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Technical Information Report
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CamWest Development '�,
Triad Job No. 04-257
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Martin Property—Technical Information Report
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Martin Property �'
TECHNICAL INFORMATION REPORT I�
King County, Washington
Prepared For:
Camwest Development
9720 NE 120�h Place, Suite 100
Kirkland, WA 98034
- Issued February 14, 2007
� Revised June 28, 2007
� �� *e Revised August 10, 2007
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� ; ��., Revised August 28, 2007
���'-'' �� vised September 20, 2007
,> � _ ��► �� evised February 19, 2008
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Prepared By: Anna Dumo,
Tyson Wentz
Reviewed By: Richard A. Tomkins, PE
February 19, 2008 Page 1-1
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Martin Property—Technical Information Report
TABLE OF CONTENTS
1 PROJECT OVERVIEV4'........................................................................................................................1-4
2 CONDITIONS AVD REQUIREMENTS SGNiMAR�'.......................................................................2-1
3 OFFSITE ANALYSIS ............................................................................................................................3-1
4 FLOW CONTROL AND WATER QUALITY DESIGN....................................................................�t-1
4.1 PERFORMANCE STANDARDS AND DIZAINAGE CONCEPT..........................................4-1
4.2 KCRTS METHODOLOGY ........................................................................................4-1
4.3 Ex[sTnv�Cot�DIT�o�vs............................................................................................4-3
4.4 DEVELOPED CONDITIONS........................................................................................4-4
4.5 DETENTION POND DESIGN......................................................................................4-7
4.6 WATER QUALITY..................................................................................................4-13
5 CONVEYANCE SYSTENi.�NALYSIS&DESIGN...........................................................................5-1
S.1 Oiv`SITE CONVEYANCE ............................................................................................S-I
5.2 RATIONAL METHOD FLOWRATES(Q).....................................................................S-2
5.3 PEAK RAIIVFALL INTENSITY(I100� ...........................................................................S-2
5.4 RUNOFF COEFFICIENTS(C�.....................................................................................5-2
S.S FREEBOARD TABLE.................................................................................................S-3
6 SPECIAL REPORTS AND STUDIES..................................................................................................6-1
6.1 GEOTECHNICAL REPORT.........................................................................................6-1
7 OTHER PERI�IITS.................................................................................................................................7-1
8 TESC ANALYSIS,DESIGN AND CONSTRtiCTION STORNIWATER POLL'TIO\
PREVENTIONPL.�N......................................................................................................................................S-1
g.l TESC ANALYS•IS AND DESIGN................................................................................8-1
8.2 CSWPPP DESIGN.................................................................................................8-3
9 BOND QUANTITIES,FACILITY SUMNIARIES,A1YD DECLARATION OF COVENANT......9-1
9.1 BOND QUANTITIES..................................................................................................9-1
9.2 FACILITY SUMMARIES.............................................................................................9-1
9.3 DECLARATION OF COVEN.ANT.................................................................................9-1
10 OPER�TIOI�S AND�IAINTE�:�NCE.............................................................................................10-1
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Martin Property—Technical Information Report
LIST OF SGPPLEnZENTAL INFORIIATION
SECTION 1
TIR WORKSHEET
SECTION 2 '
KING COUNT'Y BASIN RECONNAISSANCE MAP
KING COLJNTY SENSITIVE AREAS MAPS
SECTION 3
ATTACHED LEVEL 1 DOWNSTREAM ANALYSIS REPORT
SECTION 4
EXISTING CONDITIONS EXHIBIT
DEVELOPED CONDITIONS EXHIBIT
KCRTS PRINTED DOCUMENTATION
POND DETAILS
FIGURE 3.22.A KCSWM RAINFALL REGIONS
TABLE 3.2.2.B 2005 KCSWM SCS SOIL TYPES
KING COUNTY SCS MAP
KING COUNTY SCS LEGEND
FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM
SECTION 5
FIGURE 3.2.1.D 100-YEAR 24-HOUR ISPLWIALS
CATCH BASIN TRIBUTARY AREAS EXHIBIT
KCBW PRINTED DOCUMENTATION
S ECTION 6
GEOTECHINCAL ENGINEERING REPORT
SECTION 8
BMP IMPLEMENTATION FORM
MATERIAL INVENTORY FORM
POTENTIAL POLLUTION SOURCE IDENTIFICATION FORM
LIST OF SIGNIFICANT SPILLS AN LEAKS FORM
EMPLOYEE TRAINING FORM
POLLUTION PREVENTION TEAM FORM
SECTION 9
FACILITY SUMMARY SHEET
DECLARATION OF COVENANT AND GRANT OF EASEMENT (TO BE COMPLETED AT
RECORDING)
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Martin Property—Technical Information Report
1 PROJECT OVERVIEW
The project proposes to construct 13 siclgl�-family lots on approximately 3.83 acres in King
County, Washington. The site is north of the City of Renton boundary and bet�veen 144th I
Place SE and 148th .Avenue SE. titartin property is within Section 10, Township 23 North,
Range 5 East, W.M., King County, VVashington. The Vicinity Map below sho�vs the general
location of the site.
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Vicinity Map
IVotto Scale
One single-family home along with an associated driveway, two barns and internal fencing
currently exist onsite. Approximately 0.03 acres in the central western edge of the site
appears to have some wetland characteristics such as reeds, buttercups, and sedges. King
County has determined that this area is not a wetland. The highest elevation (480 feet) is at
the tip of the flagpole extension adjacent to 148`h Ave NE. The lowest elevation is at the
southwest corner (443 feet). The entire site is pastured with some trees and blackberry
overgrowth. Deciduous trees are planted in line with three shallow channels. Three
Evergreen trees (30-40 feet tall) are near the existing onsite structures. Much of this site is
September 20, 2007 Page 1-4
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Martin Property-Technical Information Report
enclosed by fencing. The 1�' wide gravel drive running trom 148th Ave toward the «-estern �
property edge is fenced off from the rest of the site except at the garage entrance driveway.
The east, west and south property boundaries are entirely fenced. In addition, onsite fence
enclosures exist within the site. One 20 x 20 fence enclosure contains blackberry brambles '
on the west side of the residence's driveway. A second fence enclosure appears to be used as �,
a corral for livestock and is located in the southeast corner of the site. This corral is offset
from the eastern and southern fence line by nearly 10 and 20 feet, respectively.
According to the King County Soil Survey the site is underlain with Alderwood Series Soils
belonging to the S.C.S. type"C" hydrologic group. The site has been modeled assuming Till ,
soils. Most of the existing site terrain is mildly sloped (2-5%) from northeast to southwest.
Steeper slopes (8-10%) are on the 15' wide flagpole extension. Surface water from the site ��
sheets flows and enters 3 different onsite ditches that extend to the western boundary of the
site. In general, there is one drainage basin the drains to the southwest towards the Shamrock
Development. See Section 3 Downstream Analysis for a more detailed description of
existing onsite and offsite drainage features. When developed, runoff from the site
improvements will be conveyed to the detention pond located in the southwest corner of site.
Please see the existing and developed conditions exhibits at the end of Section 4.
T'he proposed drainage system consists of rolled curb and gutter with catch basins for the
interception of runoff. Roof and footing drains are to be connected to the same conveyance
system, which in turn discharges into the detention and water quality facility. The detention
facility was sized using the guidelines set forth by the 2005 King County Surface Water
Design Manual (KCSWDM). According to the 2005 KCSWDM, a Level 2 detention
standard requires the project to maintain the developed peak release rates at their pre-
developed peak runoff rates for the 2-year and 10-year storm events. In addition to matching
peak runoff rates, developed discharge durations must match predeveloped durations for 50%
of the 2 year peak discharge rate up to the 50 year peak discharge rate. Water quality
enhancement will be provided through the use of dead storage with design criteria used from
the 2045 KCSWDM.
September 20, 2007 Page 1-5
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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: Martin
Camwest Development Location:
Address: Township: 23 N
9720 NE 120"' Place, Suite 100 Range: 5 E
Kirkland, WA 98034 Section: 10
Phone: (425) 825-1955
Project Engineer: Richard A. Tomkins, P.E.
Company: Triad Associates
Address/Phone: L425) 821-8448
Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS
APPLICATION
')(, Subdivison i� DFW HPA ❑ Shoreline Management
❑ Short Subdivision ❑ COE 404 �(, Rockery
❑ Grading ❑ DOE Dam Safety ❑ Structural Vaults
❑ Commercial ❑ FEMA Floodplain ❑ Other
u Other ❑ COE Wetlands
Part 5 SITE COMMUNITY AND DRAINAGE BASIN
Community:
Newcastle
Drainage Basin:
Cedar Creek Drainage Basin
Part 6 SITE CHARACTERISTICS
J River � Floodplain
� Wetlands
❑ Stream ,�
�J Seeps/Springs
❑ Critical Stream Reach
❑ High Groundwater Table
❑ Depressions/Swales
� Groundwater Recharge
❑ Lake
� Other
❑ Steep Slopes
Part 7 SOI LS
Soil Type Slopes Erosion Potential Erosive Velcoties
� 6-15%
AgB 0-6%
❑ Additional Sheets Attached
Part 8 DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
❑
❑
❑
❑
❑
❑
`� Additional Sheets Attached
Part 9 ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
�(, Sedimentation Facilities �(, Stabilize Exposed Surface
�(, Stabilized Construction Entrance x Remove and Restore Temporary ESC Facilities '
x Perimeter Runoff Control 'x Clean and Remove All Silt and Debris
x Clearing and Graing Restrictions x Ensure Operation of Permanent Facilities
x Cover Practices x Flag Limits of SAO and open space I,
�(, Construction Sequence preservation areas ',
x � Other
Other
Part 10 SURFACE WATER SYSTEM
❑ Grass L•fned ❑ Tank � Infiltration Method of Analysis
Channel KCRTS Leve12
❑ Vault L_ Depression
x Pipe System Compensation/Mitigation
❑ Energy Dissipater C Flow Dispersal of Eliminated Site
❑ Open Channel Storage
❑ Wetland C' Waiver
❑ Dry Pond
❑ Stream C Regional
�(, Wet Pond Detention
Brief Description of System Operation:
Leve!2 KCRTS detention with basic water quality wetpond.
BMP's— Rain Garden & Dispersion Trenches
Facility Related Site Limitations
Reference Facility Limitation
Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS
❑ Cast in Place Vault 'x Drainage Easement
❑ Retaining Wall ❑ Access Easement
❑ Rockery > 4' High ❑ Native Growth Protection Easement
❑ Structural on Steep Slope x Tract
❑ Other LJ Other
Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I or 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.
Sr ned/Date
Martin Property—Technical Information Report
2 CONDITIONS AND REQUIREMENTS SUMMARY
The proposed preliminary plat of Martin, as revised and received on April 21, 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 the language set forth in King County
Council Motion No. 5952.
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 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.
All plat boundary discrepancies shall be resolved to the satisfaction of DDES prior to i
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).
CondiNon Noted. '
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. �
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 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 a minimum of 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.
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Martin Property—Technical Information Report
Parking has been provided on one side of the street (28 foot width of pavement).
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 andlor
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 sha11 comply with the 2005 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
2005 KCSWDM.
b. Standard plan notes and a construction sequence as specified in the King
County drainage manual shall be shown on the engineering plans (Reference
Section 7B).
The current standard notes and construction sequence are found on �
sheets 2 and 5 of the Road and Storm plans.
c. A storm water pollution prevention and spill (SWPPS) plan shall be included
with the project engineering plans as required in Chapter 2 of the drainage
manuaL
CSWPPP notes located on sheet 6 of the Road and Storm Plans. In
addition, an NPDES permit will be applied for with the Washington
Department of Ecology.
d. Storm water facilities shall be designed using the KCRTS conservation flow li
control standard. Water quality facilities shall also be provided using the ,
basic water quality protection menu. If the proposed onsite storm water pond
is used as a wet pond for water quality treatment, the facility shall be revised
as necessary to comply with requirements for a 3:1 flow path for water quality
treatment as outlined in the drainage manual.
A pond will be utilized with dead storage, see section 4 in the TIR for
details.
e. To implement the required Best Management Practices (BMP's) for treatment
of storm water, the final engineering plans and technical information report
(TIR) shall clearly demonstrate compliance with all applicable design
standards. The requirements for best management practices are outlined in
Chapter 5 of the drainage manual. The design engineer shall address the
applicable requirements on the final engineering plans and provide all
necessary documents for implementation. The final recorded plat shall
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Martin Property-Technical Information Report
include all required covenants, easements, notes, and other details to
implement the required BMP's for site development.
A Rain Garden and Dispersal Trenches have been selected for BMP's.
Notes will be provided on the finai plat.
f. 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.
The stormwater facility has been designed to a Level 2 flow control and
water quality per the 2005 KCSWDM. A detention tract is located in the
SW corner of the site.
g. During preliminary review, the applicant received approval for a drainage
adjustment (L06V0043) regarding the building setbacks for constructing an
offsite drainage pipe within the adjacent plat of Shamrock. The final
engineering plans shall show the design requirements for constructing the
offsite pipe and demonstrate compliance with all conditions of approval as
listed in the drainage adjustment decision. To assure adequate capacity is
provided for conveyance of storm water from the onsite detention pond, the
overflow system and conveyance pipe shall be designed at a minimum for the
100year storm based upon developed site conditions.
The noted pipe was installed under the drainage adjustment for the
neighboring property (Shamrock Heights). The existing easement and
pipe has been shown on the Road and Storm plans.
h. As depicted by field topography on the site plans, an upstream drainage basin
is located east of the subject property. The final engineering plans shall be
designed to address any requirements for bypass of upstream drainage as
described on page 1-42 in the drainage manual. Due to groundwater
conditions on the site, the design engineer shall also evaluate the need for
interceptor trenches and easements for conveyance of drainage. As shown in
applicants drainage report site map, an existing French drain is located in the
eastern portion of the site which should be removed or relocated. Based upon
the final designs, drainage easements may be required to convey surface or
ground water through the project.
The existing French drain located near the east property line will be
removed and replaced during infrastructure construction; collected
drainage will be conveyed to the detention / water quality pond. This
drainage has been accounted for in the storm water detention and water
quality treatment calculations. Please refer to the Geotechnical Report
for details on groundwater.
i. As shown on the applicant's preliminary site plans, the existing storm system
located near the west property line shall be removed during site construction.
The existing pipes and catch basins shall be shown on the final engineering
plans with applicable notes and/or design requirements for removal.
Applicable notes located on sheet 6.
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Martin Property—Technical Information Report
Access/Roads
8. The proposed subdivision shall comply with the 1993 King County Road Standards
(KCRS) including the following requirements:
a. Road A shall be improved as an urban minor access street.
Road A has been designed as an urban minor access street.
b. The frontage road (SE 1-25`� St) along Tract A shall be improved full width as
an urban subaccess street and shall extend westerly from the project entrance
at 146�' Ave SE to 144`� Place within the Shamrock plat. Sixteen feet of
additional right-of-way shall be dedicated for completion of the road
improvements. A temporary cul-de-sac located on lots 38 and 39 within the
Shamrock plat shall be removed upon completing the road connection.
Design standazds for removing a temporary cul-de-sac are provided in KCRS
2.08D. In the event off site right-of-way is not available to construct
improvements to connect with 144th Place Southeast, Southeast 125th Street
shall be improved in the manner stated above to the west boundary of the
Martin plat. A temporary cul-de-sac or other provision for emergency vehicle
turn around may be required by the King County Fire Marshal.
Frontage improvements and road connection are shown on sheet 6 of the
Road and Storm plans.
c. As shown on the preliminary plat map, an existing easement for ingress and
egress is located along the north boundary of the plat and extends easterly to
148�' Ave SE. Any rights of direct vehicular access to 148th Avenue
Southeast granted to the Martin property by this easement shall be
extinguished prior to or concurrent with final plat recording.
Condition Noted.
d. Street trees shall be included in the design of all road improvements, and shall
comply with Section 5.03 of the KCRS.
Please see the Landscape plans for street trees.
e. Modifications to the road standards shown above may be considered by King
County pursuant to the variance procedures in KCRS 1.08.
Condition Noted.
£ (Deleted)
9. There shall be no direct vehiculaz access between this plat and 148th Ave SE, except
for the existing driveway that serves the abutting property from the 15 foot wide
"panhandle" tract. A note to this effect shall appear on the engineering plans and the
final plat.
The above referenced note can be located on the Road and Storm plans.
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Martin Property—Technical Information Report
10. 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.
11. (Deleted)
Mitigation/Impact Fees
12. 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 building permit application.
Condition Noted.
13. 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(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.
Recreational Area
14. The plat shall provide suitable recreation space consistent with the requirements of
K.C.C. 21A.14.180 and K.C.C. 21A. 14.190 (i.e., children's play equipment, sport
court[s], picnic table[s],benches, etc.).
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.
Please refer to the Landscape plans for the detail recreation space plan.
b. A performance bond for recreation space improvements shall be posted prior
to recording of the plat.
Condition Noted.
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Martin Property—Technical Information Report
Other
15. 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).
Condition Noted.
16. To implement K.C.C. 16.82 which applies to the site, a detailed tree retention plan I
shall be submitted with the engineering plans for the subject plat. The tree retention
plan(and engineering plans) shall be consistent with the requirements of K.C.C.
16.82, as well as the conceptual tree retention plan(dated Apri121, 2006}. No
clearing of the subject property is permitted until the final tree retention plan is
approved by LUSD. Flagging and temporary fencing of trees to be retained shall be
provided, consistent with K.C.C. 16.82 The placement of impervious surfaces, fill
material, excavation work, or the storage of construction materials is prohibited
within the fenced azeas around preserved trees, except for grading work permitted
pursuant to K.C.C. 16.82.
Please refer to the Landscape plans for the tree retention plan.
17. Street trees shall be provided as follows (per KCRS 5.03 and K.C.C. 21 A.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 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 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.
f. The applicant shall submit a street tree plan and bond quantity sheet for
review and approval by DDES prior to engineering plan approval.
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Martin Property—Technical Information Report
g. 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.
h. 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.
Conditions Noted.
SEPA
18. 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 Martin will have on the
intersections of SR 900/148`� Ave SE and SR 900/164�' Ave SE, the applicant
shall install, either individually or in conjunction with other develo�ment
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 900/148`�' 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 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 1 S` 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 I
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
Martin. In this event, intersection improvement design must be approved by WSDOT
prior to King County approval of the engineering plans for Martin.
If the above-noted intersection improvements have already been made by others prior
to the recording of Martin, or a financial guarantee has been posted by others which
assures the installation of these improvements, then the applicant for Martin shall pay
a pro-rata share dollar amount to the developer who has made the improvements or
February 19, 2008 \ Page 2-7
Job#04-257 T��
, ♦SSOCIATES
�
Martin Property—Technical Information Report
"bonded" for the improvements, in an amount proportional to the impacts of Martin.
The pro-rata share dollar amount to be paid shall be set by WSDOT, and
documentation shall be provided by the Martin applicant to the King County Land �
Use Services Division to show this payment has been made, prior to final plat
recording. The pro-rata dollaz amount to be paid shall be based on the following:
• The final Martin lot count
• The trip distribution for Martin
� The total trips contributed to the intersection of SR 900.148`� Ave by the
plats of Aster Pazk(LOOP0024), Stone Ridge (L99P3008), 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
Martin. [Comprehensive Plan Policy T-303 and King County Code 21A28.060A]
Condition Noted.
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 148�' 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 21 A.28.060A]
Condition Noted.
February 19, 2008 � Page 2-8
Job#04-257 /TRI�
ASSOCIATES
�_
Martin Property—Technical Information Report
Core Requirement #1: Discharge at the Natural Location
Site runoff currently sheet flows across the site from the north-east to the south-west, through
mostly grass conditions. Runoff flows off the south boundary of the site and enters a
backyard French drain system alongside the Shamrock site's eastern border. This runoff is
incorporated into Shamrock's tightlined storm drainage system. Runoff from the site is
proposed to be collected, detained and discharged into Shamrock's storm drainage system in
144�' Place SE. Please refer to the Level 1 Downstream Analysis in Section 3 for a complete
description of the discharge points of the site.
Core Requirement #2: Offsite Analysis ;
Please see Section 3 —Level 1 Downstream Analysis.
Core Requirement #3: Flow Control
Drainage from the site flows to the Cedaz River Drainage Basin, and is required to be
discharged at a Level 2 flow control. A single wetpond facility is proposed to collect and
detain storm water from the developed site. The facility will be sized to provide Level 2 flow
control per the 2005 KCSWDM. ',
Core Re uirement #4: Conve ance S s m i
q y y te
Please see Section 5—Conveyance System Analysis and Design.
Core Requirement #5: Erosion and Sediment Control ��
Please see Section 8 —TESC Analysis and Design.
Core Requirement #6: Operations and Maintenance ',
The designed drainage systems and facilities will be publicly maintained.
Core Requirement #7: Bonds and Liability
Bond Quantity Work Sheets and Liability insurance will be provided at the end of the review
process.
February 19, 2008 \ Page 2-9
Job#04-257 /T�D
ASSOCIATES
_
Martin Property—Technical Information Report
Special Requirement #1: Other Adopted Area-Specific Requirements
Critical Drainage 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. Maps are included in the
Level 1 Downstream Analysis located in Section 3.
Master Drainage Plan
Not applicable.
Basi� Plans
According to the King County Basin Reconnaissance Program, the site is located within the
Cedar River Drainage Basin.
Lake Management Plans
Not applicable.
Shared Facility Drainage Plans
Not applicable.
Special Requirement #2: Flood Hazard Delineation
_Not applicable.
Special Requirement #3: Flood Protection Facilities
Not applicable.
Special Requirement #4: Source Controls
Not applicable. This project is not a commercial, industrial, multifamily or a redevelopment
of a commercial, industrial or multifamily project. �I
Special Requirement #5: Oil Control
Not applicable. This project is not a commercial or industrial site.
February 19, 2008 � Page 2-10
Job#04-257 /T��
,1550CIATES
_-
, April 3, 2007
OFFICE OF TI�HEARING EXAMINER
KING COUNTY,WASHINGTON
400 Yesler Way,Room 404
Seattle, Washington 98104
Telephone(206)296-4660
Facsimile(206)296-1654
Email: hearex@metrokc.gov
REPORT AND DECISION
SUBJECT: Department of Development and Environmental Services File No.LOSP0019
Proposed Ordinance no. 2007-0082
MARTIN
Preliminary Plat Application
Location: 120 feet west of 148th Avenue Southeast, 100 feet south of Southeast
125th Street and 100 feet north of Northeast Sth Street,Renton
Applicant: CamWest Real Estate Dev.,Inc.
represented by Robert Johns, Attomey
� Johns Monrce Mitsunaga
1601 - 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
SUMMARY OF RECOMMENDATIONS/DECISION:
Department'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 PROCEEDINGS:
Hearing Opened: March 22,2007
1 Hearing Closed: March 22, 2007
Participants at the public hearing and the exhibits offered and entered are listed in the attached minutes.
LOSP0019-Martin Page 2 of 13
A verbatim recording of the hearing is available in the office of the King County Hearing Examiner.
ISSUES AND TOPICS ADDRESSED:
• Access • Surface water drainage • Property ownership and encroachments
SUMMARY:
The proposed subdivision of 3.71 acres into 31 lots in the urban area is approved subject to conditions.
FINDINGS,CONCLUSIONS & DECISION: Having reviewed the record in this matter,the Examiner
now makes and enters the fotlowing:
FINDINGS:
1. GeneralInformation:
Developer: Camwest Real Estate Development, Inc.
9720 NE 120`�Place, Suite 100
Kirkland,WA 98034
Contact: Sara Slatten
425-825-1955
� Engineer: Triad Associates
12112 115"'Ave NE
Kirkland,WA 98034
Contact: Gerry Buck
425-821-8448
STR: 10-23-OS
Location: 120 feet west of 148`�Ave SE, 100 feet south of SE 125" St., and
100 feet north of NE 5�' St. (Renton)
Parcei: 102305 9383
Zoning: R-4
Acreage: 3.71 acres
Number of Lots: 13
Density: Approximately 3.5 units per acre
Lot Size: 6,700—7,600 square feet in size
Proposed Use: Single Fami(y Detached Dwellings
Sewage Disposal: City of Renton
Water Supply: Water District# 90
Fire District: City of Renton
School District: Issaquah School District
Complete Application Date: October 26, 2005
�
' LOSP0019-Martin Page 3 of 13
2. Except 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 II
are found to be correct and are incorporated herein by this reference. The LUSD staff
recommends approval of the application, subject to conditions.
3. This proposed subdivision is south and east of the plat of Shamrock. Access to this subdivision
will be from 148th Avenue Southeast, through the north portion of Shamrock, and from Northeast
4th Street,through the south portion of Shamrock. This plat will participate in funding a traffic
signat and associated improvements being constructed at the intersection of SR 900 and 148th
Avenue Southeast,to mitigate its adverse impacts to that intersection and the intersection of
164th Avenue Southeast and SR 900.
This subdivision will also construct road frontage and off-site improvements along Southeast
125th Street, west from the project entrance,to connect with 144th Place Southeast,to provide
access to the south. These improvements are planned to be constructed partly on right-of-way
dedicated to King County by the recorded piat of Shamrock. The adjacent property owner claims
an interest in a portion of the Southeast 125th Street right-of-way dedicated by Shamrock.
However,King County does not recognize that interest as impairing the right-of-way dedication. ''
In the event it is determined through legal proceedings that the property to the west is not I
available as dedicated right-of-way,the access to the Martin plat from the north would be
sufficient to serve this development without an alternative access to the west and south.
4. The Martin property slopes dov►m from east to wes�t. No surface water runoff from the planned
� development of the Martin property will flow onto the adjacent properties to the east.
5. There will be no access to any of the lots within the proposed subdivision directly from 148th
Avenue Southeast. The strip of land approximately 120 feet by 15 feet,that is shown as a
panhandle of proposed lot 5, will be segregated from lot 5 and established as a separate tract.
6. All students residing within the subject property will be bussed to the elementary,junior high and
high schools that serve the area. The bus stop that is proposed to serve students within this plat
witl be located at Southeast 124th Street and 148th Avenue Southeast. With the construction of
urban improvements within this subdivision, safe walking conditions will exist from all lots
within this plat to the bus stop. Improvements necessary to be made on 148th Avenue Southeast
to provide for a safe bus loading zone will be constructed by other developments that are required
to make improvements to 148th Avenue Southeast. The subject property has no frontage on
148th Avenue Southeast,other than the 15 foot wide"panhandte"tract that is used for a driveway
to an adjacent property owner's garage.
CONCLUSIONS:
1. If approved subject to the conditions recommended below,the proposed subdivision will comply
with the goals and objectives of the King County Comprehensive Plan, subdivision and zoning
codes, and other official land 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 spaces,
� drainage ways, streets, other public ways,transit stops, potable water supply, sanitary waste,
LOSP0019-Martin Page 4 of 13
parks and recreation, playgrounds, schools and school grounds and safe walking conditions for
students who only walk to school; and it will serve the public use and interest.
3. The conditions for final plat approval recommended below are in the public interest and are
reasonable and proportionate requirements necessary to mitigate the impacts of the development
upon the environment.
4. The dedications of land or easements within and adjacent to the revised preliminary plat,as
required for final plat approval or as shown on the proposed preliminary plat submitted by the
Applicant on Aprit 21, 2006,are reasonable and necessary as a direct result of the development of
this proposed plat,and are proportionate to the impacts of the development.
5. The applicant has agreed to provide off site improvements on the alignment of Southeast 125th
Street,between the plat entrance road and 144th Place Southeast, in order to provide improved
access to future residents of the subdivision,as well es the residents of the adjacent plat of
Shamrock to the north and west of the subject properry. In the event dedicated right-of-way is not
available to complete those improvements, access to the north only will be sufficient to
adequately serve the proposed subdivision.
6. The proposed plat of Martin will have no adverse impact upon surface water drainage that affects,
or will affect,the adjacent properties lying between the Martin plat and 148th Avenue Southeast.
DECISION:
The proposed preliminary plat of Martin,as revised and received on April 21,2006, is approved, subject
to the following conditions of final plat approval:
1. Comptiance with all platting provisions of Title 19A of the King County Code.
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 Motion No. 5952.
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 shaU be 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.
All plat boundary discrepancies 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 Depattment.
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).
� LOSP0019-Martin Page 5 of 13 �
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.
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 1 SO 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 a minimum of 36 feet in width when parking is pe�nitted on both sides.
The road width requirement applies to both on-site access and roads accessing the subdivision.
Storm Drxinage I,
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 (SWDIvn must also
be satisfied during engineering and final review.
' a. Drainage plans and analysis shalt comply with the 2005 King County Surface Water
Design Manual. DDES approval of the drainage and roadway plans is required prior to
any construction.
b. Standard plan notes and a construction sequence as specified in the King County drainage
manual shail be shown on the engineering plans(Reference Section 7B).
c. A stortn water pollution prevention and spilt(SWPPS)plan shall be included with the
project engineering plans as required in Chapter 2 of the drainage manua(.
d. Storm water facilities shall be designed using the KCRTS conservation flow control
standard. Water quality facilities shall also be provided using the basic water quality
protection menu. If the proposed onsite storm water pond is used as a wet pond for water
quality treatment,the facility shall be revised as necessary to comply with requirements
for a 3:1 flow path for water quality treatment as outlined in the drainage manual.
� e. To implement the required Best Management Practices(BMP's)for treatment of storm
water,the final engineering plans and technical information report(TIR)shall clearly
demonstrate compliance with all applicable design standards. The requirements for best
management practices are outlined in Chapter 5 of the drainage manual. The design
engineer shall address the applicable requirements on the final engineering plans and
provide all necessary documents for implementation. The final recorded plat shall
include all required covenants, easements, notes,and other details to implement the
required BMP's for site development,
f. All runoff control facilities shall be located in a separate tract and dedicated to King
� IASP0019-Martin Page 6 of 13
County unless portions of the drainage tract are used for recreation space in accordance ,
with KCC 21 A.14.180. '
g. During preliminary review,the applicant received approval for a drainage adjustment �
(L06V0043) regarding the building setbacks for constructing an offsite drainage pipe
within the adjacent plat of Shamrock. The final engineering plans shall show the design I
requirements for constructing the offsite pipe and demonstrate compliance with all
conditions of approval as listed in the drainage adjustrnent decision. To assure adequate
capacity is provided for conveyance of storm water from the onsite detention pond,the
. overflow system and conveyance pipe shall be designed at a minimum for the 100year
storm based upon developed site conditions.
h. As depicted by field topography on the site plans,an upstream drainage basin is located
east of the subject property. The final engineering plans shall be designed to address any
requirements for bypass of upstream drainage as described on page 1-42 in the drainage
manual. Due to groundwater conditions on the site,the design engineer shall atso
evaluate the need for intetceptor trenches and easements for conveyance of drainage. As
shown in applicants drainage report site map, an exisring french drain is located in the
eastern portion of the site which should be removed or relocated. Based upon the final
designs,drainage easements may be required to convey surface or ground water through
the project.
i. As shown on the applicant's preliminary site plans,the existing storm system located
near the west property line shall be removed during site construction. The existing pipes
and catch basins shall be shown on the final engineering plans with applicable notes
and/or design requirements for removal.
Access/Roads
8. The proposed subdivision shall comply with the 1993 King County Road Standards(KCRS)
including the following requirements:
a. Road A shall be improved as an urban minor access street.
b. The frontage road(SE 125'"St)along Tract A shall be improved full width as an urban
subaccess street and shall extend westerly from the project entrance at 146`�Ave SE to
144�'Place within the Shamrock plat. Sixteen feet of additional right-of-way shall be
dedicated for completion of the road improvements. A temporary cul-de-sac located on
lots 38 and 39 within the Shamrock ptat shall be removed upon completing the road
connection. Design standards for removing a temporary cul-de-sac are provided in
KCRS 2.08D. In the event off site right-of-way is not available to construct
improvements to connect with 144th Place Southeast, Southeast 125th Street shall be
improved in the manner stated above to the west boundary of the Martin p(at. A
temporary cul-de-sac or other provision for emergency vehicle turn around may be
required by the King County Fire Marshal.
c. As shown on the preliminary plat map, an existing easement for ingress and egress is
located along the north boundary of the plat and extends easterly to 148`" Ave SE. Any
� rights of direct vehicular access to 148th Avenue Southeast granted to the Martin
� LOSP0019-Martin Page 7 of 13
property by this easement shall be extinguished prior to or concurrent with final plat
recording.
d. Street trees shall be included in the design of all road improvements, and shall comply
with Section 5.03 of the KCRS.
e. Modifications to the road standards shown above may be considered by King County
pursuant to the variance procedures in KCRS 1.08.
£ (Deleted)
� There shall be no direct vehicular access between this plat and 148`"Ave SE, except for the
existing driveway that serves the abutting property from the 15 foot wide"panhandle"tract. A
note to this effect shall appear on the engineering plans and the ftnal plat.
10. 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 fuliy bonded by the
applicant of this subdivision.
i l. (Deteted)
Mitigation/Impact Fees
� l2. 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
ftnal plat cecording,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 building permit application.
13. Lots within this subdivision are subject to King County Code 21 A.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.
1
r' LOSPOOl9-Martin Page 8 of 13
I
Recreational Area
14. The plat shall provide suitable recreation space consistent with the requirements of K.C.C. I
21A.14.180 and K.C.C.21A. 14.190(i.e.,children's play equipment, sport court[s], picnic
table[s], benches,etc.).
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.
Other
15. 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 d-act(s).
16. To implement K.C.C. 16.82 which applies to the site,a detailed tree retention plan shall be
submitted with the engineering plans for the subject ptat. The tree retention plan(and
engineering plans)shali be consistent with the requirements of K.C.C. 16.82,as well as the
conceptual tree retention pian(dated April 21,2006). No clearing of the subject property is
permitted until the final tree retention plan is approved by LUSD. Flagging and temporary I
fencing of trees to be retained shall be provided,consistent with K.C.C. 16.82 The placement of
impervious surfaces,ftll material,excavation work,or the storage of construction materials is
prohibited within the fenced areas around preserved trees,except for grading work permitted
pursuant to K.C.C. I 6.82.
17. Street trees shall be provided as follows(per KCRS 5.03 and K.C.C. 21 A.16.050):
I 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 d�stance 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 Caunty determines that the requited 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 within the right-of-way, and
� LOSP0019-Martin Pagc 9 of 13
shall not include poplar,cottonwood, soft maples, gum, any fruit-bearing trees,or any I,
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 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 rime of inspection, if the
traes 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
h. A tandscape inspection fee shalt also be submitted prior to plat recording. T'he inspection '
fee is subject to change based on the current county fees.
SEPA
18. 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.
i.) To mitigate the significant adverse impact the plat of Martin will have on the
intersections 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,
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 Deparqnent 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 intetsection improvements.
Documentation shall be submitted to show this requirement is met. All consttvction work
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
approval,the applicant may post a financial guarantee with WSDOT which assures the
installation of these improvements within two years of the recording of Martin. In this event,
intersection improvement design must be approved by WSDOT prior to King County approval of
the engineering plans for Martin.
If the above-noted intersection improvements have already been made by others prior to the
recording of Martin, or a financia] guarantee has been posted by others which assures the
installation of these improvements,then the applicant for Martin shal] pay a pro-rata share dollar
� LOSP0019-Mariin Page]0 of 13
amount to the developer who has made the improvements or"bonded" for the improvements, in
an amount proportional to the impacts of Martin. The pro-rata share dollar amount to be paid
shall be set by WSDOT,and documentation shall be provided by the Martin applicant to the K'ing
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 Martin lot count
• The trip distribution for Martin
• The total trips contributed to the intersection of SR 900.148`�Ave by the plats of
Aster Park(LOOP0024), Stone Ridge(L99P3008), East Renton (L02P0005),
Shamrock(L02P0014),Rosemonte(aka Uonwood—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`�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 tong 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 Martin. [Comprehensive Plan Policy T-303 and King County Code
21 A.28.Ob0A]
2.) Documentation shall be provided to demonstrate to the satisfaction of WSD07'
that stopping sight distance(360 feet)is available on the east leg of the SR 90()/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 vegetarion within the right-of-way along SR 900,east of 148�'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]
ORDERED this 3rd day of April,2007.
James N.O'Connor
King County Hearing Examiner pro tem
TRANSMITTED this 3rd day of April, 2007,to the parties and interested persons of record:
Safit Basic Jcel Delange Keith&Cathy Gilbert
12601 - 148th Ave. SE 12438- 148th Ave. SE 12609- 148th Ave. SE
Renton WA 98059 Renton WA 98059 Renton WA 98059
Robert D.Johns Andy T. Phung Christi Schumann
Johns Monroe Mitsunaga 9333 - 57th Ave. W 12502 - 145th PI. SE
1601 - 114th Ave. SE, # 110 Mukilteo WA 98275 Renton WA 98059
Bellevue WA 98004
Seattle KC Health Dept. Sara Slatten Triad Associates
i
� LOSP0019-Martin Page I 1 of 13
E. Dist. Environ. Health CamWest Development 12112 - 1 l5th Ave.NE I
14350 SE Eastgate Way 9720 NE 120th Pl #100 Kirkland WA 98034 �
Bellevue WA 98007 Kirkland WA 98034 ,
Kim Claussen Lisa Dinsmore Peter Dye '
DDES/LUSD DDES/LUSD DDES/LUSD
MS OAK-DE-0100 MS OAK-DE-0100 MS OAK-DE-0100
Ray Florent Nick Gillen Shirley Goll i
DDES/LUSD DDES/LUSD DDES/LUSD j
MS OAK-DE-0100 MS OAK-DE-0100 MS OAK-DE-0100
Kristen Langley Karen Scharer Steve Townsend �
DDES/LUSD DDES/LUSD DDES/LUSD
MS OAK-DE-0100 MS OAK-DE-0100 MS OAK-DE-0100 I
Larry West Kelly Whiting
DDES/LUSD KC DOT,Rd. Srvcs. Div.
MS OAK-DE-0100 MS KSC-TR-0231
NOTICE OF RIGHT TO APPEAL
i 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 Of�ice of Finance)on or
before April 17,Z007. If a notice of appeal is filed,the original and six(6)copies of a written appeal
statement 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 Apri124,2007. 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 Councit, Room 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 dces not occur within the applicable
time period. The Examiner dces not 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 prior to the close of business on
the next business day is sufficient to meet the filing requirement.
If a written notice of appeal and filing fee are not filed within fourteen(14)calendar days of the 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 futther action by the Council.
!
� LOSP0019-Martin Page 12 of 13
MINUTES OF TI-�E MARCH 22,2007, PUBLIC HEARING ON DEPARTMENT OF DEVELOPMENT
AND ENVIRONMENTAL SERVICES FILE NO. LOSP0019.
James N.O'Connor was the Hearing Examiner in this matter. Participating in the hearing were Karen
Scharer, Pete Dye, Kristen Langley and Ray Florent representing the Department; Robert Johns
representing the Applicant, and Andy Phung and Safet Basic.
The following Exhibits were offered and entered into the record:
Exhibit No. 1 DDES file no. LOSP0019
Exhibit No.2 DDES March 22,2007,preliminary report for file no. LOSP0019, with attachments as
follow:
2.1. Plat Map w/13 Lot Plat Design
2.2. City of Renton Sewer Availability
23. Surface Watcr Management Variance/L06V0043
2.4. Density Calculations w/R-4 zoning
2.5. ROW/Easement Exhibit, 2 pages
Euhibit No.3 Application for Iand use permiVplat no. LOSP0019 received 9/28/2005
Exhibit No.4 SEPA Checklist received 9rL8/2005
Exhibit No. 5 SEPA Mitigated Determination of Nonsignificance issued 1/26/2007
Exhibit No.6 Affidavit of posting for Notice of Application indicating posting date of I 1/4/2005;
� received by DDES on 11/8/2005
Exhibit No.7 Revised Site plan(13 lot preliminary plat map)received 4/21/2006
Exhibit No. 8 Assessor's maps(2)-SE 10.23-OS &SW 11-23-OS
Exhibit No.9 L,evel 1 Downstream Analysis by Triad Associates,date received 9/28/20�
Exhibit No. 10 Traffic Impact Analysis by Transportation Engineering NorthWest , recei�ed �;��;�u��
Exhibit No. I 1 Request for School Information Form from Issaquah School District, received
I 1/12/2005
Exhibit No. 12 Email from Sara Slatten to Noreen Anderson dated 4/6/2005, with 14 pages of
attachments
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 11/3/2005
Exhibit No. I S Letter(with 17 attachments)from A Phung, received 4/18/2006
Exhibit No. 16 Email to&from A Phung,re: ownership of 16' wide strip, dated 11/23/2005
Exhibit No. 17 Email(with 7 attachments)from Safet Basic re: road improvements & flooding dated
2/6/2006
Exhibit No. 18 Letter from Sara Slatten re: response to request for information & Phung/ownership,
dated 6/22/2006
Exhibit No. 19 Email from Sara Slatten dated 7/12I2006 regarding Summary of An Phung discussions,
forwarded by Kim Claussen on 7/13/2006 with 3 attachments
Exhibit No. 20 Letter(with enclosures—3 pages) from Eric Campbell of CamWest to A Phung re:
resolution of property ownership, etc, dated 9/l4/2005
LOSP0019-Martin Page I3 0!l3
E�chibit No. 21 1121/2005 email from Safet Basic regarding property lines & noise with undated
response from Lanny Henoch
Exhibit No. 22 11/28/2005 emai) from K&C Gilbert with 11/29/2005 response re: sewer extension to
their property
Exhibit No.23 Email from Ray Florent re: ownership documentation,dated 6/22/2006
Exhibit No.24 Email from Ray Florent re: ownership documentation,dated 6/28/2006
Exhibit No.25 Letter from A Phung, re: property ownership, dated 3/19/2007
Exhibit No.26 Testimony of Raymond Florent dated 3/22/2007
J1VOC:gao
LOSP0019 RPT
;
�
_ � � �
. -� _ �- � Web Date: 0928/2005
ROAD STANDARDS
King Couniy VARiANCE REQUEST TO THE
^Epafinerrt of Development and Environmental Services
�nd Use 3ervices Division COUNTY ROAD ENGINEER
b Oakesdale Avenue Southwest
Renton,Washington 98055-1219
zos-Zss-gaoo rnr Zos-zss-7z�� For alternate formats, call 206-296-6600.
Project Name: DDES File No.: ��� O j��
Martin Property L ll
Projed Address and Parcel Number: Ig atu • Date•
1023059�3 C ��0�
ApplicanUDeaign Engineer Name: ne nng Firm Name:
CamWesU Rebecca Cushman Triad Associates
Address: Telephone:
12112 115"'Ave N E 425 821-8448
City, State,ZIP: DDES Engineer Initials:
Kirkland,WA 98034 ❑ Route Application to LUIS
❑ Check here if proJect engineering plans are approved and conshudion has begun.
INSTRUCT10N3 TO APPLICANT/DE81t3N ENGlNEER:
Please be sure to include all plans, sketches, photos and maps which may assist in complete review and consideration of
your variance request. For a complete list of road variance submittal reguirements, refer to separate list nom DDES.
Failu�e ta provide ail pertinent informatlon may result in detayed processing or denial of request. Please submit this
reauest and aaqUcable fee to the Department of Development and Environmental Services(DDES) Permit Center at 900
Oakesdale Ave. SW, Renton,WA 98055-1219. To make an appointment for peRnit submittal, please call 206-296-6797.
For more information, refer to the DDES Web site, www.metrokc.govlddes.
`i`'��:���� E �F� h�? t�• F �l� ti�4. �S:: ..=,�t��
[i�'�'f�;:
1�',
'�ESCRIPTION OF VARIANCE REQUEST:
Intersection Stopping Sight Distance: Illumination on Sag Curve.
APPLICABLE SECTION(S) OF STANDARDS:
1993 KC Road Standards 2.12C and D.
JUSTIFICATION (see attachments, pages to ):
see attached
AUTHORIZATION SIGNATURES:
DDES STAFF RECOMMENDATION DEPARTMENT OF T NSPORTATION AUTHORIZATION
A roval Conditioned A roval Denied
County Design En eer: Date
Developm / esignee: D e County Roa Engineer: Date
(
ONS F PPROVAL:
A�� �;�to�cd► �(Iwrnan� ���' �r �v����@'�P-
KIM(3 COUNTY
Check out the DDES Web site at www.metrokc.Qov/ddes
RoadStandardsVarReq6_19_07.doc le-req-rdvar.pdf 09I28/2005 Page 1 of 1
�_�
�
���o�,�, RE�E��'�D
Raada and Engfneering I?1ti4aion
De rtmen�oC �
� ����
�,�p�;� (i �i �y�L.
�e�a�ua�,s , ; , -:
400 Ne�ler Wav Rmm�00 K�!�:i r...1:1t`!I�,
Seattk,Wi148161•2fiS7 �.�11 rl� ��JL ��.t��l�l�•�:�
April 27, 1994
TO: Gary Kohler, Manager,Land Use Services Division
Department of Development and Environmental Sarvices (DDES)
: Jim Sanders, P.E., Development Engineer
VI : loyd Neal, P.E.,Traffic fingineer, Traffic and.Planning Section
F ulette Norman P.E., Development Review Engineer
ifi eti n For Ill � i ' n f rv on Residentiai St eet
King County's illumination requirements on arterial streets dif�'er from those required by Puget
� Power for residential streets. Section 2.12C, of ihe l 993 King County Road Standards, allows
DDES to approve illumination as a means of mitigatin�deficient sag verticat curves for night
time coaditions.
