percentage: 9.5
�3o.o ------ —_ .__. Maximum Dry Density: 137.0
�, 125.0 -- —
Corracticn for oversiz�:ASTM D4718
,d � 120�0 Corrected P�ioisture Percentage: 9.5
� _ 1�5.0 — —
Corrected Max`mum D Densitv� 137.0
� 110.0 � —�----
,as.o -�— �- ----
j Assumed SpeciFc Gravity: 2.7
100.0 .
0.0 5.0 1Q.0 15.0 20.0 25.0
moisture content,%
ASSOCIATED EARTH SC/ENCES, INC.
911 Fifth Ave.,Suile 10G Kir�cland,W/A 98033 425-E27-7701 FA;(425-82?-5424
��sociated Earth Sciences , Inc . MoistureCont�nt
� � � � � ASTNI D 2216
t' �-.;
Date Sampled Project Project No. Soil Description
10/4/2007 Eas;Rer;torlRoserrcr,e Proi K-04076oB
Tested By Location EBiEP No. " Depth
Austin
Sample I� E6-1 2.5' EB-1 5' EB-1 10'
Wet Weight+ Pan 510.9 408 5 347.1 '
Dry Weight+pan 415.9 36'.3 326.3
Weight af Pan 101.8 101 A 98.6
Weight of Moisture 95.0 412 20.8
Dry Weight of Soil 314.1 256.3 227.7
% Moisture 30.3 15.5 9.1
Sample lD E6-9 15' EB-'� 20' EB-2 2.5'
bVet Weight+ Pan 331.1 38C.1 252.7 _
�ry We�ght+ Pan 309_6 339.1 241.5 j
V'Jeight of Pan 101.9 94.1 91.1 '
ight of Moisture 21.5 41.0 112
Weight of Soil 207.7 245.0 150.4
'/• �:�oisture 10.4 16.7 7.5
Sample ID EB-2 5' EB-2 1��' E3-3 2.5'
Wet Weight+ Pan 303.8 430.9 209.7
Dry Weight+ Pan 2752 4G4.8 2C3.2
Weight of Pan 95.2 �3 1 97.4
Weight of Moisture 28.7 26.1 6.5
Dry Weight of Soi( 180.0 31 1.7 105.8
°o Maisture 15.9 8.4 62
Sampte ID EB-3 5' EB-3 10' ES-3 15'
Wet Weight+ Pan 273.0 375.4 414 1
Dry Weight+ Pan 267.9 36u.6 41 1.7
V�leight of Pan 94.0 93.� 94.1
Weight of Moisture 5.1 8.8 2.4
Dry Weight of Soil 173.9 273.1 317.6
%M oisture 2•9 3.2 0.8
ASSOCIATED EARTH SCI�I�Cs�S, !1'�C.
S 11°�h P-::e.S:i!e l�i KiC<lard.NJ,a 96:,33 425°��-'70' F,;X 42_`-p�'-5�^_q
_ Associated Earth Sciences , Inc . - �vioisture�ontent
ASTM D 2216 �
� � � �� �
Date Sampled Project Project No. Soil Description
10/4/2007 East RertonlRosemonte Proj KE040766B _ i
Tested By Location EBIEP No. Depth '
Austin
� Sample IU EB-3 20' EB-3 25' EB-3 30'
Wet Weight+ Pan 297.4 375.0 4�0_0
Dry We+ght+pan 295.7 364.1 451.4
Weight of Pan 91.7 . 93.2 94.5
Weight of Moisture 1.7 10.9 38.6
� �ry Weight of Soi1 204.0 270.9 356.9
-'/o Moisture 0.8 4.0 1a.8
Samp!e tD EB-3 35'
Wet Weight+ Pan 602.4 .
I�ry Weight+ Pan 5:,7.6
Vleight of Pan 214.4
ght of Moisture 44.8
. Weight of Soil 343.2
% Moisture 'i3.1 �
ASSOCIATED EA�T�I SCI�'�lC��, 11�C.
91 i Sil:Ava,Suita 1C0 KirklanC,'J`JA 98�33 425-�2'-770t=�X 4��-3_?-;424
Associated Earth Sciences , Inc . MoistureContent
ASTM D 2216
� � � � �
Date Sampled Project Project No. Soif Description
8/17/2007 P.osemontiEast Renton KE040766B _
Tested By Location EBIEP No. Depth
MS Exploration Pits EP-1 thru 12
Sample ID EP-3 6' EP-4 6' EP-5 6' !
Wet Weight+ Pan 1.925 2200 1.600 �,
Dry Weight+ Pan 1.820 2.160 1.530 I,
Weight of Pan 0.745 0.865 0.735 '
Weight of Moisture 0.105 0.040 0.070 j
Dry Weight of Soil 1.075 1.295 0.795 I,
%Moisture 9.767 3.089 8.805
I
Sample ID EP-4 14' EP-4 10' EP-6 4'
Wet Weight+ pan 2.805 3.335 1.695 �
Dry Weight+ Pan 2.100 3.020 1.600 I�
Weight of Pan 0.690 0.690 0.695
�ht of Moisture 0.705 0.315 0.095
_ �1leight of Soil 1.410 2.330 0.905
"/o Moisture 50.000 13.519 10,497
Sample ID EP-4 4' EP-3 4' EP-5 2'
Wet Weight+Pan 2.920 1.235 2.165
Dry Weight+Pan 2.840 1.185 2.065
Weight of Pan 0.875 0.655 1.150
Weight of Moisture 0.080 0.050 0.100
Dry Weight of Soi( 1.965 0.530 0.915
°/a Moisture 4.071 9.434 10.929
Sample ID EP-2 6' EP-3 2' EP-2 3'
Wet Weight+ Pan 2.495 1.945 2.440
�ry Weight+ Pan 2.385 1.875 2.245
Weight of Pan 1.125 1.125 0.655
Weight of Moisture C.110 0.070 Q.195
Dry Weight of Soil 1.260 0.750 1.590
%Moisture 8.730 9.333 12.264
ASSOCIATED EARTN SCIFIVCES, INC.
9:1 5lh Ave.,S�i'2 1C0 Kir4znd,VJ?,S3C33 425-827?701 F;�X 4�5-327-ca�4
Associated Earth Sciences , Inc . MoistureContent
(� ASTM D 2216
� ''� � L� �
Date Sampled Project Project No. Soil Descripiion
8/17/2007 Rosemant/Eas`.Re�ton KE040766B
Tested By Location EB/EP No. Depth
MS Exploratian Pits EP-1 thru 12
Sample ►D EP-10 3' EP-9 3' EP-9 2'
Wet Weight+ pan 1.290 1.735 1.665
�ry Weight+Pan 1.225 1.630 1.600
4Ueight of Pan 0.660 0.650 1.150
WeighE of Moisture 0.065 0.105 0.065
Dry Weight of Soil 0.565 0.980 0.450
% Moisture 11.504 10.714 14.444
Sample ID EP-7 4' EP-6 fi' EP-8 5'
Wet Weight+ Pan 1.750 1.960 3.605 .
�ry iNeight+ Pan 1.705 1.760 3.405
Weight of Pan 1.150 0.725 0.735
ighf af Moisture 0.045 0.200 0.200
,.,, Weight of Soil 0.55b 1.035 2.670
'i;I!�ioisture 8.108 19.324 7.491
Sample ID EP-5 4' EP-6 2' EP-6 9'
Wet We9ght+ Pan 1.185 1.545 3.245
Dry Weight+ Pan 1.135 1.4^05 2.940
Weight of Pan 0.655 0.655 t.015
Weight of Moisture 0.050 0.080 0.305
Dr/Weight of Soil 0.48Q 0.810 1.925
%_Moisture 10.417 9.877 15.844
Sample ID EP-6 12' EP-6 15' EP-8 3'
Wet Weight+ Pan 4.265 3.905 1.655
Dry Weight+ Pan 3.710 3.425 1.614
Weight of Pan 1.145 0.870 0.905
V`Jeight of Moisture 0.555 0.480 0.045
Dry V'Jeight of Soil 2.565 2.555 p,70�
%Maisture 2�.637 18.787 6.383 '
ASSOCIATED EARTN SGI�NCFS, /1VC.
9?1 Slh Ave.,Suile 1C0 Kirk;an�,VUP,98Q33 425-82?•7701 FA,`C 425-82?-�424
Associated ►arth Sciences , Inc . Moisturei.ontent
ASTM D 2216
j•F � � � �
Date Sampfed Project Project No. Soil Description
8/17/2007 RosemontlEast Renton KE040766B _
Tested By Location EB/EP No. Depth
MS txploration Pits EP-1 thru 12
Sample ID EP-7 7' EP-10 2' EP-3 0'
Wet Weight+pan 1.885 1.385 0.000
Dry Nleight+Pan 1.835 1270 0.000
Weight of Pan 1.105 0.740 O.OQO
Weight of Moisture 0.050 0.115 0.000
Dry VJeight of Soil 0.730 0.530 � 0.000
% Moisture 6.849 21.698 #QIV/O!
Sam�le ID EP-4 0' EP-5 0' EP-6 0'
Wet Weight+Pan 0.000 0.000 0.000 •
Dry Vleight+pan 0_000 0.000 0.000
Weight of Pan 0.000 0.000 O.00Q
ght of Moisture 0.000 0.000 0.000
_., Weight of Soil 0.000 0.000 0.000
'/�Moisture �DIV;O! - #DIVIO! #DIVIO!
Sample ID EP-7 0' EP-8 0' EP-9 0'
Wet Weight+Pan 0.000 0.000 0.000
Dry V'Jeight+Pan 0.000 0.000 Q.000
Weight of Pan 0.000 O.G00 0.000
Weight of Moisture 0.000 0.000 0.000
Dry Weight of Soil O.Q00 0.000 0.000
% Moisture #DIV/0! �DIVIO! #DiV10!
Sample ID EP-14 0' EP-11 0' EP-12 G'
b"�Jet Weight+ Pan O.00G C.000 0.000
Dry Weight+ Pan 0.000 0.000 0.000
Weight of Pan 0.000 0.000 0.000
Weight of Moisture 0.000 0.000 d.000
Dry Weight of Soil 0.000 0.000 0.000
% 141oisture #DIVIO! #DIVIO! �DIVlO!
ASSOCIATED E,�►RTN S�lENCES, INC�
S1'51h Ave,S�ite 1C0 K:rrtiacd,W:,98033 425-92?-7?G 1 FAX 4�5-82?�424
����� s�z� ����LYsis - ��c�������
Date Froject Project No. Soit Description
1014I2007 East Renton/Rosemonte Proj KE040766B
Tested By Loc2tion EB�EP No Gepth
Austin EB-3 Upper Till
Wt. Of wet sample +Tare 2236 -
'JVt. of D Sam le+Tare 2030.8
Wt.of Tare 490 Nloistur2% 9.8
Wt. of D Sam le 1590.8 I
Afler V�/ash W ei ht+Tare _`1476.55
S ecification Re uirements I�
Sieve No. Diam. mm �TJt. Retained i 1 % Refained °/a P2ssin Minimum Ivl2ximum
3.5 90 0 0.0 100.0
3 76.1 0 0.0 100.0 '
2.5 64 0 0.0 100.0
2 50.8 0 6.0 100.0 '
1.5 38.1 0 0.0 100.0 _
1 25.4 0 0.0 100.0
3/4 19 33.5 2.1 97.9 i
3/8 9.51 97.1 6.1 93.9
#4 4.76 192.7 12.1 87.9
#8 2.38 257.9 16.2 83.8 I
#10 2 276 17.3 82.7
#20 0.85 3?7.9 21.9 78.1 I
#40 0.42 45fi.6 28.7 71.3
#60 0.25 673.2 42.3 57.7
#1 C�0 0.149 855.2 53.8 46.2
#200 0.074 95�.8 60.0 40.d �
US STANaARD S1EVE NOS. ,
3" 314" N�4 NO 16 NO 40 NO 2C0
100 ---T--�---- ---- -- --- -- ------ -•- - ---- ----
� � i � + !-�-I__'__ ' i I ' i _ i ; ' i
�--� -- -�--� - -E----- -I-'--- ---
�1 �� ___'- L . � "_'_�-_�_�� _� _� �_I_"�'..___r_'_I
-i r � - -�- ' -f- ---Ci� ' 1.-------
eo - - ---- -.......�_ -,�1-; �--- - ' -- - --'--- '
- 1_" i T � , � f_
�-�-- I I I i_L__ -__-----_
- ��� - --CF- ,
r --�-� �
_ �
= so - --. .�- =---��--- -- '_ -----�- --1------_-_-
�- � - �- - !-i------ ` �-- � ;-�- -!--�--
t �-j- - ---� � � -'--�---- r - - - � i
- - -�. � - _
� - - -- , -- � � - � - - -��-�-;,. ! �--� -.- -_-�
,� ;�--- �_- -�- �__� .
�, ao �- i -, ,-._._.----- � - -I:_-- ,i ...;--. -L---�
- - �.._
a. _� �---� �----�T_.l_--- ��-- - _ - - �--��-I _IJ._I-(--�---
�_.__..
2� ��� � = - - - -- - - -- - ---- -- -- --
_,
_,_ �_� __1__-._I! ._-+__ _:. � ! �_�.-' -�-!-�- �--�- --�
--}- -�-------�-�- -- ' 4 --:_--.i.. .-- �-�-r , - -- � i. � , ; I _-.]
.
i_..._ � r. � � � ..
�
__._I_�.__- __ ___"_"_'�� .. i. . ... _:_.__,..___ _t' _�__ __ ' ._"___��- .�..._ __ _ '-
i .}�� i' I i i I i �! ..�_ � __._. � � I_...i_� I �_ _�
� I.-,lJ .�� ! r � � l I I 1 1-- .I - . � -��-,--� -�-�--� --
0 ' r .
100 1 C 1 0.1 0.0 i
Grain Size,mm
ASSOCIATED EART�f SCI��CES, It��.