In an effort to eliminate inconsistencies in illumination designs, tl�is office met with Puget Power
regarding criteria for illuminating sag vertical curves on residentia) streets. We mutually agreed
on a minimum light level of 0.4 foot-candles and a 6:1 uniformity ratio. To meet these criteria,
design residential street lishtin� as fo3lows:
• lOQ watt High Pressure Sodium luminaires
• 25 foot mounting height
. ]00 to 120 foot spacing, tliroughout the sag curve, as defined by King County Road
Stsndards
Itlumination plans, ��hich incorporate these elements, will provide night time stopping si�t�t
distance on roadway widths of 22 to 3G feet, without excessive illumination of neighboring
homes. I request that your en�ineering review staffutilize these standards in future
considecations. �
If you have any questions concerning this matter, plaase contact Paulette Norman at 296-6596.
cc: Greg Frisbee, Lighting Engineer,Puget Power
Herold Taniguchi, Tnterim Mana�er, Roads snd Engineering Division
ATTN: Tom Bertek, Road Variance Engineer, Engineering Services
Linda Smitli, Signal Operafions and Design Enginecr
r:w,�u,�,t.ao�
�
.�...,..
Martin Property—Technical Information Report
3 OFFSITE ANALYSIS
Please refer to the "��tartin Property Level 1 Do«-nstream Analysis" by Triad Associates, '
dated September 18, 2005, as submitted and approved by King County.
� ,,
,
,
i
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September 20, 2007 Page 3-1
Job#04-257 '
T ,RIAD
�=
i
Martin Pro ert
p y
King County, Washington
Level 1 Downstream Analysis
Prepared for
CamWest Real Estate Development, Inc.
Triad Job No. 04-257
�
Martin Property- Level 1 Downstream Analysis
Prepared For: I
CamWest Real Estate Development, Inc. I
I
Martin Property
Level 1 Downstream Analysis
King County, Washington
Issued: September 18, 2005
�
s
Prepared By: .;�
Kristen Anderson, E.I.T. � ���'
� NAL ENv /�,�5�
EXPIAE811
Reviewed By:
Rebecca Cushman, P.E.
sn e�2oo5 Page i
Job#04•257 �T�n 71
!'11J
�=.. ., „�.
Martin Property- Level 1 Downstream Analysis �I
I
,-- �
Table of Contents
1 TASK 1 STUDY AREA DEFINITION 8 MAPS ...................................................1
1.1 IntroducUon..........................................................................................................................1
1.2 Study Area............................................................................................................................2
2 TASK 2 RESOURCE REVIENY...........................................................................2
2.1 Klnp County Basln Reconnaissance Program.................................................................3
2.2 Sensitive Areas Follo..........................................................................................................3
2.3 IClnD County Sol/s Survey...................................................................................................4
2.4 Pedere/Emergertcy Management Agency(FEMA)...........................................................4
2.5 ICing County Wedand lnventory.........................................................................................5
3 TASK 3 8� 4 FIELD INSPECTION � DRAINAGE SYSTEM DESCRIPTION
AND PROBLEM DESCRIPTIONS.............................................................................5
3.1 Exlsdng Slte Condldons.....................................................................................................5
3.2 Onslte Dralnage...................................................................................................................6
3.3 Of/slte Dr�Inage...................................................................................................................7
4 TASK 4 DRAINAGE SYSTEM DESCRIPTION ..................................................9
4.1 Downstream Descrlptlon....................................................................................................9
�' 4.2 Downsb+eam Problems.................
, .......................................................................................9
5 TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS...............11
APPENDIX
iMAP
DOWNSTREAM DRAINAGE EXHIBIT
ONSITE FEATURES EXHIBITS
WESTSIDE OF SITE
EASTSIDE OF S(TE
DRAINAGE BASINS(K.C. BASIN RECONNAISANCE PROGRAM 1987)
LOWER CEDAR RIVER BASIN MAP(PRINfED 8-18-05)
KRVG COUNTY COMMUNITY PLANNING AREAS
FLOOD MSURANCE RATE MAP #530071 0350 A(F.E.M.A.)
KMG COUNTY SOILS SURVEY MAP AND LEGEND
� S�E TIR SEcT�a�l f�
TABLE 3.2.2.B OF THE 1998 KCSWDM
TOPOZONE TOPOGRAPHIC MAP
LOWER CEDAR RIVER TRIBUTARIES
OFFSITE ANALYSIS DRAMAGE SYSTEM TABLE
OFFSITE ANALYSIS-DRAINAGE COMPLAINT MAP
DRAINAGE COMPLAINTS
TERRASERVER AERIAL IMAGE
SENS[TIVE AREAS FOLIO MAPS
SIENNA ROADWAY IMPROVEMENTS
��.
9l18l2005 l� Page ii
Job#04-257 /T��
�A510CIa7E3
�
Martin Property-Level 1 Downstream Analysis
� 1 TASK 1 STUDY AREA DEFINITION & MAPS
1.1 Introduction
The project proposes to construct 14 single-family lots on approximately 3.71 acres in King
County, Washington. The site, currently referred to as Martin Property, is north of the City
of Renton boundary and between 144th Place SE and 148th Avenue SE. Martin property is
within 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 Level 1 Downstream
Analysis describes drainage to and from the site per Tasks 1-5 (Page 2-10 through 2-13) of
the 2005 King County Surface Water Design Manual (KCSWDM).
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9�i8r2005 Page 1
��t, aoa-25� /TRIAD
Martin Property- Level 1 Downstream Analysis
1.2 Study Area
� The study area, per Tasks 1 & 2 (Definition, Niaps and Resource Review), ���ill extend up to 1
mile downstream of the site. A one mile radius from the site is shown on the King County
iMAP (printed 6/16/OS) available in the Appendix. The site is rectangularly shaped, with a
15' wide `flagpole' road on the northeastern edge extending approximately 120' eastward to
148`h Ave NE. The upstream, offsite basin is limited to a small area (less than 0.83 acres)
composed of three parcels neighboring the eastern edge (1023059355, 1023059038, and
1023459341). As required, the upstream limit goes far enough to preclude any backwater
ef�ects from this project. Onsite runoff flows southwest as evident by the site's topography.
A french drain collects nuioff a few feet offsite of the western site border in the neighboring
Shamrock development's rightlined conveyance system. The intercepted drainage is
conveyed to the Shamrock detention wetpond and released gradually via the associated
control shucture. The downstream, offsite analysis extends to the Maplewood Creek beyond
148`h Ave SE and SE 142"d St leading to the Cedaz River. An appendicized iMap figure is
availabte to observe the one mile radius limit azound site. Per Tasks 3, 4, and 5, the
downstream study azea is only required to extend to the quarter-mile point located near 148'h
Ave SE and SE 142"d St(as shown on the Existing Conditions Exhibit providing a circle with
a '/, mile radius) or a location where the project site azea is less than 15% of total tributary
drainage azea to the quarter-mile point.
2 TASK 2 RESOURCE REVIEW
Available maps and information reviewed which are included for the following Resource
IReview are:
- Lower Cedar River Basin Map
- Sensitive Areas Folio Maps
- FEMA 100-year Flood Plain Map (September 12, 1978)
- Drainage Complaints on file at King County Records Division
- King County Community Planning Areas (May 1985)
Resources reviewed and listed in the 2005 KCSWDM disct�ssed below include:
; - King County Basin Reconnaissance Program
9118l2005 Page 2
Job�t04-25? �TRIAD
�= , , ,,.
Martin Property- Level 1 Downstream Analysis
- Sensitive Areas Folio
- King County Soils Survey
- FEMA
- King County Wetlands Inventory
- Other Offsite Analysis Reports (more specifically, Sienna Level 1 Downstream
Analysis-dated 8/1/2001 and Shamrock Level 1 Downstream Analysis-dated
1/1/2004.
Resources listed in the 2005 KCSWDM which were not reviewed are: I
- Critical Drainage Area Maps
- Road Drainage Problems
- Migration River Studies ,
2.1 Kfng County Basin Reconnaissance Program I
According to the King County Basin Reconnaissance Program Summary (Vol. 2), the site is
located within the Lower Cedar River Sub-basin of the Cedar River Drainage Basin (see
Basin Maps located in the Appendix). The site is located within the Newcastle Community
Planning Area as shown on the appendicized delineation of King County Community
Planning Areas.
2.2 Sensftive Areas Folio
Maps from the King County Sensitive Areas Folio (December 1990) show that the site is not
in a sensitive area with regard to seismic hazards, coal mine hazards, erosion hazards,
wetlands, streams, or 100-year flood plain. However, a Class IV wetland has been
delineated centrally along the westem boundary of the site.
Q;�sr�oo5 Page i
�°r �'�" �`�' �TRIAD
Martin Property- Level 1 Downstream Analysis
2.3 King County Soils Survey
According to the King County Soils Sun�ey, the majority of the site lies withicl Alden��ood
soils (AgB and AgC).
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�1� S/TE C OCA TION (N T 5
See the appendicized King County Soils Survey Map and Legend. Table 3.2.2.B of the 1998
KCSWDM classifies this type of soil in the SCS Hydrologic Soil Group C and the Till
KCRTS Soil Group (available in the appendix). A 'Subsurface Exploration, Geologic
Hazard, and Preliminary Geotechnical Engineering Report' (January 27, 2005) prepared by
Associated Earth and Sciences, Inc. is available for review in the appendix.
2.4 Federal Emergency Management Agency (FEMA)
According to the appendicized FEMA Map #530071 0350 A (dated September 29, 1978), the
site is not located withu� a 100-year floodplain.
l
9/18l2005 Page 4
Job#04-257 �TR1AD
Martin Property -Level 1 Downstream Analysis
_ 2.5 King County Wetland Inventory
:�
According to the King County Wetlands Inventory I�-laps there are no wetlands located
onsite. However, a small (0.03 acre, approximately) wetland has been observed near the
central-western portion of the site. A wetland study will be completed and the wetland area
will be marked. Appropriate buffers based on wetland classification will be incorporated into
the final design.
3 TASK 3 & 4 FIELD INSPECTION & DRAINAGE SYSTEM
DESCRIPTION AND PROBLEM DESCRIPTIONS
The following site description is based upon a field inspection performed on August 24`h,
2005 by Rebecca Cushman, P.E. and Kristen Anderson, E.I.T. (Triad Associates) The
weather on August 24th was mildly humid and sunny. The entire site was walked and
downstream drainage conditions were examined on that date. Observations are noted in thi�
1
section.
3.9 Exisdng Site Conditions
Refer to the Onsite Features Exhibits to aid in the following site description.
One single-family home along with an associated driveway, two bams and intemal fencing
currently exist onsite. Approximately 0.03 acres in the central western edge of the site
appears to have some wetland characteristics such as reeds, buttercups, and sedges. During
this site visit the 0.03 acre area was dry. It appears to be self-contained and did not have
outgoing flows. The wetland characteristics do not appear to extend beyond the property line
onto the western neighboring parcel, Most of the existing site terrain is mildly sloped (2-5%)
from northeast to southwest. Steeper slopes (8-10%) are on the 1 S' wide flagpole extension.
The highest elevation (480 feet) is at the tip of the flagpole extension adjacent to 148`�' Ave
NE. The lowest elevation is at the southwest comer (443 feet). T'lie entire site is pastured
with some trees and blackben�y overgrowth. Deciduous trees are planted in line with three
9/18/2005 Page 5
�ob aoa.z5� /TR1AD
Martin Property- Level 1 Downstream Analysis
shallow channels. Three Evergreen trees (30-40 feet tall) are near the existing onsite
' structures. existing structures.
Much of this site is enclosed by fencing. The 15' wide gravel drive running from 148th Ave
toward the western property edge is fenced off from the rest of the site except at the garage
entrance driveway. The east, west and south property boundaries are entirely fenced. In
addition, onsite fence enclosures exist within the site. One 20 x 20 fence enclosure contains
blackberry brambles on the west side of the residence's driveway. A second fence enclosure
appears to be used as a conal for livestock and is located in the southeast corner of the site.
This corral is offset from the eastern and southern fence line by nearly 10 and20 feet,
respectively.
3.2 Onsife Drainage
Onsite elevations range from 478 feet to 444 feet. The majority of the site consists of
elevations between 444-470 feet. The site elevation in the northeast comer is at elevation
r
478' at the northem tip of the 15' wide flagpole end (near 148th Ave SE). The slope along
�
the flagpole access route is neazly 9%. This area is graveled and is used as access to the
current onsite residence's driveway.
There are three notable onsite drainage paths that extend to the westem edge of the site. One
ditch (labeled 'A' on the Onsite Features Map) is on the west half of the northern edge of the
site. This ditch crosses in &ont of the driveway, through blackberry brambles and through a
line of inedium-sized deciduous alder trees before reaching the west edge of the site. A
second ditch (labeled 'B') extends from an upstream eastern parcel along the entire southern
edge of the site also leading drainage to the western edge of the site. This ditch is
sporadically lined with blackberry brambles that increase in density toward the west. The
� southern-edge ditch increases width to nearly four feet as it ventures west. A third ditch
(labeled 'C') is located amongst the central path of trees in the �vestern pasture. The overall
site has one distinct onsite drainage basins flowing southwest towards the neighboring
Shamrock Development.
9116f2005 Page (�
Job#04-25? �TR1AD
Martin Property- Level 1 Downstream Analysis �
- Other notable onsite features are shown on the Onsite Features N1ap. This includes a 2'
diameter 'home-made drywell' that exists in the small front yard of the residence. It appears
to be an empty metal barrel in the ground with a pipe outlet inside receiving drainage from
the south. Drainage entering this drywell drains westerly during overflow to ditch A. A
second onsite feature is a 10-15' long drainage rock path/french drain runs parallel to both the
northern fence line and northern corral fence line (labeled as a 'french drain' on Onsite !
Features Exhibit). This runoff collection appears to outlet to the east-to-west ditch/swale !
along the southern property line,however the outlet was not observed �
3.3 Offsite Drainage '
The basin's of�'site drainage path is described in the following paragraphs. To assist in
understanding the narrative, please see the Downstream Drainage Exhibits. The on(y
upstream areas draining to the site are from three eastern adjacent properties (1023059355,
1023459038, and 1023059341). The offsite flow from this site enters a backyard French
drain system (D, see Downstream Drainage Exhibit) alongside the Shamrock site's eastem �
border. This runoff is incorporated into Shamrock's tightlined storm drainage system and I
collected in a wet detention pond within Shamrock. The associated control structure releases
runoff as required by Level Two Flow Control Standazds (matching peaks at the 2- and 10-
yeaz, 24-hour storm event and durations between %z of the 2-year and 50-year storm events).
The released runoff flows south through a 120'-42" culveri underneath 128`h St, into a
drainage ditch behind 14415 SE 128`h St. The ditch ranges from 2 to 3 feet deep and then
travels 34' under a driveway via an 18-inch culvert. No fortnal drainage complaints were
provided by King County or the City of Renton; however, overtopping of the ditch was noted
on November 14, 2001 during a site visit on the Sienna Project. The stormwater appeared to
be 2-3 feet below the existing house and did not enter the area behind the home within the
chain link fence. Once the stormwater reaches the south property line of this parcel, the
storm water enters the north property line of a recent development (Sienna). The flow is then
picked up in an emergency overflow birdcage structure at SDMH, tightlined througll tlle 36-
inch bypass pipes within the Sienna development and conveyed i�i a southerly direction.
(See Sienna Road and Storm Plans, Sheet 10 of 36- available in the appendix). At NE 2"�
Street (a.k.a, NE 132"� St) the tightlined conveyance is joined by the tightlined a�ld contcolled
9�18/2�05 Paqe i
Job#04-257 �TRIAD
Martin Property- Level 1 Downstream Analysis
;
_ release from the Sienna wetpond. The 36" tightlined system turns west to run along NE 2"a
street and turns south to follow the westside of Jericho Ave NE (a.k.a. 144`h Ave). The
tightlined flow is joined by an westward-flowing culvert underneath 144`h Ave and continues
west and then south as a ditch. The ditch is briefly culverted to the south under the
intersection between SE 136th Street and 142nd Ave SE, and exits a 42-inch culvert with a
trash rack into a large swale known as Maplewood Creek. The Maplewood Creek/swale
meanders southand east as shown on the Topozone Topogrpahic Exhibit until reaching the
outfall into Cedar River. At the time of the site visit the Maplewood Creek swale was dry.
At the 42-inch culvert the creek is a broad swale(20 feet wide) and ten feet deep. The swales
width, and especially its depth, increase towards Cedar River. It is more accurately described
as a ravine as the drainage path is followed south.
i
i
9/18/2005 Page �
.►ob�oa-z5� �TR1AD
, , -
Martin Property- Level 1 Downstream Analysis
� 4 TASK 4 DRAINAGE SYSTEM DESCRIPTION �I
4.1 Downstream Description ��
Drainage from the site is tributary to one drainage sub-basins. The The tributary associated '
with this project leads to collection point 6 as shown on the map of Lower Cedar River
Tributaries available in the appendix. An aerial of the downstream drainage system through
Maplewood Creek is available in the appendix. i
4.1.1 Offsite Runoff to Cedar River
Runoff &om the basin is tributary to Cedar River and, ultimately, Lake Washington. The
following narrative describes the downstream drainage paths for the basin.
No downstream drainage problems were observed at the time of field investigation.
4.2 Downstream Problems
A list of downstream drainage complaints within a 1 mile radius of the site was obtained per
King County Request via the 2005 manual. WLRD Stomiwater Services Section indicated
that complaints pre-1990 are not readily available. In addition, complaints older than 10
yeazs are not required per the 2005 KCSWDM and, therefore, not included. Additionally,
King County was not able to locate some of the complaints in the area and will not be
included in this report. The list was evaluated for pertinent complaints within the
downstream corridors of the site. The following narrative lists the downstream problems
reported to the King County Water and Land Resource Division (KCWLRD). Downstream
complaints lists for near by developments (ie. Shamrock, Sienna) were reviewed in addition
to the complaints obtained for this project.
According to complaints compiled by the King County Water and Lat�d Resources Division
available in tl�e Shamrock Downstrea�n Analysis (I/1/2004), several instances of past
flooding have been reported in areas near the downstream drainage path of the site.
Problems of flooding and drainage in the area south of the Sienna project seem to have been
91�8/2005 Page 9
�°b#°°-25; �TRi.AD
Martin Property - Level 1 Downstream Analysis
r
alleviated with the recent installation of a 36-inch pipe system . Details of these complaints
� are available in the Shamrock Level 1 Downstream Analysis.
Since the installation of the 36-inch conveyance system there has bee�i one downstream
complaint. This complaint comes from the resident at the address of 5511 NE 2nd Street.
The resident complains of the roadside ditch overtopping. Per conversations with Ron Straka
with the City of Renton, this is considered a maintenance issue. In addition, available
topography suggests that potential over-flows from the Sienna project would flow east along
3rd Street to Lyons Avenue, then south along the west side of Lyons Avenue rather than
further east to the subject property.
Some complaints have been documented near the Martin project's downstream path. A
compilation of the drainage complaints reviewed for this site are in the appendix. An Offsite
Analysis Drainage System Complaint Map shows the approximate location of the drainage
complaints on a Thomas Guide map. King County's 2005 Surface Water Manual does not
require drainage complaints that are more than 10 years old to be included in a Level 1
Downstream Analysis due to the age of the problem, development that has occurred, etc.
A list of drainage complaints within a one mile radius has been compiled and evaluateci �
reference to the proposed project's downstream drainage pathway. Please refer to the master
list of complaints and annotated Offsite Analysis Drainage System Complaint Map included
' in the appendix. The complaint map shows the approximate location of the drainage
complaints on a Thomas Guide map. King County's 2005 Surface Water Manual does not
require drainage complaints that are more than 10 years old to be included in a Level 1
Downstream Analysis due to the age of the problem, development that has occurred, etc.
Complainis #1 through #42 have been listed, however, they are not within the downstream
drainage path. Copies have been provided as informational only. The following complaints
are due to either flooding or erosion. Drainage Complaint#28 (location shown on the Offsite
Analaysis - Drainage Complaint Map) was at or near the intersection of 148t1� Ave SE and
S.E. 136th Street in August of 1999. T11ese were concerns about possible futt�re flooding due
to development at that location. Drainage Complaint #l0 is a description of flooding near
Amonte Florist at 4801 NE 4th Renton, WA. Tliis floodi�lg was due to clogged cb's and
� eulverts and appears to be a maintenance issue. The siltation of cb's and culverts will not be
9l�812005 Page 10
Job#04-257 �TRiAD
Martin Property- Level 1 Downstream Analysis
aggravated by development of the Martin Property due to not being located within the Martin
Site's downstrearn path. Complaint #30 in August 2000 was due to citizen concem regarding
flooding from upstream development. Capital Improvements were under taken to correct
historic flooding expressed by this neighbor. The Martin Property is not upstream of this
flooding described in this complaint and should not aggravate the situation during
development. Complaint #12 in 1997 was flooding in Puget Colony Homes (also not
downstream of the Martin Site). Complaint #16 and #17 were of ponding in yards and are
not downstream of the proposed site. Complaint #2 and #3 are related to a residence that is
low with respect to the road and neighboring lots and storm water tends to pond in the
driveway. This residence is not in the drainage path of the Martin property. Complaint #42
and #39 are regarding a pond outlet control structure that is not within the Martin Site's
drainage path. It was clogged and flooding.
The remaining drainage complaints on record that are not related to flooding or erosion were
often related to suspected pollurion or broken fences. Complaint #24, #21, #37 and #38 were
pollution related. Complaint #5 is at or near the intersection of SE 128th and 143rd is in
� regards to possible pollution led to storm drainage system. Complaint # 15 is a broken fence
at an R/D pond outside of our drainage path. Complaint # 31 is a broken fence at easement.
Complaint #4 is permission to vacate a road that is unrelated to this project. The proposed
development of this site will not aggravate the above mentioned situations. �
5 TASK 5 MITIGATION OF EXISTING OR POTENTIAL
PROBLEMS
The project pr�poses to construct a storm water detention pond which will provide Level 2
Flow Control per the 2005 King County Surface Water Drainage Manual. The pond will
incorporate sufficient dead storage to also provide Basic Water Quality Treatment in
accordance with King County requirements. Additionally, all new storm water conveyance
systems will be designed in accordance with the criteria outlined in the current King County
Surface Water Design Manual.
s��e�2oo5 � Page 11
�ob�oa-z5� , TRIAD
Martin Property- Level 1 Downstream Analysis
�
__ During the field investigation of the downstream drainage course ongoing erosion or
downstream drainage problems were not observed onsite or near Cedar River. To mitigate
any potential problems, overflow route for flows larger than the 10-year peak storm event
will be directed into the downstrearp pipe system. The proposed detention pond will be
modeled assuming the existing site as completely forested as required by the 2005
KCSWDM. Flows will be detained and released controlling the 2- and 10-year peak flows as
I
well as matching the durations of storm events from the 1/2 of the 2-year through the 50-year
storm.
i
9/19/2005 Page 12
�����04-'`�' �TRIAD
Martin Property- Level 1 Downstream Analysis
� APPENDIX
iMAP
DOWNSTREAM DRAINAGE EXHIBIT
ONSITE FEATURES EXHIBITS
WESTSIDE OF SITE
EASTSIDE OF SITE
DRAINAGE BASINS (K.C. BASIN RECONNAISANCE
PROGRAM 1987)
LOWER CEDAR RIVER BASIN MAP (PRINTED 8-18-OS)
KING COUNTY COMMt1NITY PLANNING AREAS
FLOOD INSURANCE RATE MAP #530071 0350 A
(F.E.M.A.)
KING COUNTY SOILS SURVEY MAP AND LEGEND
REPORT PREPARED BY AESI, INC. (January 27, 2005)
TABLE 3.2.2.B OF THE 1998 KCSWDM
TOPOZONE TOPOGRAPHIC MAP
; LOWER CEDAR RIVER TRIBUTARIES
OFFSITE ANALYSIS DRAINAGE SYSTEM TABLE
OFFSITE ANALYSIS - DR.AINAGE COMPLAINT MAP
DRAINAGE COMPLAINTS
TERRASERVER AERIAL IMAGE
SENSITIVE AREAS FOLIO MAPS
SIENNA ROADWAY IMPROVEMENTS
(
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he information included on this map has been compiled by King County staff from a variety oi sources and is subject to change without notice.
King County makes no rep;esentations or warranties,express or implied,as 10 accuracy,completeness,timeliness,or rights to the use of such
information.King County shall not be liable for any general,special,indirect,incidental,or consequentiai damages including,bui not limited te,
lost revenues or lost profts resulting from the use or misuse of the information contained on this map.Any sale of this map or information on
his ma is rohibiied exce t b written ermission of King County.
King_County�GIS_Center�NEws�5en,i_ces�Comments �Sea_rch -`- --
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Back to the Cedar River Basin Plan
Updated: May 29, 1998
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INITIAIIOENTIFICATION � ��� ���`'�;,�. ���
JANUAAY17.1Y76 \,�--`�-.�. �E��N—`'��y� �I�1� CO�HTY�
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����,�� S "
Refu to the CONVERSION TO REGUTAR PROGRAM Eatc @� E �
shov.n o� this m� to determi�e whe� xtua�ial �ates apply to Z�E C ° � I �
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structu�a in the zones wherc elevations or dcpths havc ban Z�E •-� � !
aublished. � -�"�-� .�.,�y
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To Qetermi�e it rlood Msunnu is avaflsble in this wmmu�ity, R 10Z .`-� ��� ! L �
contict yowr 4�wnnce a`e�t, or cail the National Fiood Inwr- � �
ance Yro`nm,,t(eoo)638�zo,a(soo►4z4�a�z. ZONE B � �� "'' -�"-
79 � � * *
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" 95 �� � U.S.DEPARTMENT OF HOUSINa
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�+ .FEOEqAL�Nf1JRANCE AOMINISTRATION
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APPROXIMATE SCALE `` � � 114 116 = � �
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1�IN(� C,�U►JTY SOI�S SURVE�I I.���ND.
EPARTMENT �F AGRICULTURE
1PISERVATION SERVICE KING COUNTY AREA,WASHING7(
SOII.LEGEND
TM(irs�copUal bner fs rM in7rbl orn of i!w soll nom�. A stcond copltal I�ner,
A,B,C,D, E,w F, i�dlco��s riw clo�s of aloq. SYmbols wt�fiour o slop� le���r
w��hos� o(n�wly lev�l soils. �
SYM80l NAME ew�+dorv. �+or+o„o�
AgB Ald�rwood prowlly sondy loom,Oto 6 p�rc�ot�lop�s Sie��...............
��AyC AldKwood grw�lly sondy loowy 6�o IS pKc�n�slop�s CounW. Par�sh,
ApD Ald�rwood qrowily sady loom,IS ro 30 p�rc��lopes C+��1 rw„ns1.+p,r
AkF Ald«wood wd Klrsop awls,wry s��ep
AmB lv�nts,Alden.00d.aarlol,0 to 6 p�rceM slop�s• Incwporo�ed c f�r
AmC Ar�nts,AW�twood ma�Kbl,6�0 15 p�rc��t slop�s•
An Ar�nH,Evertlt iwot�rfol• Rn�rvoiion, no��
B�C Bwuslh qrawlly s«dy loom,6�o IS p�rc�m slop�s S1w1�po.k, ceme
Be0 B�ousif�qrov�lly swdy loom, 1S�o J(1 pKctro slop�s
B�F FSeousH�prov��ly sadY Imm,�0�e 75 ONc�o�slop�s ��..J �.`...........
Bw B�II�.qMw��1� Iw,w
Br BrlscW sll�loom 7ow�.shin�r�o.y<
Bu Bvckl•y s11t bem �•�.••,•..�.� •..•,,•
Cb Coostol B�x�ts ������~, ��r"
$ec�ion lin�, oppw
Eo EvLwwu s111 bon�
Ed Edpewick firN swdy loon To�ns�+o���e. .+a
EvB Ew.�n qrwelly sandr loom,0 ro S pKunr s loqs
EvC Eve.�t�q�or�IFy sordr loo�w,5 to 15 p�rcMt slopes $�c�ion Ifn�,noe (�..
Ev0 Ewr�n provelly sondy laoiw, IS�o JD perc�n��lopes
EwC E�.ei�.Ald�rwood po��lly sondy loo1ws,6�0 15 pe•cent slopes S�c��on ca.w., fw.�
Bowdar Ton�.�e��
InA Indionob loomy(ine wnd,0�0 4 perc�nt slopss
MC Indionob Iwwq fi�sond.��o IS percent slop�� lN����d S�a�es T�..r.
InU Indionob loomy f�n�send. IS to 30 percen�slop�s
. KpB Kirwp s�l�laom,2 te B pKceM slopes B�ildw+qs(d.�.t111r.q.
KpC Kiesop a�b IwA,8 ro IS prcM1+lapes
Kp0 K�rsoO slir 1oaw, IS�0 30 paresnt slopes ScMol,ctivcA, o.d
KsC Klous yrov�lly loomy sond,6�o IS pf�c�m slopes
6viWir.qs (ban. wo.
Mo Mf�ed ollv�ial bnd Po..e.r.ons�n�ss�o'
NsC Neil�on very qrowlly loomy sond,2 w IS percen�slopes TeleP�^e I:..e. C�rc
Ny N�wbe�q sib loom
Nk Nooksock�ii�loom Well�wfKr�1.0,..w�-
� No N«rro sordy loe�n
Ton4s;oi1,..a�er,e�
� Q Orcoa pwl Lxa��d w b�dmw4
� Os Or�dio s�l� loam
� O•C Ovo11 qrowlly Iwiw,0 to 15 pxcent slop�s
Ov0 Owll yrw�lly loom, IS�0 25 p�rc�m slop�s
� OvF Ovall qwr�ll�loom,10�0 75 perc�n��lop�a Ha.+aa��al o�d�s.�:c
Tebl��, sMrt� le�e
Pe Plklwck loomy ffrr so�d
� Pk Plleh�xk IIM so.idY�oom Aher r�eo��roble�
Ppv" Pvp�t silry cloy loom
r� PV)/OIIVp RM{ORJy IOOT Hal:auol con�rol �r.
RoG Roy�ar fle�wrdy loom,6 to 15 pKc�n��lop�s dsy�ecu�eroble�
Ro0 Royrwr fin�wndy looT, IS ro 25 qrctn�slop�s v�.�kol comrol s�orl
RdC Ropnor•I�+dlonolo wsxbtlon,sbptnp�
RdE Royrwr-I�dbnolo os�oelotlon,mod�ra��ly st��p• pMrreco�eroble r
Re R�Moe ffN loou�
RF� RlvHwosh ChecGed spo��le�oi�.
U�ctieck�d soo� �levc
So Solal s�lt loom
Sh Sommomish sili looT
Ck S�or11�m�ck
$m Sholtw mvtk
Sa $I�iN (oom
$o $�ohomish sllt loom
Sr Snohomisl+�Ilt loam, Ihlck wrfoc�voriom
Sv $ol�on sU� loom
T� T�kwilo mvck
� lh �Jrban lond
Wo Wood{nvlll�slh loom
• The composNim of IMs�vnit� Is mor�varlobl�thon lhor of tM o�F.�rs
In tM orw,bv1 i�hos M�n co�trolled w�ll�nwqh 10 i�t�rpr�t fa�he
expecred use of tM soils.
- -. l ,
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
Surface Water Design Manual, Core Requirement#2
ga,qin:10WER C'��AR RI�fER Subbasin Name: C��R R1 uFR Subbasin Number:
Sym�bol Drainage Dtainage Component Slo Distance Existlttg P Obsor�alio�s c9F#el' i��is�ector
Component�y�e Description from site Probiems Problems resoanse reviewer,vr resid�nt
Name,S�e disc ; e
Type:sheet,swafe. conffitrktions.under capaciqr,por�'irig
see map sMeam,channei,pipe, drainage basin,vegetation, % 1/4 mi= 1320 ft overtoppin�,floodin9,habitat o�ornanism fibutary area,likelihood of p�oblem,
pond;Size:diameter, oover,depth,type of senaitive destrudion,acouring,bank sbuQhin�, overAow pathways,potential impacts.
sufiace area ar�ea,volume aedimentadon,incisbn,o2her erosfon
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- 6-0104 CLOSED H2OLEVEI C T�ia Jan 31 1Q96 1 14dTH AVE 6E 112306908 � '
'� 1995-0472 CLOSED RUNOFF C TUe May 23 996 1400 144TH AVE SE 162305912 2
� 188b-0472 CLOSED RUNOFF RN Tue M�y 30199b 1400 1441H AVE SE 182305912 �j
/ 1895-0783 CLOSED VACATION C Mon Sep 4 1996 1401 134TH ST 8928Q0031 �'
� 1895-0788 CIOSED DISCHARG C Thu 3ep 21 1695 1432 128TH ST 102306903 �
� 1895-0991 CLOSED DUMPING WQC Mo�Nov 20 1985 12b1 142ND AVE SE 1023069281 L
� 1886-0157 CIOSED DIOOINC9 C Tue Feb 8 !A98 1222 148TH AVE SE 102306802 "1
1888-0323 CLOSED VNETIAND C Tue Feb 8 1898 1222 148TH AVE SE 102306 �
� 1698-0880 OPEN ER0810N WQC Thu Apr 4 19Q8 1432 128TH 3T �py3p ,
199b-1401 CLOSEO FL00 C Sun Jul 211908 1Z81'H d�142ND A 8E 1b2306903 I G
1096-1771 CLOSEO RUNOFF C TTw Od 10 1�98 1 148TH AVE 3E 10230b I I
CLOSED FLDO C 1Ned Jm 1 19�7 141 193RD ST 8928000Z1 I Z
CIOSED FIDO NDA VMsd Jan 2A 1997 1�1 189R0 3T 892800021 13
CLOSED FLDO R Sun Jan 12 1Q�7 141 133RD 3T 892Q00021 ��1
� N7-071b Cl08ED R/D FENC FCR . Apr 2 1N7 1 1918T ST 16230b922 1�
- CLOSED OFiMNA(3E C Tue 8ep 23 1NT 1 193RD 8T 882a0001 V
LOSED DRA�IrA(3E R Tue S�p 301997 1 1�3FtD ST 892�0001 1"1
1997-1380 CIOSED ORAINAGE C Tus Sep 23 l997 t 133R�ST 692800017 It3
N7-1825 OPEN BMPd�apos:S T1�Dec 30 1997 1441 128TH ST 84710001 (�!
SED PONO FCR Surl.lan 4 1066 1 149'TH PL SE 1 Zp —
OSED OFiNNAGE C Thu May 2/ 199e t 132N0 ST d471 Z '
OSED DfTCH FCR Tus Aup 4 1998 1 142N0 ST 10 2 2
CLOSEO WQI NK1R Mon Aup 17 1998 1322 144TH AVE SE 8471000 23
� OSED ASFIVYATE Stn Atp 9 1998 1 14�TH AVE SE 8471000T 2�
9-0015 CIOSED ORAtNAGE R Tus Jan 5 1999 1401 133RD ST 89280001 5
CLOS Mon Mu 1 1699 141 148TH PL SE 107201031
; 1699-0202 CIOSED DRAINAGE Cl Sun Msr T 1999 1 133R0 ST 88280001 ?"I
C�l CONSTR Mon Aup 18 1999 1 138TN ST 8471001 ":�
998-0825 CLOSED STND H20 C Sun Aup 22�iD99 19741 1481N PL SE 10t103044 ;
2000-0597 C�03ED DCA C Mo��up Y8�000 141 132N0 ST 152305921 "
783 CIOSED MNM FCR Mon Nov 20 2000 1 133R0 ST 692E0001
DOf�A FCR 1�{on Jan��2 2001 1 149TF1 PL SE 107209Q5+t
, 2Q01-0897 DOM C fiui�Nov 13 2001 1 148TH AVE SE 8�71000
LOSED MMF FCR VMed D�c 12-2001 1 14�TH PL 10 ' 1
CIOSED MMF R Sun Oec 23 2Q01 1 149TH PL 107203WS4 r"��
2002-0126 CLOSE � �Feb 20�2002 1401 133R0 ST 892d0001
Mon Aup 2002 1401 14bTN AVE se 510420052 3?
CLOSED WQD WqR 11w Sep 6 2002 1401 1�5TH AVE sa 510420052 $8
CLOSED MNM FCR Tue Feb 4 2003 1400 149TH Pl ae 10T20305� ?,�
2003-0359 lOSEO WQO WQC Sun May 1a 2003 1 149TH PL se 107203064 J
2003-0359 OPEN WQD WQE Wsd May 21 2003 1�t00 149TH PL se 107203054 l
0 CLOSED MNM FCR Tue Nov 18 2003 146Y 139TH PL 107203054 �
�.
I
.�,��o Page 1 of 1
_ Torkelson, Cindy
From: Rebecca Cushrnan (rcushman�TriadAssoc.com�
Sent: Tuesday,August 16, 2006 1:54 PM �'.
To: Torkelson, Cindy
Cc: K�isten Anderson
SubJect: drainage complaints
Attachments: consolidated list 8_16_05xls.xls
Cindy,
How have you been? I have not talked to you in some time.
I have another new proJect that we are doing a downstream analysis on. Endosed is the list of complafnts off of I-
map that I determined may be downstream of the site. Would you please pull these complafnts and send them to
me? Please let me know an estimated time frame.
Thanks much! Hope your summer is going well.
Sincerely,
Rebecca Cushman, PE � Project Engineer
Trlad AssoNates
12112 115th Ave NE » New Address
KlrklanA, WA 98034
P: 425.821.8448 .
F: 425.821.3�81 �
E: �shman�ltriadassoc.com
w: www.�riadassoc.com
Commemorating 30 years of land development consultlnfl
�
08/16/2005
� � 'i
King County Water and T�and Resources (WLRI Division
201 S Jackson St, Suite 600
Seattle, WA 98104-3855
na�: GS
Number of pa.ges including cover sheet:
To: tE'c,�,c�. 1 � �
From: Cindy Torkolson
WLR Stormwater Services Section
F�' Phone: 206-296-1900
Phone: Fax Number: 206-296-0192
II1'1PORTANT LEVEL 1 ANALYSIS NOTE:�� We do not send copies of certain ,
complai�t types that are not relevant such as BCW, FI, FIR, FIH and WQA, and
we do not send CL and LS types. See key below. Type S 1, S2 and S3 will not be
faxed due to size o � r �
,. '���'Id(o G�� C��
_ oav�. �
. !q q _ _
b- t qq 7-16�5 �1- l,'��7 r �3 o�s9 Qit,e- ry�G t
The following is a list of complaint types received by the Water and Land Resources Stormwater
Services Section. Complaint numbers beginni.ng prior to 1990-XX}�have been archived and are no
longer in our possession. They can still be retrieved, if necessary, but will take additional time and may
not be beneficial to your research due to their age, develapment which}aas occurred, etc. If you are
interested in reviewing the actual complaints,they c�n be pulled(time pecmitting) for your review.
Copies can be obtained for$ .15 per page,aud 52.00 per pa$e for plans.
e s: �
'[�ne.or Iavad¢�doa
C Aodon Request Development/Coacwcdon
BCW Businass'for Ckan Wate� DDM Drslaage-Mlsoellenoou4
CCF Reaporue to inquiry UBS Unlnage-&osiodSedlmentadon
•CL Cldm DIB Dtdn�ge-I.eadsllda/BaN►Movanent
BH Bnforcament on Hold DTA Dralnage Technlc�l Assistence
ER Bnforooment Review AIQ Dreluege—Qenerel Inqulry
FCC,FCR,FCS Facility Complalnts h�tA Melnbenana-AesthoHcs
FI SWM Fee Inquiry I�ti1vQ' Mdnta►ance-Flooding
FIIt SWM Fee Review ' NavlO Malntanena-(3eneral
FIl-I SWM Fee on Hold �MMQ�4 M�aRenenoe-Mowing
•LS Lawsult hWM Melntenena—Noeds Malntenance
RR Feclitry fingineering Review tvINW Mainteaencalloxious Weeds
NDA Neighborhood Dreinago Asslstena SWF SWM Fee Questlons
WQC Weter Quality Complalnt WQB Water Quelity—Bcst Menagement PrecNces
WQE Water Quality Enforcement' � WQD Water Quelity—Dumping
WQR Water Quality Enginaring Roview WQl . Watot Quality—I111c1t Connection
WQA Water Quallry Audit RBM SWM Fee-Romeasuroment
WQO Water Quality—Other CiRT SWM Foe-Qrant
Sl,S2,SN3 Eng(neering Studies NWD SWM Fee-Now Discount
'SubJect eo Public Disclosure roquiroments i.Receipt of written request for documents 2.Review end approval by Prosecuting Attomey's office
. �� ��
�� KING COUNTY SUflFACE WATER MANAGEMENT DIVI�ION
DRAIPIAC�'r� INVESTIG'rATION REPORT
Page 1: INVESTIGATION�REQUEST Type. �
ived by: �'�, Date: 2�, �9 5 OK'd by: FAe�No. 95—��04 � �
Receh/ed fir'om: (Please prtnt pialnly tor scannfnp). (pay) �:,�+j. (Ew)
NAME: HOl/�'IC?'!//��7�, A�cl�'I PHONE 2 7/^ 7/Z y P�E 769/
�yo-
ADDRESS: 1�20SD �yBn' A✓E SF C�Y �ENTO/�I State Ztp
Locatfon of problem, ff differerrt: 1
ReportedProb/em: /l�,e, hb/�gUiSf iS c-oncer/�ed Q�ut
-fhc i n crca Se- i n +he wa,t'2r i�t.b��
near h�s �o+. The io+ d�'recfly Sc�,c,+h
_ hGtS ct 1 a K e �orrn r n� a,n i-�-, an d +he
Y a can+ La+ ►�e-l�►�nd h�m i 5 s c�+�a+ed.
Can we_ he� p �''�R Ho���u15t ��'�-�-i /��s �
ne�9h�s ? what �e ��ty rc`qu�atrons
�
on e-AF'ec+�ny ane�9h bo r's wa.+er �vel .
vacanf Lo+ - °i //2305 9e(,� III
OW rucl by Ro btl"+ Ar'�elSCr!
�t3o �ow� 4Hs�..or- Mc.�.�+i.�.�, I
LeC� �rx�es �► be�a- J.��s..li z4�.-��
2-�f, 7-/O� 2-l�
Plat name: Lot No: Block No:
Other agencies Invdved: No Field Investigation Needecf
���
.:*:
> �.*
5� I ( z3 � Parcel No./l Z3o5 9087 Kroll $UE,(,J Th.Bros: N w 27
�/a s T a Old 35Ey (Oy
Basin M,�y Cuuncil Ofst /2 Charge No:
RESPONSE: Citi�en notiHed on -/�-43� by � pho�e_ letter _ in person ��
=t�.Llxi�. N4 /��a,�v h{ � i��orr1 �..:w. �+1..,.-� S�.,M. d oe�a '/ �+a-..- � rt�.,1.��,:o�.s �-bv,.,.l-
5"ev�-ksn�,r 4 ^+ak;.� v+c,�,�.ba.: dr,w:, P,.,,Yl�; a,K.,�, 5�...;� 3' w�,...� �-�"e..k �vr�;� sys�e.w,
'V`r V 1 0�G..`1�UNs, �.NtCr'�tJ- V i�C S �`Tl �� �`CIG nOOr 'j0 T�^l 'CCL6'T �^�U �. �Y'�l V 1��4�t�1^
c�sw c b�swt rZ-�s�y a bY t�o� d�i us(e.. �ll�JMr ��►�.�u i�{ �Dcv.�C w��. ��1 i in�.���
�Pv+�,�rr�sk..�, z-/3-ys
DISPOSlTJON: Turned to on by OR: No further actlon recommended because
Lead agency has been notffled:
Problem has been cor�ected. _No problem has been identifled. Prior Investigation addresses problem:
See Flle �
�ate problem - NDAP w!1! not conslder because:
+ _Water originates onsite and/or on neighboring parcel
_Locatfon is outside SWM Service ea. �Other (Speclfy):
�.�0��/D k�•4-,T.or�
DATE CLOSED: ��,� , �by: , ..� : r ; '
�����a
– - —• -• --_ ......,.
- – ----- ---------- - ._
- - - -- �) � I
�
Complaint#93-0104 Holmquist
Invesdgatod by Doug Dobkins
Mr.Holmquist is ooncerned about the groundwater table around hle houae. Holmquist's neighbor to the
south has standing water in the pashue/front yard(ex plcture ). The neighbor to the North of
Holmyuist has some standing water on 6is driveway alea Thls nelghbor has a small V-dltch along We
north property line of Holmqulst that plc{cs up surface flows and draine them W the roadsido ditch Area
aro�nd the Holmqulst property.was damp on the day of lnvestlgatioa I reoommend Wat I oontact Mr. ,
Holmquist W inform hlm tbat SWM doesn't have acry pmgrams or regulations to deal with graundwater.
148TH AVB SB
a
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KING COUNTY SURFACE WATER MANAGEMENT DIVISI�N ��31
DRAII'1AGE I]�VEST�GATION REPQRT J
Page 1: INVESTIGATION�REQUEST Type e..
� � -
Recefved by: Date: S�2 y �95 OK'd by: FAe�No. O.J_ O�72.
L
- Received from: Fr►'� (�ease print plelnly for�cannfnp). �y) �,rel
NAME: �rAZ�e�, Ua� PHONE Z.7!— �2�j
ADDRESS: /y pp 7 �y y''h AvE 5E City RE�1 TprJ State Zlp
l.oc:atlon of problem, if dtfferent:
Reporfed Pioblern:
ExceSs.'✓c runoFF F'ror+� Strect.
Re.�'er -1� a+4-a�ec1 F-m �omp la.�n�t-. .
Plat name: Lot No: Block No:
Other agencies trn►dved: , � No Fleld Irnestigati no Needed
l�wr
•r�a� ��r zY
SE (5 23 .5 Parce+ No. i 52305 9 � Z5 Kro11 10 � Th.eros: New 65.6 .T3 ,
1/4 S T R ' �d 3SD6
Basln� •Councp Dist� Charge No:
RESPONSE: Clti�en �otffled on ��3t-1�by v phone_ letter _ in person
���' ` Z-N . �...5�w.p..�.,, c,,.,�..� L_z N/�.���r, ��I:
DISPOS/T/ON: Turned to� On ',� '� Sby OR: No turther action rscommended becaus�
Lead agency has been notlfled:
°•oblem has been coRected. No problem h�s been Identffled. P�lor Investigatlon addresses problem
� See Flle # •
_. ,/vafe problem - NDAP w111 not conslder because:
Water originates onsite and/or on nelghboring parcel
_Locatlon is outside SWM SeNice Are�. >( Othe� (Specify): PRoviDc� 7��! �'r%s�
DATE CLOSED: S�,/ �',J f ?S by: �
. � �` ,
-- - --�
KING COUNTY SURFACE WATER MANAGEMENT DIVISION II
DR.AINAGE INVESTIGATION �tEPORT C2 � !�
Page 2: FlELD IN1/E�TiGATION �
. �
.DetelJs of/nvesdgadcn: . ' '
0� site 5-2b-96.
The Frazie� lot is a comar lot below road9rade and lower than the lot to the south. Borderinp roads are shouider type
without ditches. Run off is to the Frazier's�ravelled d�iveway. Mr Frazie�is not lookinfl so much for County assistance
as he is wanting to know what he can do on his own p�operty to keep the water from pondin� in the driveway.
Photo 1) Looks across 144th at hou�e Ileft) and parape.
2) Laoks north on 144th ftom front of d�tveway.
3) Looks south i� front of tot. . '
4) View west on 140th with Frazie� lot on leh. � I
,� 5) Looks east on 140th with Frazier lot behind maple bush on ripht. �
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1 nvestigated by C5�tv-y� J�-�i�/,e„Q�l,,,�,.,_ Date )� 3�-S��
�2r��
EMORANDUM
r
DATE: Au 7, 19 9 5
T0: file
FROM: Gary-Paul Reinke
Enqineer, DIR
RE: File �95-0472 �95-04728)
CC: Brian Sleiqht, P.E
Brian,
Thia is similar to the Riordan file I juat sent to you. I haven't
filled out a score sheet prior to this but have included one with this.
The letter and inforn�ation has gone out. Thia complaint was a
request for technical aa�istance, not for a fix. I feel we can cloae
thi� out riqht away.
I will pass along Tony Ledbettor' s phone number to Mr. Frazier.
Brian,
I have talked to Mr. Frazier concerninq his questions on this i
complaint just this last week. He is satisfied with our aasistance at
this time. He ia planning some work in his yard first and if this does
not atop the flooding in the driveway he will contact Tony Ledbettor
about what he might be able to do to stop the water in the riqht-of-way.
� I feel we can close this out at this time.
Gary
�
i
�—��
�4
KING COUNTY SURFACE WATER MANAGEMENT DIVISION C�)
J DRA.INAGE INVESTIGATION REPORT �
Page t: INVESTIGATION RE�UEST Type�r
Received by: Oate•. . �'� /G�G� OK'd b�� File No. ��j . Q7��
------------------------------------ ------------------------- --�'`�-� �---------------------- ---------------------------•--------�
ReCe%ved (rom: (Please print plainly tor scanninp). (Oay) (Eve)
-7� / ��, '/ . ��I
NAME: �lJ�C�/X�/S/�-�1 �'`' �`�`�� PHONE
ADDRcSS: �'7�l V �� �3 l � S� Clty /'G`e.n,^� St2te . Zip�
Location of roblem, 'rf diHe�ent: �r„��S
P
--------------------- -----p--------------0�__/�f0 7`j''---�'V�5�-- --- - -
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Reported Pioblem:
�Se� �z-�-�i��
p��,--fio•-� Fa� ✓a cu..�h or� o�' Q co��-y �Pouc�!
sE� �,�,�y
�e�are ��v�s���ir�� .
=;_: -_.,._ �.q �-- Co�o�y �,,.,�.s ��: ��:3� ����f �,�o
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. - __=���-3 ,.�:•��• --. ;�o riald Irn��Stic��i�n N�_;,�
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_-__� _- -�.�x.=x=.�.-..:.:r> --� �_ -,.��: -�r.��i � .. •— ��.-,r*.x .T�_..= ,��� _,�
�:, _= C:�:.,, �ci=J 3Y i,;..��..:._i:l��;r=CG:,-,,.�5 Sr� . .
_ _ __
_ _
�� �5 23 5 � =a���� ;:o 1�9a �oo o3io �,��, ��D � ��, =,�5: h���� 5
� - _� c�d 3 5 b �
22sinG-C� Coun�il Disi .�2-- C;�aroe No: '
RcSPONSE: Crizen not'rfied on���"Ty _ phone _ letter _ in person ^ I
.
�'�e G� �ti-�o ��c�,,�F- �o T r � �k� I
a� ,
DISPOS/T/ON: Turned to cn by �R: No f.:-ther ac;ion recommended t�ec<
Lead 2gency has been notHied:
Problem hzs been corrected. _ rJo problem has been iQentiliEd. rriG, �nves,igation adoresses prob
See ��le .�
_ Privare problem - h'Dk,° wrll not consrder beceuse:
Water originates onsite �nd/or on neighboring parcel
Location is outside SWt�I Service Ar a. _ Other (Speci��):
DAT� CLOSED: IO 'f 5 � f� b�: ,j�' I
-- � /.�/� (�,Pn,��Gl„� /
C�J
cornplaint 95-0763 Demb�oski, Alfred
investigated by Doug Dobkins on 9-18-95
Mr. Dembroski is requesting to vacate some ROW along 140th avenue SE.
The area in question is unopened ROW and not maintain.ed. The only drainage
that I could.find was at the end of SE 132nd avenue which crossed the 140th
Ave. SE ROW from the west to the east. This is a 12'concrete pipe. No other
pipes or drainage systems were found in this ROW.
Drainage within the plat of Puget Colony Homes drains away from the 140th
avenue southeast right-of-way to the southeast. On the westside of the 140th
Ave se ROW there are 4 large parcels which have no drainage systems affected
by this proposed vacation of ROW.
Right of Way isn't improved for travel.
see attached draw/n4
�!
i �
---�.
KING COUNTY SURFACE WATER MANAGEMENT DIVISION C��
,
DRAINAGE INVESTIGATION REPORT �G
Page t: INVESTIGATI.ON REOUEST Type
--�_
Received by:� Date:. . �'/�a/G15 OK'd by: File No. 9FJ O"78yi
------------------------------------------------------------------------------------------- ------ ------ - -----------------------t�
Received fiom: (Please print plainly for scanninp). (Day)�� /:3p (Eve)
., .
NAME: �/I��I/�J �� �c �L�2oy� PHONE o��� " J3y'Z
2 .�,�,� ! q�r- 3�s� G
ADDRESS: ��J 2 8 �J� �2-g Ciry 1��`I T(�� Sta[e Zip��O �
'3�0�+„ Mc. ,�
Location of problem, if different:
Reported Prob/em: `�� �G �L,Qd� 0'l,✓r15 �/�j�C/%�if GLy�p1 �,Q,`L� /� QZ(il TO
.
a.n� �/�Ce,v�y �a,�y, h�c�. �e�qGr�rs T6 -�e ,claY� G�ad iK s-��le� I,
� � ., ��-a�s� �oip�s �,vhi�1-h discl�a�-q�s 0�►� h,e;' pti7pe!!�t,� . `��-f
o�w� a �taq ,��r�/ Cv�►d �a..�e!u sh c. h ks n4�1��� � Fi I rr1 y s wb.s,
Ca-�'��f n� �m -�t'�G pi�� • Shc cJ�d l�e. �'Lr�s �ks�ul !o S� t,Jh a-� �
iCS, A�d poss�b/y So�G�1 r'h y d6�G abe�u�� "� %S' �1 uh1 Oy'�-/o l��p��` '
�� fZi/�-e is Lo ca,�td. �v,.rq �,,c Propu�,Gy �in�e �yj ,/-y,c ^/v,-,N'� s�d e. ,
�" Bo,r�'� , �� r�idu���G o% �e�aCe ahvwfi locso F�- �hac�. . ���ea.se olv nof
�1� h-ev R�t.n,�� , ,,S,�i� �us� � Cairl�,c,� . /� �l�'` n-�u,! �a you cu,n Cc`c�
'S . /h� �C,eo t f . sh c f�.S �.�r�td .fm�n e a� -1�o f3ru s h a.wa y so yau C a.s�.
S�c�c i-�- ,�u6u-,2 , iu.c' N�i yh bo✓ R�ec t�n t/y f�u�a Eaaa ra� 0►2/L Pip.� •
-,_, ��--_ �o: ho: �io�k �'o:
C;, _ -. ��s ..,:�,v��. �Jo Fiald Irn•_s�ic7�:io� h��,,e�
-,-,z._
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. .. . � .r. . . . . � . _ ._. . . .. � .
.5�. `� 2.3 5 �arcei ;:o. ����J� ��`�5 Kroll D��� �n.�ros: N�w���!
S � � oid 35D�
. 2asin �.•C•1�,,, CCJRciI Dist l2i Charoe No:
RcSPONSE: Crizen not'rfied on by phone _ letter in person , / �.J� �'n���,k�i�
�I�r ��l�_ ��; ��;2,�.�,� b�..k � ��� � ���•�.� �
�v��� ���� t --N-�-Y c�.e�. b�c�. c Ic�r � (�e. �j�-
DlSPOS1Tl0�✓: Turned to on by OR: No further action recommended bec
Lead 2gency has been not'rfied:
Problem h2s been corrected. _ No problem has been identiried. Frior investigation addresses p�ol
See Fle �
_ Priv�te problem - NDAP wrll not consider because:
Water originates onsite and/or on neighboring parcel
_ Location is outside SWM Service Are . _ Other (Speci��):
DAT� CL05ED: �� ; ��i ! �� b)�:
,CJU�Pa ,�
=��. "--�
KING COUNTY SURFACE WATER MANAGEMENT DIVIStON ���
DRAINAGE INVESTIGATION REPORT �
Page 1: INVESTIGATION REQUEST Type �QC
—____
Received by: �'L Date:. �1/Z,(�C�JC OK d by: File No. ��_ O
� ' �l
--------------------------------------------------------------------------.-----------------------------------------------
ReC6%�ed f�0/T): (Please print plainly for scanninp). (Oay) (Eve)
Mab%I
NAME: /��i��0� .C�/ �� � Cc�'�C/ PHONE 15.5-87zq �r 9qq-35
ADDRESS: ����0 ,1y2� �}lJE SLC Ciry ���p/� State Zip��
L�catlon of problem, ff different:
Repo�ted P�ob/em: •
/rI�P. �/e/s�i � �ghbo� � 5 a�cc�s�'v�y
h�►n oF dt.�,�m p �� an�m 0.1 r.v a s f-e� ner�r"
-f-he dra.��a ye., a.rca., Ca.n �e.. c�_ o�.�t
Qy1(� C�2.cX �1� 519115 � d�p i Yl�{ , Q.vt�
�� K -� h� s ns�sgh bcr- -�
J
-�ac ;�;-_: �o: r.o: � 31oCk t�'o:77�
�iilc.' cCSf1C12S I:1Volve�: No �i21d Inves�igail0l h?cu2:
. (�iG�ais;
-�t ♦ i�-►�ez"r�i.#,r.�*..tx,r�t..-R:�::„:�'- ��q= .^�it � -- �-� ��i': � •- �w�_--:�t»x-xic:k:<t�ir=�r #,rrh:.kt��,ct
: . ,O �_C.,:.:?�=i=J �Y,.,"F��=it,i�,-�ec:�:-,ti� s�� ,-
S� �Q 2� 5 ?arc�� �.o. /o z 3v 5 �2 8� Yroll i h.3;os: Nev��OS�T I
;i: s T � oid 35 D�
8zsin '�C�-- Council Dist l� Cliarge No:
RESPONSE: C�tizen not'rfied on by _ phone _ letter _ in person
DISPOSITION: Turned to on by OR� No further action recommended bec;
Le2d 2gency has been notrfied:
� 'robi�m has been corrected. � No problem has been identified. Prior investigation addresses prob:
See �le ¥
_ Privare problem - NDAP will rrol consr'der because:
Water originates onsi�e and/or on neighboring parcel .
Locatlon is outside SWM Service Area. Oth�r (6peci�!):
— , � ��� ____
DATr CLOSED; � C� � �� b ;
J � � }'� /,.'r! %.G'/?� .�r�_-� � _,
. _ - -. _ - __ - �.� ��
� i�
DAte:Decembar 1, 1995
Date ot InveatlgaHon:November 30,12995 I
FM: Ciary-Paul Reinke ',
RE: Evaluation tor Complaint# 95-0991 '
The Nelsons neighbor(McTYes)is clalming they ato dumping animal waste from their doge and from i
th�ir dog grooming buslness iato a drain system which eventually empties on the McTies property. The �
Nelsons have an easment thrOugh the neighborin8 P�PertY directly east of them. This neighbor raises
dogs and has two horges on the propecty.
I chedced the Nelsoos'dralnage system(roaf drains)and found thcm to be clear and clear. We walkod to
the outfaU near We Mc'I`Ie,s properiy. Mr.Nelson's system�nds ln a dry well that hss a rock w�all on the
side the water would ampty on. Although it was raining hard at the time of the vislt thero was no moving
water ooming from tLe drywetl. Tbe pond on tl�e McTies'property sits in the mIddle of a low spot,so �
waiu wvuld ootlect thero nahually. Tha health de.partment was out rocendy and d.id not find at►y evidence ,
of anlmal waste from the NeJson system. ;
This appears w be bad relations betwan the neighbors. I did not find any violadons and closed We
oomplaint onsite. I asked Mr.Nelson to send a sketch and hislory of his problem with the McTies for the
fiie. Ha said he would send jt in. II
�— Drain i I
Do
Ponded
ar�ea
cleaaout
Horse barn
II I
�o ���
. �
�
KING COUNIY SURFACE `NATER MANAGEMENT DIVISION ���
DIZAII�IACE INVESTIGATION REPORT
Page 1: INVESTIGATION REQUEST T��pe �
� ---_
Received bY: ��� Date:. � ` ��OK'd by File No. q �_ ' � `]
------------------ — -;- —_ ._----------- t--------=-=---2 —�_.__ --------------- -- ---------------------------------- �c
R@Ce%ved f/On'1: ��C� �D rn W SON(Please print plainly(or scanninp�. (Day} (Eve)
/
NAFJE: I I N� I/J �� �N PHONE z�7Gj — O I q 3
ADDRcSS: I Z Z Z � ( �-T g � lq'VG S E cicy. ��1TUt� sczc� z��q�
.. .Location o( problem, if different: �
------------------------------------------------------------------ --- ------------------------------
Reported Prob/em: SEE- #�a►+�6-125
N ,
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�iiilc.' cC�i1C13S :�1VO�vec: ��'� Ti21d Irv�s;ic�tion �'=cC���
. ::n`,ti•�
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_
5 � �� 2 3� 'arc�l ��'o. ��2 3�� ��2.2 Y.ro�l ���j� �n.�;os: N�v:�.
;;. s � � o�d (DZ�,q•
22sin �C�— Coun�il Disi ' ��D�
� -------- �-----C�,�rge ho: _------- ��1JJ�i E�
_�_ _
R�SPONSE: Crizen not�ed on� by � phone _ letter _in person � �
� ��"•(�-' /�►��c��i. �.1� -� woc�ld �b t S�U►."� -�o G-t�a.o�� �,'b�
�� t�i o�.�., �� Ov1.Y-v�-��-- Z-� �9- �'� � �P��.`S, �
DISPOSlTION: Turned to on Cy Or?: No fu~her action recomner�dsd b2�
�!ead zoency has been not'rfied: D I� �S �j����'
?roblem hzs been corrected. No problem has been identiiied. rrior investigatio� 2��resses pro
� — —See =ile s
_ Pri•r�te problem - N0,4P will not consider beczuse:
Water originates onsile 2nd/or on neiohboring parcel
_ Localion is outside SW1�1 SerJice Ar . _ Other (Speci;��):
DAT�. CLOSED: �! �9' 9� '- �
I -''i /!/Y� n /J_�f �+ � � ^
_�_
���
complaint 96-0157 Walton, Tina
investigated by Doug Dobkins on 2-21-96
I met with Mr. Walton onsite to discuss his concems with the work being done on
the nursery property to the south. According to Mr. Walton the nursery has been
ciearing land that could be considered a wetland. I walked the back property
line of Mr: Walton's property and discovered that he also has done some work in
the wetland to install a fence. Mr. W�Iton cleared in the wetland and disturbed a
small stream. I told Mr. Walton that he needs to talk to DDES Grading section
about a permit to do this work and to stop work in the wetland. I tried to access
the property of the nursery to the south but was unsuccessful because they were
closed. The nursery appears to have encroached the wetland with its clearing. I
suggest sending this complaint to DDES Grading section for their investigation.
?I1� I ro swa •ccviuti��?niwt� � J G. � U �' � � � � � 'r,r�
a�iss N E.10-23-3
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KING COUNTY SURFACc 1NATER MANAGEMENT DIVISION ����'
i�RAINACrE INVESTIGATION REPO�'.T � �
Page i: INVcSTIGATiON REQUEST 7ype �
(rf'rvrn S�Jn'!CoqJp�l�l`
Received by: �%� �O��Q�o�/;�� �ace:. 7 9� OK'd by: File No. 9�D �a�
--_.____��._--------- -------------------- �---------------- ------------------------------
RBC6ived fiom: (Please print plainly tor scanninp). (Day) (Evej
NAME: �n� � J � PHONE a���=t�93
ADDR�SS: ��a � � ��8f�(fC� ���C, Ciry. �� State �ip f�U`
Location of problem, 'rf dif�erent:
i�sporied Piob/ern:
Nei9h�bor ��99�� . i�r ��k cvi� �xi�/�oe, sh�
�lI��S i� �S Q �MfC'.G'T�G?� CUc� �Ltl�Q. N o 1'1-�D
r1E� �c^c: L�: h0: 310Ck no:
O:her 2_=_nci2s ��vo;vsc: ��o r=i21d Ir�•2s;ig�tion 1�2�c�d
, (::1FJalf�
-ie����t * ..1r !ri-�titt l�r+t iY�:x*w- �q'^ �^'ltl )- r`!lF s7 �T— ? � ,.. _ r.��iM�t � #r-si� k �r!# �t-ir�.
.� � . � L,..,:.�? a J 5Y,..., i�� r.. CC-,-,� ��
�.>,;:°::.L::.':$.'L+;.:::.'z;..'d:,..�.:�.��.,..... ..:..::..>��.. -.-�;;i:�-:.'.,.. ... .... .,:....«. �..�:....,.-- ...:.�.: ... .,.. .......,. . ......... .... .... ...... . . ... . .,.... .......,....3....� .;f��:J
i Li,l 4 ,, ��
,�� �Q o�� 5 ?ar�sl �'o- �Q�L�Q�fi_ 9�aa Y.roll _��Vc 1 L.r �n.3ros: Nev: c�7
,,. s ; � � ad 3�'�,�
_ 3asin /��(/ Council�Dist �� Charge No: — —
-�---T-
RESPONSE: Ci:izen not�ed on by _ phone _ letter _ in person �
�
DISPOSITION: Turned to on by OR: No further action recommer�ded b2c
_ !e2d agency has been not}fied:
Problem h2s been corrected. No p�oblem has been ioentiiied. Prior investigation adoresses p�ol
� — —See Fle �k
_ Private proble,� - IJD,4,° wrl! not cons;der becEuse:
Water originates onsile and/or on neighboring parcel .
_ Location is outside SW��4 Service Area. _ Other (Speci��}:
DATC C�OSED: .? /�/ 9�p by� -`-���
C��' 9/_ .. ,� i c''7
_ __ _
�rr�P.
KING COUNTY SURFACE WATER MANAGEMENT DIVISION �G� I
DRA.INAGE INVESTIGATION REPORT (o� � li
Page 1: INVESTIGATION RE�UEST Type
�
rseceived by: Date: '7/2z, /q� OK'd by: � �- F��e No. 96_/yoL__ ��
� � �
Received fiom: (Please print plainly lor scanning). (Day) 7/3�6 (E�e)
� �o ,• �7�- a�-.3� I'
NAME,��„�c� !�/O,v�4�f�f�. '/'�'t0� 2 /-sf PHONE
ADDRESS:� 0 N� y� �+`��"'� �`T C��Y State Zip
Lpcation of problem, if dlfferent: ��/ /� y� - 5 E ��/Z� $T a,r�o� $E' /2$�' ST '
Reported Prob/em: ���4,+,i,�-,�d Y-�p�,�� �.. �f� a�c✓a�e�.•., �,� �9/6. �rc�.s
C.u.l✓�r�" cauQc�,•d7� j7�.�QQ 7��as.�.s u�+�ar- /V€y�i �..e.., /V �o6�e o� ws���i.Sc
�i S Lo 6e. C�c,�..�a.. �rs �a,.�� l�ia� c�����C �,,L btGe.6r�'s
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r 9�`�r / �D � c%�.� � J�i��,�� �c-� /`�. a,-'�`�' -
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,' vv� '�o�'� r� Anca��e �o r;s'� u,� �'-tao�
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w�(d c-I�cr*'��..,d i�v,?�'���.,. t� � f;n,P,s o-►� �t2c S'`'K r�.« Lt�a��el*�..s..�
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Piat name: ��d'. � � �ot No: Block No:
--����.JE�
Other a encfes InvQlvgd: �W� 2y�u�� � �5,�,��6 s,��o Field Investigation Needed
� �v �� ^ ( � y� >� ^ �� ;:�...::�;��*�;rx;��*�x�:x,n►';�:s�at;�x�,�
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`'�i�:7 .��'� `'�''�i'✓.�J?]'I,}�`?�'�j��,�'-�:.�..b�,..��Al!'J'�+.��';:e�:::>..,�...,..a>>a y..• ,�;��.:•: ,;.:v:.
, ;:. .: < Y 6� �,2. ,+J . ...�
��::��tta.�Cp�'�,'.y�.'���.�'�.��"v>::a::2�:L::a�✓w.:.:i�>at..•w.z::w�.`c.} r:S::a..:a�.J,.c�n.;�:ct�:b.::cwec:;:��:tt�:ui-:.�::ic.�5c��»:.�1:�R-.:S���t'.3.�rt»>>:...��`�F�.S'��:��:
(�N �� � ,
�3 J� Parce� No. �J�2 3 D 5 9d 39 C?� Kroll g� Th.Bros•OId33�y S' '
1/4 S T R .
6asln� Council Dist �z Charge No:
RESPONSE: Cftizen notified on by _ phone _ letter _ in person
DISPOSlTlON: Tumed to on by OR: No further action recommended bec�
Lead agency has been notlfled:
Problem has been corrected. No problem has been identified. Prlor investigation addresses probi
— See Fle � •
`Private problem - NDAP wil! not consider because:
Water origi�ates onsite and/or an neighboring parcel
Locatlon is outslde SWM SeNice Ar a. Other (Specifiy):
D AT E L � : p/G��
C OSED. _J g /�� by ��Cr�
���
- ..���,Y, ��d�ans urvno� �rv�� �
- - -- - - - -- --- i
RIId(i COOZITY BIIRBACE WATEA MANAQEMENT � 0� �
INTSRN7IL MEMORANDUM
� To: Don Althauser III
FROMs Larr Gettle '�jQ/�
Y ►I
DAT$: Auguet 7, 1996 �i
BOBJECTs � James Montgomery - Amonte Biorfat 96-1401
,,_ �801 NE 4th (1�2ad Aveaue Southeaat and 8outheast
1Z8th BtrAst)
Per ycur requeet Loaal Drainaqe 8eswiaee onit fnspeated tbe �
drainaqe ohannel lroa the pipe outlet at southeast 128tb 8treet ,
to the Bouth Lobe ot lletland 150. We also abeaked to determine
if there are easenents or aqreemeata tbat require the county to �
maintafn tbis otf R/1/ cbannel. �
our iavestiqation revealed the abannel south ot southeast 12sth li
8treet has been ispaated witb sedfinent, vegetation and debris.
The ahannel invert appears to be hiqber than tbe culvert outlet. �
We determiaed at least �0 teet of ohaaael dredqinq would be I
required to obtaia positive �loa. Furtber downatream a
siqnitiaant amount of brust► aad trees are restrictinq the cbannel
and aausinq additional sediment buildinq.
A aheak tor easements at the Record Center and Property Services
Division did aot identitp anp easements or aqreements qivinq Rinq
Countp maintenaaae responsibility for this ahannel. Because we
do not have maintenanae responsibility this maintenance should be
considered as part ot the CIP project.
Thanks tor tha opportunity to reepond to your request. If you
have anp questions or need additional information please feel
free 'to aall me at 6-8326 .
- - �•--�--d
K1NG COUMY SURFACE WATER MANAGEMENT DIVISION �� ��
DRAINAGE I]vVESTIGATION REPORT
Page 1: INVESTIt3ATi0N'REQUEST Type �_
Rew�rved by. �� Date: �0 � OK'd by: FlIe�No. ��
Recelved bom: ��4��s �u L�„f�n,c� •au prtnt pialnty for soanninp). (payl (�1
VAME:�,_O d N f' �'t�� IGE�Z lhQ I��( PHONE SQ" � 7 00
�DORES8: ► z 2 �7 t�- 8 rK r�,�c s� c� R��r'o� scate�,.1� zrP os-
�oc�tbn af problem, if dtfferetrt: �
tepo�ted Problevn: �
1"��hl.c lS Gr c.� � � C �� 1� � 5 ��- n�'�`'1' �fi2c-�'�5 , i��'y Nr-"�-"p� �,
S�„'�L ��1�//� � ��'c—� �Jf . /Y�� �tr ���.�./� [�-L /f-S S'�l��l�'^�c .
f� �r��tl L c1� ��?C= ��1�-I,ACc� �S'S�e� t�S.
/ � �Gi+'�!/ArN.O ti� 7�uJ'�If /� �
�G T1-1 �2 b P c`�--r��S �..1.1�t��T Tc� �r �
��2s� Y � n/c 2 T!-1 � S�� c�� L�,-r, ��-�= /'�C+��t'� ; ,S�-s 1��c.J«f�T i�
�G� !����, A �u�� A*--� �/.?tz T�� ���•✓.s��� a�T� '�tlz'�/.e
�GpO.r-Z Ty. �/�`z" !�.T To rr�� �c..T,y h�� /1G s c /^'�/'`',�Tc�
. . j+�i•e �� �S N.� rf�-' ���c�,�� �� Tr�= Wf��e.
%rZ� : � ur-t.L .��� ��ve � ��t/✓c"�'i/fit �/o -� � f� Cd-� �cL /�is
- /f.���s °��J
ss-c�.
at�name: i��� J Lot No: Block No:
ther apencles invdved: No Fleld IrnestigatJon Needed
�.y Y �i
R 4 C .���.. `\V. R �
Parcel No. �ai rn.sros: New � �
1/4 8 T R ' �Id
Basin Counc� Dtst Cha�ge No:
SPONSE: CtNzen notifled on � by �phone_ letter _in person
G,t�.��ttQ Go��� � G�i�j� �� �rC "'!� ��,5 • � � �r I�tc.
��� � � ���� �� r �
tPOS1T/ON: Tumed to On by OR: No further actlon recommended because:
_Lead agency has been not�ied: ��,� �T",� ��y����� �,�vj�-�--5
ProblQm has been corrected. _No problem has been Identifled. Prlor Investlgatlor� addresses problem:
� See Flle # •
_. � problem - NDAP w111 not conslder because:
Water o�lginates onslte and/or on neighbo�ing parcel
_ Locatlon is outside SYVM Service Ar , _ Other (SpecKy):
�TE CLOSED: ��� by:
Q�Tv� ��s
�ng���, FII.E NO%-1771 '�{OMq3 PA(3E 627T7
Depar�ent of Nahual Resources NAI��: JOHIJ KAUZI.ARICH �� I �
S11Tf8CC WB�OT MBIIA$Om811t ADDRE8.4: 11227 148TH AVE SE
PHONE 434-9700 DATE 10•15-96
DRAINAGE INVE3TIGATION REPORT Mn�N,�rrcE 4 II11T[AIS DCD
F�LD IIVVBSI'I(iATION
N
DETAIIS OF INVESI'IGATION: Dave Kauzlarlch ia the son of tht property ownera. Dave ia concerned
t6At tLe property has been damaged with �11 t6e actjvity at the nursery to t6e aouth and t6e neig6bora to the
north of t6em. A w►etlxnd now ezlats on the bAckside of the property. Dave feels with all the Activity of the
� ot6er propeties t6ey are now the dumptng grouud [or�ll the surtace water tlows. I wxlked the pasture on
the backside of the property aad found the w�ed�nd Dave wn� t�lkjng about but could not find a direct Aow
patti of t6e w►�ter from the uuraery or the nort6 property. it appeara the wxter poada on the Kauzlarjch'�
property t6an tiow: to the north. I will ch�ck the aensit�ve Area� maps to f3nd out what is locAted on tLe
bAckstde of tbis propety.
.SKETCH:
................................................�-- �--.................................---..............-- - -- ..._:....- --........--- .. --......---
_: �� ��
t.� . .............................................................................................. . . . ... . .......
�
:. . ..................................................................................................................................
NURSERY
(
........................................................................................... ..............................
. .................. ......_
148TH AVE SE
.:_ . �� �
.:i::':�::�:Y
�::::.�.�.::":�::: � KIN SURFACE WATER MANAG�T DIVISION
� . � D�AINAGE I]'��ESTIGATION REPORT � ���/ � 3�
, , . , ; ; Page 1: IMIESTIC;AT'ION'REQUEST Type v
• � —
,�w� by; oate: .� �_ OK'd by. Flle•No. g � r
t9CBlved 1`lom: ��.(�11� � (Please print pl�Jny ior ccannlnp). . (�Y1 (�'o)
1ME: � PHONE v�S�- S�S�J
>DRESS: � S � � 33 �' CitY State Zip - � �
�catlon of probiem. �dif�eren� � � .
. �
ported Problem: ' .
, � . .
. ' � ��`y��n / � ,
. , - ��' �
��
`1��0 �LC� -��- r �TY��/G�i
��'� ��`� '��v�
� ��°'1'3�
. 1� to ,
, �
��..�1�C ��, -
�� �
at name: /�.y ef L�p-,y �/a,,,�5 Lot No: � " � Block No:
her agenctes irrvofved: No Fleld Irnestlgatlon Needed �,
�r yy /� pNu.�s)
k ! �. ', •' ,e.i7 J r Y 7,y• A..'7c �dti* '� "i � �'3k
� 1 S Z3 � Parcel No,�q Z y�G--p Z�p _ Kroli ��D Th.Bros: New��J �o J 2
t/4 S 1 R . � ' - Old �5� �
v
Basin� CouncA Dist� Cha�ge No: ..
SPONSF: Clttzen notified on by _phone_ letter �in person
,. .
. . ���� -
SPOS/TION: Tumed to � �On ��1 by OR: No further actlon recommended because
i��`�
Lead agency has been nottfled:
- ��lem has been coRected. No problem has been Identtfled. Prior Investigation addresses problem
7 See Flle # •
_. ,,.dte prob/em-NDAP wlll not conslder because:
Water o�(ginates onsite and/or on nelghboring parcel
Locatlon is outside SWM Servlce Area. _ Other (Specffy):
— . ��� � ,�
�ATE CLOSED: ���j�—by: � ������
� k- s�— 7�l
_ ___ _ �Z��3�
Date: January 13,1997
Date of InvesttgAtion: January 11, 1997
FM: Gary-Paul Reinke
RE: EvAluaHon for Complaint# 97-0056
Ben Lamb
14105 SE 133"' Stteet
RenWq WA 98059
253-5459
Mr.Lamb lives In the Pugef Colotry Homes pmject. The neighborhood had significant flooding during
the Xmas storm of 1997. They experlenad soverat feet of standing water around their homes.
This ar�a has boen uader a study by Wendy Ksra and Don Althauser. They do have a project that is ready
to be started but are held up by one or two properiy owners. A public meeting is schedule for this coming
Febcuary to discuss the solution. This part of the oomplaint should bc closed to that project.
DownsKream from Mr.Lamb is another series of pipes which might be plugged or coliapsed. I suggest we
do a Quick Fix on this section to detetmine the actual condidon of the pipe. Please see the attached
diagram- ��, ��
1
- - !
K1NG COUNTY SURFACE WATER MANAGEMENT DIVISION (��� ��� I
DRAINAGE I]vVESTIGATION REPORT � ;
Page 1: INVESTIGATION'REDUEST Type� �
Received by. Date: .� �j 9'�" OK'd by: FUe No. G'-�_Q -�� S I�I
- RecefVBd firom: ' (Please pArtt plainFy for�can�lnpl• •. (Dav1 (E+e) 'i
NqME: PHONE J� '
ADDRESS: I���'`�� L�� ��/� ��f_ C�Y ���.��'� State Zip��s��
lroc�tion of problem, �different: �
Reported Problem: - ��J��, / C�Q� � li
�.i�'�2'�/� ;� �-'��� /�
y��i0� L2�-� L��� O�� � �j ���%C.�z?/»'J�, �.�I�� �I/��� ' �I
7 / '� V , L// - �•��i-u/� � I
I
I
C�il2�.�CA.Z� II
���.�.Cr� � �e. �I.���.4P�o.,v ea�cal tm I
��'�:�������,c ; .,¢a.y�C�ee�cCcty u � C�U ��
� � �c,�� Z� ��r.�et�iz.or�c� ✓��� ���'�
�L ,��:,,.� �� a�.Q.� ,Q��.e/,h �' a°r° �n9
!rj p#y -��..�/,� ..��,�•,�;��). �t o-r� �5'E" �3a�d�S'f
Plat name: Lot No: Block No:
Other agenctes i�volved: No Fleid Investigation Needed
• `�'/,a� yy pMtwYs�w) �vy(�1 y
�l. .'1 .�.1v. �M1.- �( K `•J`• ii7{JC `•i�:if `�•• .�� , �F1[�i'w�j!�{lCi�'.**.
R ���� .;�•��
_� /� �_,� Parcet No. ��Z�Jh(� "� �'1 ZZ� Kroll ��o w Th.Bros: New �O�Lp`/�
t/4 S T R ' Old ��j j��
Basfn� Councq Dist� Charge No:
. .. , .. . .
�ESP4NSE: Citlzen notifled on q/S-f'7 byY phone ^ letter _in person
G�� � �d�-ds ��,�.��, �,� � �dc,� c�.Ss��, � � p��.
� �
)ISPOS/TION: Turned to On by OR: No further actlon recommended becaus
� Lead agency has been notffied: �� l�j �l�/�-c.t1i�✓,OnJ�- � ����,/r (� 0'�'S
°��blem has been coRected. _ No p�oblem has been Identfffed. Prfor investlgation addresses problen
—See Rle # •
. ..�ate problem - NDAP wil! not consider becauss:
Water originates onslte and/or on nelghboring parcel
Location is outside SWM Service Area. _ Other (Specify):
DATE C LO S E D: �� l�I� by: _-✓�'!�� r�
D��T� ���
ADDRB88:13f�5 SE 131�8!' . . _
I.00.ATION: rw�.r�d3a�i '
CTTY AENTON Z[P 98059 PLA'h II
. twC.Ql'I'Y M
LOCAL DRAINA(�E t�VICEB UNTf PHONE �
nvmntJ,Dc� ��
INVB�fI(3ATION DATBs 4-30-47 REPORT DATE:4-11-97 M,ajIT17'EN,�IVCE DIVI9IONs 4 � � '
I �
CHAIN LINK FENCED DAMAGED DUR�NG LAST STORM EVENT. NEED TO DO A AS�ESSMENT OF Tf�FACII,ITY ON
MIS TO REPLACB THE CHAIN LINK FENCE. WII.L DO RESEARCH TO FIND OUT WHAT POND THIS IS AND�
WE MAINTAII�I THIS POND. COULD BE AN OLD OFF OR REGIONAL FACII,TTY. FURTHER AESEARCH NBEDED.
I tallced to Larry'C3ettle about tlre malntenance of t}�e pond in question and found out that li is maintained by roads as part�the SE
128�street drainage. Sent email to Jon Cassidy about the problem. Attached copy of e-matl to Jon Cassidy. Filc closod W Roads.
, •
s •
� DRA���INYESTIGATION REPORT ' ` �°> � i
��...� �►�/171
Page 1: INVESTIOATION REQUEST T'ype �~ i
PROBLEM: � � nP1'ct't�q� i
�EIV�D BY: �I�.�.K s.a�- Date: 9�5�-97 OK'd bv: FILE NO��� � ��� j
- . �
.<eceived from:
(DaY) L�1 ��(�Ve) L----_�
�y00 E: �o/a- �r� PHONE _y�f{�1/D�o k, �' I YS�y h�
AnDxE s: S E /3 3�p � City�P�c 7�i State,�r� Zip `fi ��5� �,
Location of problem, if different: �
Reported Problem: CALL FIRST ❑ (Would Like To Be Present)��`�� d� �t�. � I�
G��la►�"� S� c�r.�-��'�" ��'�-`.. /�t s f'.�s� '� w e.s� a�-k� I
,�,.L� g�r-d-�-�� uJ ��t t�� n-a.0 �.�o�� � qCr�-e
Q� O�' r�'`� ''ar� 5�.�.,�Q� /�°�s. � 3Dsb-�-r- �aCQ w�.r �,
�,,,` ..J i�r��r. / n
�a„��,vch,r.� ��(Ll/r�Gf.s� �NS�ted l"C'�el��� �/—ac t N' I
Q(�? ��' `Si�� ��r`7�y �INC Nr (�o-�t�r �!'a-i..tiS cYr(e � !`�'7�� �
� �ii �. �,�-�- � �� �s� � � ,����y �� �
��� � e;��; ��,�-ty,• �,��,�� ��� �
� ��,...� ���-� �;� sys� � � ��'s
� ,.��-�- �,�.�- w,� d--�-� ����u`. �'ad`-� ��
, ��%se � �-��- �':�-f- �� /,ti� �� �- r�,' ���-��� /�=� � I
� -q� =t�, � ����- ��rr.�-�y /��-�'�`�
� � � ,iame:g � �C- �DT�``" � �� Lot No:�� Block No:
� �1�,y��. -�s �� cb-�s�{r H�t� -
S�er agenc�es involved: No field investigation required
(iniUsis)
� TO BE;COMPI:FTED BY COMPLAINT PItOGRAM STAF,F'�� „.;.,;'; .�;,",;r.�;.�'w�...�"�;�":-
�_ 2 3 S
1/a S T R ParcelNo:1�12$Cb-DIL�U Kroll �D� Th.Bros: New_(_(� ��
� Old 3 5 C��
Basin t l'.2 Council District� Charge No.
. .... . . �.��.�.�....��.�.. ......�_....��....�.�M�....�................�...�.......
RESPONSE: Citizen notified on by: phone � letter in person
DtsPos�Tlotv: Turned to � on �l � I � by OR: No fi.u�ther action recommended because;
Lead agency has been notified:
Problem has been corrected. No problem has been identified. Prior investigation addresses problem:
SEE FILE il
�
Private problem - NDAP will not consider because:
' Water originates onsite and/or on neighboring parcel.
Location is outside WLRD Service Area. Other (Specify):
DATE CLOSED: / / By; � /;,,„��� `� eO� ,��
c��,
i
__1 .
� � � �� 1 �
. ��7
Evans, (31enn �
From: Afthauser, Don
Sent: Tuesday, October 07, 19A7 4:54 PM
To: Welch, Maureen
Cc: ONeil, Mike; Kara, Wendy; Evans, Glenn; Adler, Paut; Parsons, Randall
8ubject: Phone Complaint from Lola Archer-status
Ms Arche�complalned about activity on our Capital Improvement ProJect- Puget Colony Homes Flooding
Improvements to your office a sec�nd tlme.
We called her to understand her issues about unfenced area of the pro)ect and nufsance flooding potential In her
rear yard area.
People were accesslnq her property at Umes when the co�tractors equlpment dW not block entry and caused
nuls8nc;e on the uMmproved riqht of way edJacent to her home. Paul Adler supervlsed a Conservetion Corp crew
to install a permanent fenoe at the perimeter of the worlc area at several sttes to secure the private propertfes.
His proqram ailowed for qulck response and an inexpenslve solution to the complaint.
Ms Archer ts concemed about surtace water dt�alnage changes that may occu�due to our constniction. We have
ftled her complaint with Locai Dratnsye Services Unit and requested support from (31en Evans In the
Nefghbort�ood Drainage Assistance Proflram to provide a drainage solution for he�bt and an adjoin(ng lot.This
program Is capable of provldin�smait drai�age project oonstrudlon this fall. It is apparent from fleid inspedfon
ihat they need a drainage line to convey surface flows from en adjolnin9 pasture-through thef�lots to the street
drainage system.
Ou�field Gupec:tor has had ma�y contads with Ms. Aroher and taken care to protect her property, but Ms Archer
felt we were not addressin� her issues adequately and qulckly enough. i have also encouraeed her to co�tact me
in the future if she feels her concems are not bei�g addressed. From discussion with her and neighbors I think
these staff adions will futly address he�concems.
� Page 1
_ --- _... __ __.._ .- - --- - -- -- --
---:----� ---- _-- _�---_ - ----- -. .-----
- f��l �
NBIGHBORHOOD DRAIN]\!38 A88ISTANCB PROaRAM
CODLPL71IDtANT SV71LQ11TION lS�iO
DATE: December 2, 1997
T0: FILE
FROM: JEFF JACOBSON
R8: ENC3INEBRINCi EVALUATION FOR COMPLAINT NO. 97-1378; Archer
COMPLAZNT CHRONOL,OC�Y:
ORIC3INAL: 9/Z4/9?
FIBLD INV: 11/21/97 �
FISLD SVAL: 11/21/97
OLD FILBS: N/A
BAC1CaROUND:
Don Althauaer with the CIP group is heading a conveyance project
in the area of SB 133rd Street and 140th Avenue SB. The project will
convey the area's aurface water from a nearby wetland along an
undeveloped portion of King County right-of-way, 140th Avenue SE. As
part of the pro�ect the County cleared the flora found in the right-of-
way including a few large trees. The conveyance line is expected to be
constructed eometime in the late apring of 1998.
Two reaidents claim to have been affected by the clearing
practice, the aforementioned Ms. Archer and her neighbor Lilly Biachai/
Ren� Treadwell. Ma. Archer claima surface water entera the back of her
property resulting in standing water problems. According to Ms. Archer
the recent clearing hae exasperated the extent of the standing water
problema. In the paet Archer'e neighbora, Bfachai/Treadwell, have had
greater standing water problema. They have a eump pump in the basement
of their house. The pump c�utlete to the drainage syetem fronting their
property alonq S� 133rd Street. i
Me. Archer would like to see a conveyance syatem inetalled along
the property boundary ahared with her neighbor Biechai/Treadwell with
the termination point located in the backyard. The Bischai/Treadwella I
have recently expreased their desirea to have a drainage aystem
inatalled after fir$t taking a "wait and eee" approach. The rainetorm
of Deceaiber 17, 18th of 1997 changed their minda. Both reaidenta firmly '
believe the recent clearing has exaeperated thair drainage problems.
FINDIN48s I
Since the problem meeta all of the NDAP project criteria liated below,
it qualifies for and hae been investigated under the NDAP program. i
• The problem eite ia within the SWM service area and does not
� involve a King County (KC) code vio�ation.
r
1
l
��� ��
____,__,_ �___-_
_ . : _
, .,
• The problem aite shows evidence of or reported localiyzed t � I
� �
flooding, eroaion and/or sedimentation within the off road
drainage ayatem on private reaidential and/or commercial !
property due to later upstream development. I
• The problem Ys cauaed by surface water from more than one
adjoining property. I
soiLs: I
According to the KC soils map, the aite is located in the
following soil association: I
ALDBRWOOD A380CIATION: Moderate�y well drained undulating to
hilly soile that have dense, very elowly permeable glacial
till at a depth of 20 to 40 inches; on uplande and terracee.
OPTIOtiB J►ND DISCOSSION: I,
1. Construct a conveyance line along the two complainant�s I
properties with one termination point in the backyard of the A�ccher
property and the other in the open ditch found on the Bischai property.
The conveyance line would outlet in the aump/stora► drain syatem found II
f ronting the complainanta' property.
�
2. Do nothing. The CIP project may provide some relief to the
problem. The project is scheduled to be constructed in the
. spring/summer of 1998. The trench for the p"roject may intercept
problematic aurface water and re-direct it to the south and away from
the complainanta' propertiea.
� I]�ACT SCORS � 40
PROPOSSD SOLIITION:
The NDA Program will incur the material coata for the propoaed
project diacueaed under option number l. The CIP group will provide the
funding for the remainder of the project.