6'1 S:h Ave,Su:le 1C� Kirklacd,VJA 98033 425•EZ7-7?C 1 Fr'.X 42�-827-5424
GRAlN SiZE ANALYSIS - MECHANI�AL
Date Froject Projec�No. Soii Gescription
8/17l2007 Rosemont KE0407668
Tested By Location EB/EP No Depth
MS East Renton EP-1 3-4'
Wt. Of wet sam le +Tare 1808.50 -
Wt.of Dr Samole+Tare 1668.56
Wt. ofTare 311.69 Mcisture°a 1G.3
Wf.of D Samole 1356.87
After W ash V�lei ht+Tare 1464.53
S ecific2tion Re uirements
Sieve No. Diam.(mm Wt.Retained °/a Retained %Passinc Minimum Maximum
3.5 90 0 0.0 140.0
3 76.1 0 0.0 100.0
2.5 64 0 0.0 100.0
2 50.8 0 0.0 100.0
1.5 38.1 0 0.0 100.0 � '
1 25.4 96.42 7.t 92.9
3/4 19. 113.17 8.3 91.7
3/8 9.51 265.22 19.5 80.5 i
#4 ' 4.76 414.53 3Q.6 69.4 �
#8 2.38 5i5.4 38.0 62.0
#10 2 533.1 39.3 fi0.7
#20 0.85 621.5 45.8 54.2
#40 0.42 756.4 55J 44.3
#60 0.25 917.5 67.6 32.4 '
#100 0.149 1049.0 77.3 22.7
#200 0.074 1139.9 84.0 16.0 - ',
US STANDARD SIEVE NOS.
3^ 3/q" N04 NO.16 N0.40 N0200
1QC �
I I
_ �
80 -�-; - �- - ---
` ,; -
� 6� ;i -- - � � - -
� �i� � -�--�-- - �L � -- ---I --
�
- - � -- � - -
G 40 � - - - � � - -- -- _
I ��; _
i 1
20 - � -� � -�---
i`� -- - � - � -� -i--- � -----
� �-�i� � � � �I-� � , �� ---I-----�-.
1G0 10 1 Q.1 0.01
Grein Size,mm
ASSOCIATED EARTN SCIENCES, 11VC.
?i t Sth Av=,Suite ICC K;r:tland,WA?9C33 4::5-82'-770; F?,X 4�:-9::?-542;
GRAlN SIZE AN/��.YSIS - MECHANICAL
Date rroject Froject No. Soil Desc�iption
811712007 Rosemont KE04�766B
Tested By Location EB/EP No Depth
MS East Renton EP-2 0-3'
�1�It. Of wet sample +Tare 1720.89 -
Wt.of D Sam le+Tare 1619.65
V�Jt.of Tare 311.89 Moisture°6 7.7
V�lt.of D Sam le 1307.76
After Wash'PJeicht+Tare 1370.3
S ec�cation Recuirements
Sfeve No. Diam. mm �Vt. Retained %Retained % Passin Minimum Maximuri
3.5 90 0 0.0 100.0
3 76.t 0 0.0 100A
2.5 64 0 0.0 100.0
2 50.8 0 0.0 100.0
1.5 38.1 0 0.0 100.0
1 25.4 0 0.0 100.0
3/4 19 139.09 10.6 89.4
3/8 9.51 281.6 21.5 78.5
#4 4.76 396.63 30.3 69.7
#8 2.38 493.0 37J 62.3 -
#10 2 5G8.9 38.9 61.1
�24 0.85 579.3 44.3 55.7
#40 0.42 677.0 51.8 48.2
#"00 • 0.25 816.0 62.4 37.6
#100 0.149 °44.2 72.2 27.8
#2G0 0.074 1046.3 80.0 • 20.0 �
US STANDARD SiEVE NOS.
3" 3!4" NG 4 NO.i6 NG.40 N0.200 '
100 l� -j-i_ - I
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100 10 1 0.1 0.01
Grain Size,mm
ASSOCIATED EARTH SCIENCE'S, INC.
911�ch Ave,Suile 100 K;rklcnd,Wn 9°C33 425-8Z?-77C1 �AX 4��-?2'-�4=4
APPENDIX B
P�vement Section Recommenda�ions
�or 14$th A�•enue SE
�ss�cia��d E�h Sci�r��e�, I�c.
- � �J �'�� � �
Ce��v���in�c l�ve�^25�e�r�•o f.S'e�ice
August 19, 2004
Project No. KEO1508G
CamWest Development, Inc.
9720 NE 120`� Place, Suite lOQ
Kirkland, Washington 98034
Attention: Ms. Sara Slatten
Subject: Subsurface Investigation, Supplementary Geotechnical and Pavement .
Section Recommendations for 148`� Avenue SE Street Improvements
Sha�nrock Nursery Project
King Couat;r, �Vashington
�ear Ms. S:atten: `
This letter presents pavement section design and construction recommendations for planned
improvements along the wesi shoulder of 148`" Avenue SE fronting the subject property.
Specifically, we understand King �ounty requires a site-specific pavement design for
improvements to extend to the fog line of the sauthbound tane of 148'� Avenue SE. The
County has classified 148`� Avenue SE as a Collector Arterial. This letter represents a
continuation of our work on the project, which has included completion of subsurface �
explorations, laboratory testing, preparation of seve:al geotechnical engineering reports and
letters, and ongoing construction monitoring for the project. i
This study was completed in response to an e-maii from l�is. Slatten received on Aub st 3,
2004. We were subsequently authorized to proceed by means of a CamWest purchase order. '�
This work has been completed in accordance with local geotechnical engineering standards of
practice at the time it vras corr�pleted. No ether warranty, express or implied, is made.
Subsurface Investigation and Conditions
`�'e performed a limited subsurface investigation on August 6, 2004, consistiug of three
explaration pits at the locations shown on Figure l, attached. The exploration pits �vere ,
completed to expose the native subgrade along the proposed improvement area. A Dutch Cone
Penetrometer was used to classit� the density of the subgrade within all three explorations
based on published correlation charts with Standard Penetration Resistance (N) Valnes.
As shown in the exploration pit logs, attached, we encountered from 6 inches to 3.5 feet of
structural fill overlying a native ��eathered till subgrade. The subgrade ran;ed in density from
Kirkland ■ Everett ■ Tacoma
42>-827-7701 425-259-0522 253-722-2992
www.aesgeo.com
loose to medium dense. The overlying structural fill a-�peare� �o hav� been cornpacted to a
medium dense to dense condition, althaugh no in-situ density tests were performed on the fill.
A composite sample of both the native material and of,rhe structural fill was collected ar.d
delivered to Nlayes Testing Engineers for California Beariiig Ratio (ASTIv1:D 1883) with
Ivloisture Density Relationship (ASTM:D 1»7), and Niechanical Grain Size Analysis
(AST�T:D 2487-98) testir.g. Testing results are included with the calculations a* the end of t�is
repor�. These tests were used to ar:ive at design parameters used ir. our anai�sis. ,
Pavement Section Recommendations I
We have completed an analysis of the pavement section for the plan��ed southbound lane of '
148°i Avenue SE fronting the project site, The analysis was completed using data provided to
us, laboratory �esting data, assumed traff'ic data, data presented in Section 4.03 of the King
County design standards, and Amezican Association of State Highway and Transportation
Officials (AASHTO) design methods (1993). Capies of our calculations are attached with this
letter.
Traff'ic inputs were based in pa=t on information provided by Transportation Engineering
Northwest, LLC including year 2003 ADT (average daily trip} values for two directionaI
traffic on 148�' Avenue SE, south of May Valley Road. No br�akdown of vehicle classes was "
available. The "East Renton Traff'ic Stl:dy" by Garry Struthers Associates, Inc. ciocuments the
average growth rate in the area as 2.57 percent. In order to calculate an ESAL (18 kip
Equivalent Single Axle Load) value for use in the design, we were forced to make assumptions
regarding the class distribution of heavy and light vehicles. We used the City of Auburn
Pavement Design 1�lanacal as a guide to formulate our assumptions regarding the heavy vehicie
distribution. The heavy vehicle distribution assumptions and ttie calculated ESAL are shown
in the calculations.
Based on our analysis, we recommend a minimum pavernent sectian consisting of 4 inches of
asphalt concrete paving (ACP), underlain by 6.5 inches of crushed rock base (CRB).
Alternatively, a paving section using asphalt treated base (ATB) could consist of 2.5 inches
ACP, above 3.5 inches of ATB, above 4 inches af CRB. These thicknesses should be
considered compacted thicknesses. The gavement section must be placed over a minimum of
22.5 inches of existing structural fill or an equivalent amount of new structural fill compacted
to 95 percent of AST�1:D 1557. The fill must be placed on properly prepared native soils
compacted to 95 percent of the modified Proctor maximum dry density. Alternativeiy,
unweathered, undisturbed dense till soils can be used below the CRB to replace some or all of
the 22.5 inches of structural fill. Paving materials and procedures should be consistent with
current Washington State Department of Transportation (�iSDOT) design standards.
`t�'e understand that king County will require the new southbound lane paving section to be
equal to or better than the existing paving section on 148�' Avenue SE, regardless of the results
of our analysis. Therefore, ti�re recommend that the existing paving section be measured at the
time of construction. If the existing paving section is more substar.tial (with a higher
2
Stnlctural I�umberj thaa paving recor7mer_ded iii this letter, the r.ew paving section shou,d be
revised to match the existina paving.
Shoulder Areas
Where paving will be widened to form new turn lanes, we recornmend tl�at existing shoclder
areas be excavated to expose suitable underlying native soils, and that the planned paving
subgrade be restored with structural fill placed in accordance with the recommendations
contained in our earlier final geotechnical erigineering report for the project. The existing
shoulder areas should not be used to support paving. FiII material placed to raise grade below
paving should consist of native materials, or imported materials that will provide pav�ment
support characteristics similar to native soils. We should be allowed to offer situation-specific
recommendations if materials ottier than native or on-site soils will be used as structural fi11
ber.eath paving areas.
CLOSLRE
�We have enjoyed working witb you on this study and are confident that these recommendations
will aid in the successful completion of your project. Ii you should have any questions, or "
reqaire further assistance, please do not hesitate to ca1L�
Sincerely,
ASSOCIATED EARTH SCIENCES, I�C. ,
h:irkland, �tiashington `' �, ME
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Susan G. Beckham, P.E. Kurt D. 1�lerrunan, P.E.
Project Geotechnical Engineer Principal Engineer
Attachr.lents: Figure l: Site and Exploration Pian
Copy of Exploration Pit Logs EP-1 throu�h EP-3
Pavement Desi�n Calculations
Laboratory Test Results
SGBlId-KEOl5C8G10-Proje:ts�20015GB�KEINP-W'_K
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� I,—U I � ��e IITI \II I I� �� . REFERENCE: TRIAD ASSOCIATES,INC.
� Associated Earth SGences,Inc. SITE AND EXPLORATION PLAN F��uRE �
€ (� SHAMROCK NURSERY DATE BI04
� � � � � � ] 148TH AVENUE BE STREEI'IMPROVEMENTS
C7�11 L� s.tdl KING COUNTY,WASHINGTON PROJECT NO KE01508G
° •o ° We�l-graded gravel and Terms Describing Relative Density and Consistency �
�° o'o'�Gw 9�avel with s2nd,�ittfe tc Densitv SPT�Z�blowslfoct
�
°' •o�� r.o fines Very Locse 0 to 4
� �
� � ; e o 0 0 0 0 __ Coarse- Loose 4 to 10
0
Pocriy-graded gravel Grained Scils
Medium Dense 10 l0 30
� `� U' �°o°o° �P and gr2vel with sar,d, Dense 3o to 5o T e s t S y m b o l s
in o Q o�ooao
0 0 0 0 0�o li[tle to no fines Very Oense >SO G =Gra:n 5ize
�`+ o z °o°o° �1 M =Moisture Corlent
Z � o Consistency S�T� blowsifoat q=Att?rberg Limils -
� � ' Silty gravei ar�d silty
o � �` e e�G M Very SoR 0 to 2 C=Chemical
L L •` m ,a e o 9ravel witn sand Fine- Soh 2 to a 00=Drf Density
m „ � � Grained Soiis Medium Siiff 4 to B K=Fermeabiliry
c � d �
� s � �^ SIiH 8 to 15
� � '� Clayey gravel ar,d very S5n is�o 30
� � �c clayey gravel with san� Hard >30
� � Component Definitions
� � Well-graded sand and Descriptive Term Size Range and Sieve Numher
= ° ;: gyy sand with gravel,little Boulders targer than 12•
� ` m::::::::_.
� � � ::;;:::;: to no fines Cobbles 3`to tz'
W LL:.'.':.'