PRIORITY SCORB a 3.1
� '
2
...�,... .1cu.a� a�.ovviCl.,L�.D L!V 1�1U1V �. ,
y—�� .��,�'�„
DRAINAGE INVESTIGATION REPORT �� ��
Page 1: I S71GAT`ION REQUEST Z'y� �
PROBLEM: � e.��rsS:e�• t.K tf��el',T
~EIVED BY: �B�-, ���Thar.��r- Date:�~��f� OK'd bv: FILE NO "I���3U�
xeceived from:
' (DaY) L� (Eve) ��
NAME: �t � ` / PHONE
ADDRESS: �y �'S^ � �.3 � � City ��7i�r State� Zip��� I'
I
Location of problem, if different: �I
Re orted Problem: CALL FIRST ❑ (Would Like To Be Presant)
p II
� ����p�,�-- �� �l� �►��,�-- I
�
;
. ,
I
. ;
�
; .n� ��ame: Lot No: Block No:
Other agencies involved: No field investigation required
(initials)
_ TO BE:COMPL;TTEb,BY CbMPL.e�INT PRUGRAM 5T�►F�+'y'•;r:`;,;�;`�;�.'k.'��`,�,Y`,�;�,�t:��.:.
!� � `' , . _
1/a S T' R Parcel No. L�Zg�� ��7� Kroll ���Th.Bros: New L��4 H 2
Old �Z75
Basin -� Council District � � Charge No.
RESPONSE: Citizen notified on by: phone � letter in person
DISPOSIT]ON: Turned to on / / by OR: No fiarther action recommended because:
Lead agency has been notified: -
Problem has been corrected. No problem has been identified. Prior investi ation addresses problem:
SEE�ILE 1� �
. �rivate problem - NDAP will not consider because:
Water originates onsite and/or on neighboring parcel,
Location is outside WLRD Serv' re , Other (Specify);
DATE CLOSED: �0/ � / �� By:
5�-� I 7- /.�`7�"
RING COONTY WATER & LAND R$30IIRC$S
INTBRNAL MSMORANDUM
T0: (31enn Evans
BROM� Larry Gettle
DAT$: October 1, 1997
3IIBJECT: Archer, Lola 97-1378
14004 Southeast 133rd Street
Reference: 97-1380 Treadwell
These complaints were referred to us by Don Althauser. These
sites are adjacent to and part of the Puget Coloay Homes BPCIP
Project. The problem here is water pondiag in the backyards of
these two parcels .
These are being referred to you per your discuseion with Don.
�
I
l�P���E INVESTIGI�T't�N�2EPORT ►�� ��`�
-�_- J Page 1: INVESTIGATION REQLfEST O Type �
PROBLEM: Ci1 ►"�- � �
ur�p�VED BY• Date• �1�" OK'd by'�'- `^' FILE NO ���4 7
i eceived from:
(�aY) L�1 (Eve) �____—� '�
NAME: 1d�� 'T�L- PHONE ZZ�A r ��V
ADDttEss: � -1 �'' Ci n�� State Zi q 5 '�
�3' !��
Location of problem, if different: � v�j �cJ
Reporled Problem: CALL FIRST ❑ (Would Like To Be Present)
��pc eu.+{.,c�-h -�r�Y►�t d.�c,v� �'� I�K�, I(�OS� � �s �O-I- '
►
U�,�1.' -�ti� � vt� r� �5 c�-.--r.xru� 5–!v �-�-c.+ o-F V���' ,
d� c,� �� -
�►-� u� �e d.-�zu.�� - �+c�� �s r��t n� ax� ►'����� �e
v-u.,l- –�-coc�d �
Wi`�w��� -
� �
�r - -
ame: �t'fl�c-�" �-�rll� 1Jp 4 Lot No: �� Block No:
Other agencies involved: No field investigation required
(initlals)
. TO BE COMPLETED.BY COMPLAINT PROGRAM STAF;$:-, :�, -��, �,' �� -"' ,-
�Nl _� 23 _� (�51 W-3 �6 �
1/a S T R Parcel No. ID1�D3-n54� Kroll�_ Th.Bros: Ne �
• Ol 35CG
Basin� Council District �2 Charge No.
___.__._.....�...................._.__....._..____....._.__...._.. �__ ....._.__..__......_..._........_..........._....._.._�........._........ _ __..._
RESPONSE: Citizen notified on f S- Y?' by: phone letter m person
S�"e ha�C� s h �,,��, �c ��- � C�r�� Gv���, �/tJ� 1�4(o � ��,
DISPOSITION: Turned to on / / by OR: No further action recommended because:
� Lead agency has been notified: Ka h� s �%��� �"�-Z /r�L n�S
Problem has been corrected. No problem has been identified. Prior investigation addresses problem:
SeE Ft�e N
Private problem - NDAP will not consider because:
Water originates onsite andlor on neighboring parcel.
Location is outside WLRD Servi e . Other (Specify);
DATE CLOSED: f I�� l By:
(��..�(���
��
� m gency , -�:�;
I�� � .
� - Mi mce Divisions 4 Tho�is Bros M�p� 657 A3 YA t W1�
Typei Pond BAIAR HILLS t 4
Street Addresss 14005 — 149TH PL SE
� DireGtions: FROM SE 126TH ST, TAKE 144TH AVE SE. GO BqUTW. T�''
SE 142ND ST. TURN LEFT ONTO 149TH PL SE. THE POND IS ON TH� LEFT �1'
14005. '
�
Checked on 1/15/4S by DOU6 OOBKINS� Aadio =: 555 Charge to Proje�t t: Oa14I5 Fisheriess
� Spfci�l Equip�entc
W�
�
SYM Nates/Co��entz:
� Repiir inlet pipe to CS/CB1 and bac�fill �ith 4 to 6 inch sp�lls to inchor pipe. IF you have any questions con�erning the
�nchoring o! the pipe ple�ae contut Doug Do6kins �t 296-1415 or on Cell b60-8352.
)
Rotds Div. Notes:
�
�N
3
Task Unit t Date Actual M�teriil Material
3 Code Type Units Yorl Requested Co�Pleted Units Init Pl�ced Exc�vated
Y02 E�.Ftc. 1 �Re�ore sedi�ent in control structure CSCB/1. lref101
1
Y15 Eich 2 �Ae�ove sedi�ent Ero� the folloring c�tch b�sints) �od
dispose in �aard�nce rith applicahle Regulations: CBt2
� C8t3 Iref2101
� " Y24 E�.fu. 1 Perfor� the Follo�inq ��intenance/rep�ir �ork: repiir
� inlet pipe tu CSlCB1, see notes in the co�sent section..
1 ref 6601
1
Work Authorized: Datea
1
Work Completed : Dat�:
Progra� Version: February 22, 1493
►
�
�
�
����.�� �—'�VG COUNTY WATER��AND RESOURCES DIVISION ��
DRAINAGE INVESTIGATION REPORT �Z`� �
\ Page 1: INVESTIGAT70N REQUEST Type ________
AonBLEM; ��ln�L��
E[VED BY: � Date: � Z 2- OK'd bY: ��ILE NO � � D��� I
� Received from: ,
(Day) 42� (�Ve) ,�P 1
NAME: (�C�D� �� PHONE ZC7l -Lal� �T� Z�(Q - --� �I t�(� I
ADDRESS;_l���j4 c�G ��fL� � City��b'rl� State Zip���
Location of problem, if different:
Repvrted Prob/em: CALL FIRST � (Would Lik�To Be Present) � I
��,-��� �e1�„� Yu-►' lo�- I�� jxe n -�►( �n , Vv h t tM �5 navJ a��xrvt�-
. . � .
1 � - ca�' �-r�►� vv�u--�'�-
� � h� ✓. 5h� � WUrn�d al�ivi�" �,ru � P '�
� �,.n s-y� �,lo -t� � -r- h��l-�.
CY�-b f'�� �-o�Y� , ltil hG�" C �� ;
(SD 1 t ICe stiyuk- c.���� 0-r� liU[�- lo�nal�� � � r.�JYtat 'I,
Wowcd a �
e an l� o�'�'�' vJ�-}'h c✓t 6�r�. - i
Plat name: P�Q,C� l.pc�r� S-ct,r/��, Lot No: �7" Block No:
Other agencies invol��ed: No field investigation required
' � •23 (iniUsls)
TO BE COMPLETED BY CO�lPLAINT PROGRAM STAFF . • •" -
.�� �5 23 `
��4 S � T R Parcel No. �g `�"1�� -d�� Kroll 8lD E Th.Bros: New ���'A.�
Old '35D �
Basi�-�- Council District � Charge No.
RESPDIvsF: Citiaen notified on �- Z`�"�8 by: l� phone letter in person
5 en f +fl D D E S - L�ra ot � ►�� . Co�tA�-� ; Je m�n d � s�n cL:rr ,
�.lo pe,r►�►�,' ts -Fp �nd �'� Y' a�v�a.d � �-, g �ordc� Poss : ble � �Pa ��'
-�o rn e� �r ��o p�fy.
DISPOSITION: Turned to on I I by OR: No further action recommended because:
� Lead agency has been notified; �?U �'���tr-�rsl' �r�ci��-� ��cS
Problem lias been corr�cted. No problem has been identified. Prior investigation addresses problem:
SEE FILE a
' Private problem - NDAP will not consider because:
Water originates onsite andlor on neighboring parcel.
Location is outside WLRD Servi ea Other (Specify):
DATE CLOSED: �G� �/ l� By:
,�/'�of��'
�Z' j .
t
Camplaint 98-0360 Meyer
Investigated by Robert Manns on 5-27-98
I found thai a large area had been cleared, approximately 1I2 acre. An existing depression with
wa#er is located at the south side of Tax parce1084710-0045, next to Meyer's property. Some dirt
acid debris hae been pushed into the water from the grading work being done on parcel --0045. I
chec�ced Sierra and found no pernuts for ti�a grading work. Clarence Weyer is the property owner
of this parcel.His house is on the adjoining parcel;house# 14602.
Meye�'s property is not impacted by the work,becausa of the higher elevation above the grading.
Cnacled ac+ea
Barn
� Tax Lot Garage
� ression 084710-0045
;Prop. Lines Weyer
14602
Meyer '�
14454 I
NTS
I
' 12" conc.
12" conc. �
18" conc. SE. 132nd ST.
12" conc.
1
1
� 146th AVE. SE.
�
�
�
�
' ��� KING COUNTY WATER ANfl LAND RESOURCES DMSIO 1
DRAINAGE INVESTIGATION REPORT �2ZJ �~`///���`
age 1: INVESTlGAT10N REQUEST Type ��
n..,.3LE1�4: �
_..�[��ED BY: Da e: OK'd b : F�Lr No. v��o
� Received from: ✓IXP.QQ��o� (�1.��'�-�� �
(Day) �� (Eve) ��
NAME: .,(/yI -��� J.`L PHONE I
ADDRESS: City State Zip ���
Location of problem, if different: �/�p9 s� �'� ,�"�U� �i
.Reported Problem: CALL FIRST ❑ (Would Like To Be Present) �
. ' . I
� ��� �?��'�1�1,��'�1� l!%���,� � QG����,
� _ � I
...�.��,0 ��� .�C'�ZQ�'` �/zJ, �'-� �-��� �y� ',
_ , , G�
�o iY?�'� . . `��` .-g��.� a�2�2G�, ,
i
�' " 1�9�� � 9 � �D9o.�/�� �yoo�- �y9� �.�s�
� . ...,,,�07� `�j1.1 _(�� '� /
?lat name: Lot No: Block No:
Jther agencies invol��ed: No field investigation required
- (initials)
• TO BE COMPLETED BY COAiPLAINT PROCRAM STAFF �. - � • -
� _�L__ _�2 � 7 r �37 h'3
1/a S 'T R Pazcel No. I�//����/�) T� Kroll ����f/ Th.Bros: New �� c��
Old �Jt-���
Basin�� Council District� Charge No.
�ESPo��sF: Citizen notified on by: phone letter iri person
�ISPOSITION: Turned to on / ! by OR: No further action recommended because:
_ Lead agency has been notifi :
_ Problem I�as been corrected. No problem has been identified. Prior investigation addresses problem:
SEE FILE N
_ ivate problem - NDAP will not consider because:
Water originates onsite andlor on neighboring parcel.
Location is outside WL,RD Serv' e Ar a. Other (Specify):
ATE CLOSED: �l 3l � By:
I`//)��ni/� //1 _ ,..._.-
��_
�Z2�
Complaint 98-0520 Aaonymous
Investigated by Robert Manns on 8-6-98
I checked D90515 and found no problems. T'his facility has no ditch. In the
pond�acility D90669 there is a rock lined ditch that I found to have no
problems. This pond had work done on it last year. It's clean and functioning.
No problem was identified. No photo's were taken.
�I
(
.u�u aWJVVi�I,�.� L1VL.�LVP�
�y ��— DR.AINAGE INVESTIGATION REPORT ���
Page 1: INVEST'IGATION REQUEST �� 'j'� -��=�
PROBLE��:_�� G�C,I� a��h��f J
� �VED BY: l��P �_G' � � Date• g'���b OK'd bv' •�7��"'' FJLE NO / [J �" ���
1 ..ecei��ed from:
(DaY) � �Ve) L--_Z
NAME: PHONE c��s"�SL��
ADDRESS: /�a�����L� /7Ul�QoCity State� Zip
Location of problem, if diff'erent: .
Reported Problem: CALL FIRST ❑ (Would Like To Be Present) !� �GL�� G�
� �ig��1282t1-' Gt,ALC��(� t+2�
� c
�s��u'�- /nr�. �'� .�� �er' �.,ez� � �..e � -�f�"
, � �-� -
,c�.�i .-r�n s G�rr,v�c.- �u1it. � �� 9�.� - �
�� � � �0�� �� ;
/���
_ u.��
��' `��� - � , � ,�. . �� �` Q-'m-'� �—�-y .
� l�� l� u��
r � � �
� h� Y�'� . �- � ��d
- _ a..� � ��� � � �
�,� � �
_ ��� �
� A -,��d. �ZGh�c.�PiL. Q� ���� G�c�����7;�-i�.
�8-.36o IoL�3�! ��
14, ��a,ne:��,�;��� �Q�l�� `����� � Lot No: !l Block No:
�ther agencies invol��ed: � �((�' No field investigation required
(inivals)
- TO BE CO�iPLETED BY CO�iPLAIR"T PROCRA�i STAFF . � �
� 1� ..� � ���f 7/�� 'r� �ol� �S�c��
l�a S T R Parcel No. 1�lv� Th.Bros: New
Old �J-t'O�"
Basin �G� Council District� Charge No.
ESPon�SE: Citizen notified on by: phone letter in person
�"� .A-z-- _
sposlTto�: Turned to�t�__�__�n �/ � �/ � by R: No further action recommended because:
._ L tified:
lem lias been:corre No problem has been identified. Prior investigation addresses prob]em:
' SEE FILE 11
vate problem - 1�TDAP will not consider because;
���ater originates onsite and/or on neighboring parcel. �
Location is outside WLRD Service ea. Other (Specify):
�TE CLOSED; �2 /� I�j By:�-
P��G����
� —- ----------__— . ----- --------�-•°�..�
(2���� )
Date: March 26,2001
Date of Inveatigation: December 14`", 2000
FM: Gary-Paul Reinke '
RE: WQ Evaluation tor Complaint#98-0534 I
Shayla and Casey Cox
13224- 144'"Avenue SE
Renton,WA. 98055
Day P'�DISCONNECTED(the Cox family has moved on)
Owner�206-768-1 U62
� ,.
FindinQs ,
I have been checking dus site whenever I was in the area to see if I could find any evidence of the I
problems the Cox's have mentioned. I have not found any evidence of house pipes exiting to the stream or
any other part of the property. The Cox's have moved on and there is a new family in the house now.
They had no idea of what I was talking about.
I did contact the owner(Roger Brendan)of the property and he said the previous tenants had made the
illegal connection. The former tenants are now gone and the illegal pipe has been plugged up. Numerous
visits to the site confum this is no longer a problem. '
Options and Discussion
As I stated, I haven't found any evidence of the problem in about 8 spot checks on the place. The overall
condition of the property is poor and there is lots of junk lying about but nothing that would seem to affect
water quality.
Proposed Solution
I suggest we close the complaint.
��� d -
� KING COUNTY WATER AND LAND RESOURCES DIVISION
D A INVESTIGATION REP
RAIN GE ORT
2�
�
Page 1: INVESTIGATION REQUEST C. Type �
►BLEM: L t>!�'t�''� �N�
RE�EIVEDBY; �� �c—�r'TL c Date: 3fz�9 � OK'd bti FR,E No ��`-���'�
Received from:
(DaY) Lr�� (Eve) ��
NAtvtE: Lt-Q tiJ .�/�s L�'"� PxorrE 2 Z�_ /¢�
ADDREss: /¢/t�� � ¢��/� �� S� City �C�%�� State wA Zip���.
Location of problem, if different:
Reported Problem: cn�.L�ts'r ❑ (Would Like To Be Present)
��L--�i CL--rv L ,✓ �if'L cr - O J� Z�Z 7/9 1� ' ��trZ �--t�
j��� �s,v� a�-r��� � �«�-f� . �,�f�•-z o ��-�-z s�i � � w�o Y
/�o �- o �►ti�, y�m � /� � �� n,,��
s- -�
Plat name:�YlQ� �ll S N� � Z Lot No: S( Block No:
Other agenaes involved: No field investigation required
� ini6als '
3 U ( 23 �
1/a S T R Parcel No.��1�1 - �S�v Kroll �'l l V� Th.Bros: New
Old 3S j,��
Basin,��` Council District �ti / Ch�rge No.
.R�'SrONSE: Citizan notifi�d on Z7 by: _� phone lett�� __ in persor.
�✓�� �3 9 s'�
DISPOSTTION: Turned to on J I by OR: No further action recommended because:
� L.ead agency has been notified:� d� 5 ��'!v_�_ �i��-zi.�� Q��'
� Problem has been corrected. No problem has been identified Prior investi�ation addresses problem:
S$B�#
. Private problem -NDAP will not consider because:
Water originatea onsite and/or on neighboring parcel.
Location is outside WL,RD Servic Other (Specify):
DATE CLOSED: .�/ / �/ �/ By:
�, ;I �9.�"�"
-:,�,�+-
, �
KING COUNTY Fa.E rro. D90515 ���
� NAME
• � Dapartmont ot Natural Rosourcos ALLAN KIESLER _
Water and Land Resourca Divislon ADDRSSS 14102 148TH PL 8E
PHONE 42b/226-1446 Tg pAGE 856J3 '
DRAINAGE INVESTI�ATION REPORT KROLL PAGB 81�W DATB '�2'iee ,,
FIELD INVESTIGATION h1AINT. DIVISION �MP '
INTTIALS -
DETAILS OF INVESTIGATION: I
• 9�•016� �
• SITE VI81T ON 2l27/99. RECEIVED CALL FROM L. OETTLE THA7 A R/D POND LOCATED IN THE PLAT OF BRIAR
HILLE DIY. 4 WA8 CURqENTIY IN OVERFLOW. MET WITH AIR. KIESLER AND FAMILY ON SITE.
• INYEiTI0AT10N fOUNO THAT UPON SITE VISIT THE PONO WA8 OCCURINO A BREACH OF THE SPILLWAY ONTO 1�9TH '
PL sE. THE BPILLWAY 18 OIR6CTED TO OVERFLOW ONTO THE R/W WITH fIOW BEINQ COVEYED VIA CURBBIDE DRAIN
AQE TO THE EOU7H. THREE TYPE 1 CATCH BASiNS LOCATED AT THE INTER8ECTION OF SE.1�9TH Pl CONTAIHEO
WATER OVEHfLOW THE TOP OF THE BASIN,A8 WATER IN THE POND WAS AT A HIaHER EIEYATION THEN THE RIM OF
THE BAi1N (iRADE. FLOW FROM THE TYPE I BA81N8 ARE CONVEY 80UTH ON /99 Pl BE., AND WEST ALONG SE 13
TH PL. A �b'RUN OF �0'CMP I'THE OUTLET PIPE FROM THE POND TO THE CONTROL MANNOLE. THE MANHOLE
REfI.ECTED WATER HNTERINd TME �0' PIPE AT APPROX. 10% CAPACITY (-THAN �-61. THE OVERFLOW TEE-SECTIN I
WAi NOT IN OVBRFLOW. THIY INDICATED THAT A BLOCKAOE OCCUpED AT THE PIPE INLET TO THE CS/C81. TREE '
DEBRIt FRON OVERHANOINO EYERQREENs WERE REMOYED FROM THE PIPE iNLET tNCREA8INO THE AMOUNT OF WATER
RELEAfE TO THE C8JCB1. EVFNTUAILY, WITH 60MB MANVEL LABOR THE BIOCKAGE WA8 REFAOVED AND THE POND WAS
CAPABLE Of OECREAEINa AND THE OVERFLOW CEAiED.
• THE KIESLER LOT 18 LOCATED ON THE S.W. SIDE OF THE POND WITH A PRIVATE OATE PROVIDINCi ACCE88 TO THE
TRACL THE BERY ELEVATIOH OH THE WEST 31DE OF THE PONU DID NOT POSE A THREAT TO THE KIESLER LOT.
WATER WAs OESIONED TO OVERFLOW ONTO THE Fi/W OF /�9TH PL 8E. MR. KIESLER AND FAMILY WAS VERY PLEASED
WITH THE EDUCATIONAL ExPER1ENCE ANO OPPORTUNITV TO DISCUSS TNE FUNCTION OF THE POND. ,
SKETCH:
� ! ���
I
v ----�"� - �
KING COUNTY WATER AND LAND RESOURCES DIVISION C��
DRAINAGE INVESTIGATION REPORT � �j�
. � Page 1: INVF.STTaATION RF,QUEST � Type �_
�BLEM: Yc-�
RECFrv�BY: � Date:��l 7 OK'd by: lnk�r-'Fa,E No �����
Received from: �
(Day) I—� (B�a) �.�
NaME: �X��cri`c,r c� � PxorrE
ADDREss: 14. �dOl,e �� /�-10� �S'� City State Zip4_��
Location of problem, if different:
Reported Pro6lem: CALL FIRST ❑ (Would Lilce To Be Present)
�%On�,ah-u�r arv...� -�t l Gf.s�t-e�- �Z��' �Yt- a�- S6 !2�/!4-�''-�h �fi'v� S� L�D c���u�-s�.
�� � �,F � �- ����� ���-� ���e�s �'s��-
��r�C�l�v� �r!/c�v� 1b ��.Z. GC1�-�h� �D l4�'�.5�"� �i'��� �-�- r.e�
4G�iv�GlG�rXa"� ���,(�cGt� G'�u�'�� `i.c ��Co �� /S�� ,�i1� G.��2c-E�.�
ErYt,l�, .
��l�..�- ���z� � �i� �,c_ �.�-� e n�/v `u� �o����-�- .
� ` �.
Gl J, ��� �,,.....Co o.. r' j"�.,
N.<J l�'� �- /
Plat name: Lot No: Block No:
Other agencies involved: No field investigation required_`_
in;tiais
,
4 2g 5
1/a S T R Parcel NoD �4 ��b l,C� Kroll �� Th.Bros: New .�-`�0�2
�� Old ''SS �S
Basin Counci(Distnct 1� Charge No.
RESPONSE: Citizen notified on a � by: Phone letter _� in pPrson
� �• i d�a c...- C �..► s.�r, �T Fx,o�C..-,..y,� a--,w�c� �y.�r- .� wr�..s¢.,.
��a�`+c-� ci D G-,«.,a-s�e�.�i��.w,r..r�� �a �hr,+G p�+�- t�t'" ,�..,�a �+ae.��
1 �
�t,l�vr� vn svs�.�. �✓ � a� vsr4r P�,�,,-:..� .s. �-�t,a- Co.✓a,r�-v� •i�.�-��. c�'
'I� r"a~�o �n- ¢ ��r� �°T .�C.C. .0.�-•c',, oC�va..,i o� v7�*- i�v�-'r'"--�,
sITION: Turned to ,__ or� / / by OR: No further action recommended because:
_...� Lead agency has been notified;_ ��i,,�C �vJ� �' {���+�
� Problem has been conected. _T_ No problem has been identified. Prior investigation addresses problern:
SEE FII.E�
Private problem -NDAP will not consider because:
Water originates onsite andlor on neighboring parcel.
Location is outside WLRD Servi e Other (Specify):
DATE CLOSED: / / By:
/�'��;�'
--�..._-.- Y"--_'��- � ���v ' 7' �r� . ..� :i_:.i}
�
(z��
Complaint 99-0609 Torantola
Investigated by Chris Treiche108/19/99
Visited,and met Mrs.Torantola at the site. Her property is a five acre lot, Lot 16 of Black Loam Five
Acre Tracts. Her lot is at the east end of the semi developed portion of SE 136`�ST. The lot slopes from
north to south. Streets 144°i Ave SB, 146'�Ave SE, 148�'Ave SE,and 132nd Ave SE are undeveloped at
this time. The area in'quostion is east of the site. It is wooded area of approximately 62.7 acres,has type 2
and 3 wetlands on it,and is located within the city limits of Renton. There is currendy a land use proposal
by Burnstead Constiuction filed with the city under:LUA-99-069,PP,ECF,V, to subdivide the property
into 218 lots for single family residences. Mrs.Torantola is concemed that tho development proposal does
not adequetley address the atorm water runoff. She also said that two years ago she received a letter from
the county wanting to vacate SE 136°ST,so the county could expand Maplewood park and put in
additional baseball fields. The Burnstoad proposal does not include using SE 136`"ST.
� 7��
� I
� I
14606 SE ��� ��
136`"ST �
� �' ' ' �
� i i i
' ' I I I I I
. �
' ' I 1 I I
� . . , I
I I i I �
I I � I � Wetlands
; • ; ; ;
I I I
.1..1.�.. .L.• •--•—�--.._. .. .. .._.
.--.---.----.._.._.._.._.._.._..[._.. .._.._..��'�.�_..��
�
Street End
MapI�W00d Park� KC
futuro ba:eb'dl flslds4
` .._.� �-•___—� —
J KING COUNTY WATER AND LAND RESOURCES DIVISION C � � �'--•`,
� DRAINAGE INVESTIGATION REPORT �2��
age 1: INVEST'IGATTON REQUEST Type �
BL��
Da e: OK' b • � Fri,E No, —4
Received from: ,�/
• , (Da ) J' (E�e)
N,�: Pxorr� �� - -
AppREss: — City State Zip f '�
Location of problem, if different: ,
Reported Problem: CALL FIRST ❑ (Would Like To Be Present) I�,
�'���y'� ' �, � ��v
r��v �a-� .. �.�`��`� � ° Q�
� . , a� '
'�7�CL�Gi? . �, ��'cE',L�� ��'�-�,��� �/�"J
�'���� �� � � � � ��� ���� �t�� '
�i�� -
� G���e'� ,����,%� 9�� �,
� � l��
.� � < � .� �'�9� �
Plat r.ame: Lot No: Block No:
Other agencies involved: No field investigation required
initials
_�� �
I/a S � T R Parcel No.16 r12C�3O�'C) Kroll ��� Th.Bros: New �.OS l� J 2� 3
o�a a5 �S
Basin�C� Council District _2 Charge No.
RESPONSE: Citizen notified on by: �_ phone _ letter in person
ro d�'� .✓/�v,ra l�u..�..✓ o,.d s ,a� a'/:y f�p. YJ�- f�[.��-�'f� �s ....i ,� l...,. s.o�.—
eo.....� ,�1a....- .r+✓ �i...a.- r i o ss. a� •"V'X .ik...�..i rrs+.� s.v- Qo.��..a �ds w6..ut y )y�—
Jv�'6v �� �"io�t.�j �,,�,s.✓! ✓JN✓� ,�./.A�'�°" /o��a'
DISPOSITION: Turrxed to on / / by OR: No further action recommended because:
Lead agency has been notified:
__ Problem has been corrected. No problem has been identified. Prior investigation addresses problem:
SEs�.g M
Private problem -NDAP will not consider because:
Water originates onsite and/or on neighboring parcel.
Location is outside WL,RD Servi Are . _�Other (Specify):
DATE CLOSED: � / � / �/ By: G��J7"�"���
�/7/��'ig
<.-.tXf` . . .:.1� . . . . . . . . . .. _ .
� .. � • � ' . . . 1 ' ... + � �
� _ _v.�_ ��.-� # '�' 'T !. � +`�_�
� �
2Q /
Complaint 99-0625 Quinn
Investigated by Chris Treichel 08/30/99
Met with Mrs. Quinn on site Aug.27, 1999. Her lot is Lot 44 of Briar Hills Div 4. The property is
relatively flat but the house does sit in the higher elevation. There is a CML1 block wall on the west
property line. The water drains away from the house in all d'uections. They have a street to the east and
south,a single-family resideace to th�west,and Maplewood Park to ihe north. She stated that she was
worried about an area in the Northwest corner of the property where the water seems to slowly infiltrate.
She stated that she and her husband thought that the sprinkler system for the yard maybe leaking,they are
in the process of replacing some of the sprinkler heads. When they were digging the spri.nkler heads up,
she stated that there was water in the ground. She also stated that they smelled a waste type of odor. The
area seemed to be the low point Gom the park, house and neighbors. She stated that this was occurring
prior to the CMLJ wall being installed.
Maplewood Park
Wet area
Blocka�e at
end of road ��
CMt)Wall �/
2-4'tall
�
F � �
s
' < �y
. �
Lot 44 Briar Hills#2 � NTS
SE 1�h PL
�
-----�
�—��
KING COUNTY WATER AND LAND RESOURCES DIYISION �---.
DRAINAGE INVESTIGATION REPORT (���
INVESTIGATION REQLJEST Type - �
3LEM: �� ��A ��
KECEIVED BY: �� � L Date: � � � OK'd b ; FILE NO. —�/ 7
Received from:
�DeY) 2.� (Eve) ��
NAME: !�'R�+ �AµN PHONE 2 26 ' 7,9 S�
ADDRESS: �"r � � � S� / >� yM City dv` State Zip 7 �U �
LOCATION OF PROBLEM, IF DIFFERENT:
Access Permission Granted � Call F�rst (Would Like To Be Present)�
�
_ ��
, , �� �
.
�1R�� .s�dYt� w� .
J.�2�Y T�A�yyy,,,
�d✓L �G� �t- � ' (�X��'�e W+
�t/o �S/D �r.�y c 2 f,r� ,,�w- w.-
�Qy � �oqds �G,�,fy z���� �3�.�.� � �,� �o��� _
G�� wAs r�o�' c��.. ��j�
�� , �i S c�sS.r� ..J/ �r.d �d T/�s� _ •
�ditJ w/c L �GL 1��25 //f/�n/ �`'^�� D
e�fLcJSS �►2o�.sCT, / !� �^��L- /��5�'r`�s,t--
Plat name: ��� po,,�, Lot No: Block No:
Other agen�ies involv�: No field investigation rec�uireci���
�,��
,. r• .
�,
� —� =� r p � _ /�` y (l 2
�a S T R Parcel No.���cj�(�1� .7 Kroll _��� Th.Bros: New �D,) �
Basin�� Council District /� Charge No.
RESPONSE: Citizen notified on a � a� by: � phone letter in person
p o N ,��-r N�5.�2._ r .� ) M�-s , Y A r� � -rc D 1 S z�l S �P�o►M �,�, �,
e l 1� P I�o J��, i�sb t �V. 1J b G6SS�4 R-'y s� �✓►�4-s s�a 7'�S F�F v
W �T ►'� N� s /N.�-11G►M.t'S'1 i N +
DISPOStT1oN: Turned to on / / by OR: No further action recommended because:
� Lead agency has been notified: � w G'� S , �� � /9 L��iQ ✓S '��
Problem lias been corrected. No problem as been identified. Prior investigation addresses problem:
SEE FILE #
_ Private problem -NDAP will not consider because:
Water originates onsite and/or on neighboring parcel.
_ Location is outside WLRD Service Area. Other(Specify):
DATE CLOSED: (. I � I�� By: ��`�°�
2 ��D �a SvJ � � S
-�--�.�
��
KING CO ATER AND LAND RESOURCES DIVISION `� (/ j7�
DRAINAGE INVESTIGATION REPORT �� Ir � �
�� tNVEST[GATIaN REQUEST Type ��
BLEM:
CEIVED BY: DBt�: OK'd b : ��``� FILE NO. �-
Received from:
(Day) �1 (Eve) �_1
NAME: ��Q/� . PHONE C�p � / yy�
ADDRESS:_ ���� _��1-33�� ,� ! City State Zip����
LACATION OF PROBLEM, IF DIFFERENT: �n � J �/O'Lti �
J ! `L
r,4ccess Permission Granted � Call FIl'St (Would Like To Be Present� (�12� 4� 3�d°P�1
�� Zql�� C�� �
�
�Y�"�
. ��2 � �1��+'� ��
Q/I,� (� � �-' ��I;� . �e'
a�- � �
�� � �
a f�-�K-- "�-� ��— �'`�`'o pu�v i h�-r'--�-i 1' n�;I �j z.�- �
J
Patn
l ame: Lot No: Block No:
Other agencies involved: No field investigation required
��: � -- -
i'z',- ,3 '�¢`� _
--�={•.� � � �
�/a S T R Parcel No.��/(�5 Kro11�0 Th.Bros: New ��o
Basin LGI2 Council District� Charge No.
RBSPONSE: Citizen notified on by: phone letter in person
��s��ss � w /�«�< L�-��r,.r� nss . �� ,,�,�--s /��-�.,�, ��
��✓('/?-c� w/ �o �-�- iR� �� ��� ✓�.�yiti�e_.s-'fl �ys�'� ,
DISPOStTtON: Turned to on / / by OR: No further action recommended because:
Lead agency lias been notified:
Problem has been corrected. No problem has been identified. Prior investigation addresses problem:
' SEE FILE #
Private problem - NDAP will not consider because:
Water originates onsite and/or on neighboring parcel.
Location is outside WLRD Se vice Area. Other (Specify):
DATE CLOSED: �1 j ! �� Bv
/���a�SS'
Complaint No 00-0763 Name : Lola Archer �� I 1
Investigated By:Virgil Pacampara Date: November 29,2000 -�
DETAILS OF INVESTIGATION
I went to the residence of Mrs. Lola Archer on 11/29/00 at 3:00 PM. She was not home at tirne of the visit. I was
able to spoke with Mr.Rene Treadwell (neighbor of Mrs.Archer)who lives at# 14005 SE 133rd St. He is atso
concern on the datnaged gate and people entering/using the easement as a traiUaccess which is located at the
back/rear side of his properiy. Mr.Treadwell showed me the damaged/torn down gate. He informed me that the
King county has installed the fence gate and showed me also drainage catch basin alon�the undeveloped trail.
Investigarion shows that the gate is located at the south end of the culdesac of SE 132° St.The gate is made of
aluminum grilU round bar and attached to a wooden post(4"by 4"by 6 feet). T'he gate is at the corner of 140m Ave.
SE and SE 132od Ave. St.The fence gate is detached from the wooden post and bent.
Inquiry reveals that the access road is not included in the list of KC maintained road. It is a dirt road and
undeveloped and no street vehicular access.
TO R/D POND
Trail
Gravel Road
N
� � Damage Fence Gate
DNTS
� s�. �a�No sT.
... I
` I 2 3
fi '
O ;
� 15 '
14
, t Archer
#14404
s�. �as �eo sT. '�
TreadweU
#14005
r II
18 I
� 31 !'
� 32
g a�. 1 a4TM aT. i
33
�
- - �
�...� �� �
KING COUNTY WATER AND LA�'P$TZESOURCES DIVISION v
DRAINAGE INVESTIGATION REPORT C���
Q AES,T�QATION REQUEST Type ,-G ,�"
BLEM: 1\/W�S I N ��D �' `+�
RECEIVED BY: �A� COC��C.. DatE: ���''3/� � OK'd bY: `"-"� FILE NO 2OO 1 -('f��i//
Received from:
(DaY) �.� (Eve) ��
NAME: K��.) ��AYI..D�- PHONE � - � �7
ADDRESS: �� � � v J� � 3/ '� �� City w State Zip
I.00ATION OF PROBLEM, [F DIFFERENT: ��� d S j�'� ,�� � �, ��,
Access Permuston Granted � Call F�rSt (Would Like To Be Present) � � �5�0� S�
� �I1�0� I
�'�• (l,(,l��l�D�►�L 0'0� /1 a,S t7 Pi��, r''� ��� r�� 't' `e'C_!.i 1'q C I'
--�� dJ� � �, -�� r� � Pd� �P � ��.� ,��-��D a � � ,
, �
.�� o �1 �.f-�, � � ..� 1�v� � --��� �-h �- �� ��s h � s '
� l 1 �
f�i�� ��"e � �-�t TS , �S' ��u,-� r �. �v��✓�'��`'�
!d , I
, � / �� �� � �e /�y � t r �,��� � '
^ 'S L� A V
7�
C��� �W� G� ��`� � '�'�' ��
� �f�r-.� � 1�✓G R�G6 �d�t.�a 5 .4 c�S� /C.�,.� ti
Plat name: ��l. �`r �� � � �S �`7 �D / o�l �� Lot No: Block No:
Other agencies involved: No field investigation required
-,�_.:' ,��`, _ �r,
�_ 3 . S 4�a , l -
�a S T R Pazcel No. / a 77i�3 �.�`d�Kroll �1 � �" Th.Bros: New�57 A3
Basin LL� Council D'strict Charge No.
RESPONSE; Citizen notified on � �-q � � 1,�P b : � phone letter in person
- coa�_ �►'►�ta�+��Wi' �N�D� p. s � ay/o► i r;go FY�t w� .�r D N�tJv �+�-h�
� I��'�t-'�� �- �1�,��rvl � i�-'��a i�� �t�'
5�� �f' t�'s �, r,�T•�-f�pri�✓�+r*� t�.� c,�-�r-�<r ►►-�s-r�+-{--
/�.' N� � f�� `TlVle'. 3'?7�- 'TK-y I►-' `� G�T-I!-� 'ml�"M u.'`!1'l�
F�t7�� °��D� ,aT „ I�,�, �µv w�' �R-� ��t-C� �-t�'s �Pc.ti1�N� .
� ��� �.
r�� �
DISPOSITION: Turned to on / / by OR: No further action recommended because:
Lead agency lias been notified:
, Problem has been corrected. No problem has been identified. Prior investigation addresses problem:
SEE F1LE�
Private problem - NDAP will not consider because:
Water originates onsite and/or on neighboring parcel.
Location is outside WLRD S v'ce Area. Otl�er (Specify):
DATE CLOSED: � ! ?j ,t]I By:
�ll� �� d�
- . KING COUNTY WATER AND LAND RESOURCES DIVISION
DRAINAGE INVES IT GATION REPORT `-�'
� [NVESTIGATION REQUEST �Z�-/3�� Type ��-
nr�...LEM�
' IVED BY: � Date: � OK'd b : FILE NO. 2001 -
Received from:
(Day) (Eve) ��
NAME: D PHONE `'
r �
ADDRESS: !`� ��O c���� �v City 1-���� State �� Zip
�
LACATfON OF PROBLEM, !F DIFFERENT: '(�/b�S I l � e �
r
Access Permission Granted � Call FYl'st (Would Like To Be Present) ❑
1�- I� , �'�
_ n ,, !`
Plat name: ���5�� �y2�1 ���,,�i�/J �`� Lot No: Block No: �
Other agencies invol��ed: No field investigation re�uired
.
`�Fliy'� � ,,1�
C ' �_
�/a - S T R Parcel No.�L�7r��OSNU Kroll�� Th.Bros: New
RDP Basin �� Council District_�_ Charge No.
RESPONSE: Citizen notified on ��- °�� � � by: � phone letter in person
`� �� ���� � �`t-�'D '� ��/I�Lt� ,d,-�--1D W l�.L '�70� I'L 1.J C—�KS
DISPOSITION: Turned to ,,,�on �/ by OR: No further action recommended because:
Lead agency has been notified:
_ _ Problem has been corrected. No problem has been identified. Prior investigation addresses probletn:
SEE FILE#
_ 'rivate problem - NDAP will not consider because:
Water originates onsite and/or on neighboring parcel.
Other(Specify):
DATE CLOSED: ��/ ZZ-/QZ— By: � �/I.Oc�G�� C,°4.C.CG�GT�
��`�/�� �
.__ F .
GOII�PLAINT NO. 2001-0805 N�:
Ipveeti$abod BY:Virg{1 PBcamP� Da�o�: t
� Y.i.
YfETAILB OF IN�E3't'IGATIDN `
I rea�waded to a Sood;ng during a scorm event on 12113/01 at a:3 o pM.'R�e iirterseotion of 1 a9TH pL. SE
at�d 5E 139'�PL.waa floodod. The water lavol at t�e fl�cility D9031 S (Briar H'ills#4)was very high but
not overflowiag ta t1�o�illway.Tho�ailiCy waa a b3'`f�P�d'Ibo po�d waa ftinqioni.ag woll,thc
wator waa Bowing through tho co�trol atru�ture and uubo tho aiRce.l7�o tt�e c�baains at tho
is�rsection of tho raad were ove�rflow�n�an�d sur6u�e wster wea flowing outo ths road�ad by passing th�
pond It a�oaas d�at oithor it is claggod or too auwh water cwmiqg from 149�PL. SB aod SB 139TH PL.
'Tbe wata taval wae�ppi+oac.4-6 inoha. IE aoane that d�ero wara too�ch wata�goiag to CB-4. I
observa ti�e great amowrt of wakor coming art finm t�+o 3 c�basina daspite the pand was working. I
apoko whh Bt�gr. Briau 3laboe wlth ngasde to the oondido�of tho Soodi�g. TLe sur�oe watar has nat
r+eached t6e hausoa around dio area.It jaat rtayod wimin t�a edge of the lawn and aido a►ellca. I also aotice
�tt Wo iwo ou�h�lid/cover wee romov�od fmm tbe flamo.
T6e KC Rqade pa�oand srrivos at sraud 7:0o PM and ina�llod t�e�lgn("Watcr on t�e roadway")ac the
uprtreaan aad duwasttaam of dro 149�PL. 3B.
I retum ro tbe sko to ci�eolc d�e oonditioa o�'tho 9ooding a�t�e water had rocoded. I�oace with Mr.
T�wit6 rogarda�@io w�rta�t�oir ba�t.Ha iaf�ormod m�tbai the water has�chod their
h�eatct.I woat to t3�e cx�wl spacc and noticc that tho wata was gono Tho heaier waa vPoc�Cing, h scema thai
the water thst impacxcd tho crawlspaco aod the heatcr did not oonea froa�tl�o surfacx wa�e+r but&oin t�o
gr+ound wata aoeping nato tho c�wlapaoe.'!be clearanoe 6rom tha crawl surfaoo aad the base of the
ha�tex was appnoa�.2"-4".I walkod aad drove to the�str+eam aad fuun�d that tltcro waa a largo drainage
fadlity that was discharging water cbwnatream.'Ihe dtainage facility was part of the n�w Iarge
daveiogmeat that was beiag oonstiuctcd At SE 128�ST.It eoems tha�t tt�o wa�r 6rom tbis faciliiy was
disc�argi�much amou�rt of water t�at may 6ave Goa�utOd to riso af tho water level of t�e pond
(D90S 1 S).Tbe smawt of water dischargo from the nsw development bas to be address in the flihue that
msy impad the Facility D90S 15."!be facility is locaied within the Reaton jurisdic�ion. �
I t+epocted the doggod�basin at the iateraedio�of 149�PL. SE an�d SE 139'�PL. KC Roads
dca�o�go hot line.
SBE FACIIITY SKE'I'CH
I
. . _ . ��S't.. ;� �
., . �,�y����
_y� . =
����^ivTZZ/V�� ..- _. ...__.____.�_------._ .. . . . � � ,. .::-. : • I
Fm: Len Juhnke
RE: En lneerin Review for com laint#2001-0805 �����
g g P
Complalnant: Kenneth Taylor
14920 SE 139�Place '
Renton, WA 98102 '
Back¢round
Called compainant who said problem had already been corrected. �
Findlnes I'�
Checked with Drainage Investigator,Virgil Pacampara, with regards to complaint. Found out the I
problem was corrected on 4/29/02 by removing debris Gom the control structure and removing
the trash rack at the outlet &om CB2 to the pond of facility D90515. '
NDA Impact Score= N/A I
Oaflons and Discussion '
Prouosed Solution ,
File should be closed as problem corrected.
NDA PrIority Score=N/A
. - � � j�,A�TG COUNTY WA'I'ER AND LAND RESOURCES DIVISION`� � ��
" DRAINAGE IP��TIGATION REPOR3' � ��
MVES"I'ttf33�T[ON REQUEST ��I� Type �/�,�
" )BLEM:
RECEIVED B : � Date: K'd b : FILE NO. Zd�2 -
Received from: l.�i� d" ���
. �aY) ��� �Eve) �.-----�
NAME: — �,Q��/.��! PHONE �`'Z�_77 YL
ADDRESS: City State Zip
L.00ATION OF PROBLEM, IF DIFFERENT: L �
r-�-�-r- -�� �---�,�
Access Permission Granted ❑ Call F�'s1 (Would Like To Be Present) ❑
.
� CJG+E�,u/�� �l��"v�-tL'•�/Y� U�J �
�����
C��l��� �" .
� I
�C��S ��-� 5 a-3 '�
Plat name: Lot No: Block No:
Other a encies involved: No field investi ation re uired
p--� - ,�,--
:�'BE�,�
.