` .� Gravei 3"to No.4(4.75 mm}
o o � ; :�:=;-"- Pooriy-graded sand Coarse Gravef 3"to 3/4'
cn � � � �-'•: SP and sand with c,ravel, Fine Gravel 3/4"to Nc.4(4.75 mm�
� o � little to no fines
c � - Sand No.4(475 mm)to No 2Q0(0.075 mm)
� �z Coarse 5and No.4(4.75 mm)to No.10(2 00 mm)
� m Silty sand and Medium Sand No 10(2.60 mm)to No 40(0.425 mm)
� o W „ . : SM Silty Sand with Fine Sand No.40(d 425 mm)to No.200(0 075 mm)
° o a =; - 9ravel
c.� o � Silt and Clay Smailer than No.200(0.075 rr�m)
� �
n � � sc Clayey sand ard �3>Estimated Percentage MoisturP Content .��
� N' clayey sand with gravel D ,�,bsence oi mcisture,
Percentaqe bv �Y-
� Component �/eiGht dusty,Cry to the tauch
Silt,sandy silt,gravefly silt, Trace <5 Slightly Mois;-Perceptble
„ o I ML Silt vvith sand or grave! Few 5 to 10 moisture
� � Little 15 to 25 lvtcist•Damp but no vis�'�le
v� H L VYth -Non-primary coarse water
o f° � Clay of lOw to mE{liurTt ccnstituents: >15% Very Moist-Water visible but
`�' v � -Fines conten!between nct free draining
� C J �� plasticity;silty,sandy,or
z �= gravelly clay,lean cl2y 5%and 15% Wet-Visible(ree water,usualy
N �� fron below water table
a �Q -- Organic clay or silt of low Symbols
d _, _— oL plasticity 8lowsl6'or
� Sam ler
g _ TyP poRion o(5 surf cet�aut
° Elas;ic sii[,clayey silt,silt 2 a,� � Sarr�Qler Type
Vo with micaceous or � Description 3=_r,twtite
p � MH Splif-SpoGn a ��7 seal
� diatcmaceous fine sand or
� �,� silt Sampler 3.0°OC SplibSpoon Sampler -: ::Flter pacscwith
•o m o �SP� 3.25'00 Splil-Spoon Rirg Sampler �.� : .• blankcasing
N �o Clay of high plasticity, :secflon
m c� CH sandy or gravelly clay,fat Eulk sample i 3-0"CO Thin-Wall Tube Sampler '�Screened casir�
•W y E clay with sand or gravel � (ir,c!udirg ShelGy lube) .�or HydroUp
� —� Crab Sarnple ':with filter peck
�y �� i��/�" -• End cap
c Q �i�;i; Organir,clay or silt af o Portion not reccvered
" "' �;%��� oH medium ta high �,�
i�%;i� 12stiCi Percentase by dry weight �°� Depth of ground water
ii,�i p � �� (SP�Standard PeneUaticn Test 1 ATD=At time of drilling
� (ASTM D-15a6) Static water level date
>,�� �, � Peat,muCk and othEr �'� ln General Accc�rdanc=with � � �
o,�,�o �,., pT highly Grgar,ic soils Standard Practice for Cescripiicn �5� Cem�ined USCS symCols used for
_ � and Identificalion of Scils(ASTtit G-2488) fines belween 5�2nd 159'0
Clzssifications of soils in lhis repor are Sased cn visual fie!d andlcr laboratory observations,which inc;ude densitylcansis;ency,moisture condition,grain siz=,and
plasticiry estlmates and si:ould not be eonsWed lo impfy field or laberatory les:ir,g unless presented her<_in.Visual-manual andior la�cr2tory classificaticn
� melhods of ASTDA 0.2487 and 0-2488 were used as an idenfiFca:icn guide for the Unified Sod Gassifica6cn System.
�
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mAssociated Earfh Sciences, Inc. � F�cu�e
n � � � � � �xploration Log �Ce� A_�
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LOG OF EXPLORATION PIT NO. EP-1
� This log i5 part of the report prepared by Assnciated Earth Sciences,Inc. (AES�}fcr the named project and should be
� read toyether with that report for comple�e interpre!ation.This summary appiies only to the loca6en of this trench at the
y time of excavatien.Subsurface cendificns may change at this lo�ation with the passage of time.Tne data preser�ted are -
o a simplfication of actual conditiens encauntered. �
DESCR[PTION
To soil �
518" minus crushed rock road base. ��
� I T e 17 it run structural fiil.
Weathered Tiil
2 Medium dense, slightly moist,brown, SILTY SAND with gravel, trace organics. Standard
Penetration Resistar�ce�"�Value`of weathered till = 18. *N-Value based on correlation charts
3 used with Dutch cone enetremeter.
� Bottom of explaration pit at depth 2 feec
No ground water or caving.
5 ,
6
7
8
9
10
11
12
13
14
15
16
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19 I
v_`�n i
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a
N
m Shamrock Nursery - 148th Avenue SE !,
¢ Renton, WA ,I
4
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Associated Earth Scie�,cr� I�
� loggedby: SGB � FrojeCtNG�. KEU,S�]oG I
� � � � � � . I�
� APFroved by: Augus�2CG- I
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LOG OF EXPLORATION PIT NO. EF'-2
� This fog is part of the report prepared by Asscciated Earth Scienc=s,Inc.(AESI)for the named prejeci and shouid be
L read together with?hat report for ccmple?e interpreta!ion.This summar�applies only to the focaffcn of this trench at the
� tlme oF excavation.Subsurface�nditions may change at this:ccztion with the passage of,ime-The data presented are -
o a simplfication of actuai ccnditions encour.tered.
DESCRIPTION
�Topsoil /-
�5i8" minus crushed rock road base. �
� Structural Fill
Medium dense to dense, moist, brown, SILTY SAND with gravel.
2
3
Weathered Till
4 Loose to medium dense sli htl moist, brown, SI�TYSAND with ravel. N-Value =10.
Bottom of expicration pit at depth 4 feet
5 No grcund water or caving.
6
7
8
9 �
10
11
12
13
14
15
16
17 �
18
19
�—�-
�
�
s Shamrock Nursery - '148th Avenue SE
�
< Renton, WA
�
a
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� Associated Earth Sciences, Inc.
o Logged hy: SGE Project No. KE015Q8G
a' � � � � �
Approved by: +r'�"� August 20a4
�
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LOG OF EXPLORATION PtT NC�. EP-3
� This log is part of fhe repoR prepar�d by Associa'.ed Earth Scier�ces,Inc.(AESI}fcr the named project and should be I
� read together with that repert for com�le:e inier�,retatic�.This summary applies only to the locafion of this trench 2t the i
� time of exca�f2tion.Subsurface conditions may change at this location with the passage of time.The data presented are —
p a simplfication of acCua!conditions encountered. ',
DESCRIPTION
To soil
5I6" minus crushed rock road base.
� Structural Fill
Medium dense to dense, moist, brown, SILTY SAND with grave{.
2
g Weathered Till
Medium dense, sli htl moist, brown, SILTY SAND with ravel. N-Value= 16.
4 Bottom of e�toration pit at depth 3.5 feet
No ground water or caving.
5
6
7
8
9
10
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12
13
14
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o_�n
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N I
� Shamrock Nursery - 148th Avenue SE �,
< Renton, WA ,
a'
� '
� Associat�d Earth Sciences, inc. pro ect No. KEO'1508G
� �
� L�gged by: SGB � � � � �
a Approved b/: ° August 2004
�
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Associated Earth Sciences , If1C . �obFile ❑ Calculation E�'
/
� � � � � Pfione Log ❑ Memo ❑ Conference ❑ info ❑
Date
B�/G/U/ Project No. l���� �� !'r''�L,
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9 I I if;h A�enue.Suite 100 425 827-7701 Project J�lt//^,:'i�/�-
Kirklana,UVA 9dC33 FFvc 4't5 B?7-5424
DISTRIBUTIGN: Sub)ect ��/
Incoming Call Q
Outgoing Call n Person/Company
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Signature �'� i Reviewed By
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Date � /%� /'�'/ ProjectHo. ,�'! ;.-.._f�r=_
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Sign2ture Y��v C'�� AevieN�ed By
i� ..
,.
� total ADT�` = 336895 2°10 heavy vehicles, distribution not available
,�
�:� �erceut of tcat�ic ti-t�ck com�osition �'� �uivalency factor E i•(�8-lci�t dailvl
� 0.98 passenger cars 330157 0.000G 198.09
0.0028 busses 943.306 11.52 10866.89
0.0114 pickups(8,000#gross) 3840.G 0.0203 77.9G
U.0028 2 a�cle, 6 tire (12,000#gross) 94330G 0.1203 113.4�3
0.0009 Concrele trucks 303.20G 4 1212.82
0.0011 Dump trucks 370.585 1.89 7UU.40
0.0002 10-whcel trucks(46,000#gross) G7.379 2.12 142.34
0.0002 10-wl�eel trucks (80,000#gross) G7.379 2.45 165.0�
U.0002 5-axle, clual trailer(82,000#gross) G7.3'19 4.12 �77.��
1.OU TOTAL LAL 1S_wp 13755.17
Nutc: Traffic breakdown per "Pavement Tliickness Ucsigii Manual", October 18, 1990,by City of AuUurn,
Dcpartuiei�t oE Public Works: Rural/Local Itesic�ential Roads& Residential Collector ArLerial Roads,p.5.
"`Projecicel Growth Rate per year(i)for design life 20 2.57%u
Projected Growlli: (TOTAL E�1L,)[(1+i)"-1/i]=G 353858 0.35 LAL fur cicsi�;n in millions
�'� Traffic data provideci by Curtis Cliin, P.L. of Transporlatiou Lngineering Northwest,LLC
`.:
' �����w,:� � '
rW "�,;;,�
�. �� I,
S,soil support value -�, ,,—� � ,
� N W A � � b
V �
I � a �
R value (Californla) �• �
C'i
0
� W A "' � M I
o � 4 � � `D C�
o M
��r
R value (Washin�ton) �
C• t� I
0 0 � o g � rn ro � II
G d o o a ,
� � I
T ca R �; �
^� w 1� vi rn v oo ca N C/1 LT1
o �t �n rn v m �
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�K ` � � �;
proupindex i � �
�'1
N ^
T� �- �
O v7 Q � O � 11 �
0 �
Modulus of Rupture,MR(psf) � �
^> ca .a cn � v m o o .a e+
� � O o b p w r.
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� � O p Ul ��
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cQ�
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i�; �ZpTrr'€�SJr �r- �ri � r :1� -� �r ..�..i'. 'i YK;;�:1:}r"r��,.� r.: • r, �:1� -iy �' ���F
,._� r�;y:q .._.�r L�?. 1+q�1�y�j+. ._� .. „}.. '�r ..��. �i�i� a t. ...•:`uf e r , ...,,,,: �.:i'.;�, s. Y� iifi t'rti.�?�4c���,,r"�,J'ti a i��fsl�.'�.i1t '�p�,{5;,;� .o f�r 1 "� ,`�. *,�,
r.�,�. :�..,.�,,..;,....,.......,r..: �.,...�,�.�� .7w�.+.....w�� -.w`-+....�.�....�.i.�...,.w� a�v�c-.
-, ..�. ��.,,_„ _.. �4W -�� i. �. F x:f'��k�� y� .
T a ,��L��"u��t' v'� `�S.��.�i�. '���i;
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l,V
A1QM(JC�APH SOLVES: A PSI tv
j�
1�10 4.2 — 1.5
, �
i.�
�,-, 1og1U 6 = Zp*So+ 9.36*1oy10(52�+1) — 0.20 + + 2.32"1og10MR — 8.07
1094
� 0.40 + 5.19
� (SIJ+-1)
L N
`o TL
so =
E Design Serviceability Loss, pPSI
c`"
u m
o?
10 �?
�
99.9 '�
` 50 W� �-•
1 aj� v�. - v 40
i ,� o 0
� � ¢ _
.o, �n � � 2� ,
99 �.O .2 1.0 o Q � = e—���.
` � e
� ODO y .S 1�- o � � 5
V N �2
� D� o!+ � c
, - �C �a � ;� �
o ...y 6 '� WP W ¢ �
a .OS c
¢ y
80 .OS
ie
eo '•
� Exumple: �.
2.0 p
WIO ' Sx106 0,3� r...,�(�R--� 99 7 6 0 a a2."� 2 I b
�R = 95°/p O,$S`�,; pesiqn Slrucfural Number, SM a;•
�`c So= 0.35 � `� o
-�f-M^ rJ�00 PSj ��)�OL'(,�P Si �N,,��c:e a.vr�' �JYIJ�./�!�+;�(� . . {��,�o.�ir,, i'� , .:r �.. q
�
+ ��PS� a �.9 � � � �
�
Solutions 5N = 5.0 �1 ,-� �
;
Figure 3.1. llesign Chart Fur Tlexible Pave�ne�its Based on Using Mcau Vulues for EacL Input �
�" _ ' " ` �
�����i�` �p !.,;{":'c��.. �7��,:•c.Lv,.r.�.,i (c_^r,ti�!'�'t`� i;�c,.��-!.,-.PJ `.,°,
.,l _
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�
N
1'�.
�� ���� e PSI
'"_ 1�10 !.2 - 1.5
:;� W
1�10 lU a ZR*SO 9.36�1Oq10(Sf7+1) - 0.20 + + �
,� 2.32 log1DMR - 8.07
1094
:;-� O.�U + 5.19
':�, (SN+1)
,_
T�- o TL
so -
E Design Serviceability Loss, pPSI
`c'_'
�' m
10 .��
�
99.9 � �?C
l�O �
y� d� - .O v �0
.O� �u � ¢ �e�nw_nn.e�m�m.�o�
a N" .
\ 99 �o; .2 I.O O� f ro � IU
Q �O .S !-�o / tL p 'S
�
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a: D � � e �- c
_ pC • E K � �
_ � ' _a � .y
O 9 .6 ,y"'j P W � I
m .OS c
I � �
� ao os
ro
60 �' �
� Exam le� �•
, z.o
WIS ' SX106 = i7�r;U�' 9B 7 6 5 4 3 � � 2 ( �
a = gs% _ ����,;,, '� �
Deciqn Structurnl Number, SN ='
w'
So; 0.35 = t�, . o
�
Mq 5000 p5i � G.CI�}U� r(t r-t.:;' ;:c i�,,.,.. '�
Q
OPSI = 1.9 - �,!" �
_ �
�
Solution: SN = 5.0 - �.�� �
�
Figure 3.1. Desigu Chart for Flexible Pavements Based un Using Mean Values for Euch Iiiput �
�
H
.. ' .--.-.._., - — - - - .. .....,. __...... ..
-.
1
�-v
NC7MOGFAPFI SOL�VES: � PSI N
I�_
�,'� 1°g10 4.2 - 1.5
r��J
1og10 18 ` ZR*o+ 9.36*1og10(3�}+1) - 0.20 + + 2.32•log1DMR - S.U7
`s� 1094
y 0.40 +
��1�5.19
�- N TL
�
0
so - ,
- E Design Serviceabilify Loss, pPSI
c"
a m i
o�lo �
.� a
99.9 � w c
0 0 .
�j n:- .o x 40
0
a`e V � ¢:
o� oD�n v z 20
- Q m
� 99 0.O .2 �.. I.O o a . v � �p �
o �O _ .3 H o � �
¢ U a � ..,o.J � � � 5
0 0 >
� _r .1 o a�. W .0 1
- •� �a � N
o y
0 90 .6 W o W d
I i
d_. .OS c ¢
a N
eo .os
�o
60 �'
yo Exampla. 1.
2.0
W1e = 5xIO6- �55y/Q� 9s � e � 0 3 2 � b
R = 95°/a = �(,') Desiqn Structurol Number, SN �'
oo'
so = o.a5 = n�<: �
Ma = 5000ps1 =:'E,C.��:`:?��s� Cn-t,`<, .' _ �;;?c.cc. b
, p
�PSI = 1.9 � �,5 �
n
Solufion: SN = 5.0 �
, �
�
Figure 3.1. Design Chart fur Flexible I'avemenls Based on Using Mean Values fur Each Input y
�
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ph 425.T42.93fiC
fax 4Z5 745.1737
Tncoma Office
; r�. I i- ,ii Li„'UO•� t00e9 S.Tscama';:;
--- Suite E-2
`�%. �;�'�i' �•s.sociattxl Earth Scie?iC:;s.TIlC. �PGRT ST:�TtiS: Tacoma.V:A 3ee5
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---------- '� Portland 01llr.a
{=3.i:-( i� 1: 1)-�O��? A.-nend=d Q 7911 NE 33rd Dc:=
` Suit�190
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Sn��'�.E DESCRIPTIO�i:
�roNn Silt w/gravel(�lative 5ham.rocic)
TEST R�5L'�.TS;
Ca�for,ia Ezarin;Ratio(AST1�I DI833 )
— -- �.in}�le= 8740
� L�e,ciiptioi.7 Brown Siltw./g:avel
i�i,i:Yir,�unt 13t'J I)cnsity(]bicu_ft.) 129.3
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, � W f H��cl T�mper
� �'������!�+��:� TeSt Result5
;r,-'r%,��;�;�:aiior. r ,_ �le t�.nical X timun Water Cantent°�i 8.8
L_..__� _
i:��r:_ i;:�:,_.::;ccc; t;�'!:?004 �iax Dr�Densi�!Corr.lbs/R' 129.3
s �+�rt: ; i.!,�si;f� 'iJ::liv'r.Sh:�rnrock �leve AII:11 sis
� �- cri_,+� �u ol-:;:rruL�le: g,uwn silt with�ra�rei Sieve Size Percent Retained
--- 3;'�i 18
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S��ii'LE DESCRIP'I'I�Ir:
Gray Sand w/�ave? (Shamrock Fi?l) I
T�ST�ST.'�,TS:
California Bezr;r�Katio(AST�i D1383 ) , I,
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(�.�;:,-<imnm C�t-: �:�ensin�(`lb/cu.fr.) 136.4
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C. Gary Schulz Wetland/Forest Ecologist
7700 S.Lakeridge Drive
Seattle,Washington 98178-3135
206/772/6514-206/920/5489 cell
November 11, 2011
Mr. Bruce Knowlton
Cam West Development
9720 N.E. 120th# 100
Kirkland, Washington 98034
Re: Rosemonte LUA09-099/East Renton LUA09-100 - City of Renton Plan Review 1
U070110: Report Addendum for Wetland Hydrology Assessment.
Dear Mr. Knowlton:
Per your request, this provides a response to the City's plan review related to stormwater
management for the above referenced project (City of Renton, Development Services Division -
9/15/11). Specifically, the City comment pertains to the maintenance of wetland hydrology on
the site after the project is developed. I have reviewed the East Renton/Rosemonte Technical
Information Report ('TIR)prepared for the project(Triad Associates 10/19/11). The TIR includes
a surface water runoff analysis and design measures to maintain wetland hydrology and to
provide wetland recharge. I have also reviewed the geotechnical report for the project
(Rosemont-East Renton Property -Associated Earth Sciences,Inc. 11/12/07).
This response includes a wetland hydrology assessment for the site's pre- and post-development
conditions. The assessment is limited to known and observed pre-development conditions that
are directly related to the movement of surface water (sheet flow runof� and shallow
groundwater on the project site. The assessment assumes there is no baseline data that measure
wetland hydrology and groundwater fluctuations on the project site.
A wetland report was previously prepared to document and describe wetlands on the project site
(Wetland Determination For East Renton Property — Schulz 9/12/02). In addition, I reviewed
wetland areas on the Rosemonte plat by on-site investigation. Upstream and downstream areas
of the Honey Creek watershed basin were also reviewed for the study.
Mr. Bruce Knowlton, East Renton/Rosemonte Plan Review
November 11, 2011
Page 2
Wetland Hydrology Observations
Based on previous site investigations during the winter months, the observed wetland hydrology
is characterized as local, shallow groundwater that is moving through the area from south to
north. The hydrology that supports this wetland is significant groundwater discharge. The
subject on-site wetland areas are part of a large wetland complex that originates to the south and
extends north of the project site. This is considered to be a "headwaters" wetland to the Honey
Creek drainage. Even though the wetland is in the upper portion of the watershed basin, there
appears to be influence from both shallow and deep groundwater movement through the wetland.
The contributing basin area is much lar�er than the project site with the uppermost portion of the
watershed originating at about S.E. 128` Street.
The wetland area observed on the site contains flowing water with several distinct channels
formed from water movement. The topography within the wetland is a low gradient slope that
drains to the north. It is likely the wetland would be classified as slope wetland under the current
rating standards. "Slope wetlands occur on hill or valley slopes where groundwater `daylights'
and begins running along the surface, or immediately below the soil surface. Water in these
wetlands flows only in one direction (down the slope) and the gradient is steep enough that the
water is not impounded. The `downhill' side of the wetland is always the point of lowest
elevation in the wetland... Slope wetlands are distinguished from riverine wetlands by the lack
of a defined streambed with banks that can overflow during floods or high water. Slope wetlands
may develop small rivulets along the surface, but they serve only to convey water away from the
wetland" (Washington State Wetland Rating System for Western Washington revised, Ecology
Publication#04-06-025—T. Hruby 2004).
Depressional wetlands differ from siope wetlands in that they have elevations within the wetland
that are lower than the surrounding landscape. Depressional wetlands usually store surface water
and provide a function that reduces storm peak flows. Unlike depressional wetlands, slope
wetlands do not have significant surface water storage capacity and are not considered to have
hydrologic functions of reducing peak flows and recharging groundwater (Wetlands in
Washington State Volume 1: Synthesis of the Science, Ecology Publication#OS-06-006 Table 2-
5,page 2-33 2005).
Urbanization is known to cause wetland disturbances including increased volume of runoff, '
longer duration of flows, and increased fluctuations of water levels. These changes in water
regime can increase erosion, alter vegetation, and affect wildlife health and biological support.
However, due to the lack of significant storage or impoundment of water, slope wetlands may not +,
be as affected or impacted by timing of surface water runoff, duration of surface water, and ',
fluctuation of surface water levels. I
Mr. Bruce Knowlton, East Renton/Rosemonte Plan Review
Navember 11, 2011
Page 3
Site Development Observations
The majority of the site area proposed for residential development has been cleared in the past
and used as pasture. Because this site area lacks significant cover of forest or other woody
vegetation and has sloped topography, there is surface water (sheet flow runof� draining to the
wetland areas. In addition, the geotechnical investigations encountered groundwater in many of
the exploration pits, especially on the north and west portions of the site (Rosemont-East Renton
Property, pages 9 & 17 - Associated Earth Sciences, Inc. 11/12/07). Many of the geotechnical
subsurface explorations were completed during spring (April) when groundwater levels are
typically higher.
The TIR (Triad Associates 10/19/11) provides an analysis of sheet flow runoff for pre- and post-
development conditions. Two exhibits provided by Triad Associates are attached to this letter
(Existing Wetland Tributary Area Exhibit & Developed Wetland Recharge Tributary Area
Exhibit for East Renton/ Rosemonte). The existing conditions Exhibit characterizes and depicts
drainage area that will be developed. The developed conditions Exhibit depicts the developed
lots adjacent to wetland buffer that will drain to the wetlands. Also shown is the stormwater
pond with an outlet draining to Wetland F that will provide wetland hydrology after
development.
As proposed, wetland hydrology can be maintained or supplemented using runoff from the
rooftops and backyards of selected lots throughout the site. This surface water runoff will be
routed to individual rock-lined outfalls installed at the outer edge of the wetland buffer. This
method is designed to minimize the potential for erosion and to provide a low maintenance and j
reliable way to restore the surface water runoff component related to wetland hydrology after the
site is developed. The TIR drainage analysis for determining the valume that is directed into the
wetland will use the existing basin's 1.1-year storm peak. The basin areas are shown on the
attached exhibits. The 1.1-year storm is used because it is the lowest intensity storm and '
assumed to be the most common occurring storm event. Using this analysis the calculated, post-
developed volumes of runoff (sub-basins B, C, E, & F) to be directed to wetlands after
development are nearly equal to the existing volumes of sheet flow runoff. In addition to the
wetland hydrology maintenance measures, there may still be shallow groundwater within project
areas flowing to wetlands after the site is developed.
Mr. Bruce Knowlton, East Renton/Rosemonte Plan Review
November 11, 2011
Page 4
Hydrology Assessment Summary
This assessment assumes there is no baseline data to accurately measure wetland hydrology and
groundwater fluctuations on the project site. The on-site wetland areas are subject to annual
fluctuations in rainfall frequency and volume as well as the on-going addition of impervious
surface area within the subject watershed. The wetland complex hydrology is supported b_y sheet
flow runoff and groundwater from a much larger watershed area compared to the project site.
Using Best Available Science methods to assess wetland hydrology changes would likely require
basin-wide, pre-development investigations.
In consideration of wetland hydrologic and water quality improvement functions, there is no
information (science data) on impacts resulting from reducing or increasing water levels. In
addition, there is no information (science data) on potential impacts to wetland hydrologic and
water quality functions from altered fluctuations in water levels (Wetlands in Washington State
Volume 1: Synthesis of the Science, Ecology Publication #OS-06-006 Sections 4.4.9 & 4.5.9,
pages 4-20 &4-25 2005).
It is assumed that with urbanization occurring in this watershed increased impervious surfaces
have also increased surface water runoff. However, as a component of project site surface water
management, the proposed routing of developed runoff volume approximately equivalent to the
1.1-year pre-development storm volume is a reasonable recharge strategy and method to maintain
wetland hydrology. Significant changes to wetland hydrology are not expected to occur with the
proposed project development.
Please feel to contact me if there are any questions related to this report or the site.
Sincerely,
C .�- � �
C. Ga Sc ulz � '�
rY �
Wetland/Forest Ecologist
206-772-6514
bear4a11 cr xahoo.com
cc: Jon Nelson, P.E. - Land Development Advisors
Richard Tomkins, P.E. -Triad Associates
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�'.
WETLA_.�D DETER�II�'�'.qT10.'�'
FOR
EAST RENTO:V PROPERTY
Residential Snbdivision
King Coanty, Washington
Prepared for.
h1s. Sara Slatten II
CamWest Development, Inc. i
9720 NE 120th P1. Snite #100 I
Kirkland, Washington 98034
425-825-1955 I
Prepared by:
C. Gary Scbnlz
WetlandlForest Ecologist
7700 S. Lakeridge Dr.
Seattle, Washington 98178
206-772-6514
(Apri13, 2001)
Re�ision
� September 12, 2042 ,
!
�
TABLE OF CO<�'TE�'�'TS
Introduction
Sensitive Area Review Status
Project'Site Description
Purpose
Methodology
Wetland Determination
Soils
Hydrology
Wetland Description* '
Wedand ClassificationlConnectivity*
Wetland Buffer Averaging*
�
Wildlife Aabitat
Presumption of Salmonid Us� *
Red-Tail Hawk Nest*
Appendix A
Data P1ot Forms
List of Figures
f! Freliminary Plat - EAST RENTON Intlekofer/ Schirman Property
Aerial Photograph- enlarged copy (1Q7-00)
Boundary 1 Topographic Survey map for Fast Renton (Attached)
I_�'TROD UCTIO�'�
I
Sensitive Area Review Status
This report is a revised version of the preliminary report (Preliminary Wetland Determination for
East Renton Property, Schulz 4/3101) that was submitted with the subdivision application in April,
2002. Most of the first submittat report contents have been retained with no changes to delineated
wetland area. King County issued technical review comments (Plat Screening Transmittal, Lan.ny
Henoch 7/1/02) for this project and requested additional information that pertains to
wedand/wildlife protection and regulations. Responses with additional information and fieId data
are included in this report to be more complete related to the praposed site plan. Wetland data I
sheets are included with the report. Speciflc responses to the Screening Transmittal are noted (*) I
in the Table of Contents and within the written report. I
Project/Site Description I�
The East Renton Property is comprised of 2 parcels with a total size of approximately 19.6 acres I'
situated east of Renton in unincorporated King County. The property is located on tbe west side of
148th Avenue S.E. near S.E. 120th Street, King County (Section 10, Township 23 N., Range 5
E.,WM). The subjeci property is situated in an azea chat is zoned for sing.le-family development.
The southem parcel (Schirman property) has been developed for a single-family residence and
includes a house and garagelshed. The north parcel (Intlekofer property) has been used for pasture
land but includes no improvements except a small shed.