� _� �_ �_
1/a S T R Parcel No. Croll�_ Th.Bros: New
RDP Basin�_ Council District�� City Charge No.
RESPONSE: Citizen notifted on by: phone letter in person
DISPOSITION: Turned to �on / / � p�by OR: No further action recommended because:
Lead agency has been notified:
� Froblem has been corrected. No problem has been idantified. Prior investigation addresses problem:
SEE FILE#
'rivate problem-NDAP will not consider because:
�'Jater originates onsite andlor on neighboring parcel.
Other(Specify):
DATE CLOSED: / / By: �.
�C� �2 e-'�(�� �t �-X�-.
Merrm �� / �
(
Date:January 29,2003
Complaint Number:02-0599(Smith)
From Cameron Chapman
Regarding: Closing of file 02-0599
This complaint was regarding(veggie)oil in a catch basin,reported by Grant Smith&om KC Roads.
The problem is long gone.Virgil p.found nothing and neither did I. It is not apparent whether Roads ever
eleaned out the CB,as the basin is(still)filled with sediment.Bither way, it has rained considerably since
the titne of the corr�laint,so it is probably a moot point I smelled the water in the catch basin and it
seemed normal. I stenciled the catch basin with Duttip No Waste.There is nothing else to do and I am
closing ttus file.
Cameroo C6apman
:�� �
. . ,
� I�ING COUNFY WATER AND LAND RESOURCES DIVISION
�p �� /a �' ��--�.,
r`��Z � DRAINAGE IIWESTIGATION REPORT �1�
� INVESTIGATION REQUEST C� Type �G �
ILEM: �G �O^'D ON S tT�
; 2-- �o " O�
RECE[VED BY: ���1►J�0 � Date: 2/� d 3 OK'd bY: FILE NO. 2�03 - �/
Received from: f<G DD�
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NAME. �4`YG�IZ- �2 /1.E;N PHONE Z 3 S_ � �- 3� �
ADDRESS: 1�-_f 2� I 3 9 y� T � S�� City State Zip
L.00AT'ION OF PROBLEM, IF DIFFERENT: /�/�i/',� /!/f��t-t �� S�"
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Access Permission Granted ❑ Call FII's! (Would Like To Be Present) ❑
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Plat name: �{Z.l-g� f t 1 L Z S �`T ��9� S/S Lot No: Block No:
Other a encies involved: No field investi ation re uired
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/4 S � T R Parcel No.��7��`T �Kroll ��� Th.Bros: New
RDP Basin ��- Council District�_ City Chazge No.
RE.TPONSE: Citizen notified on by: phone letter in person
DISPOSiTION: Turned to on / / by �R: No further action recommended because:
�Lead agency has been notified: � �/�-�� �f}l�- ��'� i�2�- �PS
Problem has been corrected. No problem has been identified. Prior investigation addresses problem:
SEE FILE#
. Private problem-NDAP will not consider because:
' VVater or��es onsite andlor on neighboring parcel. ,
Other(Specify):
DATE CLOSED: l CY �O� By:
(,JZ p�4S
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Citizen A�tion Request �Kl�p CouMy Request No: w '
oepartment of Request Date ~�� 2003
Tran�portatlon �a m
_ Time �- .m.
r+equest taken via , one �Radio O E-mail/Letter ��,/� �>
'ew Fax By � v° 1 ��"�
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Caller Name U Day Phone ( ) �� -� ��
Lasl First Other ( �
Caller Address �� �`�7 `7 ��/ �� � �
Problem Location
Request Details Street Name nd Cross Street La�3en mark ' '
�e uest fonx ded to: --8'a.m.
IPU �DIV Dispatched to Time Ref'd �:�_O p.m.
Above this IMe 1 {cx Use Below thla Ilne lor Fleld Use
Initial Investigation by l� �/R���4J�� Req. Type� Investigation Date f - �� , 2003
FindingslAction Taken G'4 f ,[,��!� � C � L�J[I • ar ,4/� p��:�,�< <� `
G»'1c d c o R f t �a �s o�� c1 c.� � ' C p ws-�-.c, �
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Task Cornpleted L�fo 6 Refer'd to RPU _�� Work Scheduled f ��'� h
Task Code Other PU Agency Monlh/Task
Responding Pit � c `�� Date Ref'd � ,200_
Second Invest. by Date Recv'd , 200_
Action Taken�y,���_,L:�-L-ti� �`' � � ����� � ��
�I �t '� 1�1�, f,b_---'�� Sv..�
CONTACT LOa �_Task Completed Request Type � Date Closed / ` •� � , 200-3
M d Oate Time o n end b Whom
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�t a.• � C L s �" � r
(E)Emalf (!)In person (NJ Nofe(letter) (UJ Uneble to confact (V)Volce MaJI
f Request Chotces
� �doned/Com'I Vehicle G. Guardrail/Fence Damage M Illegal Use of R/W S Street blainLlSweep
6 vunry InspecUon H. Spill Cleanup(General) N. Shoulder Maintenance T TrashlLilter on R/W
C ContracVOverlay issues I. Inquiries RE Meint.Activities 0. Misc. Requests U. Snow/lce
D Orainage J Spray Application P. Polhole V Water on Road/Flooding
E. Oebris or Hazard on Roadway K. Washout Repa�NSlide Removal �. SidewaiklCurb �Aaint. W.Lid Miss�ng(C18. U►il.)
F Flooding Property L Vegetation Control(Mow,Brush, elc) R. Repair SlreeUPaving X. Ditching
09 V�Rev 12102) Whiie Copy(Cbsurel Canary Copy(PU) Pink Copy(SchedWmg) Goldenrod Copy(Oaia Entry� Y Bridge Issues
� KING COUNTY WATER AND LAND RESOURCES DIVISION � ��
DRAINAGE INVESTIGATION REPORT
_ INVEST[C3AT[ONREQUEST i2�� � Type �
3LEM: ��*'� r�AC;LS �
R CEIVED BY: �- �c—r, r� Date: l � � 1�03 OK'd bv: FiLE No. 2003 �����
Received from:
\(Day) ZS (Eve) �1
NAME: K�7lJ T�/9 YL O Q PHONE Z3S � ,�f� 7
ADDRESS: �� ��Q .S'c� ���� �� City ��� State� Zip 9�OS�
LACATION OF PROBLEM, IF DIFFERENT:
Access Perm�rsion Granted ❑ Call First (Would Like To Be P�resent) ❑
/� 6� Y C"��2 t/l'/'s��cr�/� t�/T�i.✓ �-/T� d/= �c�7J1�-� . /�P�_r,�s
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Plat name� �L)/1�/ � ���� �,�� �1 Lot No: , Block No:
�C�)�
Other a encies involved: No field invEsti ation r uired
,� - =� :::, � z��.� {:, �ti;_
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1/a S T R Parcel No.�7�� �d Kroll�_ Th.Bros: New
RDP Basin�_ Council District�_ City Chazge No.
RBSPONSE: Citizen notified on 1 I l by:�_ phone letter in person
���.•��1/c� '�,ou� �o a�,�,e.�, �-t,t-., ��-� �''�e� �.c� 1�-s Sh-U,,�.�y(
A�►-cwV $ c� S i��' h!��du�f�/ �v t�. F.Cc���� �. l �'
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DISPOSITION: Turned to on / / by OR: No further action recommended because:
Lead agency has been notified: � �
Problem has been corrected. No problem has been identified. Prior investigation addresses problem:
� SEE FILE#
"'rivate problem - NDAP will not consider because:
Water originates onsite andJo on eighboring parcel.
� Other(Specify �
DATE CLOSED: I� �( ;�� By; �eoSRl3��/ �QoJ�w.6Z't�
1 �/�� I �d�Il�.�
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- � 3 �T^M` !4,K. iI{ "�.���'�1,�S�.F1,�.
_ L N'-�V:•.
NAME: Ken Taylor
KI NG CDUNTY ADDRESS: 14920 SE 139th Pl, Renton, 98059
PHONE: 425-235-4367 �
liRAINAGE INVESTIGATION REPORT TH•BROS PG: 656J3
FIELD INVESTIGATION KROLL PAGE: 811
MAINT.DN: 4
INITiALS:MAG
On site December 5,2003.At the time of my visit it was preclpitatiag heavily and the pond and control structure
were working at well. The inlet to the control atructure had some moderate debris on the trash rack.This debris did
not disrupt tlow to the control structure.The inlet to the pond was running at nqraral capacity for the condltions at
t6e time of inepecHon.The Emergency spiltway for thls pond spllls over the coatrol atructure onto 149'�PL SE. On
November 19,2003 the area ezpertenced signlficant preclpitaHon.I could flnd no defects at the time of my inapection
to indicate a blockage in the control strnctnre or catc6 basins down stream from this faciljty.
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NTS SE 139ttt PI
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WA8IpNQTON
' PORTIONS 3EC. 15, TWP. 23 N., RGE. 5 E., W.M.
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Martin Property—Technical Information Report
4 FLOW CONTROL AND WATER QUALITY DESIGN
4.1 Performance Standards and Drainage Concept
The detention volume in the wetpond was sized with King County's computer program
KCRTS. The site will release water at the KCRTS Conservation flow control standard
(Leve12). The 2005 KCSWDM does not require the use of a factory of safety.
A combined detention/wet pond will be used for water quality treatment. The facility has
been designed using sizing criteria from the 2005 King County Surface Water Design
Manua1 (KCSWDM).
The KCRTS Level 2 flow control standard requires maintaining the durations of high flows
at their pre-development (forested condition) levels for all flows greater than one-half of the
2-year peak flow up to the 50-year peak flow. The pre-development peak flow rates for the 2-
year and 10-year runoff events are also required to be maintained. Dead storage in the
wetpond will be used for water quality treatment.
4.2 KCRTS Methodology
The King County Runoff Time Series (KCRTS) program was developed as a hydrologic
modeling tool for western 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 2 standazd requires the project to maintain the flow durations at their
predevelopment levels for flows greater than one-half of the 2-year flow up to the 50-year
flow (predeveloped). A target duration curve (generated from the existing conditions time
series), and the detention facility outflow duration curve aze generated using KCRTS. The
duration curve graph plots flow rates verses probability of exceedance (on a logarithmic
February 19, 2008 � Page 4-1
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Martin Property—Technical Information Report
scale). The detention facility characteristics (facility dimensions, discharge structure
configuration, etc.) are manipulated to adjust the facility outflow duration curve until it
approximately matches the target duration curve over the required range. This iterative
process is repeated until the facility outflow duration curve is strictly below the lower end of
the target curve (corresponding to 50% of the existing 2-year flowrate) and does not exceed
the target curve by more than 10% at all other durations in the range. Additionally, the 2-
year and 10-year peak discharges must be below the 2-year and 10-year existing runoff rate.
A summary of the results from the detention calculations is 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.
According to Table 3.2.2.A from the 2005 KCSWDM the estimated Regional Scale Factor
for the Rainfall Region is a Landsburg value of 0.83. The site is underlain with Alderwood
soil, which is classified as hydrologic soils group "C" or Till soils. (Please see Figure 3.2.2A
from the 2005 KCSWDM, Soil Conservation Services (SCS) map and SCS legend located at
the end of the section).
February 19, 2008 \ Page 4-2
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4.3 Existing Conditions ,
See the Existing Conditions Exhibits located at the end of this section.
All onsite existing areas have been modeled as defined in the 2005 KCSWDM (till
forest/Historic conditions). The upstream tributary areas have been modeled as non target
impervious and pervious surfaces (existing). The ground cover characteristics including '
upstream areas are listed in the following table.
Till Forest (onsite) 3.83 acres
Till Grass (upstream) 0.59 acres
Impervious (upstream) 0.23 acres
Total 4.65 acres
The peak analysis for the pre-developed tributary area is shown below:
Pre developed flows
KCRTS 1-hour time step
Flow Frequency Analysis
Time Series File:pre.tsf
Project Location:Landsburg
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.904 2 2/09/O1 15:00 0.631 1 100.00 0. 990
0.107 8 1/05/02 16:00 0.404 2 25.00 0. 960
0.278 4 2/28/03 16:00 0.356 3 10.00 0. 900
0. 137 7 8/26/04 1:00 0.278 9 5.00 0. 600
0.255 5 1/05/05 10:00 0.255 5 3.00 0. 667
0.203 6 1/18/06 21:00 0.203 6 2.00 0.500
0.356 3 11/24/06 5:00 0.137 7 1.30 0.231
0.631 1 1/09/08 7:00 0.107 8 1.10 0.091
Computed Peaks 0.556 50.00 0. 980
The peak downstream flows from the detention pond will not exceed 0.20 cfs and 0.36 cfs for
the 2 and 10-year storm events, respectively.
February 19, 2008 Page 4-3
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Martin Property—Technical Information Report I
4.4 Developed Conditions ',
See the Developed Conditions Exhibit located at the end of this section. ,
The proposed drainage system consists of rolled curb and gutter with catch basins for the �I
interception of runoff. Roof and footing drains are to be connected to the same conveyance
system, which in turn dischazges into the detention and water quality facility. 0.09 acres of
ROW are not able to be routed to the pond and are treated as bypass in the detention '
calculations. The percent impervious area for lots is calculated assuming 55%, the maximum ''
allowed per King County Code Title 21A.12.030. '
The 2005 KCSWDM requires flow control BMP's for all projects or portions of projects that
are subject to Core Requirement #3 and will not be served by infiltration facilities. Small
lots < 22,000 sf are required to apply one or more BMP's for an impervious azea equal to at
least l0% of the site/lot. 10% of the site's area is 16,683 sf or 0.383 acres. 5,532 sf(0.13
acres) of ROW along with the impervious area of Lot 1 (7,729 sf x 55% = 4,251 s� will be
treated with a rain garden and 7,OOOsf of impervious azea will be treated with basic
dispersion BMP's.
Rain garden sizing is shown below:
Runoff Source: 5,532 sf+4,251 sf= 9,783 sf impervious area
Minimum Storage Required =3 inches (0.25 ft}
Storage Volume Required=9,783 sf x 0.25 feet= 2,446 cf
Rain Garden Design Volume=2,447 cf
Provided Volume=2,483 cf
Gravel filled trenches will be used for basic dispersion. Per Appendix C.2.4.4. — Use of
Gravel Filled Trenches for Basic Dispersion(page C-50) of the 2005 KCSWDM
"where dispersion of concentrated flows through SO feet of vegetation is not feasible, such as
on a small or highly constrained site, a gravel filled trench (also called a dispersion trench)
may be used to "unconcentrate"flo�vs. "
February 19, 2008 \ Page 4-4
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Martin Property—Technical Information Report
10 feet of trench is required per 700 square feet of impervious area. 10 feet of dispersion
trench will be provided for 10 of the lots. 700 square feet of impervious area from 10 houses
will drain to its respective dispersion trench. This will provide a longer time of concentration
and promote local infiltration. The proposed gravel dispersion trenches combined with the
proposed rain garden will provide treatment for 16,783 sf, satisfying the small lot BMP
requirements.
According to Table 5.2.2.A of the 2005 KCSWDM rain gazden BMP's and basic dispersion
allow for the treated impervious area to be modeled as 50% impervious and 50% grass.
A summary of the modeled areas is shown below.
Areas Tributarv to Pond
Lots
55%x 2.30 acres= 1.27 acres Impervious
45%x 2.30 acres = 1.03 acres Till Grass
50%x (*6,930 sf+ **4,251 s�=0.13 acres impervious modeled as till grass
Lot Impervious 1.27—0.13 = 1.14 acres
Lot Till Grass 1.03 +0.13 = 1.16 acres
Pond Tract 0.20 acres Open Water(Impervious)
0.54 acres Till Grass
ROW
0.44 acres impervious
0.02 acres pervious
0.13 acres impervious (to rain garden) modeled as 50% imp. and 50% grass
=0.06 acres Till Grass + 0.07 acres Impervious
ROW Impervious 0.44—0.06 =0.38 acres
ROW Till Grass 0.02+0.06 =0.08 acres
Open Space 0.24 acres Till Grass
Upstream Area 0.23 acres Impervious
0.59 acres Till Grass
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Martin Property-Technical Information Report
Impervious Total to Pond 1.14 +0.20 + 0.38 + 0.23 = 1.95 acres �'�
Till Grass Total to Pond 1.16 +0.54 + 0.08 +0.24 + 0.59 =2.62 acres
Total to Pond 4.56 acres
*6,930 sf= area to dispersion trenches
**4,251 sf=Lot 1 impervious area
Developed Flows
Flow Frequency Analysis
Time Series File:dev.tsf
Project Location:Landsburg
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.876 4 2/09/O1 2:00 1.65 1 100.00 0.990
0.471 8 12/03/O1 17:00 1.06 2 25.00 0.960
0.757 7 9/10/03 15:00 0.939 3 10.00 0.900
0. 939 3 8/26/04 1:00 0.876 4 5.00 0.800
0.764 6 10/28/04 18:00 0.790 5 3.0� 0.667
0.790 5 10/22/05 17:00 0.764 6 2.00 0.500
1.06 2 11/21/06 9:00 0.757 7 1.30 0.231
1.65 1 1109/08 7:00 0.471 8 1.10 0.091
Computed Peaks 1.45 50.00 0. 980
A small area of right-of-way on SE 125`� Street is too low to reach the pond. This area has
been treated as Bypass area.
B ass
ROW 0.09 acres impervious
The peak analysis for the developed and bypass tributary areas are shown below:
Bypass Flows
Flow Frequency Analysis
Time Series File:byp.tsf
Project Location:Landsburg
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.029 7 2/09/O1 2:00 0.048 1 100.00 0. 990
0.020 8 12/03/O1 17:00 0.038 2 25.00 0. 960
0.036 4 9/10/03 15:00 0.037 3 10.00 0. 900
0.038 2 8/26/04 1:00 0.036 4 5.00 0.800
0.032 6 10/28/04 18:00 0.033 5 3.00 0. 667
0.033 5 10/22/05 17:00 0.032 6 2.00 0.500
0.037 3 10/26/06 3:00 0.029 7 1 .30 0.231
0.048 1 1/09/OS 7:00 0.020 8 1 . 10 0.091
Computed Peaks 0.095 50.00 0. 980
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Martin Property-Technical Information Report '
4.5 Detention Pond Design I,
The detention pond has been designed per Section 5.3 Detention Facilities of the 2005 I
KCSWDM.
The wetpond was modeled with a design depth of 5.5 feet, and the resulting theoretical pond
is summarized below:
Theoretical Pond '
Type of Facility: Detention Pond
Side Slope: 2.00 H:1V
Pond Bottom Length: 135.00 ft '
Pond Bottom Width: 45.00 ft
Pond Bottom Area: 6075. sq. ft
Top Area at 1 ft. FB: 11431. sq. ft
0.262 acres
Effective Storage Depth: 5.50 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 45190. cu. ft
1.037 ac-ft
Riser Head: 5.50 ft
Riser Diameter: 12.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 1.50 0.193
2 2.60 1.63 0.123 4 .0
3 3.80 1.50 0.080 4 .0
Top Notch Weir: Rectangular
Length: 5.00 in
Weir Height: 4.80 ft
Outflow Rating Curve: None
Theoretical storage volume = 45,190 ft3
Design storage volume = 51,969 ft3
Provided storage volume= 53,167 ft3
A 17.7% factor of safety is used to compensate for potential construction constraints in the
design storage volume, see the Pond Volume spreadsheet. A copy of the KCRTS summary
printouts of both the theoretical and actual ponds are at the end of this section.
February 19, 2008 \ Page 4-7
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Martin Property-Technical Information Report
The flowpath dimensions are calculated per Section 6.4 Wetpool Facility Designs of the 2005
KCSWDM. A copy of the Pond plan and sections is located at the end of this section.
�168+2227� _
Length= 2 - 197.5 feet
Flowpath Ratio = 197.5'/61.75' = 3.20
_ �50.5+73� _
Width - 2 - 61.75 feet
The actual pond including the safety factor was modeled using the bottom area of the
designed pond. The pond is summarized the table below:
Actual Pond
Type of Facility: Detention Pond
Side Slope: 2.00 H:lV
Pond Bottom Length: 197.79 ft
Pond Bottom Width: 99.26 ft
Pond Bottom Area: 7281. sq. ft
Top Area at 1 ft. FB: 13081. sq. ft
0.300 acres
Effective Storage Depth: 5.50 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 52855. cu. ft
1.213 ac-ft
Riser Head: 5.50 ft
Riser Diameter: 12.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 1.50 0. 193
2 2.60 1.63 0.123 9 .0
3 3.80 1.50 0.080 9 .0
Top Notch Weir: Rectangular
Length: 5.00 in
Weir Height: 4.80 ft
Outflow Rating Curve: None
The table shown below represents the combined peak flows from the actual detention facility
and bypass.
Hyd R/D Facility Tributary Reservoir POC Outflow
Outflow Inflow Inflow Target Calc
1 0.82 0.05 ******** ******* 0.85
2 0.29 0.03 ******** ******* 0.30
3 0.28 0.03 ******** 0.36 0.29
4 0.17 0.02 ******** ******* 0. 18
5 0. 17 0.02 ******** ******* 0.17
6 0.10 0.02 ******** 0.20 0.11
7 0.08 0.04 ******** ******* 0.10
8 0.07 0.02 ******** ******* 0.07
February 19, 2008 \ Page 4-8
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Martin Property—Technical Information Report
Due to limitations of nuining the KCRTS program with reduced runoff record files, '
information for the 50-year duration curves is not available. Because of this, the upper limit
of the target duration curve is based on the 25-year existing design storm event. Based on
discussions with King County personnel responsible for creating the KCRTS program, the
difference in volume of a detention facility sized using the 25-yeaz duration curve versus a
facility sized using the 50-yeaz duration curve is negligible.
The following figure is a graph of cumulative probability vs. discharge at the point of
compliance. The graph shows that the peak flows at the point of compliance for the 2 and
10-year storm events will not exceed those of the predeveloped conditions.
Reh�rn Period
2 5 10 20 50 100
�� o rdout.pks in Landsburg ,�
• dsoutpks
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1 2 5 10 20 30 40 50 60 70 80 90 95 98 99
Cumulatitie Probability
February 19, 2008 Page 4-9
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Martin Property—Technical Information Report
The following figure is a graph of probability exceedance vs. discharge at the point of
compliance. The graph shows that the outflow duration curve is strictly below the lower end
of the target curve (corresponding to 50% of the existing 2-year flow rate) and does not �
exceed the target curve by more than 10%at all other durations in the range.
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Probabi6ty Exceedence
February 19, 2008 \ Page 4-10
Job#04-257 /T�D ''
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Martin Property-Technical Information Report
The following table shows the duration comparison analysis for the theoretical and actual
ponds.
Theoretical Pond
Duration Comparison Anaylsis
Base File: pre.tsf
New File: dsout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New $Change Probability Base New aChange
0.101 � 0. 92E-02 0.82E-02 -10.8 I 0. 92E-02 0. 101 0.098 -2. 5
0.124 I 0. 61E-02 0. 63E-02 3.5 I 0.61E-02 0. 124 0. 129 3.7
0.148 I 0.39E-02 0.97E-02 20.0 I 0.39E-02 0. 148 0. 156 6.0
0.171 I 0.26E-02 0.27E-02 4 .4 I 0.26E-02 0. 171 0. 172 0. 6
0.194 I 0. 16E-02 0. 15E-02 -9.0 I 0. 16E-02 0. 194 0. 191 -1. 9
0.218 I 0. 11E-02 0.12E-02 8. 6 I 0. 11E-02 0.218 0.236 8. 4
0.241 � 0.88E-03 0.11E-02 25. 9 I 0.88E-03 0.241 0.259 7.3
0.264 I 0.65E-03 0.78E-03 20.0 I 0. 65E-03 0.264 0.272 2. 8
0.288 I 0.46E-03 0.42E-03 -7.1 � 0.46E-03 0.288 0.286 -0.8
0.311 I 0.33E-03 0.21E-03 -35.0 I 0.33E-03 0.311 0.297 -4 .7
0.335 I 0.20E-03 0.82E-04 -56.3 I 0.20E-03 0.335 0.311 -6.9
0.358 I 0. 98E-04 0.65E-04 -33.3 � 0.98E-04 0. 358 0.332 -7. 1
0.381 I 0. 49E-04 0.33E-04 -33.3 I 0.49E-09 0. 381 0.375 -1.7
Maximum positive excursion = 0.022 cfs ( 9.4$)
occurring at 0.234 cfs on the Base Data:pre.tsf
and at 0.256 cfs on the New Data:dsout.tsf
Maximum negative excursion = 0.040 cfs (-11.3$)
occurring at 0.355 cfs on the Base Data:pre.tsf
and at 0.315 cfs on the New Data:dsout.tsf
Actual Pond
Duration Comparison Anaylsis
Base File: pre.tsf
New File: dsout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New �Change Probability Base New �Change
0.102 � 0. 90E-02 0.73E-02 -18.8 I 0.90E-02 0. 102 0.098 -4 .7
0.126 � 0. 60E-02 0.55E-02 -7. 9 I 0.60E-02 0. 126 0. 116 -7 .7
0. 149 I 0.38E-02 0.39E-02 2. 1 I 0.38E-02 0. 149 0.150 0. 9
0.172 I 0.25E-02 0.20E-02 -21.9 I 0.25E-02 0. 172 0. 167 -3. 1
0.196 I 0. 16E-02 0.19E-02 -13. 1 � 0. 16E-02 0. 196 0. 185 -5.2
0.219 I 0. 11E-02 0.11E-02 -4 .3 I 0. 11E-02 0.219 0.212 -3.0
0.242 I 0.86E-03 0.91E-03 5.7 � 0.86E-03 0. 292 0.295 1.2
0.265 l 0. 65E-03 0.46E-03 -30.0 I 0. 65E-03 0. 265 0.257 -3.3
0.289 I 0.46E-03 0.13E-03 -71.4 I 0.96E-03 0. 289 0.267 -7. 6
0.312 I 0.31E-03 O.00E+00 -100.0 I 0.31E-03 0. 312 0.278 -11.0
0.335 I 0.20E-03 O.00E+00 -100.0 I 0.20E-03 0. 335 0.285 -15.0
0.358 I 0. 98E-04 O.00E+00 -100.0 ( 0. 98E-09 0. 358 0.291 -18.9
0.382 I 0.99E-04 O.00E+00 -100.0 I 0.49E-09 0.382 0.296 -22 .5
February 19, 2008 \ Page 4-11
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Martin Property-Technical Information Report
Maximum positive excursion = 0.004 cfs ( 1.5$)
occurring at 0.241 cfs on the Base Data:pre.tsf
and at 0.245 cfs on the New Data:dsout.tsf
Maximum negative excursion = 0.103 cfs (-25.5�)
occurring at 0. 403 cfs on the Base Data:pre.tsf
and at 0.301 cfs on the New Data:dsout.
Control Structure
The control structure has three orifices on a 12 inch riser. The first orifice is 1.�0 inches in
diameter and is at the bottom of the riser. The second orifice is 2.60 feet above the live/dead
elevation (442.50) and is 1.63 inches in diameter. The third orifice is 3.80 feet above the
live/dead elevation and is 1.50 inches in diameter. And the weir is 5.0 inches in
circumference located 4.8 feet above the live/dead elevation.
Overtlow Riser
The riser is designed to have enough head above it to safely pass the 100-year peak
developed flow. It has been analyzed as a weir; see Excel Riser worksheet and calculations
shown below.
Transition
.. H a.ao
�� -
3.54
.• D j ` ��,;
'� �',.�t-� 3.00
a �,�;
�, .,' ,,�n�r;y4� ^,2.50
., �, 0 fice
�=• .. _ _ .._.._y:°:�:fAj 9
a Z.QD
0
Input Output ���
ei
Q(cfs) 1.65 1.65 ���
D (in) 12 12.00 p.5o
H (ft) 0.31
o.uo
Fiow: Weir Flow a �0 20 3o ao so so 7o so so �aa >>o �za �so
Diameter(in)
Q = 9.739DH3�2 —► H — 0.2193*QZ'3
DZ�3
where: Q=flow, 1.65 cfs D=diameter, 1.0 feet
H= (0.2193x1.652�j)/1.02�3= 0.31 jeet
The minimum head above the riser (0.5 feet) will be used as per Section 6.4.2.2 of the 2005
KCSWDM.
February 19, 2008 Page 4-12
Job#04-257 �
T=oRIAD
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Martin Property—Technical Information Report
4.6 Water Quality
Per the 2005 KCSWDM, the Basic Water Quality Menu will be used for water quality
treatment. The site will utilize dead storage in the wetpond for water quality treatment.
Section 6.4.1.1 of the KCSWDM specifies that the following equation be used when sizing
wetpond facilities. To be conservative, both the site area and the bypass area are included in
the calculations. A summary of the water quality facility sizing calculations is provided
below.
Wetpond
Tributary Area= 4.56 acres
The wetpond volume (Vb) is calculated from finding the volume of runoff (V�) from the
mean annual storm and multiplying it by a wet-pool volume factor(f} of 3.0. Use equation 6-
13 from the 2005 KCSWDM.
V�_ (0.9A;+ 0.25Atg+ O.lOA�f+ 0.01 Ao) * R * 43560
where Vi =volume of runoff from mean annual storm (c�
A; = azea of impervious surface (2.11 acres)
A,g=area of till soil covered with grass (2.45 acres)
A�=azea of till soil covered with forest(0.00 acres)
Aa =area of outwash soil covered with grass or forest(0.00 acres)
R =rainfall from mean annual storm (0.040 feet} [Figure 6.4.1.A]
V�_ (0.9(2.11)+ 0.25(2.45) + 0.10(0) + 0.01(0)) * 0.040 * 43,�60
= 4,880 cf
Vb= Vrf'_ (4,920)(3) = 14,640 cf
Required Water Quality Volume= 14,640 cubic feet
Provided Water Quality Volume= 15,189 cubic feet
February 19, 2008 Page 4-13
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�Iartin Theoretical Pond
Reter.ticniCetenti�n Eacilit;
Type of racility: Detenticn Fcnd
Side Slope: 2.00 H: ��':
Pond Bottom Length: 135.00 ft
Pond Bottom Width: 45.00 ft
Pond Bottom Area: 6075. sq. ft
Top Area at 1 ft. FB: 11931 . sq. �.
Q.262 acres
Effective Storage Depth: 5.50 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 45190. cu. tt
1.037 ac-ft
Riser Head: 5.50 ft
Riser Diameter: 12.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Heiqht Diameter Discharge Diame���r
(ft) {in) (CFS) (in;
1 0.00 1.50 0. 193
2 2. 60 1. 63 0. 123 9 .0
3 3.80 1.50 0. �80 � .G
Top Notch Weir: Rectangular
Length: S.CG in
Weir Height: 9 . 8C �t
Outflc�rr R.atina C��rve: PJcne
Stage Elevation Storage Gischarge Percolation Surt .=:rea
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft}
0.00 0.00 0. 0.000 0.000 0.00 6075.
0.02 0.02 122 . 0.003 0.008 0.00 6089.
C.03 0.03 183. 0.004 0.011 0.00 6097.
0.05 0.05 305. 0.007 0.013 0. 00 611i .
0.06 0.06 366. 0.008 0. 015 0.00 6118 .
0.06 O.OB 4�8. 0. 011 0. 017 0.00 6133 .
0.09 0.09 550. 0.013 0.019 0.00 6190.
0. 11 0. 11 673. 0.015 0.020 0.00 6154 .
0.13 0. 13 796. 0.018 0.022 0. 00 6169.
0.25 0.25 1591 . 0.035 0.031 0. 00 6256.
0.38 0. 38 2361 . 0.054 0.038 0. 00 6351 .
0.51 0.51 3193. 0.073 0.049 0.00 6996.
0.69 0. 69 4037 . 0.093 0.049 0.00 6592.
0.76 0.76 9827. 0. 111 0.053 0.00 6631 .
0.89 0.89 5696. 0. 131 0.058 0. 00 6728 .
1 .02 1.02 6577 . 0. 151 0.062 0. 00 6926.
1 .15 1. 15 7471 . 0. 171 0.065 0.00 6929 .
1.26 1 . 28 8377 . 0. 192 0.069 0.00 7023.
1.40 1.90 9225. 0 .212 0.072 0.00 7119 .
1.53 1 . 53 10157. 0.233 0. 076 0. 00 7214 .
1 .66 1 . 66 11101. 0.255 0.079 0. 00 7319 .
1.79 1.79 12056. 0.277 0.082 0. 00 7915 .
1.92 1 . 92 13029. 0.299 0.089 0.00 7516.
2.04 2 .09 13936. 0.320 O.OB7 0.00 7610.
2. 17 2 . 17 19932. 0. 393 0.090 0.00 7713.
2 .30 2. 30 15942. C.366 0. 093 0.00 7816.
2.93 2. 93 16965. 0.389 0.095 0.00 �919.
2.56 2. 56 18001. 0.413 0.098 0.00 8023 .
2. 60 2. 60 18322 . 0. 421 0.098 O.00� 8055 ,
l��artin Theoretical Pond ��
Z.e2 2 . 02 1�4a4 . c. �2� �. oaG u. uo eo�l .
2.63 2 . 63 18564 . 0. 926 0. 101 0.00 80�9.
2.65 2 . 65 18,26. 0. 430 0. 104 0.00 8095.
2.67 2 . 67 18888. 0. 934 0. 108 0.00 8111 .
2.68 2 . 68 18969. 0. 935 0. 114 0.00 8120.
2.70 2 .70 19132. 0. 939 0. 120 0. 00 8136.
2.72 2 .72 19295. 0. �43 0. 125 0.00 8152 .
2.79 2 .74 1995B . 0.947 0. 128 0.00 8168 .
2.86 2. B6 20999 . ��.969 0. 140 0.00 8265.
2.99 2. 99 21525. 0. 994 0. 151 0.00 837i .
3.12 3. 12 22620. 0.519 0. 160 0. 00 8977 .
3.25 3.25 23729. 0. 545 0. 168 0. 00 8589 .
3.38 3. 38 24852. 0.571 0. 176 0.00 8691.
3.50 3. 50 25901 . 0. 595 0. 183 0.00 8791 .
3.63 3. 63 27051. 0. 621 0. 189 0.00 8899.
3.76 3.76 28215. 0. 648 0. 196 0. 00 9008.
3.80 3. 80 28576. 0. 656 0. 198 0. 00 9092.
3.82 3. 82 28757 . 0. 660 0. 199 0. 00 9059.
3.63 3.83 28898 . 0. 662 0.201 0.00 9067 .
3.85 3.85 29029. �. 666 0.209 0. 00 9089 .
3.86 3.86 29120. 0. 669 0.208 0.00 9093.
3.88 3 .88 29302 . 0. 673 0.213 0.00 9109.
3.89 3 .89 29393. 0. 675 0.219 0. 00 9ll8 .
' 3.91 3. 91 29576. Q. 679 0.223 0.00 9135.
3.93 3. 93 29759. 0. 683 0.225 0.00 9152 .
4 .05 9 .05 30863. 0.709 0.290 0.00 9253.
9 .18 4 . 18 32073. 0.736 0.253 0.00 9364 .
9 .31 4 . 31 33298. 0_769 0.269 0.00 9475.
9 .44 9 . 99 34537. 0.793 0.275 0.00 9587 .
9 .56 4 . 56 35693. 0.819 0.285 0.00 9691 .
9 .69 4 . 69 36961. 0.898 Q.299 O.OQ 9804 .
9 .B0 4 . 80 38099 . 0.873 0. 302 0.00 9900 .
9 .89 9 .89 38939. 0.899 0. 341 0.00 9978.
9 .98 9 . 98 39890. 0. 915 0. 905 0.00 1OQ57.
5 .06 5.06 40698 . 0. 933 0. 980 0.00 10128 .
5. 15 5. i5 91563. 0. 959 0. 561 0.00 10207 .
5.24 5 .29 92485. 0. 975 0. 645 0.00 1028� .
5.33 5 . 33 43415. 0. 997 0. 728 0.00 1C367 .
5.91 5 . 91 49247 . 1 .016 0. 809 0.00 1C43d .
5.50 5 . 50 95190. 1 .037 0. 885 0.00 10519.
5.60 5 . 60 96296. 1 .062 1.200 0.00 10609.
5.70 5.70 47312. 1 .086 1.770 0. 00 10699.
5.80 5. 80 98386. 1. 111 2. 500 0.00 10789.
5.90 5. 90 99969. 1. 136 3. 300 0.00 10880.
6.00 6. 00 50562. 1 . 161 3.590 0.00 10971 .
6.10 6. 10 51669 . 1. 186 3.850 0.00 11062.
6.20 6.20 52779 . 1.212 4 .090 0.00 11154 .
6.30 6.30 53699 . 1.237 4 .310 0.00 11296. ;
6.40 6. 40 55029 . 1.263 4 .520 0.00 11338 . I
6.50 6. 50 56162. 1 .289 4 .720 0.00 11431.
6.60 6. 60 57310. 1 . 316 4 . 910 0.00 11524 .
6.70 6.?0 58467 . 1. 342 5.090 0.00 llol� .
6.80 6.80 59633. 1 .369 5.260 0.00 11711 .
6.90 6. 90 60809. 1 .396 5. 930 0.00 11805.
7 .00 7 .00 61994 . 1 . 423 5. 590 0.00 11899.
7 .10 7 . 10 63189. 1 . 451 5.750 0.00 11999 .
7 .20 7 .20 64393. 1 . 976 5. 900 0.00 12088.
7.30 7 . 30 65607. 1.506 6. 050 0.00 12184 .
7 .40 7 . 40 66830. 1.539 6. 190 0.00 12279.
7 .50 7 . 50 6E063. 1 . 563 6. 330 0. 00 123?5.
ilertin Theoretical Pond
. I:-.11��..� . __fl�... Pe�:ti _, _ _. ��
Stage Elev ,�u-Eti {Ac-Eti
1 1. 65 1 .02 5. 59 5. 54 95635. 1 .098
2 0.88 0.38 9 .95 4 .95 39511. Q. 9+��'
3 1 .06 0.30 9 .76 4 .76 37820. 0. 8c�
4 0.57 0. 18 3.53 3.53 26161 . 0. 601
5 0.51 0. 18 3.53 3.53 26195. 0. 6��0
6 0.97 0. 13 2.79 2.�9 19881. 0. 4�'0
7 0. 94 0.08 1.83 1.83 12320. 0.283
8 0.91 0.07 1. 94 1. 44 9492. 0. 218
Hyd R/D Facility Tributary Reservoir POC Outflow
Outflow Inflow Inflow Target Calc
1 1.02 0.05 ***`*t** **{*it* 1.05
2 0. 36 0.03 ***'**;+ ******* 0.39
3 0. 30 0.03 t+'}***+ 0. 36 0. 31
9 0. 18 0.02 '}`****{ *".t'�' 0. �9
5 0. 18 0.02 *i***`�* **'~* `� 0. 1q
6 0. 13 0. 02 +**{'**` 0.20 0. 13
7 0.08 0.04 *�****** �**"** 0. 10
8 0.07 0.02 *`*`***• `**��** 0. 08
�Iarfin Actual Pond
R.�tenticn/Getenti�� E'ac�lit�a
�:1'�E C_ �3��Llt, . Ltt�;iC_O:] PJ:11
Side Slope: 2.u0 H: 1V
Pond Bottom Length: 138 . 46 ft
Pond Bottom Width: 48. 16 ft
Pond Bottcm Area: 6668. sq. -t
Top Area at 1 ft. PB: 12196. sq. ��
0.280 acres
Effective Storage Depth: 5.50 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 99852. cu. tt
1. 121 ac-ft
Riser Head: 5.50 ft
Riser Diameter: 12.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Ciameter Discharge Diameter
(ft) (ir.) (CFS) (in)
1 0.00 1 .50 0. 193
2 2. 60 1 .63 0. 123 4 . �
3 3. 80 1.50 � . C80 4 . �
Top Notch Weir: Rectangular
Lenqth: 5.00 ir,
Weir Height : 9 . 60 *t
Outflow Ratir.a Cur�.�e: C]one
Staae Ele:�ati�n Storage .,'_sc�arqe _�_colatien ���r_` %�rea
(ft) (ft) (cu. ft) (ac-ft) ;cfs) {cfs; (sq. ft ',
0.00 0. 00 0. 0.000 0.000 0.00 6608 .
0.02 0. 02 139 . 0.003 0.008 0. 00 6683.
0.03 O. C3 200. 0. 005 0.011 0. 00 6690.
0.05 0.05 334 . 0. 008 0.013 0.00 6705 .
0.06 G.06 401 . 0.009 0.015 0.00 6713 .
0.08 Q.08 536. 0.012 0.017 0.00 6728 .
0.09 0.09 603. 0.019 0.019 0.00 6�35 .
0.11 0. 11 738. 0.017 0.020 0.00 6750 .
0.13 0. 13 873. 0.020 0.022 0.00 6765 .
0.25 0.25 1690. 0.039 0. 031 0.00 6856.
0.38 0. 38 2588. 0.059 0.038 0.00 6954 .
0.51 0. 51 3999. 0.080 0.094 0.00 7053.
0.69 0. 64 9922. 0. 102 0.099 0.00 7152 .
0.76 0.76 5266. 0. 121 0.053 0.00 �295 .
0.89 0.89 6239 . 0. 143 0.058 0. 00 7395 .
1.02 1.02 7195. 0. 165 0.062 0. 00 7996.
1.15 1. 15 8170. 0. 188 0.065 0. 00 7598 .
1.28 1. 28 9156. 0.210 0.069 0. 00 7650.
1.90 1. 40 10081. 0.231 0.072 0.00 ?744 .
1.53 1.53 11095. 0.255 0.076 0.00 7848 .
1.66 1. 66 12122. 0.278 0.079 0.00 7951 .
1.79 1. 79 13162. 0.302 0. 082 0. 00 8055 .
1.92 1. 92 19216. 0.326 0.089 0.00 8160 .
2.04 2. 09 15201. 0.349 0.087 0.00 8257 .
2.17 2. 17 16282. 0.379 0.090 0.00 8363 .
2.30 2. 30 1?376. 0. 399 0.093 0.00 8470 .
2 .93 2 . 43 18484 . 0. 429 0. 095 O. GO P5?6.
2 . 56 2 . 56 19oGo'. 0. �5:1 C�. �98 O. C�� c�84 .
�'�urtin Actuul Pond
2 .60 2 . 60 19954 . 0. 4�8 � . C�� ,, . ,;Q 8-1 .
2 .62 2. 62 20128. 0.462 0.099 0.00 8739 .
2 .63 2. 63 20215. 0. 469 0. 101 0.00 8792 .
2 .65 2. 65 20390. 0.468 0. 109 0.00 8758 .
2.67 2. 67 20566. 0.472 0. 108 0.00 8775.
2. 68 2. 68 20654 . 0. 479 0. 119 0.00 8?83.
2.70 2 . ?0 20829. 0. 978 0. 120 0.00 880� .
2.72 2.72 21006. 0.982 0. 125 0.00 8817 .
2.74 2.79 21182. 0. 986 0. 128 0.00 8833 .
2.86 2. 86 22248 . 0.511 0. 140 0.00 8939 .
2.99 2. 99 23917. 0.538 0. 151 0.00 9043.
3.12 3. 12 29599. 0. 565 0. 160 0.00 9153 .
3.25 3. 25 25796. 0. 592 0. 168 0.00 9263.
3.38 3. 38 27008. 0. 620 0. 176 0.00 9379 .
3.50 3. 50 28139. 0. 696 0. 183 0.00 9977 .
3.63 3. 63 29378. 0. 679 0. 189 0.00 9589.
3.76 3. 76 30632. 0.703 0. 196 0.00 9701 .
3.80 3. 80 31021. 0.712 0. 198 0.00 9735.
3.82 3. 82 31215. 0.717 0. 199 0.00 9753 .
3.83 3. 83 31313. 0. 719 0. 201 0.00 9762.
3.85 3. 65 31508. 0.723 0.209 0.00 9779.
3.86 3. 66 31606. 0.726 0.208 0.00 9788 .
3.88 3. 88 31802. 0.730 0.213 0.00 9805.
3.89 3. 89 31900. 0.732 0.219 0_00 9814 .
3.91 3. 91 32097. 0.737 0.223 0. 00 9831 .
3.93 3. 93 32299 . 0.741 0.225 0.00 9849.
4 .05 4 . 05 33482. 0.769 0.290 0.00 9959 .
4 .18 4 . 18 39783. 0.799 0.253 0.00 10068 .
9 .31 4 . 31 36099. 0.829 0.269 0.00 10182.
9 .99 4 . 49 37431 . 0.859 0.275 0.00 10298 .
9 .56 9 . 56 38673. 0.888 0.285 0.00 10905.
9 .69 9 . 69 90033. 0. 919 0.294 0.00 10521 .
4 .80 9 . n0 91196. 0. 996 0. 302 0.00 10620 .
4 .89 9 . 89 92155. 0. 966 0. 341 0.00 10701 .
4 .98 9 . 98 93122. 0. 990 0. 405 0.00 10782 .
5.06 5. 06 939B�. 1 .010 0. 980 0.00 10855 .
5. 15 5. 15 99968 . 1 .032 0. 561 0.00 1093? .
5.24 5. 24 95956. 1 .055 0. 695 0.00 11019.
5.33 5. 33 96951 . 1 .076 0.728 0.00 11i01 .
5.91 5. 91 9�892. 1 .096 0.809 0.00 11175 .
5.50 5. 50 98852. 1. 121 0.885 0.00 11258 .