The current,project site design has a total of 66 single-fam.ily lots clustered on the eastem, upland
portion of the property. The project roadway is proposed as a circular access that fronts all of the
lots. Surface water runoff from new development would be conveyed to a detention and water
quality facility to be locaied west of the development Site ptan layout has avoided significant
impacts in order to preserve ezisting wefland areas and associated functions. Please refer to Figure
1 taken from the Preliminary Plat East Renton (Intlekofer/Schirman Pt�operty-Triad Associates,
Inc.4/3102).
The upper, eastem half of the site is proposed for new, single-family development. This area has
flat to gende sloping topography. Slopes steepen as the site falls to a basin area on the west half of
the site. A natural drainage system is present within this basin. Although wetland hydrology is
present on-site as gmundwater discharge, some surface water flow ori�nates off-site from the
south. Seasonal surface water flows through the property to the north boundary where it has been
observed to be a seasonal drainage feature.
i
The majority of the eastem, upland portion of both parcels is pasture land that has not been recently
maintained or used. The area includes old apple trees and few, scattered individuals of native
bigleaf maple(Acer rrcacrophyllum), Douglas fir (Pseudotsuga menziesii), and western hemlock
(Tsuga heterophylla) trees. There is extensive shrub cover of clumps of Himalayan blackberry
� (Rubus discolor) inctuding one area dominated by Scot's broom (Cytisus scoparii�s). Vvaste
areas include small trees - crabapple(Malus sp.) and Douolas' hawthorn (Crataegus douglasii).
'I�he groundcover is dominated by common pasture grasses and includes areas of bracken fern
(Pteridiurn aquilinum). I
Parpose
The purpose of this report is to provide the applicant a complete wetland determination study and li
respond to requests for additional information. Professional observations are included to assist
with determining natural resource classifications and functions. wldlife observatiens, related to
red-tail hawk and salmonid fish use, are included in this study. I
Methodology
Typically defined,wetlands are ... "those areas that are inundated or saturated by surface or
groundwater at a frequency and duralion to support, and thal under norma.l circurnstcnces do
support, a prevalence of vegeta.tion typically adapted for Iife in saturated soil conditions.
Wetlands generally include swamps, marshes, bogs, and similar areas". Through the State
' F�viroamental Policy Act (SEPA) and the Growth Management Act (GMA), the County reviews
progosals which may potentially impact wetland and other sensitive areas. Because of observed
site conditions, combine� with jurisdictional wedand regulations, wetland presence and eztent
must be deterrnined for the permitting process. _
The methodology userl for wetland determination was base� on the pres�nce of dominant
hydrophytic vegetation (i.e.. plant species adapted to, or tolerant of, growing in saturated soil
condidons),hydric soils,and observed wetland hydrology as described in the Corps of Engineers
Weflands Delineation Manual(Environmental Laboratory 198�. The Washington State Wetlands
Identificabon and Delineation Manual (DepG of Ecology Pub. #9Cr94, 199'7) was used, for
consistent regional wedand deiemvnations. The State manual was developed to address regional
conditions and is consisteut with the 1987 Corps Manual methodology. The three technical criteria
- for vegetation, soils, and hydrology are mandatory under normal conditions and must all be met
for an area to be identified as wetland.
Because the site has relatively distinct wecland plant communities, the Routine On-site
Determination Method was used in this invesdgadon. The current wetland boundaries were
professionatly land surveyed by Triad Associates, Inc. and mapped onto a base topographic map
��
' (IntlekoferrSchirman Property 3�'9/Ol}. Wet(and data plots (9), approximately 0.01 acres in size,
were installed within wetland and upland areas as a relative sampling of the property's existing
conditions. The associated data plot forms are included in Appendix A.
i�
�I .
III �
i
�I
� �
r
�
W'ETLAND DETER��fI'�'ATIOI�'
�'v'etlar.d investigations w�ere conducted dunng ruddle to late Februar}� of 2C�C�1 te delineate the
portions of wetland areas eacisting on the East Renton Property. Three wetlands (A, B, & C) are
identified on the west side of the property and are within the natural drainage comdor that runs
from south to north through the property. A total of nine wedand data plots were installed on the
project site and this information is found in Appendix A. The Boundary / Topographic Survey
map for East Renton (Triad Associates, 3/9/O1) includes wetland boundaries and related wetland
data plot locations and is attached to this report.
To supplement the first submitted wedand study (Schulz 4J3/Ol), additional investigations of the
project site and surrounding drainage basin area were conducted in August, 2002. Several site
visits in the immediate area, related to the adjacent Sharnrock subdivision proposal, also occurred
this summer. Additional information coIlected from recent site investigations and research is
provided in the following sections of this report (*).
Soils
The SCS (USDA 1973} Soil Survey - King County Area has mapped two soil series on the subject
groperty. The soil map units are Alderwood gravelly sandy loam-0 to 6 percent slopes (AgB) and
Alderwoo� graveIly sandy loam-6 to 15 pe:cent sloges(AgC).
r
The Alderwood series is comprised of moderately, well-drained soils associated with a glacial till at
depths of 20 to 40 inches. These soils are on uplands bat have inclusions of other soils that are not
large enough to map. Some included soils are Norma, Bellingham, SeattIe, Tukwila, and Shalcar
series. Investigation of portions of the site's upland area confirmed soil that closely resembles the
Alderwood s�ries.
The soil inclusions mentioned above are poorly drained and found in depression areas and drainage
ways on till and outwash plains. These soil map units aze Iisted in the Hydric Soils of Washington
(198�5). Hydric soils are generally associated with wetland habitats. Hydric tnineral soils
observed in soil pits excavated within the wetland areas appeared to be the Norma series. Organic
soils present in ponded areas could be the Seatde,Tukwila, or Shalcaz series.
Hydrology
King County's Map Folio includes one wetland on the East Renton Property. Th.is wetland is
identified as May Creek#24b. The letter"b" indicates the wetland was mapped in the US F'ish &
' Wildlife Service National Wetlands Inventory but is not included in the King County Wetlands ,
Inventory (1983). This wetland drains to an off-site "Unclassified" stream identified northwest of
{ the subject property at a distance cf inere thar. cr.e mile. TFis stream ap�ears to be Hone�✓ Creek, a
tributary to hlay Creek.
Observed hydrology on the site appears directly influer.ced by local, shallow groundwater that is
moving through the area from south to north. There is strong near-surface hydrolo�y within this
lowland basin and much of the water may originate on the site. However, cor.tiguous wetiand �irea
appears to be present on both south and north sides.
Old farm roads, crossing the wetland drainage basin, have caused blockage. As a resuit, a small
and shallow pond has formed on the southwest side of the site. Stream-like channels are present
within Wetlands A & B and convey seasonal flows. The concentrated, surface water observed
flowing in both of these channels leaves the subject property in two separate culverts placed under
an old farm road along the north boundary.
Wetland Description *
Wetlands A. B, and C
Wetlands A. B. and C are described together as part of a headwaters wedand system due to their
close proumity and similar habitats. On-site wetland drainages have been crossed and separated
by fill from old farm roads built on the south and north portions. They are no longer connected by
hydric soils but are supported by the same groundwater hydrology through culverts and
groundwater seepage. Wetland B is not directly connected to Wetlands A and C on the site;
however, surface flows from A and B join just north of the site boundary. The wedand system is
within a distinct basin and also receives surface runoff from adjacent slopes.
Overall, the wetland areas are characterized as foresied habitat dominated by red alder (Alnus
rubra} and black cottonwood (Populus balsamifera) trees. Severa! small groves of westem red
cedar are present along the wetland edge. Big leaf maple and black cottonwood dominate the forest
cover in uglands surrounding the wetland drainages. Douglas fir and western hemlock individuals
are scattered throughout the basin area. The southem most portion of wetland (Schirman proper[y)
has standing red alder trees throughout; however, the majority are dead and dying and do not
constitute sib uficant cover for a forested wedand classification.
The shrub cover in the wetland is dominated by salmonberry (Rubus spectabilis) and Himalayan
blackberry. Past land clearing activities have caused Himalayan blackberry to thrive and dominate
in the southern gortion of the wedand drainages, Most of Wetland C is affected by blackberry
cover. Vine maple (Acer circinalum), red elderberry(Sambucus racemosa), Douglas' spirea
(Spiraea douglasii), and prickly cunant (Ribes lacustre) shrubs were also observed in wedand
areas.
The adjacent upland has dominant shrub cover of Indian plum (Oemleria cerasiforrnis), vine
maple, and western hazelnut (Corylus cornuta) shrubs. Associated upland �roundcover is
dominated by sword fem(Polystichum munitum) and Pacific blackberry(Rubus ursinus).
Creek. Due to potential wetland connection to the scuth, the photos were used to revie�.� wetland
area to N.E. 4th Street in Renton. Figure 2 is a copy of a photo�raph used ar,d is included only to
dispiay the scale (1" = 500'), and the watershed area.
The results of the aerial photography interpretation are that no areas of permanent open water e�cist
in the wetland system either on-site or off-site. As mentioned in the wetland description, a small
area of standing water was observed on the southwest side of the site. This wetland area has
dominant cover of emergent vegetation and is a blocked drainage situa[ion. Also, a small wetland
pond exists on the west side of the Shamrock site located to the south. Both of these wetland areas
have shallow and seasonal inundation. Recent si[e visits confirmed these areas are currently dry.
Although the wetland system may exceed 10 acres in total size, no permanent open water is
identified and plant associadons of infrequent occurrence are not evident. Therefore, because
habi[at features required for a Class 1 rating do not appear present, this investi�ation identifies the
on-site wetland ratings as Class 2.
Wetland Buffer Averaging *
The Preliminary Plat site plan proposes a limited amount of buffer reduction along the edge of
Wedands A & B. Per the County's sensitive area standards (KCC 21A.24.320B & Public Rules
21A-24016), buffer averaging is being proposed in one location on the groject site (Figure 1).
The written analysis to support the buffer avera�ng is presented as follows.
Total Buffer Encroachment 2.575 so, ft.
Total Buffer Added 4.683 sq. ft.
The existing site conditions are relevant to this buffer averaging proposal. The Preliminary Plat
Map (Figure 1) shows the proposed buffer reductions and additions. Lots 53, 54, & 55 are
proposed for buffer reduction. The additional buffer area (4,683 sy. ft.) would be added to Lots
48 thru 52 and adjacent to Tract C.
The proposed buffer reduction area is comprised of ogen forest with dense blackberry understory.
This area has few trees most of which are dead and dying red alder trees. More significant tree
cover including mature bigleaf maple is present upslope but outside of the 50-foot buffer zone.
The reduced buffer area is relatively small and would not cause a loss of many trees or native shrub
vegetation. In addition, the adjacent wetland area was cleared and possibly used as pasture.
Currendy,it is also an area dominated by Himalayan blackberry.
t
The majority of buffer replacement is located within forested areas adjacent to Wetland G This
buffer area is a uniform stand of young to medium age red alder and black cottonwood trees. The
added area adjacent to the lots provides a higher level of buffer function with potential to increase at I
maturity. N1any trees are present ranging from 4 to 8 inches in diameter that were not surveyed on
the topographic map.
The buffer averaging, for 2,57� square feet of area reduction, would provide an increase in buffer
area that exceeds a ratio of 1.5 : 1. As a requirement, the buffer averaging would maintain the
minimum buffer setback distance of 32.5 feet or 65 percent of the standard buffer width (SU feet).
The additional buffer areas are contiguous to the standard buffer. The minimum building setback
would be maintained between any structure and the reduced buffer(Public Rule 21A-2A�-016 C).
The intent of the proposed buffer averaging is to allow various site desian features to occur and
meet the code criteria. After site conditions are verified by the County, the buffer averaging
demonstrates that total area of buffer does not decrease, some additional wetland protection would
be provided, and wetland functioas would be enhanced (Public Rule 21A-24016 A}. As part of
the buffer averaging analysis, [he criteria issues listed in Public Rule 21A-2A-016 B were reviewed
and are being addressed as follows:
l. Pi25e.^�:Il? CilZ 1llIlCL10GS Cf C�i7e e�1���Cio ��11�I�t tII �� P3iCEi 3I'i� ���O1Py`a� �,`3ICe1S; I
'?. tict i^;pactin� the st3bili�� cf a s�eal-r. baLk, i�any;
3. Not creating a risk of hazardous trees as a result of development;
4. Pmvidiug the opportunity for additional protection or enhancement to the wetlands;
5. Not impacting the location of a floodway and 100-year floodplain;
6. Not impactina the presence of any migrating river channel;
7. Preserving on-site natural resources (wetlands) and not impacting their funetions and values;
8. Health Department requirements for on-site sewaae disposal are not applicable to this proposal;
9. Will provide other information to be reasonably necessary to analyze the praposal.
In summary,the proposed buffer averaging would provide more buffer azea than required by code.
Portions of increased buffer area would provide the same or higher function due to existing habitat
conditions. No wetland impact is anticipated from the limited reduction of buffer distance in
proposed location.
i
ti��ILDLIFE H_�BIT�T
The project site has four distinct plan[communities that could be important to wildlife for providin�
food and cover. These are grassland, shrub, wetland emergent, and forest. The majority of forest
area on the project site will not be impacted by the proposed development. King County has
identified protection measures for red-tail hawk use and recently requested information regarding
the potential presence of salmonids within the wetland/ stream system. Red-tail hawk (RTH} use
has been identified as a nesiing pair usinb an active nest site within the wetland system (Schulz
4�3/O l).
Red-Tail Hawk Nest *
The pre(iminary site investigations located two RTH nests (Schulz ;,'3�'O1). These have been
surveyed and will be shown o❑ the revised Preliminary Plat map. The nests are referred to as the
"central" nest and "north" nest. 1fie central nest is in the laraest black cottonwood tree on the
project site but appears to be old and not an active nest (possibly abandoned). During April, 2001
the obser✓ations confirmed the RTH were using the norch nest.