5.60 5. 60 499B2. 1. 197 1 .200 0.00 11350 .
5.70 5. 70 51122. 1. 179 1.770 0.00 11443.
5.80 5. 80 52271. 1 . 200 2.500 0.00 11536.
5.90 5. 90 53429. 1. 227 3. 300 0.00 11629.
6.00 6.00 59596. 1. 253 3.590 0.00 11723.
6.10 6. 10 55773. 1.260 3.850 0.00 11817 .
6.20 6.2Q 56960. 1. 308 9 .090 0.00 11911 .
6.30 6. 30 58156. 1. 335 9 .310 0.00 12006.
6.90 6. 40 59361. 1.363 9 .520 0.00 12101 .
6.50 6. 50 60576. 1.391 9 .720 0.00 12196 .
6.60 6. 60 61800. 1 . 419 9 . 910 0.00 12292.
6.70 6. 70 63034 . 1.447 5.090 0.00 12388 .
6.80 6. 60 64278. 1.476 5.260 0.00 12489 .
6.90 6. 90 65531. 1.509 5. 930 0.00 12580.
7 .00 7 .00 66799 . 1.533 5.590 0.00 12677 .
7 .10 7 . 10 68066. 1 .563 5.750 0.00 12779 .
7 .20 7 .20 69399. 1.592 5. 900 0.00 12872 .
7 .30 � . 30 10691. 1 . 622 6. 050 0. 00 129�0 .
? . 40 � . 40 �'1993. _ . 5.� 5. 1�� , . �� L.,S .
�' � ,'� i � �n „
�Iartin �ctuul Pond
7 .50 7 . 50 ?3254 . _. 58� 6. 33Q Q . O�=i 1��5� .
� F.yd Inflow Outflow Peak S�or���?
Stage Elev (Cu-ct; (h��-Et;
1 1 .65 0.88 5.49 5.99 98792 . 1. 119
2 0.88 0.31 9 .82 4 .82 91450. 0. 95�
3 1.06 0.29 9 . 64 9 . 64 39536. 0. 9u°
9 0.57 0. 18 3. 92 3. 42 27384 . 0. 6�9
5 0.51 0. 16 3.39 3. 39 27086. 0. 6�^
6 0.47 0. 11 2. 68 2.68 20697. 0. 4?�1
7 0.99 0.08 1 .73 1 .73 12705. 0. 292
8 0.41 0.07 1 . 36 1.36 9792. ��. 225
Hyd R/D Facility Tributary Reservoir POC Outflo�,��
Outflow Inflow Inflow Target Calc
1 0.88 0.05 ***{*`** ******* 0. 90
2 0. 31 0.03 *****�** *i***** 0. 32
3 0.29 0.03 *****�** 0. 36 0. 30
4 0. 18 0.02 *i*�+<k' *,�**��* 0. 18
5 0. 18 0.02 *�****** **{**+* 0. 18
6 0. 11 0.02 ��`*;**{� 0.20 0. 11
7 0.08 0.09 **t*** '* *;�*�={ 0. 10
B Q.G7 0. �2 ,,� ��.��_ ,,_._;..� ;,. Oa
--------------------------------
Rou�e Time Series through racility
Inflow Time Series File:dev. tsi
Outflow Time Series File:rdou�
POC Time Series File:dsout
Inflow/Outflow Analysis
Peak Inflow Discharge: 1 . 65 CFS at i :00 on Jan 9 in `iear ?
Peak Outflow Discharge: 0.87? CFS at 11 :OG on Jan 9 i.. :�a: �
Peak Reservoir Stage: 5.99 Ft
Peak Reservoir Elev: 5.49 F't
P�ak Reservoir Storage: �E?42 . Cu-Ft
. � . _19 Ac-�t
A�d Ti�e Series :b;p. ts'
�eak Summed Discharge: 0. 9J3 C�S at 1� : CG �n Jan 9 ir. ':�a: 8
Point of Compliance Eile:dsout .tsr
Flow Frequency Ar,alysis
Time Series File: rdout.tsf
Project Location:Landsburg
---Annual Peak Flow Rates--- -----clo�rr F�a�•�er.cy yr.al�sis-------
F1ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CES) (CES) (ft) Period
0.312 2 2/09/O1 20:00 O.B77 5. 49 1 100.00 0. 990
0. 071 8 11/05/O1 3:00 0. 312 9 .82 2 25.00 0. 96G
0. 178 4 3/O1/03 7:00 0. 291 9 . 69 3 10.Q0 0. 900
0.081 7 B/26/09 7:00 0. 178 3.42 9 5 .00 0.��0
0. 176 5 1/OS/05 16:00 0. 176 3.39 5 3.00 0. 65�
0. 119 6 1/19/06 3:00 0. 119 2 . 66 6 2 .00 0.5�-0
0.291 3 11/29/06 B:00 0.081 1 .73 7 1 .30 0.231
0.8�7 1 1/09/08 11:00 0.071 1 .36 8 1 . 10 0.�91
Computed Peaks C . 'o69 � . 29 5r� .;,r ���, Ggn
Flow Frequency Anal.;sis
Time Series File:dsout.tsf
Project Location:Landsburg
Martin Actual Pond �
---Annual Pea:�c Flo.:� Rates--- -----F�os�� E'reau�nc�,� Ar.al�✓sis------ I
Flow Rate Ran;c Time of Peak - - Peaxs - - Rank Return Pr�b
(CFS) {CFS} Period ,
0.318 2 2/09/O1 20:00 0. 903 1 100.00 0. 99G �i
0.076 6 11/09/O1 23:00 0. 318 2 25.00 0. 960 !
0. 189 9 3/O1/03 5:00 0. 300 3 10.00 0. 90C '
0.100 7 8/26/09 1 :00 0. 189 9 5.00 0. 80C '
0. 182 5 1/OS/05 14 :00 0. 162 S 3.00 0. 667 !
0. 114 6 1/19/06 3:00 0. 114 6 2 . 00 0. 500
0.300 3 11!24/06 7 :00 0. 100 7 1 . 30 0. 231
0.903 1 1/09/OS 11 :00 0.076 8 1. 10 0. 091
Computed Peaks 0.708 50.00 0. 980
Flow Duration from Time Series Eile:rdout .tsf
Cutoff Count Frequency CDF Exceedence Probability
CES % $ $
0.009 34011 55. 965 55.965 44 . 535 0. 945E+00
0.013 5228 8 . 526 63 .991 36.009 0. 360E+00
0.022 4925 8 .032 72 .022 27 . 978 0. 280E+00
0.031 4479 7 . 304 79.326 20. 679 0. 207E+00
0.040 3876 6.321 85. 697 19 .353 0_ 199E+00
0.048 2962 9 .830 90.978 9. 522 0. 952E-01
0.057 1952 3. 183 93.661 6. 339 0. 639E-01
0.066 1352 2.205 95.866 4 . 139 0. 413E-01
0.075 ?40 1.207 97.073 2. 927 0. 293E-01
0.083 621 1.013 98 .085 1. 915 0. 191E-01
0.092 938 0.719 98 .800 1 .200 0. 120E-01
0. 101 305 0. 997 99.297 0.703 0.703E-02
0. 110 45 0.073 99.371 0. 629 0. 629E-02
0. 118 18 0.029 99. 900 0. 600 0. 600E-02
0. 127 17 0.028 99. 928 0. 572 0. 572E-02
� . 136 43 0.07G 99. 998 0. 502 0. 502E-02
� . 145 53 0.086 99.589 0. 916 0. 916E-02
1,. 159 36 0.059 99. 693 0. 357 0. 357E-02
Q. 162 95 O.Q�3 99.716 0. 289 0. 289E-02
0. 1�1 35 0.057 99.773 0. 227 0.22�E-02
0. 180 35 O.GS; 99.830 0. 1?0 0. 170E-02
0. 189 13 0.021 99.852 0. 198 0. 148E-02
0. 197 13 0.021 99.873 0. 127 0. 127E-02
0.206 5 0.006 99.881 0. 119 0. 119E-02
0 .215 1 0.002 99.883 0. 117 0. 117E-02
0.229 3 0.005 99.887 0. 113 0. 113E-02
�.232 6 0.010 99.897 0. 103 0. 103E-02
0.241 4 0.007 99.904 0.096 0. 962E-03
0.250 7 0.011 99.915 0. 085 0. 898E-03 i
0.259 13 0.021 99.936 0. 064 0. 636E-03 �
0.268 9 0.015 99.951 0. 049 0. 989E-03
0.276 7 0.011 99.962 0.038 0. 375E-03
0.285 6 0.010 99. 972 0.028 0. 277E-0�
0.299 10 0.016 99.989 0.011 0. 114E-03
0. 303 5 0.006 99.997 0.003 0. 326E-09
�. 311 1 0.002 99. 998 0.002 0. 163E-09
F1cw Duration from Time Series File:dsout.tsf
Ci_off Count Frequency CDF Exceedence Probability
CFS � $ $
0. 005 33962 55.385 55.385 44 . 615 0. 446E+p0
0. 013 5104 8 . ?24 63.708 ?0'.292 0. 363E+00
O. OL2 99OG . y9� 1 . ,0? 2H . �. 0. %���3E-J�
�Iartin �lclnal Pond
0.031 449? 7. 3�� 79.036 2G. yo'4 0. 210E+�G
� 0.040 3836 6.256 85.292 19 . 708 0. 147E+0;,;
0.049 2979 9 .858 90. 150 9.850 0. 985E-01
0.058 2055 3. 351 93.501 6.999 0. 650E-C'�
0.067 1370 2.239 95.735 9 .265 0. 926E-C_
0.076 753 1 .226 96.963 3.037 0. 304E-0�
0.085 620 1 .011 97. 9�5 2.025 0.203E-01
0.099 479 0.781 98.?56 1.249 0. 124E-01
0. 103 298 0. 986 99.292 0.758 0.�56E-G2
0. 112 70 0. 114 99.356 0. 644 0. 699E-02
0. 120 25 0.091 99.397 0. 603 0. 603E-02
0.129 22 0.036 99.932 0. 568 0.568E-02
0.138 40 0.065 99.998 0. 502 0.502E-0?
0. 197 52 0.085 99.583 0. 417 0.917E-02
0. 156 33 0.059 99. 636 0. 364 0. 369E-0�
0. 165 92 0.068 99.705 0. 295 0.295E-0�
0. 179 90 0.065 99.770 0.230 0.230E-CZ
0. 183 36 0. 059 99.829 0. 171 0. 171E-0�
0. 192 11 0.018 99.897 0. 153 0. 153E-0;
0.201 i9 0.023 99.870 0. 130 0. 130E-D�
0.210 6 0.010 99.879 0. 121 0. 121E-02
0.219 1 0.002 99.881 0. 119 0. 119E-02
0.227 5 0.008 99.889 0. 111 0. 111E-0�
0.236 4 0.007 99.896 0. 104 0. 109E-02
0.295 5 0.008 99. 909 0.096 0. 962E-03
0.259 6 0.010 99.919 0.086 0.864E-03
0.263 12 0.020 99.933 0.067 0.669E-03
0.272 10 0.016 99.999 0.051 0.506E-03
0.281 6 0.010 99. 959 0.091 0.908E-03
0.290 8 0.013 99.972 0.028 0.277E-03
0.299 7 0.011 99.989 0.016 0. 163E-0�
0. 308 6 O. C?0 99. 993 0. 00� 0. 652E-0;
�� . �17 _ ). C. � �y. _ :'' C'. :��C ,, . _oi�-:J-.
SE 1/4, SE 1/4, SECTION 10, TOWNSHIP 23N., RANGE 5E., W.M.
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3.2.2 KCRTS RUNOFF FILES METHOD—GE;VERATI.�VG TiA1E SE�IES
TABLE 3.2.2.B EQUIVALENCE BETWEEN SC6 61�IL TYPES AND KCR't'S SUIL TYPES
SCS Soll Type SCS KCRTS Soil Notes
Hydrologic Group
Soil Group
Alderwood A B, A C, A D C Till
rents, Alderwoo ater al AmB, AmC C
Arents, Everett Material An B Outwash 1
Beausite BeC, BeD, BeF C Till 2
Bellin ham Bh D Till 3
B�iscot Br D Tiil 3
Buckle Bu D Till 4
Earlmont Ea D TIII 3
Ed ewick Ed C Tflf 3 ,
Everett EvB, EvC, EvD, EwC A/B Outwash 1
Indianola InC, InA, InD A Outwash 1
Kitsa K B, K C, K D C Tlll
Klaus KsC C Outwash 1
Neilton NeC A Outwash 1
Newberg (N B Tiil 3
Nooksack Nk C Tlll 3
Norma No D Till 3
Orcas Or D Wetland
Oridia Os D Till 3
Ovall OvC, OvD, OvF C Till 2
Pikshuck Pc C Tili 3
Pu et Pu D Till 3
Pu Ilu B Till 3
Ra nar RaC, RaD, RaC, RaE B Outwash 1
Renton Re D Tlll 3
Salel Sa C Till 3
Sammamish Sh D TIII 3
Seattle Sk D WeUand
Shalcar Sm D Till 3
SI Sn C Till 3
Snohomfsh So, Sr D Till 3
Sultan Su C Tfll 3
Tukwila u D Till 3
Woodinville Wo D TIII 3
Notes:
1. Where outwash soils are saturated or unde�lain at shallow depth (<5 feet)by glacial till, they should
be treated as tiil soils.
2. These ere bedrock soils, but calibration of HSPF by King County DNRP shows bedrock soils to
have similar hydrologic response to till solls.
3. These are alluvial solls, some of which are underlafn by glaciel till or have a seasonally high weter
table. In the absence of detalled study, these solla should be treated as tlll soils.
�4. Buckley soils are formed on the low-permeabllity Osceola mudflow. Hydrologic response is
essumed to be similar to that of tfll soils.
1\
�
2005 Surt�ace Water Design hianual ►!24i2005
3-25
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EPARTMENt �F AGRICULTURE
)NSERVATION SERVICE KING COUNTY AREA.WASHINGI�
� SOIL IEGEND
Th�{irs� copliol I�n�r Is�M Inlilol on�of�M foll nom�. A s�cond copHcl I�n�r,
A,B,C, D, E, o�F, Indicm�s �h�clo��of slop�. $ymbols wlihov� a sloc� bna�
or� rhos• of naarly lavel w�ls.
SYMBOL NAME 9o��do,r. •,o��o„o�
AqB Ald�rwood qrov�lly sondY loom,0 ro 6 p�rc�n�slop�s S�bre.... - .."",.
��AqC Ald�.wood yrw�lly wndy loom,6�o IS pKc�m�lop�► Cwn� P �
ApD Alderwood pravelly sondy loom. IS io JO p�rc�n�slop�� v, o.:sh.
AMF Al�rwood ond Kltsop aoll�,v�ry s�e�p C,.:1 ro.,,..sti:P,�
AmB Ai�n�►,Ald�rwood rrorulol,0 eo 6 p�rc�m�lopef• 1�<0�
AmC Ar�m�, A�dKwood mo��rlol,6�o IS �o�ed c��r
p�rc�n�slop�f•
An Ar���s, Eviren mo��r�ol• Rrsc•.o��o.., ,�.a��
B�C Bwvsi��qrav�l�y sondy loom.6 ro 1$p��c�r.�sloqs Smo�l po.4. c�,,,�
Bt0 Beo�sl��qrav�lly swdr loom, IS ro 70 pwcen�slop�a
B.F fi�ovsir•Q.owlly�or.dr loom, p�0 75 p��c•n� •loo.. .• � "- . .
BA 8.���..p/wn.���� �eeiw
& &�scd sil� loom To,,...sh:p.. o.�7e
B� BucAl�v sl6 loam �.—... .— .o..y'
CE Coos�ol �xM■ S<u�o.� b..<. U•..�r<
Ea EwlTon� a�l�loo�n S<c�,w+ I.�e. onP•�• ��
Ed Edq...�c4 fv,.�ondy�ooiw ro..�ati�v�•••�. .,o�
E�8 Ev�rtn qrowllr sondy loon, 0 ro 5 p�rcm�slop�s
E.0 E�ef�ir pro.�lly �ondr loo�w, 5�o IS CKc�M slop�s Sec�,o� 1�..�...o� U�
E+O E+e�e��yro.�llr sondy looi., IS�o Jf)pefc�n�slop�s
E«C E��r�.Alden.00d yrw�lly sondy�oaiws,6 ro IS prc�n�siop�s S�ci�o..cvM., (w�.
Bw.do.r^�o�v..*e �
MA Ir.diorob loo�n�(�e.�w..d,0�0 1 percen�slop�s
!rvC Ind�wwb loorrp.li��sood.��o IS p�c�nr�lopes U���<d S�mes �..�e.�
In0 I.dia�.ob loo�wy F�..��o..d. IS�0 30 p�rc�nr slopes
KD8 Kt�wv s�l�loo�., 7 eo!pe.c�nr s�opes
B��Id��q• (d»e�l:..q.
KpC K+rwp��I� Iwm,9 ro IS pactm slop��
KpD Kir�oD�ii� looiw, IS�0 30 pe�csn�slop�f Scbol.<�.rc�, o.d
KsC Klovs qro..�lly loomy sond.6�o IS q.c�nr slop�a
B�.Id.�s (ba.., .-o.
Mo Mued ollw�oi bnd Po..e, ..o�vn��s.o'
NeC N�ilrm�..r p.o.•Ilr loo�..r sw.d.2�o IS p�•ccn� slop�s T�Irvh�^e I..y. c•re
Ny N�..M.Q sil�loom
N4 Nookwc4 s�l�loom w�tls n�h�.�tia..�..o
No Nano so�dy loom
To,.4�. o.l,..-a • .
Q Q'to� pw� loco•ed a Ia�dTo•4
a a�e�o.�n i�T
OvC O.�oll prowlly loom, O�o IS pK<e�� slop�s
O+O Ovoll qrov�llr loom, IS to 25 p�rc�nr sloqs .�o„�o„�ol o�A�e.i.<
O.F Oyoll qro�elly loo�n, 10�0 75 p�rcenr slop�s
Tobl��, �r••�� I�.e
Pc PilcAuck loomy f�rw sord
Pk pllthvck 11r��oedy loom O��+e� �ec.��e�oble �
Pv Pvp•r �Ilrf cbr lao�n
Py Pvyollvp Iln�wndy loom Ha�ta��o�co��rol sr�
RaC Roqmr flr�sordy loom,6 lo IS p�rcem slop�� A�y uc��.vob�� �
Ro0 Roqnor hn�wndy loom, IS�0 25 pwc�ro�lop• V�rrcal cm�rol s�orl
RdC Roynor•Indlonola of�xlo�lon,slopinq•
RdE Roqna•Ir+dloeolo anocloiim,modNo��ly�r��p• O�tia �eco��roble .
R• R�mm�11� loom
RA Rlv�r.rosh Check�d �po��le�o��•
UncFecked soo� e le�c
$o $olol sll� Iwm
Sh $ammomlfh ill� loom
�k $�o�ll�mvck
$m $holcor mvck
$n $I sih loom
$o $nohomlah allt loom
$r Snohomu�sil�loom, �hkk w�foc�vorlont
Su $ullon�I1� loam
Tv Tukwllo muck
Ur �Jrbon lond
� Wo Woodlnvlll� f�lr loom
� TM composNion of il+e��unit� I�ma�voriobl�ihon�ha�of�he oilxn
In�he or�o,b�n It hos M�n controll�d w�ll�naqh�o InrvprN fw �h•
txpet��d vse of�h� solls.
�4 � «'ETPONDS— BASIC AND LARGE —AfLTNODS�i;�.1,`�:ILi"S;%J
1 FIGURE 6.4.1.A PRECIPITATION FOR 1�IEAN ANNUAL STOR�i IN InCHES (FEE"I)
ST 1.0 ST 1.0/
ST 1.1 LA 0.8 LA. 0.9 LA 1.0 LA 1.2
t �� r :��,;.,,, —,. --
;�,;,; � � �4�,�r,._�'.i_._ p .��...>�,. ,
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yt� 7:. � _�' _. . � .1
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0.54" � ��g,, � ���
(0.045') � � � '
;Q �' �
,�.<<<o��,.
0.47"
(0.039') � ;
C�d IncorporatedArea
�e� Rlver/Lake ��47��
- Major Road (0.039') 0.52"
NOTE:Areas east of the eastemmost isopluvial should use 0.65 �0.043�) �.bS"
Inches unless rainiell data Is evallable for the location of Interest o•56" (0.054 )
(0.047`)
��The mean ennual storm Is a conceptual storm fc�n9
by d�vlding Iha annual prec�pitallon by Ihe lo�al number
ol s!orm eveMs Der yeer
result, generatcs large amounts of runoff. For this application, till soil types include Bucklev and
bedrock soils, and alluvial and outwash soils that have a seasonally high water table or are undcilain at
a shallow depth (less than 5 feet)by glacial till. U.S. Soil Conservation Service(SCS) hydrologic soil
groups that are classified as till soils include a few B, most C, and all D soils. See Chapter 3 for
classification of specific SCS soil t}�es.
2005 Surface�Vater Design Manual
�_�� 1��2d,�;li,�
Martin Pond Volumes
04-257 19 February 08
Dead Storage
Cell 1 Cell 2
Elevation Area Volume cf Area Volume cf
ft sf Inc � sf Inc �
438.00 368 - - -
438.50 429 0 0
440.00 611 780 780 3222 0 0
442.00 2184 2795 3575 4767 7989 7989
442.50 2438 1156 4730 5110 2469 10458
Total Dead Storage Required 14,640
Total Dead Storage Provided 95,189 3.7 % extra volume
Live Storage
Elevation Area Volume cf
ft sf Inc �
442.50 7548 0 0
444.00 6250 10349 10349
446.00 11466 17716 28065
448.00 13636 25102 53167
Total Live Storage Required 45,190
Total Live Storage Provided 53,167 17.7 °�o extra volume
Martin Property—Technical Information Report I�'
5 CONVEYANCE SYSTEM ANALYSIS & DESIGN
The onsite and offsite conveyance systems will be analyzed using the KCBW program.
Refer to the Catch Basin Tributary Area Exhibit and KCBW print out report located at the
end of this section to aid in the following discussion. ,
The conveyance system will be designed in accordance with the 2005 King County Surface
Water Design Manual (KCSWDM) to provide sufficient capacity to convey and contain, at
minimum, the 25-year peak flow assuming developed conditions for onsite tributary areas
and existing conditions for any offsite tributary azeas. The system has been analyzed during
the 100-year design storm event to show that overtopping will not create or aggavate a '
"severe flooding problem" or "severe erosion problem". The King County Back Water
program is used to calculate the hydraulic grade line at each catch basin. The KCBW
program 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 along each reach in the network. The friction slope is calculated by averaging
Manning's equation at the upstream and downstream ends of the pipe. The hydraulic grade
line is calculated from downstream to upstream. �
5.1 Onsite Conveyance
All conveyance pipes have been designed to convey 100-year peak flows determined using
the rational method. The rational method for sizing conveyance systems was used on all
tributary areas since the entire site is less than 10 acres per table 3.2 of the 2005 KCSWDM
The area tributary to each catch basin has been calculated. The flows to each catch basin are
entered into KCBW in order to show the system safely conveys the 100-year flows.
5.2 Rationa! Method Flow rates (Q)
The traditional Rational Method equation (Equation 3-1, KCSWDM) was used for
calculating the storm water flows that are tributary to each catch basin. See the Catch Basin
Tributary Area Exhibit at the end of this section.
QR= CIRA
February 19, 2008 � Page 5-1
Job#04-257 /T��
�,���.rEs
��
Martin Property—Technical Information Report
QR=peak flow(cfs) for a storm of return frequency R
C =estimated runoff coefficient
IR =peak rainfall intensity(in/hr) for a storm of return frequency R
A =drainage sub-basin area(acres)
R =return frequency of design storm(100-year for this report)
As mentioned earlier in this report, the 100-year, 24-hour return frequency design storm
event was used for the conveyance system calculations.
5.3 Peak Rainfall lntensity (l�oo)
lioo = (Pioo)(1ioo)
Pf�= the total precipitation at the project site for the 100-yr 24-hour duration storm
event for the given return frequency= 3.96 inches (See figure 3.2.1 D at the end
of this section)
Il� =the unit peak rainfall intensity factor
t100—�a100��Tc�-b100
T� = time of concentration (minutes); the actual Tc is less than the minimum 6.3
minutes so 6.3 minutes will be used.
al�= Coefficient from KCSWDM Table 3.2.1.B = 2.61
bf�= Coefficient from KCSWDM Table 3.2.1.B =0.63
i�oo= (aioo)(T�)�b�oo = (2.61)(6.3)-0.63= 0.819 �
Iioo= (Piao)(iioo) _ (3.96)(0.819)= 3.24
5.4 Runoff Coefficients (C)
Runoff coefficients were used in the Rational Method calculations of flow. C-values used to
represent the different types of land cover for the developed condition were: Cla,,,,, of 0.25
(for all landscaped areas), C�e71Je1,, of 0.90 (for all impervious surfaces, i.e. roads, sidewalks,
roofs, driveways, etc.). The C-value used for the lot area was 0.60 per Table 3.2.1.A of the
KCSWDM.
Cra�n = 0.25
Cpavement = 0.90
Cror = 0.60
February 19, 2008 \ Page 5-2
Job#04-257 /T��
� SSOCIATES
_
Martin Property-Technical Information Report
Rational Method Calculations and Q Ratios i
Area (Acres)
CB# Open ��� Weighted Q �cfs) Su�m Ratio
Lot Space Pavement Total ��
13 0.05 0.05 3.24 0.90 0.15 0.15
12 0.04 0.04 3.24 0.90 0.12 0.26 0.800
14 0.26
11 0.04 0.04 3.24 0.90 0.12 0.12
10 0.03 0.03 3.24 0.90 0.09 020 0.750
9 0.00 0.00 3.24 0.00 0.00 0.20 0.000
8 0.15 0.04 0.19 3.24 0.66 0.41 0.61 2.000
RGO 0.61
7 0.22 0.05 0.27 3.24 0.66 0.57 0.57
6 0.04 0.04 3.24 0.90 0.12 0.69 0.203
1 0.69
5 0.70 0.19 0.02 0.91 324 0.53 1.57 1.57
5A 0.59 0.23 0.82 3.24 0.43 1.15 2.72 0.730
4 0.73 0.07 0.80 3.24 0.63 1.62 3.20
3 0.52 0.06 0.58 3.24 0.63 1.19 3.91 1.032
2 0.05 0.05 3.24 0.90 0.15 4.05 0.037
1 0.00 3.24 0.00 0.69 4.74 0.170
1 4.74
5.5 Freeboard Table
The onsite systems draining to the pond aze designed with tail water elevation at the I
maximum water surface elevation of the pond (448.00). The system draining to the rain
garden is designed with tail water elevation at the overflow elevation (449.00) in the rain
garden. The bypass system dischazges to the existing conveyance system in the neighboring
Shamrock Heights development. A new catch basin (CB 14} will be the connection point
between the two systems and will be built on the existing pipe line in the Shamrock
development. The tailwater elevation used for CB 14 will be the hydraulic grade line
elevation from the upstream catch basin (CB S-16) in the Shamrock development. By using
the upstream catch basin, the tailwater elevation (445.26) of CB 14 is a conservative
estimate. The conveyance calculations for the Shamrock development can be found in
Section 5 of the Shamrock Technical Information Report, dated March 10, 2004. The
freeboard table below shows that the tight line conveyance system is designed to safel}�
convey the 100-year storm event without overtopping.
February 19, 2008 � Page 5-3
Job#04-257 /T�D
, Associ,+res
�
Martin Property-Technical Information Report
Rim Hydraulic ,
CB# Elevation Grade line Freeboard
1 452.00 450.28 1.72
2 452.34 451.00 1.34
3 454.67 452.75 1.92
4 454.69 452.75 1.94
5A 456.38 453.02 3.36
5 456.90 453.05 3.85
6 451.91 450.32 1.59
7 451.91 450.33 1.58
8 452.06 449.03 3.03
9 453.94 449.05 4.89
10 452.28 449.37 2.91
11 452.28 449.44 2.84
12 446.62 444.82 1.80
13 446.71 445.30 1.41
February 19, 2008 � Page 5-4
Job#04-257 /TR�D
� A590CIATES
_
i2 l Rr1TlOi�'r1L �iETHOU
FIGURE 3.2.1.D 100-1'EAR 24—HOUR ISOPLUVI.ALS
� 3
3 _ _ _—J- ;�- —�-- s--- -- couu,r
� N cour+r+
3 2 ._., , ,� ,y- .� -,�,� „� -—�l �
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P�E CC�COUNTV
WESTERN a '� � '`'- , s.5
KING COUNTY ao ,, ,' _- iJ, ,�yy .� s.o
N a• �, ' F' --_ �'�� 5.5
100-Year 24-Hour °` �,'� �,� �? , �,
Precipitation °`��,y -�, ,��;.._ �
f '
in Inches �Miles �9 � �..�
h�
2005 Surface Water Design I�-tanual I!24/?00�
3-17
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- - - - - � � � � � � I � �
� I �-
SCALE: 1" = 60' � �.:E� � � � � � I � ._L. � - - - - , _
0
I I �
CB 14 CB 13 ' . � CB 11 � � � �
0.05 AC 0.04 AC I I I � ( I � � �• �
0. 15 CFS � ` � _� 0. 12 CF =; I � � � � � � , � � �
_ ._ {
-
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BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:pout-5.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:448 . feet
Discharge Range:4.74 to 4 .74 Step of 1 . [cfs]
Overflow Elevation:456.9 feet
Weir:NONE
Upstream Velocity:3. feet/sec
. ��
PIPE NO. 1. 117 LF - 12 CP � 5.00� OUTLET: 440.50 INLET: 446 .35 INTYP: 5
JLTNC NO. 1: OVERFLOW-EL: 453 .00 BEND: 10 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.17
Q{CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
,r�,r*******************,r**.*,r************,r*******,r***********,r***********,+******
4 . 74 3 . 93 450 .28 * 0 .012 0 . 91 0. 53 7 .50 7 . 50 3 .42 3 . 93 1 . 76
PIPE NO. 2 : ?0 LF - 12"CP � 5 .?OE OUTLET: 446.35 INLET: 447 .49 IPITYP: 5
JUNC NO. 2 : OVERFLOW-EL: 452 .34 BEND: 60 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.04
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
���****,r*******************,r****************************************�**********
4 .05 3 .51 451.00 * 0.012 0. 86 0.47 3 .93 3 .93 3 .02 3 .51 1.57
PIPE NO. 3 : 116 LF - 12"CP @ 2.96� OUTLET: 447.49 INLET: 450 . 92 INTYP: 5
JUNC NO. 3 : OVERFLOW-EL: 454 .67 BEND: 30 DEG DIA/WIDTH: 2.0 Q-RATIO: 1.03
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******.*****************,r***********,r******,r***********,r***�*,r********,r*******
3 . 91 1.83 452 .75 * 0.012 0. 84 0.56 3 .51 3 .51 1.27 1 .83 1 .62
FIFE NO. 4 : 61 LF - 12"CP �� 1 .25� OUTLET: 450. 92 INLET: 451 .68 INTYP: 5
�UNC NO. � : O'�iERFLO`�ti-EL: 456 .39 BECJD: 0 DEG DZA/[^JIDTH: 2. 0 Q-RATIO: 0 .73
Q(CFS) HW(FT) HP7 ELEV. * PI-FAC DC DN TW DO DE HWO HWI
*x***�*******�**+********�*#****�*�*�*+.*�*++*,r*****�*+.++**+**�**********+�+**
1. 92 1. 3Y 453 . 02 * 0 . 01� � . SD 0.�� 1 . 83 � . 83 1 .22 � . 3� 0 . 6'�'
PIPE I10. 5 : 25 LF - 12"CP __ 1.28% OUTLET: 451.68 IPILET: 452 . 00 INTYP: 5
QfCFS) H�'l'FTi HW ELEV. * N-FAC DC DN TW DO DE H[d0 HWI
�*+�.****,r*�***********�:****,.*********�******�**.***.**************,r*******:***
: . 11 1 . 05 453 .05 * O .C12 0 .45 0 . 35 1 . 34 1 . 34 1 .Q5 0 . 95 0 .=�9
BA�fL�+AT�� COP�iPUTER FROGRtif�? =CP P�?ES
Pipe data from file:?-l.b��.�p
Surcharge condition at intermediate junctions
Tailwater Elevation:450.28 feet
Discharge Range:0.69 to 0 .69 Step of 1. [cfs]
Overflow Elevation:451.91 feet
Weir:NONE
Upstream `Jelocity:3 . feetisec
PIPE NO. 1 : 58 LF - 12"CP � 3 .78% OUTLET: 446 .35 INLET: 448 . 54 INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 451.91 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.2G
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*********,r*********************************************************************
0. 69 1 . 78 450 .32 * 0. 012 0 .35 0.21 3 . 93 3 . 93 1.76 1 . 78 0.47
PIPE NO. 2 : 28 LF - 12"CP � 1. 00% OUTLET: 448.54 INLET: 448 . 52 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
************,r*,r***,r**************:**,r*****,r************************************
0.57 1 .51 450.33 * 0 .012 0 .32 0.27 1. 78 1 .78 1. 51 1 . 38 0.29
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:l3-14 .bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:445.26 feet
Discharge Range:0.26 to 0 .26 Step of 1. [cfs]
Overflow Elevation:446.71 feet
Weir:NONE
L'pstream '�.�elocity:3 . feet%sec
FIP� P70. 1 : 16 LF - 12°CP 1� .69% OUTLET: �42 . 30 IN�ET: 4�4 . 65 IP1T�_P: 5
JUNC NO. l: OVERFLOid-EL: 446. 62 BEND: 90 DEG DIA%WIDTH: 2. 0 Q-RATIG: 0 . 80
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******+**,r**�******:r****,r*************************�**************************�
0 . 25 0 . 62 445 .2% * 0 . 012 Q . 21 0 . 10 2 . 95 2 . 95 0 . 6� � . 52 0 .21
PIFE id0. � . �6 LF - 8"CF G. S�� QUTLET: 4�Y . 98 I:�dL�T: =�=5 . 1-e I'�T'=P: 5
Q(CFS) HW(FT) HW ELEV. * PJ-FAC DC DN TW DO DE HWO HWI
**:r***********�,r*�+*+�*.**�+****+**********,r*****�**�*+******,r*�****+**�******+
C�. l-I Q . �G ��5 . �� * ��` . ��� �� . lE , . _ Q .�� Q ,?4 . . l,a ��ti+ 0 . 1%
B%+CKLdAT�� CCP�IPUTER FROGPFu�1 FGR FIPES
Pipe data from file:rout-ll.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:449. feet
Discharge Range:0.61 to 0 .61 Step of 1 . [c�s)
Overflow Elevation:452 .26 feet
Weir:NONE
Upstream `Jelocit;i: 3 . feet;'sec
PIPE 270. 1 : 43 LF - 12"CP a 0 .60% dUTLET: 447 . 93 INLET: =�48 . 19 I:JTiP: 5
JUNC NO. 1: OVERFLOW-EL: 452 .06 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 2 .00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
O .ol 0 . 84 449.Q3 * 0 .012 0 .33 0.31 1 .C? 1 .07 0 .82 0 . 8� 0.45
PIPE NO. 2 : ?9 LF - 12"CP � 0 . 59% OJTLET: 448 . 19 INLET: 448 .6E iNT`i"P: 5
JUNC NO. 2 : OVERFLOW-EL: 453 .94 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. 00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*****************************************************�*************************
0.20 0. 39 449.05 * 0 .012 0.19 0. 16 0.84 0.84 0.38 0.39 0.25
PIPE NO. 3 : 73 LF - 12"CP C 0.63� OUTLET: 448.66 INLET: 449. 12 INTYP: 5
JUNC N0. 3 : OVERFLOW-EL: 452 .28 BEND: 90 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.75
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
********************************,r**********************************************
0 .20 0.25 449.37 * 0.012 0.19 0.18 0.39 0 .39 0. 19 ***** 0. 25
PIPE NO. 4 : 23 LF - 12"CP @ 0.78� OUTLET: 449.12 INLET: 449.30 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
***************************,r********�***************+**************************
0. 12 0. 14 449.44 * 0.012 0. 14 0.13 0.25 0 .25 0.14 ***** 0 . 13
Martin Property-Technical Information Report
6 SPECIAL REPORTS AND STUDIES
6.1 Geotechnical Report
Reports are locatecl at the end c�f this secti��n.
• Geotechnical Eilgineec-in� Report; A�se�ciatecl �ai-th Scicnccs, [nc., January ??, ?U(1�
• Reintorccd R��ckery Rccui�lmendati�,ns; Associate�l E:artll S�ict��e,, lnc., Junc ??,
20O7
September 20, 2007 Page 6-1
Job#04-257
TRIAD
'= "
SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND
PRELIMINARY GEOTFCHNICAL ENGINEERING REPORT
MARTIN PROPERTY
Kin� C�untv, Washin�ton
CamWest Development, Inc.
9720 NE 120`" Place, Suite 100
Kirkland, Washington 98034
Prepared hy:
Associated Earth Sciences, Inc.
91 1 5`" Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
January 27, 2005
Project No. KCQ4710A
�
Subsurface Exploratio�i, Geologic Na<.ard, and
[L�urtiit Property Prelimiiiary Geocechnical Engineering Report
King County, Washington Project and Site Conditions
I. PROJECT AND SITE CONDITIONS
1.0 INTRODUCTION
This report presents tlie results of our subsurface exploration, geologic hazard, and preliminary
geotechnical engineering study for the proposed new residential development. Our
recommendations are preliminary in that project plans are still under devetopment at the time
of our exploration and preparation of this report. The project site location is shown on the
Vicinity Map, Figure 1. The existing site features, topography, and ap�roximate locations of
the explorations accomplished for this study are presented on the Site aiid Exploration Plan,
Figure 2. The locations of the proposed improvements were not available at the time this
report was completed. Therefore, the conclusions and recommendations contained in tliis
report should be reviewed and modified, or verified, as necessary once project plans and
details are developed.
l.l Purpose and Scope
The purpose of this study was to provide subsurface data to be used in the preliminary design
of the project. Our study included a review of selected geologic literature, excavating
exploration pits, and performing geologic studies to assess the type, thickness, distribuNon,
and physical properties of the subsurface sedimet�cs and shallow ground water conditions.
Preliminary geotechnical engineering studies were completed to formulate our
recommendations for site preparation, site grading, house construction, drainage, and paving.
This report surrunarizes our current fieldwork and offers development recommendations based
on our present understanding of the project. We reconunend that we be allowed to review
project plans prior to construction to verify that our geotechnical engineering recommendations
have been correctly interpreted and incorporated into the design. Additional exploration or
design modifications/review may be required to finalize project documentalion.
1.2 Authorization
Written authorization to proceed with tliis study was granted by Ms. Sara Slatten of CamWest
Development, Inc. (CamWest) by means of a signed copy of our scope of work and cost
proposal dated November 9, 2004. This report has been prepa�ed for tlle c�cltisive �,se ��f
CamWest and their agents for specific application to this project.
Within the lirnitations of scope, scl�edule, and budget, our services have been performed in '
accordance wilh generally accepted geotechnical engineering and engineerin� geology practices
� in effect i❑ tliis area at the time our reporl tvas prepared. No other warranty, express or
implied, is made.
January 27, 2005 ASSOI.'/A7'FD E�17tTN SCI�NCh.'S, INC.
�
SGU/Sn-KL047lOi12-F'r�li:rrsl2!Y?9?/OIKLIIFN 1gC �
Suhst�rface Exploratiolt, Geologic Hazard, arrd
Maj�tin Properry Preliminary Geotechnical Engineering Repor!
K�ng Counly, Washing�on Projecl and Site Conditions
2.0 PROJECT AND SITE DESCRIPTION
This report was cotnpleted with an understanding of the project based on a preliminary plot
plan with proposed exploration locations provided to us by CamWest. Tlie plan does not show
lot layouts or road locations. Site grading plans were also not available when this report was
prepared. The plot plan was used as a basis for Figure 2 of this report.
The project site includes one rectangular-shapeci parcel currently developed as a rural
residential property. The parcel is roughly 3.69 acres in overall area. A house and barn
occupy the eastern portion of the parcel. The north, west, and south property lines border
existing CamWesl developments currently under construction. The eastern property line
borders olher rural residential properties. The majority of the proper[y is covered witl� pasture
used for goat, sheep, ancl horse grazing. Deciduous trees are scattered througliout the
property. A small ephemeral wet)and exists near the west property line. Overall vertical relief
across the site is approximately 24 feet. The property slopes gently to che southwest.
The proposed �roject is anticipated to include conslruction of residential building lots, access
roads, buried utilities, and other typical improvemen[s. The planning for this project was in
the conceptual phase at the time this report was written and details such as cut aild fill areas
and amounts, lot and street layouts, detention facility locations, etc. were not known.
1-Iowever, we assume that storm water detention facilities will be constructed in the southwest
site corner or storm water will be conveyed to the adjacen[ CamWest development storm water
facilities.
3.0 SUBSURFACE EXPLORATION
Our field study included the planned excavation of iii�ie exploration pits to gain subsurface
information about the site. The exploration locations were staked in the field by CamWest
during our subsurface exploration.
The various types of sediments, as wel( as the depths where characteristics of the sedimen:
changed, are indicated on the exploration logs presented in the Appendix. The depths ,
indicated on the logs where conditians changed may represent gradational variations between
sediment types in the fielci.
The conclusio�is and recommendations presenled iil this report are based on tl�e nine
exptoration pits completed for this study. The number, locations, and depths of the
explorations were completed witl�in site and budgetary constraints. Because of the nature of
exploratory work below ground, extrapolation of subsurface conditions between field
explorations is necessary. It should be noted that differing suhsurrace conditions may
sometitnes he present clue �o the randoni nature of deposition �uul the alter�itirnl of topography
./ani�n�y 27, 20QS A.S.SOC/A7'F.D F.'ARl'l�SCIF.NCF,S, INC.
Sf�l;:,n-KCOJ'104?-!'��o�rr3l3r,,1�?�r;�tiF,114'Y P�l�TC 2,
Subsurface Frploration, Gcologic Hazard, c�nd
A�Iartin Properry Prelimrnary Ceotechnical Engineering Report
Ktng Counry, Washington P►-oject arid Site Conditions
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 recommendations in this report and make
appropriate changes.
3.1 Exploration Pits
The exploration pi[s were excavated using a rubber-tired backhoe. The pits permitted direct,
visual observation of subsurface conditions. Materials encountered in the exploration pits were
studied a�id classified in the fie(d by a geotechnical engineer from our firm. All exploration
�its were backfilled immediately after examination and logging. Selected samples were then
transported to our laboratory for further visuai classi�cation and testing, as necessary.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplisl�ed
for tl�is study, visua( reconnaissance of the site, and review of selected geologic literature. The
general distribution of geologic uni[s is shown on the fieid logs in the Appendix to this report.
The explorations generally encountered a relatively thick sequence of topsoil and organic
weathered soils over medium deiise grading to very dense silty sand witl� gravel and cobbles
interpreted as lodgement till. The on-site sedirnents are mapped as Vashon till deposits on the
Geologic Map of King County, Washington by Booth et aL, 2002.
4. 1 Stratigraphy
Grass/Topsoil
A surficial layer of grass and organic topsoil was encountered at the location of each of the
exploration pits. This organic layer ranged fi�om approximately l0 to 31 inches in thickness.
Due to their high organic content, these materials are not considered suitable for foundation,
roadway, or slab-on-grade floor support, or for use in a structural fill.
Below thc organic topsoil, we encountered loose to medium dense, brown to dark brown
weathered soils derived from the underlying lodgement till. This material varied across tlie
site in thickness, density, and organic/root/wood content. It is not considered suitable for �i
foundation support, but may be used at the discretion of tl�e Associated Earth Sciences, Inc.
(AES[) field representative for support of paven�ent and structural fill in areas where it
eontains only minor amounts of organics, and can be compacted to project specifications ;
described in the Preliminary Design Reconunertdalions section of tliis report. Because of its
relatively high organic content, it should not be used as structural fil]. '
Jatt��cny 27, 200.5 �tSSOC1ATED CARTH SCIFNCES, INC.
S111�!sr+ KE0411UA2-Nrujccls12U�4710�KtIWI� Page 3
Subsurface Erploratiori, Grnlogic Hczard, and
1Vlnrtut Property Preliminary Geotechnical Engi�ieering Repnrt
King County, Washingto�t Projec!and Site Condilions
Vashon Lodgement Till
All of our exploration pits encountered medium dense grading to very dense, silty sand with
gravel, cobbles, and occasional boulders interpreted as lodgement tilL The lodgement till
observed in our explorations graded from mottled gray and brown near the surface to gray and
weakly to moderately cemented at depth. Lodgement till was deposited at the base of an active
continental glacier and was subsequently compacted by the weight of the overlying glacial ice.
I.odgement till typically possesses high strength and l�w compressibility attributes that are
favorable for support of foundations, floor slabs, and paving with proper preparation.
L.odgement till is silty and moisture-sensitive. In the presence of moisture coiitents above the
optimuin moisture content for compaction purposes, lodgement till can be easily disturbed by
.vehicles and earthwork equipment. Careful management of moisture-sensitive soils, as
c�ecommended i�i this report, will be needed to reduce the potential for clisturbance of wet
lodgement till soils and costs associated with repairii�g disturbed soils.