In JuIy, 2002 a site visit verified the RTH pair were using the north nest tree. No activity was
observed around the central nest. Upon approach to the north nest tree, at a distance of about 200
feet,both RTH were exhibiting defensive and excited behavior. Fledglings were not observed but
it could t�e assumed that at leasi one offspring was presen�
Presnmption of Salmonid Use '�
Field observation in early August, 2002 found both wetland channels on the site to be dry. These
channels are seasonal drainages, vegetated, and lack gravel habitat and significant erosion features.
Although these channels are vegetated with emergent and shrub species, the width of the channels
and water influence are greater at the north boundary of the site. It appeazs that blockaoe from the
old farm road and sma11 culverts causes water to back up at the points of discharge and has
widened ttie channels. Wetland B's channel is very shallow and has evidence of sheet flow rather
than a well-defined stream channel.
A limited investigation just north of the project site boundary found an artificial channel to diver:
and combine wetland surface water flows. The off-site channel is approximately 2 feet wide but at
about 30 feet downstream is not evident and becomes wetland pasture. Further investigation
observed an shallow swale that is not continuously connected and is disturbed by livestock use. It
is not known if barriers to fish movement eust on downstream, private properties. However, this
area is the uppermost part of the watershed and lacks typical stream features such as perennial
' hydrology, a gravel bottom, and adequate refuae area, that even resident trout species normally
occupy for survival.
�
Downstream at the crossina of 142tn Avenue S.E., a forested shrub wetland habitat is present in
the depression at about 120 feet wide. A 24" concrete culvert conveys water flow but no distinct
channel was observed. This wetland area w�as also dry in August, 2002. The State Department of
Fish and Wildlife was contacted on 8/12/0'? (Telephone Communication - Larry Fsher, Habitat
Biologist) and indicated that it is likely there are no fish in upper Honey Creek but this time of year
is not appropriate for an instream fish survey. There is a significant fish barrier downs;ream at
138th Avenue S.E.
In summary, using the Public Rules section of the code pertaining to Salmonid use - Presumption
and rebuttat of presumption (KCC 21-24013) portions of the wetland drainage meet the criteria
related to channel width and gradient. Under Public Rules KCC 21-24-Q13, B., a waiver to the
presumption applies using criteria B3., B.4., & B.S.. In summary, these criteria state there is
sufficient information about the geographical region from Dep� of Fish & WiIdlife to support a
departure from the presumption characteristics related to channel width and gradient, and that there
is evidence of a complete fish barrier particularly when the stream has intermittent or ephemera]
flows. Additionally, there may be record of an issued HPA pemlit from the Dept. of Fish &
Wildlife that would confirm the stream area is not used by salrnonids.
� .
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DATA FORM
R UT1NE ONSiTE DETERM1NATlON METHOD1 _ / /O
'�-_ Fie{d Inve9;�atcr(s); � Date: �� �� /
ProJec�JSite: State: Coun '
Applicantr'Ownar: Plant Communfty �;Name: /
Note; I( a mcre detailed site description is necassary, use the badc of data torm o�a field notebook.
- - - - -- - - -- -- - -- - --- - - - - - - - - - - - - - - - -- -- - - -- - - - - - - - - -
Da normaiynvironmental condit�ons exist at the plant cammunity? ��.f/�� � _
Yes l� Na (K no, explain on bacic) � �}. (�..
Has the ve�etaiio'ny�oiis, and/or hydrolagy baen signiCicantly disturbed7 ��' r ld 7r / �
Yes Na v (fi yes, ex�lain on badc) �
� VEGETATION
Indicator indicator
Dominant P�ant S ' s Status Strafum Dominant Plant Species Status Stratum
��� t. �►.�� h k. I��L , ,� �Q� t ti.
Xy 7 2 !��� 12.
� 3. � 13.
�q 4. � 14.
� r 5. � 15.
s. � �s.
. ,�Sb� �. ,�.
e. • • �—� �a.
� g, 19.
10. �.
Peresnt of dominant speaes that are OBL, FACW, an_dJgs�f AC_ ,�� 4
ks tha hydrapttiytic ve9etation aiterion�met1 Yss l/ No
Ratio naie:
� " �� SOILS ,
Serieslphase: SubQroup:2
Is the�eil on the fiyd�ic soils lisi? Yes�No Undetermined
Is!he soil a Histosoll Yes Ho fstb epipedan prasent? Yes No
ts the soil: Mc#tled? Yes �to�leyed? Yea No_� ,
tulatrbc Cobr. Manle Colors: I
Oth�r hydrfc scil ind'fcatars:
Is the hydric sofl crtt�bn � t7 Ye o � �
Ra n
.
�6 1� � �O� HYDROLO �t �� �j ��
!a the Qrounct�5urface inundate�? �s No S�riace water depth:
!s the soq saturated? Yes v No 3 yl
". Depth ta free-standin4 water in piVsoil probe hole:
Lbt other fieid evidenca ol surtace Inundation or soil saturation.
Is the wetland hydrola�y crherion met? Yes Na
Railonale:
JURISDlCT10NQL DETERMINATi AND RA710HALE �
I (s the pfant community a wetland9 Yes No
� ' Rai�onale fo�jurisdlct(onal declsfa , � '
�
�Thls data lorm can be ussd for the !�-lydric cil Assessment Procedure a the Plant Community
Asaessment Procsdure.
2 C4assff fcation accardinq to 'Soif Taxonomy.'
- - . -- �.
I -
OATA FORM -
RO u QNSiTE DETERMINATION METHOD� �/l� �� -
F�eld Invastiqator(s): /Z Data:
ProJec'JSrte: 5tate: County:
ApplicantC?wner. Pfanc Community 1t,'Name:
Note: M a more detai4ed site descriptfon is necassary, use the bacic ot data brm or a tield notebo .
Do normal v{ronmerital condrtbna exist at the plant community'T �,�'��,y� � �
Yes �o (tf no, explafn on badc}
_ Has the veqetafion, 1s, and/or hydrolo�,y baen siqnificantly dislurbed? ��� � �
. .
: Ys� No�If yes, ex�lain on badc) �
� • -- - --------- - - --- - -- - -- - - ---- - - - -- - - - - - - - - -- - - ---- -
VEGETATION
� Indic.ato r Irticka2o r
Dominant fant S cies Siatu� Stratum Dominant Plant S}�ecies Status Stratum
/ �. � �,.
2 � ��; , . f12.
�'�� 3. f�^.K�,�'113.
�40 S. . , ' �— 15.
6. 16.
� 7, 17.
8. 18.
p, 19.
�0, 20. q
P��M ot dominant spsaea thai are OBL, FACW, anc�af FAC ��/�
b tt►e hydrop#�ytic veqetaifon uitsrion met? Yas �� No
. Rat6anala:
��/ SOtLS
� .. Series/phasa: ���/i�'D'J� ��ro�.2 , _
. is th�soll;o�the hycltic solts Ilst1 Yes No Undetertnined /
ls tt»so�'1 a�Histaao#? Yss:' No�� �' tSc epipedon present? Yas No
ls the.sop: Mcttfed't-- Y�s�. No- �/�byed? Ye� No_�,
� Matrbc;Co{or . ,";' . Mottfe Gofa . �
Othar hyd�ic so��cators= � .
Is ths hydria s�d� ation it�etT Y o � .
- Rdfon , " •
�. i
. . : DROt, �
b the �round iurfacs inundatedl".. s No Su�iaca watar depth:
Is th� aoA aaturated� Y�s.� J�
� Dvpth ia}roa-ttan�r�q watsr In p�t/soll probe ho{e: �
Llsi othet tield svidencs ol.su�tacs Inundalbn or soil satu tion.
ka ths wstland hydro{o�y cr�tarfon��mat7 Yes No
Raifonala: •
.
JUR1SDkC710NAL DETERM�ON AND RATIOKALE �
Is the plant community a wedand? Yes Nc ,�/,_ �
' Rationak for�Jurtsdidbnal declslon: � l�f"/L �01 �
� �Thb data form can be used fcr the Hydric Soit�+.ssassmanf Prxadure arxi tha Plant Community
A�asssfnant Procedu�a. .
2 Classlticatfon axordinq to'Soi(Taxonomy.'
DATA FORiu
RO 'T1N ONSITEDETERhi1NA�lONMcTHOD1
�
Fiel� ��wstV�ator(s): y Date: � ��
FrcJec'✓Site: State: Ccun :
A�plicanLOwr,er: Plant Commun'rty xMame:
Ncte: If a more detailed site descripticn is necessary, use the badt of data form or a tieid no .
Qo nor al ironmenial conditiona axist at the plant community7 LJ����� � � 1
Yea �o (ff nc, ex�lain on bacic} ���'�
� . Has the.veqetaiio�, andlor hydrology been siqnif�cantly disturbed? � L ,� �'�"�/
Yss- -- Nc - --(Hyes, exp{ainonbadc) -- - - -- -- - - - - - - ��-� ��/�- -
- - �l- - - - - - ---
� VEGETATION
{ndcato r Indlcato r
Domi ant P1ant s Siatus Stratum Daminant Plant_Species , Sta us tu
� ��� ,. , �-r� „. ���o�
2 � �,�=/ 12.
�� 3. � �,.��J 13.
� s� 4. • �— 14. _z
�-a 5 � � � 15.
QB. ��r 16.
• /bP 7. Cyw. iLf.t,t,� �"�cD.��.. 17. .
/ 8. �,�-� �_ 18.
� g, Ld� . �l�f/( 1.t. 19.
10. 2�.
Parcant ot dominant spedee that are OBL, FACW,and/g(�AC��
b ths hyc3rophytic ve�etaiion criterion met? Yes_�Na
RatSonale:
s��j SOILS
- Series/phase: �C�' �`r"" Subgroup:2
(s th�sol{,on ihe fiydric so(ks I�Yt Yas�o Undeterml�ed
l�tht aoil a Mstosot? Yss ' No__��eplpedan Pntsent? Ys�No
!s the soil: Mctt3ed? Ysa No bysd7 Ye� Na _ ��
Maitbc Cobr: Mott1s Colors: '
Other hydric so�End'�tors: �
b t!�hyd�ic sod artar n rr�t1 Yes � �
Ralfan -
� ., I/ �� I� I
HYD RO�OCiY
!s the pround tu�facs lnundated? . aa No� Su�facs wa'erdepih:
Is the sofl aaturatedl Yss No
Dapth to tre�-�tandinq watsr n piUsoll prob�e ho{a: `� ��
L}si othet{ield svidencs of surface inundation or soii saluratbn.
ks ttts wadand hydrolo�y critar(on�metl Yes No
Railonak: r
JURISDIC710NAL[}ETERMINA7i0N AND RAT10t�ALE �
Is the,plant communky a wetland9 Yes v No
' Ratbnala far jurlsdrdbnal dectsion:
�Thb data form can be used tor the Hydrb Soii Assassment Procadure and the Ptant Ccmmunity
Aaaessment Procedura.
2 Classilfcatlon accord(nfl tc'So+l Taxonomy.'
I
DATAFORM
R�l. NE ONSITE DETERMINATION METHOD�
Field Investf�ator(9;: `� Oate: � �� �
ProjeCJSite: Stata: Counry:
A�IicantK?wner. Flant Ccmmunirf k�Nama:
Note: ff a more detai{ed site description is necessary, use the bac�c o( data form or a field note ok.
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Da norm �vironmental conditions exist at the pla��t community? ���,�/�y�'���1���
Yes f�No (M no, explain on badc)
Has the veyetatio�, sgits, anc'Jor hydrolo�y been s�niticantly disiurbed? C,�Y� �
Yes Na �(tt yes, explain an badc)
� V EG ETATION
Indicator Indic.at o r
Domi ant Pian!Spe 'es Status Stratum Domin rt Plant S cies Siatus Si tu
�- �a� �� . . � �l�'�";2: � � ��
2
�Lg� 3. � �13. �
p4. 14.
�4A 5. �� �— 1 s.
6. 16.
• 1�j 7. �'��, 17.
p� Q�8. 18.
4f�9. 19.
10. 20.
Percent of dominant speaes that are OBI., FACW, an FAC]�
Is the hydrophytic veyetation critarion metl Yes No
Rationa{e:
}�� SOIIS
Sarieslphasa: �^' � SubQroup:2
Is the soil on the fiydric soils list? Yes�o . Undetermined
ls ths soii a Histasol7 Yes No Hi �dan present? Yes�fJo
ls the soil: I�ottledl Yes Na_�jed? Yee No
MattDc Cobr: � Mcttie Colors:
Other hydric safl ind'�tors: ��
Is the hydric sol ' erion t1� e N s�
aadon . —
I� Il !I I
� HYDROLO�Y
ka the flround surface inunc:ated? No_,�Sur(aca water depth:
k the soil saturatedl Yes_��No /!
Depth to tree-standinq water in piVsoil probe hole: �
Lfst other tle{d evidencs ot su�tace Inundation or soil saturation.
b the wetland hydrolo�y crtterion met? Yes No '
Rationale: ► � � �
JUR1SDlCT10 AL DETERMINA ON ANO F�ATIOKALE _
Is the piant community a wetland? Yes No� ' '
' Rationale for jurisdidional isio • � �� � C '�� ��
�Thu daia form can be usec;for Ihe dric �I asses , ent Pracadure and the Plant Community
Assessment Procedure.
Z C4assiikation accordinq to'Soil Taxonomy.'
OATA FORM
_ RqUTINE ONSITE DETEFiMiNA'ICN ME�iCD' D
Field Invest;qator(s)• �L Da;e: �� '
Projec'JSAe: Siate Counry:
A�IicanG'Owner. Pfant Communrty k,'Name:
Note: I( a more detailed site desc�ption is necassary, use the back ot data form or a tie{ noteboo .
-- - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - -- - - -
Da normal iranmental conditions exist at the plant community? ��� �NN��� n �
Yes No (H no, explain on badc) `�'"�- �-
Has ihe.veqetation, a , and/or hydrolc�y t,een s�nif,cantly distur+�ed? 4
Yea Na�es, explain on badc)
� VEGETATION
Indicator Indicator �--.
Dominant Pfant Speciea Status Stratum Domi , ian ies us atu
l�� 1. � f-�–`-"'r 1 1. � I�`.,�""� ���
2 12. � �
��3. � 11 13. T
q4. � � 14.
� ��(j 5. 15.
6. ' 16.
�Q$ 7. �17.
�, e. r4�s.
g 9.
10. 20.
Parcent ot dominant spedes thai are OBL, FACW, and/ AC f�
b the hydrophytic ve9etation uiterio� met? Yes No
Ratbnale:
SOILS
Se rtes/phasa: Sub�ro up:2
Is the soil an the Ryd�ic soi�s ilst? Yes�o Undetermined
ts th�soil t Histosol? Yss No Fi' spipeda�present? Yes o
!s the soil: Mottfed? Yes No leyed? Yes No
Matrtx Cabr. Mon1a Colors:
Other hydrfc soA Indic�to�s: �
Is the hydric soil�terion m�t? Y s o � ,
Ftadon ��� '
. y / i
� HYD R OjAGY ,�
b the qround surfaca inundat � Noy S�riace water depth:
{a the soil saturated? Yes No ,LN
Depth to tree-standinq water ln.pit/safl probe hole: 7
L4st other tield evidence o1 surfaca inundation or soil �aturation.
ks the wetland hydrolo�y crfterion met? Yes No
Railanale:
JUR1SDlCT10NAL DETERMIHA�iON AND RATIOHALE .
Is the piant community a wetland? Yes No V �
' Rationa{e for jurlsdidional decision: � � �� ���
�Thu data torm can be used tcr the Hydric Soil Assessment Procedure and the Plant Community
IVaeument Procedure.
2 CtassHlcat(cn accardlnq to 'Soil Tazonomy.'
i�
OATA FORM
UT1NE ONSITE DETERMiNATlON METHOD�
F�sld Investl�,ator(s)' � �i Oa!a: � •l`�I
FrojeCJSite: State: Gcunry:
A��Iicant�C?wner: Plant Communrty ItrName:
Note: M a mcre detailed sita descnpr,cn is necessary, use the bacSc ot data foRn or a tield notebock.
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Do nor al viro�mental conditio�s exist at the plant cnmmunity? o(�'���� /�/� �— /
Yea �o ( a, explain on bacic) < < � ��
Has the ve�etalion, a , andlor hydrolcgy been si�nif'ticantly disturbed?
Yea Nn (K yes, e�tain on bacic)
- - - - - - - - - - - - - - - -- - - - - - - - - - - -- - - - - - - - - - - - - - -- - - - - - - -
, • YEGETATION .
Indic-ator Indicator
Domi ant Plant Species Status Stratum Domin nt Plant cies Sta� 5tratu �
� 3��► ' ��k „ �'1�d "t.�m-
Q 2 . �2. o
�db 3. � �— 13 ���JG
4. � � 14.
� ��S• .
� �� 1 S.
6. 16.
� 7 � 17.
q 8. ' � 18.
�,(j g, � 19.
10. 20.
Pa�cent of dominarst speaes thai are OBL, FACW,anc'Jor FAC �)0
u tha hyd�ophytic veQetation aiterion met? Yes Na��
Ratlonale:
SOILS
Series'phase: Subgroup.2
Is th� scil cn the fiydric sofls list? Yes No Undetermined
(�the soil a Histosol7 Yes No�� �c epipedon presant? Yes No
!s the soit: Mottled? Yss No Gteyed? Yeo No
lAatrix Cobr. Mottla Calors:
Other hydrk so�Indic�tors:
Is the hydric soa 'er'wn t� No
Ratianale: — y
_ /� � �t J
� � HYDRO Y S
b the qround su�taca Inundated? � No Surface wa;er depth:
ks the soil saturated? Ye� No �f
pepth to froe•standin9 water In pit/soll probe hole:
Ust other flefd evidence o1 wriace inundation or soil saturation.
b the wetland hydra4oqy uiterlon met? Yes No
Ratlonale:
JUR{SDICTIONAL DETERMINATjON AND RATIOHALE
Is the plant community a wetland? Yes No v ,/ ' '
' Rationa{s 1or urlsd�dional decision: //�vh� �C �d! /S ��
1
�Thu daLa torm can be used for the Hydric Soil Assessment Procedure and the Plant Community
Assa�sment Proceduro.
2 Cla�si({cation accordfnq to 'Soil Taxonomy.'
i
DATA FORM
RO Z ONSITE DETERMiNATION METHOD� � � ,/ O I
Field Invest�,ato Date. 7� '
Projec'JSrte: Sta;a: Counry:
AF�Iicar,tOwner: Plant Comm�nity KMama: /
Note: If a mcre detailed site descnption is necessary, use the badc o! data (orm or a fie�d note ok.
Do norma nvironmental conditions ezist at the plant communhy? 0�,�'S�'�Q �
Yea �o (If na, explai�on bac3c) � �" l�
Has the.v etaiion, , andlor hydrolagy been s�gnif'icart� disturbed? �
e9 J�� `Y ,
Yes No (H yes, ex�lain an bacic)
, YEGETATION
Indicator Indicztor
Domi nt Plant Species Siatu Siratum Dominan Plant S ecies Status Si�c�
�3�� ,. ��u � „ � �
� �2 � ,2. • i �
3 �— 13 '
�gs�4. ' �� �;s:
��'*l� �_ 16.
�7. �%f-r� 17.
�s 8. �— 18.
J,o 9 ,0 /�l. G� � 19.
' 10. 20
Percant at dominant spedes thai are OBI, FACW, and/ rAC_ �
Is the hydrophytic ve9etaiion critarion metl Yes No
Rationale:
�/ 1',�� SOtLS
Sertasl'hase: /';�v Suyrou�:2
Is the aoil on the fiydric soils list? Yes o Undetermined
Is the aail a Histosol7 Yes Na ' ic epipedan present? Yss o _
ts the sofl: Mottjed? Yes No Gleyed7 Ysa Nc_�
Matrfx_Cobr: � Mori{e Colors:
Other hydric soq indtc�tors:
Is the hydric criterion t1 No
Ra nak: � ~
� /i I M
� • HYDAOLg.G~
b Ihe flround surface InuRdated? Yes� 1�S�riace water depth:
Is the soil saturated? Yss No_T, _�
Depth to free-standinq water in pit/soil probe hole:
Ust other ifeld evidence ol surfaca Inundation or soii saturation.
Is the wetland hydro{o�y crtterion met? Yes No
Railona{e:
JURISDICTIONAL DETERMINAI}ON AND RAT10t�ALE �
Is the plant communiry a wetland7 Yes No v
� ' Rationale far jurisdlaional decision: -
�This daia form can be used}or the Hydr�c Soil Assessment Prxedura and the Plant Community
Asaessment Proceduro.
2 CtassHScaticn accordinq to'Soil Taxonomy.'
_ __ l
. _� __. __ _ __�_ _ ___ _ _ - �_
4
DATA FORM
f RO� ONS�TE DETEAMINATION METHOD� ���/0 �
F�e�c Investiqa.ar(9): Date:
ProjectlSits: State: Counry:
Agp�Icant,'Owner: Plant Cammunrty �Mame:
Note: M a more detailed sfte descripdon is necessary, use the badc ot data loRn or a fiefd notebook.
-- -- -- ------ -- - --- -- - - - - - -- - - - - - -- -- - - - - - -- - -
Do norm�,environmentaJ co�dit(o�a axbt at the piant cammuniryl �� rh �l-�
. . • Ys: �_No (tf-na, explaln on badc)
Has lhe veyetatIo�.e , andlorhydro{oqy bean siqnificantfy disiut�ed? �'1� O�S�� �
� Yw No (tf yes, explain on badcj
' -;:'' ' . ' VEGETATION
� tndicator tndlcator
Domtn P1ant S ea Siatus Stratum Dominant Plant Species Status Stratum
�7��v �. hu F� , � � >>.
2 12.
� ���j .3. � 1 SS� [21�� �13.
4: . 14, `
5. 1 S.
6. � 16.
. 7. -- - � 1 T.
8,- 18, i�
9. 19.
10, 20.
P�rcant ot dominant spedes that us OBL.FACW, ar�d/or FA �
� b ths hydraphytfc veQeta3bn critaricn met? Yes Na ,
_ RatSanala:
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' .. - _ _ . / .5�� . •..�,i• �• Y r� � • •� `S
' �� .l. - 1' + r'�•�-:l�t;. Y�� - ' . . • � _ .��
- . .�- d y �� �.�_�F++ ��#}��,'.�... . :�.. . . . g
:: ' ":.��a.�� . .. . . .-`�^n''Y'��2 � .. -CtY
. Is ttx sc�ort�ths fiydric solb ifst? Yes Na � .Undetsrtnined .
.{sths soq a�F�.stoaot7 Y�s ` No epipedan�pnsont?.Yss No
b the_soA; M .� Y Nc Gieysd? lfis - No „ .
' MaQb�Co}or=;' Mottla'�olors: _.: _ �
dthfc�t�j�liic sa�� � c4tan: r
,� • �_ . . . _ , :1;�� •° ♦
b.t}ii�tydt�C sba" �mst No - = ��`;.ti�
.._ ,` Ratton � ' � ,�:_ .�r �-
.. �1 h � . .
- • : .. ,, , . �, y ..•.
, . .: g;;,. , �:�,.° ��� � ~ HYDAO� Y
.h ths pround auriaca lrwndatsd� Y ' � Nc�rtaca waiar deptl� �.. �
It th+so�saturated�''rYta No /O N .
Dsptfi to ire�-sfandin�water fn pii�oN probe ho{a:
L}st other fleld evidenca ot w�face inundat(on or sa�saturation.
1�t�e we�and hydrolo�y cxtterfan�met? Yas No
Raibnal�: ` � �Q• �
JURISD{C?]ONAL DETEAMINAIION AND F1AT10t�ALE �
� Is the�plant communfry a wetl�nd? Yea No �� J- � ,D,�
� ' Rstional�for'urfsdkt�r.al doc3s � �LV'1� s�/ �S—"'
�
�
� �Thb dat�c fornr can bs used for the Hydric So�Asaessmanr Procadure and ths Ptant Communiry
/1�ssmsnt PrccaCurs. �
2 Ctass!llcat(o� axorciinq to'So�Taxonamy.'
r _ - `"' _ -- _
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DATA FORM
RO NE ONSiTE DETEAMINATION ME7H001 -
Ps4c lnvestiqator(s)' Date: ���9 4 �
Projec'JS+ts: State: County: �
A�ppGcant"�wner: Plant Community �Mame: �
lYote: If a mcre deiaikd site descriptlan Es necassary, use tfie bacic of data form or a tield notebook.
� �o nor al Ircnmental candhk�a exist at the plant communityl
� Yea �No (tf�no, explain on badc)
� _ Has tha:ve9etailo�n,� anc+Ja�hydraloqy bean sqnft�cantly disturbed?
' Yss No Y (N yes, explain on badc) �
, • �. �
� � . . . � VEGETATION
Indx:ator ktidicalor
;_ E3om' t Pi�nt Spe Statua Stratum Daminant Piant Speciea 5iatua Straivm
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. '2.: 12.
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�
.�C���'4'. �.: t�.� ��. �, �� �i a. . � f
. 5 - 15.
-.,8': 16.
. -T. - - 17.
8._ 18.
9, 19.
10. �.
P�rcant oi dom(nant s�edea thai aro OBL.FACVY,andJar FAC
� b the hydraphytic vegetaibn cr�erion mat? Yss . PJo - . . � -�--.
�. HadSonale:
. ' -it-,T�:.,ic.. _. ' . � . . . . ' .
! . ! �.i ..r'- T� � . ..� . . .� . �µS.. .j '� -i .
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�'IsttK soil a Hlsto�atT Y�s ' No epipecion prasent?',Ysa No .
.: �ki ihe,sa(l: Mo#tied?• Y Na • Obyed?�=�Y�s -•No f�L• _
' � Ma�obr. � Motita�o(ars: `� . . , `. I
� �...
. -' i, Other.h+�sft�sc � .tors:
, ' - Is.ttii�iy��a' �rfo��et? �• o ' � ' ' � I ° � ,
- . -;- Ratt " . I
. �..
; ' . _t , f3t�' � ,._ . �HYDAOj,OC�Y t.-'�` : . . : '�,
b the qround iurfacs lnur�d�os- No �� Surfacs watsr depth:
� � 'It Ih�saN aaturated? Ysa No ��
. D�pth to fre�-ctand(nq wat�r��pNso(t probe hola: LIC�? n`�/
Lki other fls4d avide�ca oi wrface Inundation or soit saturat{an.
b the wedand hydrolafjycrfiteriammet? Yes � No �
Raibnafa: �OL �
JURISD4CT10NAL DETEAMINk710N AND RA710�lALE ' �
Is the,plani cammuniry a weUand? Yea No � , '
' R�ibnala tor�Jurf�dictbnal dsciaion: �
. � �Thb daia torrtt can bs used for the Hyd�ic So�Assassment Procadure and tha Plant Cemmunity
�• /�aasament Procedurs. .
2 GiassHicatfon aacardlnq to'Sor1 Taxonomy.'
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East Renton/Rosemonte—Technical Information Report I
7 OTHER PERMlTS
o FPa
• NPDES
Job#01-047 Page 7-1
November 5, 2008 �T��
I.�TEi
�u
East RentonlRosemonte—Technical Information Report
8 TE�C ANALYSIS, DESI�N AN� C��IST�UCTiON
�TORMWATER POLUTION F'R����NTION RLAN
Temporary erosion and sediment control (TESC) measures such as Clearing Limits, Cover
l�leasures, Perimeter Protection, Traffic Area Stabilization, Sediment Retention, Surface
Water Controls, and Dust Control will be implemented according io Best Management
Practices (BMPs). ,
The clearing limits will be fla�ged prior to beginning any construction activities. The
downhill perimeters of clearing will be protected with double filter fabric fencing, and other
perimeter protection methods as required. Cleared areas will be sta�ilized with various cover
measures as required (e.g. temporary/permanent seeding and mulching,). Stabilized
construction entrance will be pro�7ded at the construction �ccesses to the site. Interceptor
swales will be installed to collect and route ruroff from the disturbed areas to a sediment
pond or to sediment basins that recharge the wetlands. The sediment basins will act Yike and
are sized according to sediment traps. Dust control measures will be implemented if there is
a need (i.e., if there is a particularly dry period during construction). The permanent pond
with control structure is to be installed during the eurly gradinQ phase and no temporary
sediment pond riser is to be installed.