4.2 Hydrology
Ground water was encountered in several exploration pits at or near tl�e contact with the
weathered soil and lodgement till. Our exploration pits provide a reasonable assessment of
ground water conditions that may be encountered during normal construction activities during
the middle or beginning of the "wet" season. We expect tliat increased seepage could occur
througl�out t}ie site during narmal construction activities that begin towards the end of the
"wet" season in April. Tliis seepage is representative of interflow. Interflow commonly
occurs in areas underlaii� by lodgement tili and originates as surface water that percolates down
through the near-surface, relatively permeable weathered soils and becomes trapped or
"perchecj" atop the underlying, relatively impermeable, unweathered lodgement [ill sediments.
Interflow is often a seasonai phenomenon. It should be no[ed that the presence and depth of
seepage at the site may vary in response to such factors as changes in season, precipitation, and
site use.
4.3 Laboratory Test Results
Laboratory testing on selected soil samples from explorations was completed in accordance
with report requirements typically requested by CamWest. Laboratory testing results are also
included in the Appendix. Moisture content was tested in accordance with American Society
for Testing and Materials (ASTM):D-2216. Table 1 summarizes the moisture content
laboratory results. Tahle i also provides the depth to bearing soils identified in each test pit.
Inr�r�a�y 27, ZOO5 ASSUCIATLI� EARTH SCIF_'NCES, 1NC.
°G3i�r -f;f0a'Ir;ii- 1,,n1r��.Cid'�?rO�nFIIV!' �i3ge �i
- Subsurface Exploraiion, Geologic Haza�•d, and
Martin Property Preliminary Geotechliical Engineering Report
King Counry, Washingtort Projec!and Site Conditions
Table 1 ',
Appr��ximate Approxi�nate
Ground Surface Depth tu Bearing Soil
�xploralion Elevation Bc:aring Soit Clevation Existing Moislure Content
Pit (feet) (feet) (feet) ( ercent)'
EP-1 453 2 451 14.2 @ 3'
EP-2 450 2 448 14.2 @ 3.5'
EP-3 455 2 453 16.3 @ 3'
EP-4 462 3 459 14.0� 3'
CP-5 465 3 462 20.5 (c� 3'
EP-6 448 3.5 444.5 10.9 � 4'
EP-7 453 3 450 12.8 @ 3.5'
EP-8 457 2.5 454.5 15.5 @ 3'
EP-9 457 1.5 455.5 18.4 @ 2.5'
� All samples are above optimum moisture content for compaction.
The maximum dry density of one soil sample was determined using the modified Proctor test
�rocedure (ASTM:D-15S7). The results are as follows in Tabie 2.
Tabtc 2
Maximutu Dry Density Optimum Moisture Content
Sumple Location San�ple Type (pc�01 (percent)�Z�
EP-1 @ 3' Lodgement Till 135.4 7
�'� pcf = pounds per cubic foot.
�Z� Rcported results are corrected for gravel conlenl
! i
.ln+iunry 27, 20p5 �1,SSOCl.iT1iD EARTN,S('1FNCES, lNC
SG:7;�+i-k�LUdi10.42-,'��.;rrr�,�-(h�i.:iii;i!:Fll:'/' Pc��e 5
Suhsurfa�c Erploratio�i, Geologic Hazard, ariri
�L1ailirt Properry Preliminary Geotechitical Engineering Repr>Jr
King Counry, Wrcrhington Geologic Kazm�ds mid A1it�a!ior.s
IL GEOLOGIC HAZARDS AND MITIGATIONS
'I'he followin� discussion ��f potential �eologic hazarcl� is hased on rhe ��e��l�gic, slo��, an�l
shallow gr�nuui water ci�n�li[ion� a� oh�er��ed an�l discus�ed hercin.
5.O SI�ISI��tIC f�A'�ARUS ANll I�1I"IIGzI"I,IUI�S
Eartliquakes occur iu the Puget Lowland witll gceat regularity. Most ��f �ht�r ��;��nt.� ar� sn:all
and are usually not felt by hUmans. However, large earthyuakes do occur as evidenced by thr
2001, 6.8-rnagnitude event; the 1965, 6.5-magnitude event; and the 1949, 7.2-magnitud�
event. The 1949 earthquake aPpears to have been the larges[ in tliis region durilig recordecl
history and was centered in the Olympia area. Evaluation of earthquake return rates indicates
that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year
perio�{
Generally, t�iere are four rypes oi� potential �eologic liazar�ls assuciateci witli large ��is�i���c
events: 1) surficial ground rupture; 2) seismicalIy induced landslides; 3) liquefaction; ar;�.
4) ground motion. The p�>tential f��r �a�l� c�f tlle�e h�iz��rd,� t�� ad��er�elv iri��act the �,i�:���n���i
project is discussed bel���.�
5.1 Surficial Ground Ra; � crc
Generally, the fargest earthquakes that tiave occurreci in the Yuget Sound area are sub-crus�
events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, no surfic
faulting or earth rupture, as a result of deep, seismic activity has been documented, to date,
the area of the subject site. Therefore, it is our opinion, based on existing geologic data, t}.
tlie risk of surface rupture impacting the proposed project is low.
5.2 Seis�nically Induced Landslides
It is our opinion tliat the risk of dainage to the proposed structures by seismically induced
landsliding is low due to gcntle sloPe inclinations that exist on the site.
5.3 Liquefaction
I,iquefaciion is a temporary loss in soil shear strength that can occur when loose granular soils
below the gr�Uiid water table ax�e exposed to cyclic accelerations such as those that occur
during earlhquakes. The observed site soil� were generally dense and silty and are not
expected to be prone to liquefacti�n. A detailed liquefaction analysis was not completed as a
part of this study, and noue is warranted, in our opinion.
Jn�ivary 27, 200.5 ASSnClATh.'D F,�iRTli SCIENCES, 1NC.
SGA/m- R"f.r7�?ln.q� -F�r,�������_re):7i0�!�Eil�'i' I��3�L' �
Su6surjace Explorarion, Geologic Nazard, atrd
Martin Proper�y Prelirninary Geotechrtical Erigineering Repor�
King Counry, WashinRton Geologic Hazards and Mitigalions
5.4 Ground Motion
Tlie project site is located within a Zone 3 rating for seismic activity o» a scale of 1 (lowest) to
4 (higliest) based on the Seismic Zone Map of the United States, Figure No. 16-2 in the 1997
edition of the Uniform Building Code (UBC). This zonation is based on past earthquake
activity in the Puget Sound region. As such, design recommendations in this report
accommodate the possible effect of seismic activity in areas with a Zone 3 rating corresponding
to a peak ground acceleration of 0.2g (a Richter magnitude 7.5 earthquake occurring directly
benealh the site) in accordance with iJBC guidelines using soil type Sc. This soil type
corresponds to seismic coefficieiits: Ca = 0.33 and CY = 0.45.
Design of the project shoulcl also he consistent with 2003 International Building Code (IBC)
guidelines. In accorclance with the 2Q03 113C, the following values should be used:
Site Class "C" (Table 1615.1.1)
Ss = 125% (Figure 1516[1]), F, = 1.0 (Table 1615.1.2[1J)
S� = 45°�0 (Figure 1516[2]}, F� = 1.4 (Table 1615.1.2[2])
6.0 EROSION HAZARDS AND MITIGATIONS
The sediments underlying the site generally contain silt and fine sand and will be sensiti��e t� '
erosion, especially in the sloping portions of the site. In order to reduce the amount of
sediment transport off the site during construction, the following recommendations should be ,
followed.
1 . Silt fencing should be placed arou�id the lower perimeter of all cleared area(s). All silt
fencing must be keyed into the existing subgrade a minimum of 6 inches. The fencing j
should be periodically inspected and maintained as necessary to ensure proper function. �I
2. To the extent possible, eartliwork-related construction should proceed during the drier '
periods of the year and disturbed areas should be revegetated as soon as possible.
Temporary erosion control measures should be maintained until permanent erosion �
control measures are established. '
3. Areas stripped of vegetation during construction should be mulched and hydroseeded, �,
replanteci as soc>n as possible, or otherwise proteeled. During winter construetion, �
hydroseeded areas should be covered with clear plastic to i'acilitate grass growth. j
J�rurary 27, 2005 ASSn('lATF,D F.ARTH SCIENC6,S, IN(;.
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Subsurface Expinration, Geologic Hazard, and
Martin Properly Preliminary Geolechnicn!Engineer�ing Report
King County, Washiiigton Geologic Hazards and Miligations
4. If excavaced soils are to be stockpiled on the site for reuse, measures should be taken to
reduce the potential for erosion from the stockpiie. These could include, but are not
limited to, covering tlie pile with plastic sheeting, the use of low stockriles in flat areas,
� and the use of straw bales/silt fences around pile perimeters.
5. Interceptor swales with rock check dams should be constructed to divert storm water
from construction areas and to route collected storm water to an appropriate discharge
location.
6. A rock constructio�i entrance should be provided to reduce the am�unt of sediment
transported off-site on truck tires.
7. All storm water from impermeable surfaces, including driveways �nd roofs, should be
tightlined into approved facilities and not be directed onto or above steeply sloping
areas (including cut and fill slopes).
7.0 LANDSLIDE HAZARDS AND MITIGATIONS
� The project site is characterized by gentle slopes with a low landslide risk and no detailed
� landslide hazard analysis is warranted, in our opinion.
�
Jtuuiary 27, 2005 AS,SOCI�ITCD F'AR"1'FI SCIENCES, INC.
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Subsurface Exploratio�i, Gcoiogic Hazard, and
Mnrtin Property Prefiminary Geotechnical Engineering Repor�
Ki►:g Coruity, Washinglon Prefiminaty Design Recornmendations
III. PRELIMINARY DESIGN RECOMMENDA'I'IONS
8.0 INTRODUCTION
Our exploration indicates that, from a geotechnical standpoint, the proposed project is feasible
provided the recommendations contained herein are properly followed. The bearing stratum is
relatively shallow, and conventional shallow foundations and standard pavement sections
should perform well with proper subgrade preparation in most areas.
9.0 SITE PREPARATION
Site preparation of building and pavement areas should include removal of all grass, trees,
brush, debris, and any other dele[erious materials. If the existing structures are not part of
future develoQment plans, the structures should be demolished and any remaini�ig foundation
elements or buried utilities that are not to remain operational sliould be removed. All existing
fill around structures that are to be dernolished should be removed. Existing septic systems
that are not to be reused sliould be decommissioned in accordance with King County Health
Department requirements and removed from beneath any areas where structures or paving are
pla�uied. If any �vater wells exisi on-site, they should be deconunissioned by a licensed well
driller in accordance with Washington Administrative Code Section 173-160. If any hea[ing oil
storage tanks or other similar structures are present on-site, they should be decommissioned
and removed in accordance with applicable Washington State Department of Ecology
regulations. Any depressions below planned final grades caused by demolition activities
should be backfilled with structural �il as discussed under the Structural Fill section.
The existing grass, topsoil, and organic weathered soils should be removed from areas where
new buildings, paving, or other structures are planned. These materials will "swell" some 25
to 30 percent upon excavation. The actual observed in-place depth of sod, topsoil, and organic
weathered soils at the exploration locations is presented on the exploration logs in the
Appendix. After stripping, remaining roots and stumps should be removed from structural
areas. All soils disturbed by stripping and grubbing operations should be recompacted as
described below for structural fill.
Once excavation to subgrade elevation is complece, llle resulting surface should be �roof-rolled
with a loaded dump truck or other suitable equipment. Any sofl, loose, or yielding areas
should be excavated to expose suitabie bearing soils. Tlie sub�rade should then be compacted
to at least 90 percent of the modified Pr�ctor inaximum dry density as detennined by the
ASTM:D-1557 test procedure. Structural fill can then be placed to achieve desired grades, if
needed.
Jnnuary 27, Z00.5 AS,SOCI�"1'ED F_AK711 SCIENCF_S, INC. ,
._,�Ci,.•i F;1.'�J,'!(�:1� , ;r`_ISI_'%N1J?IO�KtIRT �a�T('. 7 ��,
Subsurjace Expforation, Geologic Hazard, an�t
Martin Prope�ry Preliminary Geotechnical Engineering Repor!
King County, Washing[on Prelirninary De,sign Recommendatiars
9.1 Ternporary Cut Slopes
in our opi�iion, stable construction slopes should be the responsibility of tlie contractor and
should be determined during construction. For estimating purposes, however, temporary
unsupported cut slopes can be planned al 1H:1V (Horizontal:Verticai} or flatter in the
lodgement til1. Permanent cut or fill slopes should not be steeper than 2H:IV.
These slope angles are for areas where ground water seepage is not encountered, and assume
that surface water is not allowed to flow across lhe temporary slope faces. If ground or
surface water is present when the temporary excavation slopes are exposecf, flatter slope angles
will be required. As is typical with earthwork operations, some sloughing and raveling may
�ccur and cut slopes may have to be adjusted in the field. In additioii, WISI-�A/OSHA
regulalions should be followed at all times.
9.2 Site Disturbance
Most 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 site
preparation and excavation operations so that the underlying soils are not softened. If
disturbai�ce occurs, the softened soils should be removed and the area brought to grade witl�
structural fill. �
9.3 Winter Construction ''
Due to the hi h in-situ moisture content of most of the site soils determined b laborator I
g Y Y
testing completed for this study, it will be necessary to dry some of t1�e site soils during ��
favorable dry weather conditions to allow reuse in structural fill applications. If construction '
takes place in winter, drying is not expected to be feasible, and we anticipate that the I�
lodgement till soils will be unsuitable for structural fill applications. Even during dry weather,
site soils excavated for installation of buried utilities might not be suitable for utilily backfill
under paving or otlier structures. We recoinmend budgeti�ig for backfill of buried utility
trenches in structural areas with imported, select structural fill. For summer construction, ,
significant, but unavoidable effort may be needed to scarify, aerate, and dry site soils that are
above optimum moisture content to reduce moisture content prior to compaction in structural
fill applications. Care should be taken to seal all earthwork areas during mass grading at tlie
end of each workday by grading all surfaces to drain and sealii�g them with a smooih-drum �
roller. Stockpiled soils that will be reused in structural fill applications sh�uld he covered
whenever rain is possible. '
If winter construclion is expected, crusliecl rock fill could be used to pcovide construction
staging areas. The stripped suhgrade Should be observed by the geotechnical engineer and
should then be ce�vered with a geotextile fabric such as Mirafi SOOX or equivalent. Once lhe
Jnrruary 27, 2005 ASSOCIA7ED L•'AXTH SCIENCES, INC.
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Sub.rurface E�7�loration, Geologic Hcuard, nnd
1l�larrin Property Preliminary Geotechnica[Engincering Reporr
King Couriry, Washirtg�oti Preliminary Design Recommendalio�rs
fabric is placed, we recommend using a crushed rock fill layer at least 10 inches thick in are�is
where construction equipment will be used. If desired, planned roadways can be paved witl�
asphalt treated base (ATB) for construction staging as described in the Paveritejtr
Recommendations section of this report.
10.0 STRUCTURAL FILL
Struc[urai fill may be necessary to establish desired grades. All references to structural fill in
this report refer to subgrade preparation, fiil type, placement, and compaction of materials as
diseussecl in this seetion. If a pereeniage of eompaetioci is s�ecifiecl under anc�ther seetion c>!
this report, the value givcn in that section should be used.
After stripping, plaru�ed excavalion, and any required overexcavation have beeii performecl t��
the satisfaclion of the geotechnical engineer/engineering geologist, the upper 12 inches i�i
exposed ground should be recompacted to 90 percent of ASTM:D-ISS7. If ihe subgradc
contains too much moisture, adequate recompaction may be difficuli or impossible to obtair,
and sliould probably not be attempted. In lieu of recompaction, the area to receive fil! shou!
be blanketed with washed rock or quarry spalls to act as a capillary break between the new f
and the wet subgrade. Where �he exposed ground remains soft and further overexcavation
impractical, p(acemeut of an engineering stabilization fabric ma�. `
contamination of the free-draining layer by silt migration from belo�.
After recompaction of the exposed graund is tested and approved, or a free-draining ro._
course is laid, structural fill may be placed to attaui desired grades. Structural fill is defined
non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose li
with each lift being compacted to 95 percent of ASTM:D-1557. In the case of roadway a
utility trench filling, the backfill should be placed and compacted in accordance with Kin�
County codes and standards. The rop of the compacied fill should exiend horizontally outward
a minimum distance of 3 feet beyond the location of the perimeter footings or roadway ed�;es
before sloping down at a maximum angle of 2H:1V.
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 the material at least 72 hours in
advance to perform a Proctor test and determine its field compaction staiidard. We have
completed one such test on a representative sample of tlie lodgement till and the results are
included in �liis report. Soils in which the amount of fine-grained material (smaller than tl�e
No. 200 sieve) is greater than a�proxima�ely 5 percent (measured on tlle minus No. 4 sieve
size) sllould be considered moisture-sensitive. Use of moislure-sensitive soil in structural filis
should be limited to favorable dry weather ai�d dry subgrade conditions. The on-site
lodgement till contains substantial amounts oF silt and is considered highly moistisre-setasitive
wl�en excavated and used as structural fill. At the time ot� our exploration program, soil
Jmtuary 27, 2005 ASSOCIATED F.�R1'H SCIF.NCh.'S, Gti�C
$[.(J�Sn-KFlIJ?10A?-i'rJic�!7{'17(7d?i01A1.�14'i' t�clge 1 �
Subsurface Exploration, Geologic Hazard, and
fl�lartin Property Prefintinary Geotech�iical Engineering Repor!
King County, Washington Prefiminary Design Recommendalions
mois�ure content tests indicated that all soils encountered were at moisture conditions above
optimurn for structural fill use. We aiiticipate that most excavated lodgement ti(l soils will
require aeration and drying prior to compaction in structural fill applications. Construction
equipment traversing the site when the soils are wet can cause coiisiderable disturbance.
If fill is placed during wet weather or if proper compaction cannot be obtained, a select import
material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining
fill consists of non-organic soil with the amount of fine-�grained material limited to 5 percent by
weight when measured on the minus No. 4 sieve fraction and at least 25 percent retained on
the No. 4 sieve.
11.0 rOUNDATIONS
Spread footings may be used for building support when they are founded on approved
structural fill placecl as described above, or on tlie glaciat sediments that are prepared as
recommended in this report. Based on our observations, suitable foundation bearing soils are
expected approximately 1.5 to 3.5 feet below the existing ground surface on each lot. The
depth to suitable foundation bearing soils is presented in a table in the Subsurface Conditions
section af this report. If existing fill is discovered aroi�nd existing structures, it should be
removed and replaced with structural �ill, which is also suitable for foundation support.
For residential structures, footings may be designed for an allowable foundation soil bearing '
pressure of 3,000 pounds per square foot (ps� including both dead and live loads. Detention �'�,
vault foundations excavated into dense native till can be designed with a 6,000 psf maximum '
allowable soil bearing pressure. An increase of one-third may be used for short-term wind or
seismic ]oading. Perimeter footings should be buried at least 18 inches into the surrounding ,
soil for frost protection. However, all foundations must penetrate to the prescribed bearing I
stratum and no foundations should be constructed in or above loose, organic, or existing till
soils. In addition, all footings must have a miniinum width of 14 inches for one-story
structures, 16 inches for two-story structures, or 18 inches for three-story structures.
Anticipated settlement of footings founded as recommended should be on the orcler of '/ inch �
or less, with differential se�tle�nent of 'h incli or less. However, dish�rbed material not '�
removed from footing trenches prior to footing placement could result in increased settlements. �
All footing areas should be inspected by AEST prior to placing concrete to verify that the
foundation subgrades are undisturbed and conscruction conforms lo the recommendations
contained in tliis report. Such inspections may be reqiiired by King County. Perimeter footii�g
draii�s should be provided as discussed under the section on Drainage Con,siderations.
Jarrunry 27, 200.5 �1,SSOClA"/'EP EARTII SCIF_'NCES, INC
iC;R'�.n- Kf0�7710:12 P;nirrrt12J0�?IOIF:�IIb'.� Pilgf: 12.
Subsurface Expinration, Geologic Hazard, and
Marlin Properry Prelimi�tary Geotechnicnl Engineering Repor[
King County, Washington Preliminary Design RecommenduliolTs
It should be noted that the area bounded by lines extending downward at 1H:1V from any
footing must not intersect another footing or intersect a �lled area which has not been
compacted to at least 95 percent of ASTM:D-1557. In addition, a 1.SH: 1V line extendiiig
down and away from any footing must not daylight because sloughing or raveling may
eventually undermine the footing. Thus, footings should not be placed near the edge of steps
or cuts in the bearing soils.
12.0 FLOOR SUPPORT
If crawl space floors are used, an impervious moisture barrier should be provided above tt�e
soil surface within the crawl space. Slab-on-grade floors may be used over medium dense to
very dense native soils, or over structural fill placed as recotnmended in the Site I'reparation
and Strc�ctural Pill sections of this report. Slab-on-grade floors should be cast alop a minimum
of 4 inches of pea gravel or washed crushed rock to act as a capillary break. The floors sliould
atso be protected from dampness by covering the capillary break layer wich 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 fill
shoi�ld experience '/z inch or less of settlement.
13.0 DRAINAGE CONSIDERATIONS
All footing walls, basement walls, and retaining walls should be provided witli a drain at the
footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe '
surrounded by washed pea gravel. The level of the perforations in the pipe should be set at the
bottom of the footing at all locations and tlie drain collectors should be constructed witli �
sufficient gradienl to allow gravity discharge away from the buildings. 1n addition, all
foundation walls taller than 3 feet should be lined with a minimum 12-inch-thick washed gravel !,
blanket provided to witliin 1 foot of finish grade that ties into tlie footing drain. Roof and �I
surface runoff should not discharge into the footing drain system but should be handled by a
separate, rigid, tightline drain.
In planning, exterior grades adjacent to foundations should be sloped downward away from tlie
structures to achieve surface drainage. These recommendations apply to conventional shallow �
foundation walls a�id landscape walls less than about 4 feet tall. One sliould refer to the
following section for walls up to 12 feet tall.
.��„��r�r,y 2�, 2oo.s ASSOClATCD F.ARTII SC/F_h��cs, �,vc.
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Subsurface Exj�loration, Geologic Hazard, and
Martin Properry Preliminary Geotechnical Engineering Repor�
King Counly, Washington Preliminary Design Recomntendalions
14.0 CAST-IN-PLACE RETAINING WALLS AND BASEMENT WALLS
All backfill behind foundation walls or around foundation units should be placed as per our
reeommendations for structural fill and as described in this section of the report. �Iorizontally
backfilled walls, which are free to yield laterally at least 0.1 percent of their heigl�t, may be
designed using an equivalent fluid equal to 35 pounds per cubic foot (pc�. Fully restrained,
horizontally backtilled rigid walls that cannot yield should be designed for an equivalent fluid
of 50 pcf. Walls with sloping backfili up to a maximum gradient of 2H:1 V should be designeci
using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained
conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil
shouid be added ta �he wall height in determining lateral design forces.
As reyuired by the 2003 IBC, retaining wall design should include a seismic surcharge
pressure in addition to the equivalenl fluicl pressures presented above. Considering the site
soils and the reconunended wall backfill materiats, we recommend a seismic surcharge
pressure of 4H and 8H psf where H is the wall height in feet, for the "active" and "at-rest"
loading conditions, respectfully. The seismic surcl�arge should be modeled as a rectangular
distribution with the resul[ant applied at the midpoint of[he wall.
The lateral pressures presented above are based on the conditions of a uniform backfill
consisting of excavated on-site soils, or imported structural fill compacted to 90 pereent of
ASTM:D-1557. A higher degree of compaction is not recornmended as this will inerease the
pressure acting on the walls. A lower compaction may result in settlement of the slab-on-grade
or other structures su�ported above the walls. Thus, [he compaction level is critical and must
be tested by our firm during placemei�t. Surcharges frotn adjacent footings or heavy
construction equipment mus[ be added to the above values. Perimeter footing drains should be
provided for all retaining walls as discussed under the section on Drainage Consideratioi�s. '
It is imperative tliat proper drainage be provided so that hydrostatic pressures do not develop
against the walls. This would involve installation of a minimum 1-foot-wide blanlcet drain to
within l foot of finish grade for �he full wall height using imported, washed gravel against the
walls.
14.1 Passive Resistance and Friction I=actors
t.ateral loads can be resisted by friction between lhe foundation and the natural glacial soils or
supporting struclural fill soils, or by passive earth pressure acting on the buried portions of the
foundati�ns. The foundations must be backfilled wi�h structural fill compacted to at least 95
percent of the maximum dry ciensity to achieve the passive resistance provided below. We
recommend the following design ��arameters:
January 27, 2005 ASSOCIATED F,ARTH SCIrNCES, 1NC.
,SC;O;t;i -Kf.04?!0,1' - /'�u�rcit��i�7J'IiiIF:bIN�P I age ��
Subsurface Expinration, Geologic Hazard, and
Martin Properry Preliminary Geotechnical Erzgineerirtg Report
King Counly, Washinglon Preliminary Design Reconu��endalions
• Passive equivalent fluid = 250 pcf
• Coefficienc of fric[ion = 0.35
The above values are allowable and include a safety factor of at least 1.5.
15.0 PAVEMENT RECOMMENDATIONS
The pavemenl for this project is expected to be supported by medium dense, silty sand
(lodgement till), recompacted, inorganic weathered soils, or structural fill soils. These soils
should be suitable, with �roper prepacation, to allow the use of standard paving sections.
Because some of the site soils were substantially above optimiun moisture content at the time ',
of our exploration progra►n, remedial subgrade preparation might he requirecl below tlie
paving. Remedial preparation measures coutd include removal of so�iie of the existing site
soits below the planned pavement section and restoring the planned subgrade elevation with ,
select imported structural fill, lreating the native soil subgrade with Portland cement to
stabilize the wet soils, or aeration and drying of existing soils prior to compaction of the roaci
subgrades. We recommend that the final determination of how to prepare the r�� ��.1 ;�:f ur,: lr .
be made at the time of construction when weather and field conditions are knowr,
The King County standard paving section for residential access streets is 2 inches of Class �
asphalt concrete paving (ACP) above 3 inches of ATB above 6 inches of gravel borrow. �'
depths given are compacted depths. All paving materials, base course materials, a
placement procedures should comply with suitable standard specifications such as i
Washington State Departme�it of Transponatio►r (WSDOT) Sta�idnrd Specifications for Rou�t,
Brldge, and Mu�iicipal Construction or other suitable specificati�ns.
All structucal fill and all native subgrades less than 4 feet below fi�iished grade for a planned
roadway should be compacted to 95 percent of the modified Proctor maximum dry density as
determined by ASTM:D-1557. Prior to structural fill placement or to placement of base
course materials over native subgrades, the area should be proof-rolled under tt�e observation
of AESI with a loaded dump truck or other suitable equipment to identify any soft or yielding
areas. Any soft or yielding areas should be repaired prior to continuing work.
If desired, ATB can be used to provide a construction working surface. After the buried
utilities are iii place, the subgrade is prepared, the gravel borrow is placed, ai�d the ATB is laid
and compacted. This ATB surface is then used for construction access, and once most of the
heavy construction traffic lias subsided, any damaged pavement areas are repaired prior t� final
surfacing with �1CP.
Jnnrrn,y 27, 2005 AS,SOCIA7'FD F.AR%71 SClF.NCFS, I�ti�C.
sc,'ri;,�; . ncoa�ro,,? -n„�;��r��_r�na�rrn�:r;,�vr Pa�e 1�
Su6surface Exploratron, Geologic Hazard, and
Martin Property Prelimi�iary Geotechnical Engineering Report
King County, Washington Preliminary Design Recommendations
16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
At the time of this report, site grading, lot layouts, structural pians, and construction methods
have not been finalized, and the recommendations presented herein are preliminary. We are
available to provide additional geotechnical consultation as the project design develops and
possibly changes from that upon which this report is based. We recommend that AESI
perform a geotechnical review of the plans prior to final design completion. In this way, our
earthwork and foundation recommendations may be properly interpreted and implemented in
the design.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundations for buildings and of new pavement depends on
proper site preparation and construction procedures. In addition, engineering decisions may
have to be made in the field in tl�e event that variations in subsurface conditions become
apparent. Construction monitoring services are not part of the current scope of work. If these
services are desired, p(ease let us know and we will prepare a cost proposal.
We have enjoyed working with you on this study and are confident that these recommendations
will aid in the successful completion of your projeqt. If you shouid have any questions or
require further assistance, please do not hesitate to call.
Sincerely, j�EI�,�� �
ASSOCIATED EARTH SCIENCES, INC. �� �Fw�y��I
Kirkland, Washington � ,� �� .� c�
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� �(J exnptn 11/20/ plo
Susan G. Beckham, P.E. Kurt D. Merriman, P.E.
Project Engineer Principal Engineer
At.taclunents: Figure 1: Vicinity Map
Figure 2: Site and Exploration Plan
Appendix: Exploration Logs
Laboratory Test Results
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� •o � Weil-graded gravel and Terms Describing Refafive Density and Consiste��cy
fO v„o'o' GW 9�avel with sand, little to Densit_ SPT�Z�blowslfooe
� ° •o � no fines very Loose 0 to a
` � e o o Coarse- Loose 4 Io 10
fD > � � ° Poorly-graded gravel Grained Soils
> a � �o°o°o Medium Derise 10 to 30
� c� � o°,�, �P Test S mbols
� o o and gravel with sand, Dense 30 to 5o Y
o � � o c o o p litlle lo no tines Very Oense >50 G = Grain Size
� o Z �;�a� �Z� M = MoislureContenl
0 o c ConsislencY SPT blows/foot A= Allerber Limits
z `� ° Silty gravel and siily g
c � Very Soft O l0 2 C = Chemical
o L ��, • G� gravel wilh Sand Fine- S�n 2 to 4 DD =Dry�ensity
� � 'm � • Grained Soils Medium Stifl 4 to 8 K = Permeabiiity
w � � � Sliff 8l0 15
� N � Clayey gravel and very Stiff 15 l0 30
� � GC clayey gravel with sand Hard >30
� � Component Definitions
� � Well-graded sand and Uescriptive Term Size Range and Sieve Number
� � Syy sand wilh gravel,{itlle Boulders Larger lhan 12'
y U
o LL g : to no fines Cobbtes 3'io t2'
� � .
� °/ � '''�'�'� Grave� 3'to No 4(4 JS mm)
0 0 � ;� :�`�� ` Poorly-graded sand �arse Gravel 3'�0 3/4' '
vi U N � SP arxl sand wi�h gravel, Fine Grave! 3/4'to No 4{4.75 mm)
u � v II(Ue lo no fi(tes Sand No 4(4.75 mrn)lo No 200{OA75 rrun)
c m .
'0 � z Coarse Sand No 4(4.75 mm)lo No 10(2 00 mm)
� � � Sllty sdnd and Medium Sancf No 10(2-00 mm)lo No. 40(0.425 mm)
°y' o � SM Silly Sand with Fine Sand No.40(0 425 mm)lo No.2tHl(0.075 mm)
vo a LL :. . . gravel Sil�and Clay Smaller lhan No.200(0 075 mm)
�
'� Ciayey sand and (3) i
� ! sc Estimated Percentaye Moisture Content
� w� clayey sand with yravel Percentage by Ory-Absence ol moisture, I
Component y�leight dusty,dry�o tne�oucn
Silt,sandy silt,gfavelly silt, Trace <5 Slightly Moist-Perceptible
u � ML sill with sand or gravel Few 5 to�o mois�ure
> "' litlle 15 to 25 Moist-Damp bvt no visible
� �, m W�Ih -Non�primary coarse water
L
o �N constiluents: > 15% Very Moisl-Water visible bul
Clay of low to medium
`" U v -Fines conlenl behveen nol Iree draininq
o � J �� plasticity; silty,sandy,or
5%arxl t5%
z �° � gravelly clay, lean clay Wet -visible tree water,usualy
; � J Irom below waler lable
a � � _ Organic clay or silt ol low Symbols
� � = o� plaslicity Blows/6'or
� _— Sampler porlion of 6' Cemenl g�oui
o — Type / sur(ace seal
Elastic silt,clayey silt,silt Sampler Type
o with miC2Ceous Of 2'�� n 8entonite
o � MH Splil�Spoon p Desuiption c•� seal
�n dialomaceous tine sand or
N � Sampler 3.0"OD Split-Spoon Sampler - . .�: F��er pack,n�h
o �o sill (SP� 3.25'00 Splil-Spoon Ring Sampler �.� � � bWnk casing
�, � o Clay of high plasticity, :• secra,
a � '^ sand or ravell cla ,fat Bulk sample -
w c r CN y 9 y y 3.0'00 Thin-Wall Tube Sampler ��Screened casing
� N E clay with sand or gravel � (including Shelhy lube) `or Hydrotlp
�j = -' Grab Sample . :wilh liher pack
tn � � p
� 'v �%%�� Organic Clay or Silt oi o PoRion nol recovered �� End ca
i
i`" �' ;�%;�, pH medium to high �i� �,� --
������ Percenlage by dry weighl Depth of ground water
����� plastiCity �1 (SPn Standard Penelralion Test
(ASTM 0-1586) L ATO=AI lime ot drilling
�." Peat, muck and other t�i y, Slalic water level(dale)
� N In General Accordance with
= o,� PT highly organic soils Standard Practice(or Description �S� Combined USCS symbols used(or
O and Identificalion of Soils(ASTM D-2468) fines behveen 59�and 15%
Classificalions of soils in lhis report are based on visual field and/or laboralory observalions,which include densilylccnsislency,moisture conCi(ion,grain sza,and
plasticity eslimates and should nol be conslrued lo imply field or laboralory lesling unless prese�led herei�.Visual-manual andlor IaLo�atory dass�5cabor
melliods of ASTM D-2487 and D-2C88 were used as an identification guide for Ihe Unified Soil Classificalion System
Q
N �� '�= - _ __ _-_
i
d Associaied Earth Sciences, II�C. , FIGURE
° � � � � � �xploration Log IKey A_,�
0
LOG OF EXPLORATION PIT NO. EP-1
� This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for lhe named�roject and should be 'I
w read together with lhat report for complete interpretafion. This summary applies only to the locafion of Ihis trench al the
a time of excavation. Subsur(ace conditions may change al lhis location with the passage of time. The data presented are
O a simplfication of actual conditions encountered.
DESCRIPTION
Sod and Topsoil grading to loose, moist, dark brown, silty SAND,with gravel roots, cobbles and
abundant organics.
1
2 - -----—------------TI( ------- - -- —-- —
Medium dense, moist, gray moltied, silty SAND,with gravel, cobbles, trace bou�ders.
3 Dense at 3', lightly cemented and no longer mottled.
4 -
5
6
7
8
9 Very dense below 9'.
10 — -------- --_— --- — -
Bottom of exploralion pit at depth 10 feet
1 1 No ground water No caving.
12 -
13 -
14
15 �I
16 -
17
18 -
19 ,
N ___".�O__—____—_——.—___—'--"--'—.—_'—'_— —_ .__—____ —__— —_ __—___ —._
0
�
Martin Property
' King County, WA
l
n
Q Associated Earth Sciences, Ir1C. Project No. KE04710A
� logged by: SGB
V � � � l-_a a�� �
" Approved by 1/12/05
2
LOG OF EXPLORATION PIT NO. EP-2
� This log is part o(the report prepared by Associated Earth Sciences, Inc. (AESI)for the named project and should be
� read together with that report for com�lete interpretation.This summary applies only to lhe location of ihis trench al the
d lime of excavalicxi.Subsurface condi ions may change at this location with the passage of time. The data presenled are
o a simplfication of actual conditions encountered
DESCRIPTION '
--- ------ -- --- Sod and Topsoil ------- -----
� --------------- -- -Weathered Till ---------- ._---
Loose, moist, brown, silty SAND,with gravel, roots and organics.
2 - ------------------ Till- -------------------
Medium dense, moist, slightly mot(led gray, silty SAND, with gravel and cobbles.
3
4 Dense below 4' and lightly cemented, few boulders.
5
6
7
8 Sandier below 8'.
9 -
10
11 - - — ----- ----------- -- — — ----- -- — ——— — -
Bollom of expforation pit at depth 11 feet
�2 Slow seepage from north at 5'. No caving.
13
14
15 -
16 -
17
18
19
_ — ------- -- -- -------- -------- — --- --__---
N __'_"__"_____"
O
Martin Property
; King County, WA
�
0
Q Associated Earth Sciences, Inc.
� Logged by: 5G8 Project No. KE04710A
^ � � � � �
' a Approved hy , 1/12105
�
LOG OF EXPLORATION PIT NO. EP-3
� This log is pari of lhe report Prepared by Associated Earlh Sciences, Inc. (AESI)for lhe named�rojecl and should be
y read together with that report for complete interpretation.This summary applies on�y to the location of this trench a►fhe
� lime of excavation. Subsurface condilions may change at this localion with ihe passage oi time.The data presenled are
C� a simplfication of actual condilions encounlered.
. DESCRIPTION
-- — -- — --- Sod and Topsoil -------------- -- —
1 -------- ------- Weathered Tfll ------ ------
2 Loose_moist, brown and dark brown, silty SAND,with gravel roots and organics___ � _
Till
3 Medium dense, moist, gray mottled, silty SAND, with gravel and cobbles.
4 Dense at 4' and weakly cemented. i
5 -
6 - ,
7
8 Very dense below 8'— ----- ---- --- -— --- --
Bottom of exploralion pit at depth 8 feet
9 - No ground watec No caving.
10
11
12 -
13 -
14
15 -
16
17 -
18 -
19 -
�—Zo---- --- __—_ _-�— -- -- ---------------------------- -
�
Martin Property
� King County, WA
a
Q Associated Earth Sciences, InC. Project No. KE04710A
� Logged by: SGB
� Approved by: � � � � � 1112/05
2
LOG OF EXPLORATION PIT NO. EP-4
� This log is part of Ihe report prepared by Associated Earth Sciences, Inc.(AESI)for the nameA�roject a�d should be
Y read together with that report for complete inlerpretation. This summary aPplies only to the locafion oi this trench at the
� lime of excavalion. Subsurface conditions may change at fhis location with the passage of lime.The data presented are
o a simplficalion of ar,tual conditions encountered.
DESCRIPTION
— ----------- -----Sod and Topsoil ------ - - --
� ---- ---- --- Weathered Till - -- -- -— ---
Loose to medium dense, moist, brown, siity SAND, with gravel roots and few pockets of organics
2 _ and wood.
3 - ------ -- ------- --—
Till ------ -- --------
Medium dense to dense, very moist, gray, silty SAND, with gravel, cobbles.
4 -
5
6
7 - — ---- -- — — — - — --- — — — — — — -- — -- —--
Botlom of exploration pi!at depth 7(eet
8 — Moderate seepage at 3'. Slight caving 2'to 3'.
9
10 -
11 -
12 -
13 -
14
15
16 -
17
18
19
N��....�_'___"'__'__._._" __' _'_"-'_.'_-_...-"_._.,."'_________'"___"__-_' "__ _-.'_-""- �
7
Martin Property
; King County, WA
Q Associated Earth Sciences, InC. Project No. KE04710A
� Logged by SGB i
� Approved by. � � � � � 1112/05 I
�
I
LOG OF EXPLORATION PIT NO. EP-5
� This log is�art of lhe report prepared by Associated Earth Sciences, Inc.(AESI)for the named project and should be
� read together with that report for cc�mplete fnlerpretalion.This summary applies only to the localion of this trench at the
� time of exr,avation.Subsurface condiuons may change at this localion unlh the passage of lime.The dala presented are
p a simplfication of actual conditions encountered.
DESCRIPTION
------------ --------Sod and Topsoil - ---- ---- -------
t _ ---- --- -- Weathered Till - ----- — — �
Loose to medium dense, moist, brown, silty SAND, with gravel, trace roots and pockets of organics ',
2 and wood. !,
3 - ---— ----— -- — — -- ----- --—--- — ------ —
Ti I I �I
Medium dense, moist, gray mottled, silty SAND, with gravel and cobbles � I
4 Dense below 4', weakly cemented.
5
6 Very dense and moderately cemented below 6'.
7 —— — — ---- -- — -- — — — ---- — -- -- — — --- —— — — —
Boltom oi exploration pit at depih 7 feet
8 - No ground water. No caving.
9
10
11
12 -
13 - I
14 -
15
16
17 -
18 -
19 -
N -�O'—"_ __'_--.'—' — —_ —" '___— __' "__ —_ _ _ _ — _ _" —_——_ __ "—_ __ —__
0
Martin Property
o King County, WA
�
a
Q Associated Earth Sciences, InC. ProjectNo. KE04710A
� Logged by: SGB
G Approved by � � � � � 1112105
LOG OF EXPLORATION PIT NO. EP-6
� This log is part of the report prepared by Associated Earth Sciences,Inc. (AESI)for the named projecl and should be
� read logether with that report for com�lete inlerpretalion.This summary applies only to the location of this trench at lhe
� time of excavalion. Subsurface condi ions may change at Ihis localion with the passage of time.The Aata presented are
p a simplfication of actual conditions encounlered.
DESCRIPTION
--- --- --- ----------- Sod and Topsoil ----------------- �-
1 - --- ----------— Weathered Till -- ---- ----------
Loose, moist, dark brown and brown, silty SAND, with gravel and roots and organics.
2
3
-- -------- - --- -- -- - —
- _ - - - - ------ ----------
Till
4 Medium dense, moist, gray, silty SAND, with gravel and cobhles. '
Dense at 4', few boulders, sandier with depth ',
5
6 -
7
8 Very dense below 8'.
9 -
10
1 1 ----------— ----- --------- --_ — -- -- — --- —
E3otlom of exploration pit al depth 11 feet
12 - Slow seepage al 3.5'. No caving
� �
� �
13
14
15 -
16 �
17
18 -
19
�,—24- ---------- -—-- ----- — -- -- — -- -- -- ------ -- -- -- — ---
0
Martin Property
ro King County, WA
a
s Associated Earth Sciences, Inc.
� Logged by SG� Project No. KE04710A
^ � � � � �
� Approved by 1112/05
a
LOG OF EXPLORATION PIT NO. EP-7
---T _--— —---- --- — —-- ----------------
'� This fog is part of the report prepared 6y Associated Earth Scfences,Inc. (AESI)(or the named�roject a�d should be
� read together with that report for complete interpretation.This summary applies only to the location o(this trench al the
� time of excavation. Subsurface condit(ons may change at this location with the passage of time.The data presented are
� p a simplficalion of actual conditions encountered.
DESCRIPTION
---- ------ --- ----- Sod and Topsoil---- — ---- -- — -- --
1
-- ----- ----- �---- Weathered Till -------- --
2 Loose to medium dense, moist, brown and dark brown, silty SAND, with gravel roots and organics.
3 - — ----------------- Till — -------— — — -- -- —
i Medium dense to dense, moist, silty SAND,with gravel and cobbles.
� 4 -
� 5 -
6 Strongly cemented and very dense below 6'.
7 -
8 --- -- ---— -- ---------- ——---- —---—
Bottom of exploration pit at depth 8 feef
9 No ground water. No caving.
10 -�
�1 -�
�
12 �
�
13 (
14 -
15
16
17
I
18 -
19
,� -- �$ --- - -- — -- —- -- ----- ---— -—- ----- —. .—--- — _— —-- ----
0
Martin Property
� King County, WA
a
Q Associated Earth Sciences, Inc. Project No. KE04710A
� Logged by. SG[3
� �pu���z��;y- � � � L�i � �i�2ro5
4
�
LOG OF EXPLORATION PIT N4. EP-8
� This log is part of the reporl prepared by Assodated Earlh Sciences, Inc.(AESI)for the named project and should be
� read logether w'ith that repori for complete Inlerpretalion.This summary applies only to the location of this trench at the
� time of excavation. Subsurface condi(ions may change at this localion wilh the passage of time.The data presenled are
p a sirnplflcation of actual conditions encountered.
DESCRIPTION
— -- — -- -- --- — Sod and Topsoil ------------- -- —
1 -
2 -
- --------- _ ------- --- --- . - -- -------
3 _ Till -- ---— -- —
Medium dense, moist, brown grading to gray, silty SAND, with gravel and cobbles.
4 Dense and lightly cemented below 3'.
5
6 Very dense below 6'.
7
8 —-------- — — -- --- -------
Bollom of exploralion�il at depth B feel
g � No ground waler. No caving
10 -
11
12 I
I
13 �
14
15
16 -
17
18 -
19 - I
,� -- —20-- -- ---— — -- —- — -— ---
a - -- ---- -- --
Martin Property
� King County, WA
n
z Associated Earth Sciences, Inc.
� Logged by: S�D _ Project No. KE04710A
^ � � � � �
� Approved by � 1112(05
LOG OF EXPLORATION PIT NO, EP-9
� This log is pa�l of the report prepared by Associated Earth Sciences, Inc. (AESI)for the named project and should be
Y read together with that report for com�lete interpretalion.This summary applies only to the location of lhis trench at the
� time of excavation. Subsurface conditions may change al this location wi(h the passage of lime.The data presenled are
o a simplfication of actual conditions encountered
DESCRIPTION
----- ---- - — -- - -- --
Sod and Topsoil -
1
2 Medium dense to dense, very moist, gray, silty SAND, with gravel and cobbles.
3
`� Mottled and medium dense l0 4'. Dense below 4'.
� Trace boulders, very dense below 5'.
6 -
7 - - - - - - — - - — —
Bottom o(exploralion pit at depth 7 feet
8 � Slow seepage at 3'S"from soulh. Siighl caving 2'to 5'.