Peak runoff rates used to size sediment control facilities were determined using the KCRTS
pro�am. Parameters used for the pro�am were a Scale Factor of 1.0 Seatac, till soils, and
hourly time steps. TESC Measures were desi�ed per Section D.4.5 — Sediment Retention of
the 1998 KCSW'Dvi.
8.� Sedimenf Basins
The sediment basins have been sized for the area draining to them with cleared and graded
con�litions. The required surface area for a sediment trap has been used for sizin�the basins
and �vas computed using the 10-year developed peak flow rate considerin� cleared
conditions. A summary of the erosion control calculations for the sediment pond is provided
below. See the end of this section for TESC Plan and Tempo�a�y Sediment Pond Si�ing
E_xhibiZ.
Job#01-047 Page 8-1
November 5, 2008 '
T;o��,.�
�=--
East RentonlRosemonte -i echnical Information Report
Basin B
Till Grass 0.79 acres
Impervious 0.03 acres �I
KCRT5 Peak Flow ��
Fiow Freque~�cy F^alysis
Time Series File:t=��b.tsr
P=c�ect Locaticn:Sea-'"ac
---Aarual Peak F1ow Rates--- -----Flow Freque�cy A:�a1ys,_s-------
F1cw Rate Rank T�me of P2ak - - Peaks - - Rank Return Frob
(CFS) (CFS) Period
0.078 4 2/09/Ol 2:00 0.181 1 100.00 0.990
0. 042 7 1/05/02 16:00 0.098 2 25.00 0.960
0.098 2 2/27/03 7:00 £� :_; �T; ���`���.�Q��f������
0.022 8 �/26/04 2:00 0.078 4 5.00 0.80C
0.044 6 1/05/05 8:00 0.073 5 3.00 0.667
0.080 3 1/18/06 16:00 0.044 6 2.00 0.50C
0.073 5 11/24/06 3:00 0.042 7 1.30 0.231
0.181 1 1/09/08 6:00 0.022 8 1. 10 0.091
Cor.:�uted Peaks 0.154 50 .00 G.980
Surface Area (SA)
The peak flow used to size the s�arface area of the sediment pond was canservatively chosen
to be that oi the 10-year storm.event instead of the 2-year storm event.
Required Pond Surface Area =2 x (Q10/0.00096)
=2 x (0.080/0.00096)
= 167 sf
The Required Sediment Trap Surface Area is 167 sf.
Basin C
Till Grass 0.44 acres
KCRTS Peak Flow
Fiow Frequency Analysis
Ti:�e Series File:trapc.tsf
P�cject Locat_cn:Sea-�ac
---Annua'_ Feak F�cw Rat�s--- -----Flow Fr2qu�ricy P.zalysis-------
F1cw Ra�e Rar_k Time cf Peak - - Peaks - - Rank R2turn Frob
(CFS) (C.S} Period
0.039 4 2/09/O1 2:00 O.C93 1 100.00 0.99C
0.020 7 1/05/02 16: OG 0.050 2 25.00 0.96C
G .O 5 0 2 2/2 7/0 3 7:0 0 (���;'�' � . 3 ' 'r�} �� � "�{k0
C.008 8 3/24/04 19:00 0�.039 4 5.00 0.800
C.021 6 1/G5/C5 8:C0 0.036 5 3.00 0. 667
C.040 3 1/18/C6 16:G0 0.021 6 2.00 G.500
G.036 5 11/24/06 3:00 0.020 7 1.3Q 0.231
0.093 1 1/C9/C8 E:00 0.008 8 1. 10 0.09i
CemFu_ed PCGICJ 0.079 5C.00 G.980
Job#01-047 Page 8-2
November 5, 2GG8 /T�D
f�55���..1�,.
!6�
East Renton/Rosemonte-Technical Information Report
Surface Area {SA)
The peak flow used to size the surface area of the sediment pond was conservatively chosen
to be that of the 10-year storm event instead of the 2-year storm event.
Required Pond Surface Area = 2 x (Q10/0.00096)
=2 x (0.040i 0.00096)
= 83 sf
The Required Sediment Trap Surface Area is 83 sf.
b3asin �
� Till �rass 0.3� acres
KCRTS Peak :lo���
Flcw Frequency Analysis �
Time Series File:tra�d.tsf
Project Location:Sea-Ta�
---Anr.ual Pea:�c F1ew Rates--- -----F1ew Frecuer.cy P.ra'_ys-s-------
Flcw Ra�e Ra:�k T•_ne cf Peak - - Pea'.ts - - Rank Returr. P�ob
(CFS) (CFS) Period
0.028 a 2/09/01 2:00 0.068 1 100.00 0. 990
0.014 7 1/05/02 16:00 0.036 2 25.00 0.9E0
0.036 2 2/27/03 7:00 �����,����_�«�'.�� �� " � .b:.�(�(E
0.006 8 3/24/04 19:OC 0.028 4 5.00 0.800
0.016 6 '_/OS/OS 8:OC 0.026 5 3.00 0.667
G.029 3 1118/06 16:00 0.016 6 2.00 0.500
0.026 5 il/24/C6 3:00 0.014 7 1.30 0.231
0.068 1 1/09/C8 6:00 0.006 8 1.10 0.091
Ccm�u�ed Peaks C.C�? 5J.00 C . 92�
Surface Area fSAI
The peak flow used to size the surface area of the sediment pond �z as conservatively chosen
to be that of the 10-year storm event instead of the 2-year storn event.
Required Pond Surface Area = 2 x (QIo/0.00096)
= 2 x (0.029`0.00096)
= 61 sf
The Required Sediment Trap Sarrface.Area is 61 sf.
Job#01-047 Page 8-3
November 5, 2008 /T��
;���, �,
s�-==��
East RentonlRosemonte-Technicai Information Report
Basin E
Till Grass 1.59 acres
KCRTS Peak Flow
riow Frequezcy Ar.alys=�s
T_me Series File:tr��e.tsf
P=o�ect Locatior:Sea-Tac
---P�nual Peak Flo�a Rates--- -----Flow Frequency A:�a�ysis-------
Flcw Rate Ra��k Time cf Feak - - Peaks - - Rank Returr: Frob
(CFS) (�FS) P2riod
0.142 4 2/09/O1 2:00 0.336 1 100.00 0.990
0.0?2 7 1/05/02 16:00 0.180 2 25.00 0.960
0.180 2 2/27/03 7:00 �}r�.���;�:��x�,���_ :;���TQ��_.. �.�=h9Q0
0.029 8 8/26/04 2:00 0.142 4 ,,_ S,OOi 0.800
0.078 6 1/OS/05 8:00 0.131 5 ' 3.60 0.667
0.146 3 1/18/06 16:00 0.078 6 2 .00 0.500
0.131 5 li/24/06 3:00 0.072 7 1. 30 0.231
0.330 1 1/09/08 6:00 0.029 8 1.10 0.091
Conputed Peaks 0.284 50.00 C.980
�urface Area (SA)
The peaK flow used to size the surface a:ea of the sediment pond was conservatively chosen
to be that�f the 10-year storm event instead of the 2-year storm event.
Required Pond Surface Area =2 x (Qid0.00096)
=2 x (0.14610.0009b)
=304 sf
The Required Sedin:ent Trap Surface Area is 304 s,�
Job#01-047 Page 8-4
November 5, 2008 �T��
�s���:.r�,
:�--`
East Renton/Rosemonte—Tec�nical Information r�eport
9 �OND QUANTlTIES, FACILd�Y ��J�Ni�.l�l��, AND
��CLARATION OF COVENA�1�'
9.1 Bond Quantities
A Site Improvement Bond Quantity Worksheet will be provided at t�he end of the engineering
review process.
9.2 �acility Summaries ',
Enclosed at the end of this section with reduced size pond sheets. '
9.3 Declaration of Covenant �
Not applicable.
Job#01-047 Page 9-1
November 5, 2008 IT�D
ASSU�IATES
�
KI�G COI:v l�Y. W.aSH[NGTOv. SI,RF,�Cf: �1-1TER nF:SIG'� �1:1vL:11.
STOR�I`V�TER F�aCILIT�" SL-�I�I_aR�' SHEET
Development East Renton:`Rosemonte Date June 17. 201 1
Location �'est of 143��' Ave SE between SE 11 g`�, St and SE 120`" St.
ENGINEER DEVELOPER
Name Rick Tomkins. PE l�;ame Jennifer Reiner
Firm Triad Associates Firm CamWest Real Estate Development '
Inc
Address 12112 11�th Avenue NE Address 9720 NE 120th Place. #100
; Kirkland, W'A 98034 I Kirkland, V�%A 98034
`� Phone (4?�) 821- 8=�48 � Phone (42�) 8?�-19>j
Developed Site: Acres 17.87 Number of lots 91
tiumber of detention facilities on site: Iv'umber of intiltratio�7 facilities on site:
1 ponds 0 ponds
0 vaults 0 vaults
0 tanks 0 tanks
Flo�v control provided in regional facility (give location)
No flotiv control required Exemption number _
Do�,nstream DrainaQe Basins
Immediate j Ma�or Basin
Honev Dew (Haney Creek) Cedar River '
Number & tvpe of water quality facilities on site:
biofiltration sw�ale (regular/wet,` or sand filter (basic or lar`�e`')
continuous inflow?) sand filter, linear (basic oc- lar�.:e`'j
1 Basic cotnbined detentioniWQ pond sand filter��ault (basic or lar�e`')
(�'Q portion basic or large?)
combined detention/�vetvault stormwater wetland
compost filter �vetpond (basic or lar`�e`')
filter strip wetvault
13 flow dispersion StormFilter 1�Ianhole
farm management plan
landscape management plan
oi1/��-ater separator(baffle or coalescin` plate?j
catch basin inserts: Manufacturer
pre-settlinQ pond
pre-settlinQ structure: I�lanufacture;
1_flo��-splitter catchbasin
199� Surt;ice�`ater De;i�n ��lanual �) I ���
1
K[�G COL'NTY. W'ASN[NGTOti. SI:RFACE �� .-�TER DESIG�J ti1.-�V�"AL
DESIGN Ii�FORMATION
Vl%'ater Quality design flow n:'a '
Water Quality treated volume or �9,26;?cf
�w�et ond Vr � I '
DESIGN INFOR�IATION, TOTAL
cont'd
DrainaQe basin(s} Area' Flo�v �; Bvpass Released
Onsite area 16.94 1-t.73 2.21
Offsite area 0.93 0.93 �
'I�vpe of Stora�e Facility Pond �
Live Storaae Volume 10�,292 c _�i
Predeve(oped Runoff Rate 2-year 0.7�1 i i
10-year 1.31 i
I
�
100-year 2.42 I,
Developed runoff rate 2-year 2.9� 0.188 D.%-�8 '
10-year 3.�-� 0.?80 1.31�
� 100- �ear �.9-� 0.�88 �.23 �
�_
�, Tvpe of restrictor Riser
! Diam. of oritice!restriction No. 1 3.63
— No. 2 3.2�
I I�o. 3 � �j
yrl;'9S 199Q Surt�:�c��\�uter Dc�i��n �-l�:inual
�.
K_!�fG COUNTY. ti4`a,�yr��CTn�i. SUR!=ACE �h',1"rc.rz ���:c;C�: �.(.A`:';�1L
FLOV4' CO�+TROL & ��ATER QL-ALITY FACILITY SUI�I�ZARY SHEET SKETC�I
All detention, intiltration and �vater quality facilities must include a sketch per the follo��in�`�
criteria:
l. Headin� for the draw�ings should be located at the top of the sl<etch (top ri`ht-hand corner).
The heading should contain:
• I�orth arrow(point up or to left) • D9.�
• Plat name or short plat number • Address (nearest)
• Date drawn (or updated) � Thomas Brothers pa�e, grid number
2. Label CBs and MHs with the plan and protile desianation. Label the control structtu-e in
w7iting or abbreviate with C.S. Indicate which structures provide spill control.
3. Pipes-- indicate:
Pipe size
Pipe length
Flo�v direction
Use s single heavyweight line
4. Tanks-- use a double, hea�y�veight line and indicate size (diameter)
5. Access roads
• Outline the limits of the road
• Fill the outline with dots if the road is gravel. Label in �vritinQ if another surface.
6. Other Standard Symbols: y
• Bollards: • • • • ■ ■ ■ ■
• Rip rap o00000
000000
Fences --x---x---x---x---x---x---
• Ditches ���C���C D��C�
7. Label trash racks in wTitina.
8. Label all streets with the actual street siQn designation. If�-ou don't kno��� the actual stre�t
name, consult the plat map. �
9. Include easements and lot lines or tract limits ��°hen possible.
10. ArranQe all the labelinQ or writinQ to read from left to ri�ht or from bottom to top ��ith
reference to a properly�oriented heading.
11. Indicate drive�vays or features that mav impact access, maintenance or replacement.
199� Surface«'a:er Desi�n\�I��nual , ; y�
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East Renton/Rosemonte—Technical Information Report
10 �PERATIO(�� AND N�IAINTENi�N��
This will be a publicly maintained system.
Job#01-047 Page 10-1
November 5, 2008 �
TRIAD
ASSOCt.�TEi
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