9 -
10
11
12
13 - �
14 -
15
16 -
17
18 -
19 -�
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Martin Property
� King County, WA
a'
Q Associated Earth Sciences, Inc. Project No. KE04710A
� I_oggeci by: SG13
� Approved by � � � � � 1(12/05
�
Associated Earth Sciences , Inc . ProctorAnaiysis
� � � ASTM D1557, D698
� �
Date Sampled Project Project No. Soil Description
12-Jan-05 Martin Property KE04710A
Tested By Location EB1EP No. Depth Light brown silty SAND with
KWL Eps gravel
Percent passing 3/4" sieve: 83% �— ASTM D1557 Method C Automatic Tamper �
A Mold Number 1 2 3 Remarks
B Water Added field dry dry
Wt. of Wet Soil +
C Mold Ib 24.420 24.760 24.500
D Wt. of Mold (Ib) 14.090 14.090 14.090
E Wt of Wet Soil (Ib) 10.330 10.670 10.410
F Wel Densiry, (pcf) 137 733 142.267 138 800
G Wt. of Pan (Ib) 0 735 0 735 0 660
H Wt. of Wet Soil + 1 1.075 1 1 925 11.125
Pan Ib
i � Wt. of Dry Soil + g 865 10.920 10.420
Pan Ib _ _
K Wt. of Water(Ib) 1 210 1 005 0.705
M Wt. of Dry Soil (ib) 9.130 10.1H5 9 760
N Moisture Content �3 3 9.9 7 2
%
O Dry Density (pcf) 121 6 129 5 129 4
Z For a 6 inch mold: Z= 0.07.5 For a 4" mold: Z = 0.0333
�ao o --- _ _- ----- - - --- ----- Test Results:
Optimum Moisture Percentage: 8.5
�35� --- -- --- - — - ---- ---- Maximum Dry Density: 130.0
�soo - -- _ _ ---- _
�' Correction for oversize:ASTM D4718
� � i25° _---- Corrected Moisture Percentage: 7.0
�,a �zo o ------ -- ------ ----- -- Corrected Maximum Dry Densiry. 135.4
v
115A .. _. . .-- -- -- -. _.__ ..—
Assumed Specific Gravity: 2.7
ttoo - �- y- .,_.�_.� __, ., .� _�.._� _.__�_
00 50 �oo �so 20.o z5.o
moisture content,%
ASSOClATED EARTH SCIENCES, INC.
911 FiHh Ave.Suite 100 Kirkland.WA 98033 425-827J7o1 FAX 425-827-5424
. ssociated Earth Sciences , Inc . MoistureContent
ASTM D 2216
� � � � �
te Sampled Project Project No. Soil Description
2/2005 Martin Pro ert KE04710A
�ted By Location EBlEP No. Depth
T EP's
nple ID EP-1 @ 3' EP-2 @ 3.5' EP-3 @ 3'
t Weight + Pan 2316 1730 1896
Weight+Pan 2057 1542 1662
ight of Pan 227 221 223
ight of Moisture 259 188 234
Weight oi Soil 1830 1321 1439
1oisture 14.2 14 2 16.3
M�a f'�!A[�Se+/
iple ID EP-4 @ 3' EP-5 @ 3' EP-6
Weight + Pan 1515 1256 1498
Weight + Pan 1355 1080 1278
g' "'an 215 223 220
g� Vloisture 160 176 220
Weight of Soil 1140 857 1058
oisture 14.0 20.5 20.8
�ple ID EP-6 @ 4' EP-7 @ 3.5' EP-8 @ 3'
Weight + Pan 1528 1706 1510
Weight + Pan 1400 1537 1336
�ht of Pan 226 221 221
�ht of Moisture 126 169 174
J1/eight of Soil 1174 1316 1115
� oisture 10.9 12.8 15.6
ple tD EP-9 @ 2.5'
Weight + Pan 1502
Neight+ Pan 1300
�ht of Pan 202
�ht of Moisture 202
Neight of Soil 1098
�isture 18.4
-
ASSOCIATED EARTH SCIENCES, INC.
911 Slh Ave,Suile tOQ Kirkland,WA 98033 425 827 7701 Fl1X 425-827-5424
3.2.2 KCRTS�RUNOFF FILES METHOD—GENERATL'VG TIME SERIES
TABLE 3.1.2.B EQUIVALENCE BETWEEN SCS SOIL TYPES AND KCRTS SOIL TYPES
SCS Soil Type SCS KCRTS Soil Notes
Hydrologic Group
Soil Group
Alderwood (Ag6, A C, A D C Till
Arents, Alderwood Material Am6, AmC C Ti
Arents, Everett Material An B Outwash 1
Beausite BeC, BeD, BeF C Till 2
Bellingham Bh 0 Till 3
Briscot Br D Till 3
Buckle Bu D Till 4
Eartmont Ea D Till 3
Ed ewick Ed C Till 3
Everett EvB, EvC, EvD, EwC A/B Outwash 1
Indfanola InC, InA, InD A Outwash 1
Kitsa K B, KpC, KpD C Till
Klaus KsC C Outwash 1
Neilton NeC A Outwash 1
Newberg (N B Till 3
Nooksack Nk C Till 3
Norma No) D Till 3
Orcas Or D Wedand
Oridia Os D Till 3
Ovall OvC, OvD, OvF C Till 2
Pilchuck (Pc C Till 3
Pu et Pu D Till 3
Pu allu P B Till 3
Ra nar RaC, RaD, RaC, RaE B Outwash 1
Renton Re D Till 3
Salal Sa C Tilt 3
Sammamish Sh D Till 3
Seattle Sk D Wetlend
Shalcar Sm D Till 3
Si Sn C Till 3
Snohomish So, Sr D Till 3
Sultan Su C Till 3
Tukwila Tu D Till 3
Woodinville Wo D Till 3
Notes:
1. Where outwash soils are saturated or underlain at shallow depth (<5 feet)by glacial till, they should
be treated as till soils.
2. These are bedrock soils, but calibration of HSPF by King County DNRP shows bedrock soils to
have similar hydrologic response to till soils.
3. These are alluvial soils, some of which are underlain by glacial till or have a seasonally high water
table. In the absence of detailed study, these soils should be treated as till soils.
4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is
assumed to be similar to that of till soils.
�
2005 Surface WaterDesign Manual Ii�412005
3-25
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. Associated F.arth Sciences, Inc.
� � � �
C���r�z5����s�
June 22, 2007
Project No. KE04710A
CamWest Development, Inc.
9720 NE 120�' Place, Suite 100
Kirkland, Washington 98034
Attention: Ms. Sara Slatten
Subject: Reinforced Rockery Recommendations
Martin Property
SE 125`" Street and 146`� Place SE
King County, Washington
Dear Ms. Slatten:
As requested, this letter summarizes our recommendations for the design and construction of the
proposed reinforced rockery wall on the south sides of Lot 9, 10, and 11 of the Martin property
project. Our participation on this project has included the completion of a subsurface exploration
and geotechnica] design report, dated January 27, 2005, and the design of this reinforced rockery.
We understand that a rockery is proposed along the south sides of Lots 9, 10, and 1l, and will
face priinarily structural fill to raise site grades on this project. The maximum rockery height is '
planned to be about b feet. ',
In general, all aspects of the planned rockery wall should be constructed in accordance with
applicable guidelines for such features as face batter angle, toe embedment, rock size, placement,
and drainage features. Examples of acceptable rockery construction guidelines are the Associated
Rockery Contractors' Standard Rockery Construction Guidelines, King County Building and Land
Development's Rockery Standards, or other applicable local guidelines.
Reinforced rockeries are designed to perform as a stable reinforced fill, protected from erosion by
a rockery facing. As such, performance of the finished system is dependent on adequate
construction of both the reinforced fill and the facing. Sheet 1 of 1, attached to this letter,
provides a graphical representation of the reinforced rockery construction, as described. Geogrid
reinforcing should be placed at the specified elevations shown on the referenced plan sheet, and
should be laid flat. The geogrid-reinforcing material should be free of wrinkles and folds. The
joints between the separate geogrid-reinforcing material should be completed in accordance with
the manufacturer's recommended procedures, which vary depending on the specific product
selected. Adequate length should also be taken into consideration for the wrap around face height
and top embedment length of the geogrid-reinforcing layer. Suitable fill material should be placed
in loose lifts not exceeding 8 inches in thickness and should be uniformly compacted with the
Kirldand Office•911 Fifth Avenue,Suite 100•KirWac►d,WA 98033•P�(425)827-7701•F�(425)827-5424
Everett Office•2911 1/2 Hewitt A��enue,Suite 2•Everett,WA 98201•P�(425)259-0522•F�(425)252-3408
♦�uw�rcor�mm
appropriate equipment such that a minunum compaction level of 95 percent of the modified
Proctor maximum dry density (American Sociery for Testing and Materials [ASTM]:D 1557) is
achieved. Once the reinforced fill is constructed, it is typically shaped at the face, and the rockery
facing is constructed conventionally.
For this project, we have designed the rockery for a maximum height of 6 feet. We have assumed
that the on-site soil will be used. Based on these criteria, we have calculated a minimum vertical
spacing of 2 feet, a minimum top embedment length of 3 feet, and a minimum embedment length
of 6 feet behind the face of the fill embankment for each geogrid-reinforcement layer. We
recommend the use of a geogrid that has a muumum allowable long-term design strength of 2,000
pounds per foot. All rockery sections with heights between 3 and 6 feet should include the above-
recommended geogrid reinforcements. Rockeries less than 3 feet in height do not require
reinforcement.
We reconunend that we be allowed to observe construc[ion of the reinforced rockery to confirm
that our design recommendations are adequately interpreted and incorporated into the project. We
would also perform a number of density readings as work proceeds to verify that the recommended
minimum compaction levels have been achieved.
We appreciate the opportunity to be of service on this project. Please do not hesitate to call if we
can be of further assistance, or if you have any questions regarding this letter.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
�• MER�
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Si'ER
rONA1.F�'
EXPIRES �1/ZOI
Kurt D. Merriman, P.E.
� Principal Engineer
Attachment: Sheet 1 of 1 - Rockery Wall Details and Notes
cc: Triad Associates
12112 115`� Avenue NE
Kirkland, Washington 98034
Attn: Ms. Rebecca Cushman
KDMlId-KFA4710A3-Projects�20040710�KE�W P
2
Martin Property—Technical Information Report
7 OTHER PERMITS
• NPDES
I
I
September 20, 2007 Page 7-1
Job#04-257 /T�D
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h9artin Property—Technical Information Report
8 TESC ANALYSIS, DESIGN AND CONSTRUCTION
STORMWATER POLUTION PREVENTION PLAN
8.1 TESC Analysis and Design
The temporary erosion and sedimentatioil c�ntrol plan ���ill be �icsicncd to rccluce tlle
discharge of sediment-laden runoff from the site. The plan will be comprised of temporary
measures (rock entrance, filter fence, interceptor swales, etc.) as well as permanent measures
(hydroseeding, etc). In general, runoff from the site will sheet flow across cleared areas intc�
temporary interceptor swales with rock check dams placed approximately every 50 to 150-
feet dependin� on slope and into the permanent detention pond (to be used as a temporary
sedime�itation pond). In order to convey the runoff prior to the installation of the stonn�vatcr
pipes, temporary pipes along with portions of the pennanent sections of the proposed
conveyance system will be installed. The 15-minute 10-year developed flow has been usecl
to size the sediment pond. KCRTS output can be found at the end of Section=�.
Surface Area Calculations for Sediment Pond
Qio��.�i;,�,�� = 2.08 cfs
Sediment Trap:
The surface area for the sediment trap has been calculated using the follo���ing eyuation:
SA= 2�10
v.,
Where: SA = Surface Area Required (st)
Qio = Developed peak flow for the 10-year, 15-min peak (2.08 cfs)
Vs�d = Settling Velocity(0.00096 ft/s)
2(2.08)
SA = = 4,333 sf
0.00096
The discharge volume for the 10-year storm event is 4,857 cf. The surface area of the
sediment pond at 3.� feet (minimum) above the live'dead interface is 12,440 sf.
September 20, 2007 Page 8-1
Job#04-257 IT�D
��,, ,,,..
Mar in Pr er —T nic I Inf rmation R o I
t op ty ech a o ep rt
The Dewatering oritice has b� � � � � , - ' � � �
Appendix D. (Section D.3.�.
As(2h)os l�,-1-1u t� (�.t u.3.� )
Au = _
0.6.�-3600sTg"' 0.6 .�-3600 .��?4 hours x(3�.� !' ��
�Vhere: :=10 = orifice area (square fee� �
As = pond surface area (squar� t�����i
h=headofwateraboveorifice (h�i������ �,������:���riu ;��:���
T = dewatering time (24 hours)
g= acceleration ��i���ra��it�� (,'.� it �-i
1).�.� = l�.i-i `t �;':�� = 13.>-1 � �'0.11 I" � �� °�n�h��<
l h� ��,�l;tr�_i�tihle �lcsi��n �i�e that �l���t: th� I�_,.��� �rit�ria i� -�-�? 1 (�".
September 20, 2007 Page 8-2
Job#04-257
TRIAD
�,, ,r�.
..i��if� '. h�"l . _i - ��_ .. ii , Il�t� �`.0 �. ,^;r_�.r.��..
8.2 CSWPPP DESIGN
.all pollutants, including wa�tc m�lt�rials �lnci cl�moliti��n �lcbri,, that uccur c>n�itc shull hc �
handled and disposed of in a manner that does not cause containination of stormwater. Goc�cl ,I
llousekeeping and preventative measures �vill be taken to ensure that the site will be ke��t
clean, ���ell organized, and free of debris. If required, BIV1Ps to be implemented to contrc�l
specific sources of pollutants are discussed belo�v. No pollution products are to be stored on
the site unless a plan is submitted and approved by King County DDES. A detailed list of
person shall be submitted to King County DDES prior to any construction activity on the site
including the TESC supervisor and personnel responsible for the proper refueling of ;
construction eyuipment and containing any concrete washout facility. Please refer to Sheet 4
uf the engineering plans for locations and CSWPPP fonns in the back of this section for
reporting purposes.
Vehicles, construction equipment, and%or petroleum product storageidispensing:
• All vehicles, equipment, and petroleum product storage/dispensing areas will be
inspected regularly to detect any leaks or spills, and to identify maintenance needs to
prevent leaks or spills.
• Any onsite fueling of construction equipment shall be done from truck mounted
refueling equipment that shall also pro��ide the necessary containment and spill clean
u�� equipment per the Washington State Department of Ecology requirement.
• Spill prevention measures, such as drip pans, will be used when conducting
maintenance and repair of vehicles or equipment.
• In order to perform emergency repairs on site, temporary plastic will be placed
beneath and, if raining, over the vehicle.
� Contaminated surfaces shall be cleaned immediately following any discharge or spill
incident.
Chemical storage:
� Any chemicals stored in the construction areas will conform to the appropriate source
control BMPs listed in Volume IV of the Ecology stormwater manuaL In Western ,
September 20, 2007 Page 8-3 ��
Job#04-257
TRIAD
�., � ,,
Martin Property—Technical Information Report
WA, all chemicals shall have cover, containment, and protection provided on site, per
B1��1P C I�� tur I��latei-ial Deli��ery, Storage and Containment in S��VMNiWW 2005.
� :�ppli�atiun of agricultural chemicals, including fertilizers and pesticides, shall be
conducted i�� a manner and at application rates that �vill not result in loss of chemical
to stonn�vater runof£ I��lanufacturers� recommendations for application procedures
and rates shall be followed. I,
Demolition:
• Process water and slurry resulting from sawcutting and surfacing operations «-ill be
prevented from entering the waters of the State by implementing Sawcutting and
Surfacing Pollution Prevention measures (BMP C 152).
Concrete and grout:
� Process �vater and slurry resulting from concrete work will be prevented from
entering the waters of the State by implementing Concrete Handling measures (BMP
C151).
• A specitic washout area for trucks and tools and a plan for the disposal of any
collected slurries shall be submitted to and approved by King County prior to and
concrete placement operations.
Sanitary �vastewater:
• Portable sanitation facilities will be tirmly secured, regularly maintained, and emptied
when necessary.
Solid Waste:
• Solid �vaste ��ill be stored in secure, clearly marked containers.
Other:
� Other BIViPs will be administered as necessary to address any additional pollutant
sources on site.
September 20, 2007 Page 8-4
Job#04-257
T'RIAD
!,, .-F.
�
Develop a plan for implementing each BMP. Describe the steps necessary to implement the BMP
(i.e.,any construction or design),the schedule for completing those steps (list dates), and the
rson s res onsible for im lementatlon.
Scheduled Milestone and Person
BMPs Description of Action(s) Completion Date(s) Responsible for
Required for Action
Nn lemerrtatlon
Good 1.
Housekeeping
2.
3
Preverrtive 1.
Mai�rtenance 2
3.
�j � 4.
Spill 1.
Prevention
and 2.
Emergency
Cleanup
3.
Mspectfons 1.
2.
3.
1
2005 Surtace Water Design Manual (CSWPP Forms) 111/2005
Page 1
List materials handled, treated, stored, or disposed of at the proJect site that may poterttially be exposed to precipitation or runoff.
Qua�ity(Units) Likelihood of contact with stormwater Past Spill or li
Used Produced Stored if Yes, desc�ibe reason Leak
Material u /Location indlcate rMrk. or . Yes No
2005 Surface Water Design Manual(CSWPP Forms) Page 1 1/1/2005
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List all spilis and leaks of toxic or hazardous pollutants that were significant but are�limited to,release of al or hazardous substances in excess of renortable
quarrtities. Afthough not required,we suggest you list spflls and leaks of non-hazarcious materials.
Description Response Procedu�
Date Location Type of Quar�tity Source Reason for Amourrt of Mate�ial No Preventive Measure Taken
(as Material ,If SpflULeak Mate�ial bnger
(morrth/daytyea indicated Known Recovered expoaed to
r) on site Stamwater
map) (Yes/No)
2005 Surface Water Design Manual (CSWPP Forms) Page 1
... �
._ 1
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Kti
Describe the annual trainin af em lo ees on the SWPPP addressfn s ill res nse ood housekee n and material mana merrt ractices.
Training Topics Brief Desc�iptlon of Training Program/Materials Schedu�e for Training
(e.g.,film, newsletter course) (list dabes) Attendees
1. LINE WORKERS
Spill Preverrtion and
Response
Good Housekeeping
Material Management
Practices
2. P2 TEAM:
SWPPP Implemerrtation
Monitoring Procedures
2005 Surface Water Design Ma�ual (CSWPP Forms) Page 1 1/1/2005
Martin Property—Technical Information Report
9 BOND QUANTITIES, FACILITY SUMMARIES, AND
DECLARATION OF COVENANT
9.1 Bond Quantities
A Site Improvement Bond Quantity Worksheet has been provided at the end of this section.
9.2 Facility Summaries
Please see the Facility Summary Shect at the end of this section and the Pond Details at the
end of Section 4 of this report.
9.3 Declaration of Covenant
September 20, 2007 Page 9-1
Job#04-257
T'RIAD
,.--'=�
Site Improvement Bond Quantity Worksheet W�date. ,..��,�oos
O King County
Departrnent of Developmerrt 8 Ernironmerrtal Services
900 Oakesdale Avenue Southwest
Rerrton,Washington 98055-1219 For alternate formats, call 206-296-6600.
206-296-C�i00 TTY 20Cr296-7217
Project Name: Martin Property Date: 6/20/2007
�ocabo�: SE 125th Street and 146th PI SE Project No.: L05P0019
�iv�ty No.: L07SR015
Note: All prices inGude labor, equipment, materials, overhead and
Clearing greater than or equal to 5,000 board feet of timber'? proflt. Prices are f�om RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
yes x no
If yes,
Forest Practice Permit Number:
(RCW 76.09)
Page 1 of 9
, Unit pnces updated: 02/12IO2
Ver- �04/22/02
bon7�uantityworksheet 6_20_07.x1s Repoct Date:�l2912�07
Site Improvement Bond Quantity Worksheet WebdatE �„�„�oo5
Unit #of
Reference# Price Unit Quantity Ap lications Cost
EROSION/SEDIMENT CONTROL Number
Backfill &compaction-embankment ESC-1 $ 5 62 CY 3400 1 19108
Check dams, 4" minus rock ESC-2 SWDM 5 4 6.3 $ 67,51 Each 13 1 878
Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY
Ditching ESC-4 $ 8.08 CY 100 1 808
Excavation-bulk ESC-5 $ 1.50 CY 1406 1 2109
Fence, silt ESC-6 SWDM 5 4 3 1 $ 1 38 LF 117 1 161
Fence, Temporary (NGPE) ESC-7 � 1 38 LF 277 1 3g2 '
Hydroseeding ESC-8 SWDM 5 4.2.4 $ 0 59 SY 9680 1 5711 ,
Jute Mesh ESC-9 SWDM 5.4.2 2 $ 1.45 SY
Mulch, by hand, straw, 3" deep ESC-10 SWDM 5.4.2 1 $ 2 01 SY
Mulch, by machlne, straw, 2"deep ESC-11 SWDM 5 4.2.1 $ 0.53 SY 9680 1 5130
Piping, temporary, CPP, 6" ESC-12 $ 10.70 LF
Piping, temporary, CPP, 8" ESC-13 $ 16.10 LF
Piping, temporary, CPP, 12" ESC-14 $ 20.70 LF
Plastic covering, 6mm thick, sandba ed ESC-15 SWDM 5.4.2.3 $ 2.30 SY ,
Rip Rap, machme placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY ,
Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5 4 4 1 $ 1,464.34 Each
Rock Construction Entrance, 100'x15'x1' ESC-18 SWOM 5 4.4.1 $ 2,928.68 Each 1 1 2929
Sediment pond nser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each 1 1 1949
Sediment trap, 5' hi h berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF
Sed. trap, 5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF 90 1 6169
Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY
Sodding, 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY
Sodding, 1"deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY
TESC Supervisor ESC-25 $ 74.75 HR 40 1 2990
Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR 20 1 1955 j
_ ,t**� .:.'� _ _ I
Each
ESC SUBTOTAL: $ 50,279.61
30%CONTINGENCY�MOBILIZATION: $ 15,083.88 i
ESC TOTAL: $ 65,363.49 �
COLUMN: A
Page 2 of 9
� Unit pnces updated: 02/12/02
Ver. 04/22/02
bon�uantityworksheet 6_20_07.x1s Reoort Dat..:v729/2007
Site Improvement B � Quantity Worksheet Webd; 21/2005
Exfatlng Futur�.�Public Private Quarrtity Completed
_ - Rightof-Way r y,� Road imprctvements .Improvanenffi . {6ond�Reduction)'
. _ :, - �' '� �..a R 8 Draina���f.ecflitles ' - .ti,Zr... Qu,�ca� t � :�
'..: ,Y, „f• _ "r. � '�T `!.1"' _ _ -a�� �. .�. w+.� ";ir- ?�� .,t�' � ��Y '�:
;� n
GENERALITEMS No.
Backfill&Compaction-embankment GI- 1 S 5.62 CY
Backfill&Compaction-trench GI-2 5 8 53 CY 20 170 60 446 3,804 38
Clear/Remove Brush,by hand GI-3 S 0 36 SY
Clearin /Grubbing/Tree Removal GI -4 $ 8.876 16 Acre 3 26,628 48
Excavation-bulk GI-5 $ 1 50 CY 2000 3.000 00 2300 3,450.00
Excavation-Trench GI-6 $ 4A6 CY 20 81 20 446 1 810 76
Fencing,cedar,6'high GI-7 S 18 55 LF
Fencing,chain link,vinyl coated. 6'hi h GI -8 5 13 44 LF 600 8A64 00
Fenan ,cha�n bnk, ate,vinyl coated, 2 GI-9 5 1,27� 8i Eacn i � 27� 8i
Fencin ,split rail.3'high GI - 10 $ 12 12 LF
F�II 8 compact-rommon barrow GI - 11 S 22 57 CY
Fiil 8 compact-gravei base GI - 12 $ 25 a8 CY
Fill&compact-screened topsoil GI - 13 $ 37 85 CY
Gabion. 12"deep,stone fdled mesh GI - 14 S 54 31 SY
Gabion, 18"deep,stone filled mesh GI - 15 $ 74 85 SY
Gabion, 3G"deep,stone filled mesh GI - 16 S 132 48 SY __
C;radmg,fine, by hand GI - 17 S ZA2 SY
Grading,fine,with grader GI - 18 S 0 95 SY 612 581 40
Monuments,3'long GI - 19 5 135 13 Each 5 575 65
Sensitive Areas SI n GI -20 $ 2 88 Each
�oddin , 1"deep,sloped round GI -21 $ 7 46 SY
Surveying,line&grade GI -22 S 788 26 Da 2 1 576 52
Surve �n , lot location/lines GI -23 $ 1.556.64 Acre 3 4,669 92
Traffic control crew(2 flaggers) GI-24 S 85 18 HR _
Trail,4"chipped wood GI-25 $ 7 59 SY
Trail,4"crushed cinder GI-26 5 8 33 SY
Trail,4"top course GI -27 5 8 19 SY
Wall, retainin , concrete (;I - 28 5 44 16 SF
Wall, rockery GI -29 5 9.49 S� 822 7,800]8
Page 3 of 9 SUBTOTAL 251.80 20,784.52 42,549.18
, Unit pnces upda` '� OZJ12/02
'Kp; A authonzes only one bond redudion. VE : 4/22102
bondquantityworksheet 6 20 07.�ds Report Datg 6129f2007
Site Improvement B i Quantity Worksheet '"�� ''n°°5
E�cistlngl Futn�a:Public Private Bond Reducbon•
�, - Rf9M-of-way � Road�{�.:r�C�..�.;. � .ImprovertleMs ,,,:. �:,� ,�. .�
� .. . � _T:J.,�v�.. 3'.i.�rn�- `" .��- ...r�''{�l � � ��r� da'��fi�fls 1�:~.s.ia'� ..�ar...1.f�_ ,�...� •_. .
r- . l�1aflL
ROADIMPROVEMENT Na � -
AC Gnndin ,4'wide machine< 1000s RI-1 S 23.00 SY
AC Grindin ,4'wide machme 1000-200 RI-2 $ 5.75 SY
AC Gnndin ,4'wide machme> 2000sy RI-3 $ 1 38 SY
AC Removal/Disposal/Repair RI-4 $ 41 14 SY 308 12,671.12
Bamcade, pe I RI-5 $ 30.03 LF
Barricade, pe III(Permanent) RI-6 $ 45.05 LF
Curb 8,Gutter,rolled RI-7 $ 13.27 LF 220 2,919 40 842 11.173 34
Curb 8 Gutter,vertical RI-8 $ 9.69 LF 296 2.868.24
I Curb and Gutter,demolition and disposa RI-9 $ 13.58 LF 40 54320
Curb,extruded asphalt RI-10 $ 2.44 LF
Curb,extruded concrete RI-11 $ 2.56 LF
Sawcut,asphalt.3"depth RI- 12 $ 1.85 LF 220 407.00
Sawcut,concrete,per 1"depth RI-13 $ 1 69 LF
Sealant,asphalt RI- 14 $ 0.99 LF 220 217 80
Shoulder,AG (see AC road urnt price) RI- 15 $ - SY
Shoulder, ravel,4"thick RI- 16 $ 7 53 SY
Sidewalk,4"thick RI-17 $ 30 52 SY t62 4,944.24
Sidewalk,4"thick,demolition and dispos RI-18 $ 27 73 SY
Sidewalk,5"thick RI-19 3 34.94 SY 227 7,931.38
Sidewalk,5"thick,demolition and dispos RI-20 $ 34.65 SY
Si n,handicap RI-21 $ 85.28 Each
Stnpin ,per stall RI-22 $ 5.82 Each
Stnpin ,thertnoplastic,(for crosswalk) RI•23 S 2.38 SF
Stnping,4"reflectonzed line RI-24 $ 0.25 LF
Page 4 of 9 SUBTOTAL 24,571.00 19,104.72
Unit prices upda*-�� 02/12/02
'Kc.,�� A authonzes only one bond reduction. Ve 4/22J02
bondauantitvworxsr,eet s 20 o7.�ds RPn�n r�a,�»ar�nm
Site Improvement B i Quantity Worksheet Webd: �„2005
Exisdng Futute Pi,blic Pmraba. Bond Reduction`
Right-0f-way � Road 1mp%remenbs - ImprovemerKs
y �. ,�a
�#....:��h - ' 1� �;di�Dfaina ,;FlI�IIIfIYf;. .�� -.`-G._ .+�.� � _ -QUeM;
_ �. _ ,ti _ _ ,..
ROADsSURFACING 4"Rodc-�'L "� '` . �' ,�. �-- od�+t15;,} , �..� �r �* �.:.� -._ ;•.....
- ,�
.
( .T.._�!�.u,�",-t . .. . ,�or'93,�1CCRS�('6t5'rR stiaae:Et;1:5"'3op''. .�6� :�rs�?:' ,;; �� �r
For KCRS'93,(additional 2.5"base)add RS-1 $ 3.60 SY 369 1,328.40 1808 6,508.80
AC Overlay, 1.5"AC RS-2 $ 7.39 SY
AC OveAay,2"AC RS-3 $ 8.75 SY
AC Road,2",4"rock,First 2500 SY RS-4 $ 17.24 SY 369 6,361 56 1808 31,169.92
AC Road,2",4"rock,Qty over 2500SY RS-5 $ 13.36 SY
AC Road,3",4"rock, First 2500 SY RS-6 $ 19 69 SY
AC Road,3",4"rock,Q .over 2500 SY RS-7 $ 15.81 SY
AC Road,5", First 2500 SY RS-8 $ 14.57 SY
AC Road,5",Qty.Over 2500 SY RS-9 $ 73 94 SY
AC Road,6",First 2500 SY S-1 $ 16 76 SY
AC Road,6",Q .Over 2500 SY RS- i $ 16.12 SY
Asphalt Treated Base,4"thick S- 1 $ 9 21 SY
Gravel Road,4"rock. First 2500 SY RS-1 S 11 41 SY
Gravel Road,4"rock,Qty over 2500 SY S- 1 $ 7 53 SY
PCC Road, 5",no base,over 2500 SY S- 1 $ 21 51 SY
PCC Road, 6",no base,over 2500 SY S- 1 $ 21 87 SY
Th�ckened Edge RS- 1 $ 6.89 LF
Page 5 of 9 SUBTOTAL 7,689.96 37,678.72
Unit pnces upda'!� 02/12/02
'K� A authorizes oniy one bond reduction. VE : 4/22/02
bondquantitvworksheet 6 20 07.x1s Reoort Dats'6/29/2007
Site Improvement E � Quantity Worksheet ""ebd 'Z„2°°5
Existing '.Future Rublic Privabe.. Bond Reduction'
� � _ 1;:. ;. � :.. : . : -•_
;, Right-of-way. _ , Road lmprovemeMs '; Imprwements , `
" �. � . _ ;.;,f,,•,�,� � ,
� � - )« ..a. - � :b-^�y, ?t`f �'�'tiC�Y13.�C�.i.�� �ac.�l��^ � ��K 7 _i :.F;''.�`iG.^ .�ly8Q4� ti,�'� '�?*r�
.
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�:
DRAINAGE Gor�,ga. - '': AR: .•°- ,,,. _
. . :. .. .:. :_..: ;.. . _ .. . ,..
��� �� �h..w
Access Road,R/D D-1 $ 16.74 SY 424 7,097.76
Bollards-fixed D-2 $ 240.74 Each
Bollards-removable D-3 $ 452.34 Each
'(CBs include frame and lid)
CB Type I D-4 5 1.257 64 Each 4 5.030 56 11 13 834 O4
CB Type IL 0-5 S 1.433 59 Each
C8 Type II.48"diameter 0-6 $ 2,033 57 Each 4 8 134 28
for additional depth over 4' D-7 $ 436 52 FT
CB T pe Ii,54"diameter D-8 $ 2.192 54 Each 1 2,192 54
(or additional depth over 4' D-9 $ 486 53 FT
CB T pe Ii,60"diameter D- 10 $ 2,351.52 Each
(or additional depth over 4' D- 11 $ 536.54 FT
CB T pe II,72"diameter D- 12 $ 3.212.64 Each
for additional depth over 4' D-13 $ 692.21 FT
Throu h-curb Inlel Framework(Add) �- 14 $ 366.09 Each 1 366.09
Cleanout,PVC,4" D- 15 $ 130.55 Each 10 1,305.50
Cleanout, PVC,6" D- 16 $ 174.90 Each 13 2,273 70
Cleanout, PVC,8" D-17 3 224.19 Each
Culvert,PVC,4" D- 18 $ 8.6d lF
CulveR, PVC,6" D- 19 $ 12.60 LF
Culvert,PVC, 8" D-20 $ 13.33 LF
Culvert,PVC, 12" D-21 $ 21.77 LF
Culvert,CMP,8" D-22 $ 17.25 LF �
Culvert,CMP, 12" D-23 $ 26.45 LF
Culvert,CMP, 15" D-24 $ 32J3 LF
Culvert,CMP, 18" D-25 $ 37.74 LF
Culvert,CMP,24" D-26 $ 53.33 LF
CulveA,CMP,30" D-27 $ 71.45 LF
Culvert,CMP,36" D-28 $ 112.11 LF
CulveA.CMP,48" D-29 S 140.83 LF
Culvert,CMP,60" D-30 S 235.45 LF
Culvert,CMP,72" D-31 $ 302.58 LF
Page 6 of 9 SUBTOTAL 5,396.65 31,258.62 3,579.20
- Unit pnces updatp�+� 02/12/02
'K6 �authonzes only one bond reduction. VE 4/22/02
bon�iantityworksheet 6_20_07.�ds Reoort Da.��6/2912007
Site Improvement B � Quantity Worksheet Webd; z„2oo5
Ezisting Future Public Private Bond Reduction•
Right-of-way Road Improvements Improvements
DRAINAGE CONTINUED 8 Drainage Facflitles c2uarrt. '
No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
Culvert.Concrete.8" D-32 $ 21.02 LF
Culvert.Concrete, 12" D-33 $ 30 05 LF
Culvert.Concrete, 15" D-34 $ 37,34 LF
Culvert,Concrete, 18" D-35 $ 44 51 LF
C:ulvert,Concrete,24" D-36 $ 61.07 LF
Culvert,Concrete, 30" D-37 $ 104 18 LF
Culvert.Concrete.36" D-38 $ 137.63 LF
Culvert.Concrete.42" D-39 $ 158.42 LF
C�Ivert,Concrete,48" D-40 $ 175.94 LF
Culvert,CPP,6" D-41 $ 1070 LF 587 6280-9
CulveR,CPP,8" D-42 $ 16.10 LF
Culvert,CPP, 12" D-43 S 20.70 LF 36 745.2 803 $ 16,622.10
Culvert,CPP, 15" D-44 $ 23.00 LF
Culvert,CPP, 18" D-45 $ 27.60 LF
Culvert,CPP,24" D-46 $ 36.80 LF
Culvert,CPP, 30" D-47 $ 48.30 LF
Culvert,CPP,36" D-48 $ 55.20 LF
Ditchin p-49 3 8.08 CY
Flow Dispersal Trench (1,436 base+) D-50 5 25.99 LF 100 4035
French Drain (3'depth) D-51 $ 22.60 LF
Geotextile,laid in trench,polyprop ene D-52 $ 2.40 SY
Infiltration pond testin D-53 $ 74.75 HR
Mid-tank Access Riser,48"dia. 6'deep D-54 $ 1,605.40 Each
Pond Overflow Spiliwa D-55 $ 14.01 SY
Restrictor/Oil Separator, 12" D-56 S 1,045.19 Each 1 1045.19
Restridor/Oil Separator, 15" D-57 $ 1,095.56 Each
Restridor/Oil Se arator, 18" D-58 S 1,146.16 Each
Ri rap,placed D-59 $ 39.08 CY
Tank End Reducer(36"diameter) D-60 5 1,000.50 Each
Trash Rack, 12" D-61 S 211.97 Each
Trash Rack, 15" D-62 S 237.27 Each
Trash Radc,18" D-63 S 268.89 Each
Trash Radc,21" 0-64 3 306.84 Eech
Page 7 of 9 SUBTOTAL 7452 17667.29 10315.9
' Unit prices updaf��+ 02/12/02
"K� A authori2es only one bond reduction. VE 4/22/02
bon�tian6lyworksheet 6 20_07.x1s
Reoort Da�6/29/2007
Site Improvement E � Quantity Worksheet '"�d �2„z°°5
ExfatSng Future_Public P.rivaba�- . Bond Reduction`
.�;
Right-0f-way Road lmprovements�:,, � Improvements ,
.�'�.. ��Draih iFac111tNs�r,"+r,'"r .�, ::i ,-,�� - '''� ._ `QuanC �
.,::•r�.:.�3:�r .:_:c�;:
P��iR . _ .. . . . . ,.._, , . , - - - _
� . _ . . ., ..
�• 5
No.
2"AC,2"top course rock 8 4"borrow PL- 1 $ 15.84 SY
2"AC, 1.5" top course&2.5"base cou PL-2 $ 17.24 SY
4"select bortow PL-3 $ 4.55 SY
1.5"top course rock&2.5"base course PL-4 $ 11.41 SY
� . . :- .., . .. - , - -
_ ;�.
(Such as detention/water qual� vaufts.) No.
WI-1 Each
WI-2 SY
WI-3 CY
WI-4 LF
WI-5 FT
WI-6
WI-7
WI-8
WI-9
vh-to
SUBTOTAL
SUBTOTAL(SUM ALL PAGES): 38,654.61 126,493.87 56,444.28
30%CONTINGENCY 3 MOBILLZATION: 11,596.38 37,948.16 16,933.28
GRANDTOTAL: 50,250.99 164,442.03 73,3T7.56
COLUMN: B C D E
Page 8 of 9
Unit prices upda'� ' 02J12J02
"Kl� A authorizes only one bond reduction. Ve . 4/22J02
bondq'uantitvworlcsheet 6 20 07.x1s Ro.,�,.+n„z ano��nm
Site Improvement Bond Quantity Worksheet Webdat�. ,,,1„�oos
Original bond computations prepared by:
Name: Rebecca Cushman �ate: 6/20/2007
PE Registration Number: 37359 Tel.*: 425 821-8448
F��,�,Name: Triad Associates
address: 12112 115th Ave NE, Kiricland, WA 98034 Pro�ect Ho: L05P0019
ROAD IMPROVEMENTS�DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND' PUBLIC ROAD&DRAINAGE
AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND'
REQUIRE�AT RECORDING OR
Stabilization/Erosion Sediment Control(ESC) (A) $ 65,363.5 TEMPORARY OCCUPANCY•••
Existing Right-0f-Way Improvements (B) $ 50,251.0
Future Public Road Improvements 8 Drainage Facilities (C) $ 164,442.0
Private Improvements (D) $ 73,377.6
Calculated�uantity Completed (E) $ -
Total Right-of Way and/or Site Restoration Bo�d'/'"' (A+B) $ 115,614.5
(First$7,500 of bond'shall be cash.)
Performance Bond'Amount (A+g+C+D) = TOTAL (T) $ 353,434.1 T x 0.30 $ 106,030.2 OR
mimum n amount is .
Reduced Performance Bond'Total "' (T-E) $ 353,434.1
Use Iarger o x a (B+C)x
Maintenance/Defect Bond'Total 0.25= $ 53,673.3
NAME OF PERSON PREPARING BOND'REDUCTION: Oate:
'NOTE: The word"bond"as used in this document means any financial guarantee acceptable to King County.
"NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requiremant shall indude the total cost for all TESC as a minimum,not a maxirtwm. In addition,oorteetive woAc,both on-and off-site needs to be induded.
Quantities shall reflect worse case scenanos not just minimum requirements. For e�cample,'rf a salmonid stream may be damaged,some estimated costs for restoration
�eeds to be reflected in this amount. The 30%contin�ency and mobilization costs are computed in this quantity.
"'NOTE: Per KCC 27A,total bo�d amounts remaining aitar reduc4on shall not be less than 3096 oi the original amourri(n or as revised b ma'or design changes.
SURETY BOND RIDER NOTE: H a bond rider ia uaed,minimum additional perfortnanu bortd nhall be $ 237,819.6 (C+D)-E
REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES
Paw--Q of 9 Unit p►ices updated: 02/12/02
Check out the DDES Wt `e at �w.metrokc.aov/ddes Ver� 4/22/02
bori�antityworksheet 6_20_07.x1s Report Dat�-o12912007
I
SE 1/4, SE 1/4, 3ECTION 10, TOWNSHIP 23N., RANGE SE., W.M.
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KING COUNTI', ti-'ASHtNGTON, SURFACE WATER DESIGN 1;1ANUAL
STORMVVATER FACILITY SUNIMARY SHEET DDES Permit ����Q�� g
Number �
� (provide one Stormwater Facility Summary Sheet per Natural Discharge Location)
Overview:
Project Name
l�}�►9 2-i� � �,QpP� Date �1-��0 �
Downstream Drainage Basins
Major Basin Name rmq,L�,I c�YL
Immediate Basin Name ���-� Cc'�1�42 2rve-YL
Flow Control:
Flow Control Facility Name�'Number �,��;� �j /(o
Facility
Location ���t-� ��5,— ��,�,�/E� p� S �,�
If none,
Flow control provided in regionaUshared facility (give
location)
No flow control required Exemption nurnber
Generat Facilitv Information:
Type/Number of detention facilities: Type�Number of infiltration facilities:
/ ponds ponds
vaults tanks
tanks trenches
Control Structure Location
�/�rt r�«1�-s�— L'o,�,cl� o� /�o,�.�
Type of Control Structure �/�P- i Number of Orifices/Restrictions
Size of Orifice/Restriction: No. 1 /- %, ��
No. 2 /- S� �
No. 3 �- '/Z"
N� AFe-� 5•
Flow Control Performance Standard �p,�(S��/A n�Jc:" ��uJ L �-t't/�z Z)
2005 Surface Water Design Manual Illi05
1
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN '�4.ANUAL
Live Storage Volume l p_ 6 Z�C� Depth � .S� � Volume Factor of Safety
��
Number of Acres Served y (oS �4 f�
Number of Lots / 3
Dam Safety Regulations(Washington State Department of Ecotogy)
Reservoir Volume above natural grade � it/
Depth of Reservoir above natural grade
Facility Summary Sheet Sketch
All detention, infiltration and w•ater quality facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)
I/1105 '= 2005 Surface Water Design Manual
2
K[NG COt�1�T1'. ��A�HI�GTOV, Si;RF:aCE ��ACER DESIGN '�1Ai�L:�L
Water Quality:
i Type/Number of water quality facilities/BMPs:
biofiltration swale sand filter (ba�ic or lar�ej
(regular/wet/or continuous inflow) sand filter, linear(basic or
large)
�_ combined detention'wetpond sand filter vault (basic or
large)
(wetpond portion basic or largej sand bed depth (inches)
combined detention�wetvault stormwater���etland
filter strip storm filter
_�_ flo�v dispersion wetpond (basic or (arge)
farm management plan wetvault
landscape management plan Is facility Lined'?
oiUwater separator If so, what marker is used
above
(baffle or coalescing plate)
Liner?
catch basin inserts:
Manufacturer
pre-settling pond
pre-settling structure:
Manufacturer
high flow bypass structure (e.g., flow-splitter catch bas;::�
source controls
Design Information
Water Quality design flow —
Water Quality treated volume (sandfilter) —
Water Quality storage volume (wetpool) y ��j G� •
Facility Summar,y Sheet Sketch
2045 Surface V6'ater Design Manual 1!I/OS
�
KING COUNT'�'. �VASHINGTON, SURFACE WATER DESIGN h1ANUAL
All detention, infiltration and «�ater quality� facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)
111/OS 2005 Surface«'ater Design Manua]
d
After Recording return to:
DECLA.RATION OF COVENANT AND GRANT OF EASE11-1ENT
IN CONSIDERATION of the approved King County
permit for application No. relating to real property described as
follows:
The undersigned as Grantor(s), declares that the above described property is hereby
subject to an easement for a system of stormwater facilities and BMPs, and hereby dedicates,
covenants and agrees as follows:
1. King County shall have the right to ingress and egress over those portions not
contained in Exhibit "A" to access such easement area for inspection of and to reasonably
monitor the performance, operational flows, or defects in accordance with and [as presented in
King County Code Section 9.04.120].
2. If King County determines that maintenance or repair work is required to be done to
the system,the Director of the Water and Land Resources Division of the King County
i
t
; Department of Natural Resources shall give notice of the specific maintenance and,%or repair
�
work required pursuant to K.C.0 9.04.120. The Director shall also set a reasonable time in
which such work is to be completed by the Grantor(s), its heirs or assigns. If the above required
maintenance or repair is not completed with the time set by the Director, the County may
perform the required maintenance or repair. Written notice will be sent to the Grantor(s) stating
the County's intention to perform such maintenance. Maintenance work will not commence
until at least seven (7) days after such notice is mailed. If, within the sole discretion of the Water
and Land Resources Division Director, there exists an imminent or present danger, said seven (7)
day notice period wili be waived and maintenance and/or repair work will begin immediately.
3. If at any time King County reasonably determines that any existing drainage facility
or flow control BMP creates any of the conditions listed in K.C.C. 9.04.130 and herein
incorporated by reference, the Water and Land Resources Division Director may take measures
specified therein.
4. The Grantor(s) shall assume all responsibility for the cost of any maintenance and for
repairs to the system. Such responsibility shall include reimbursement to the County within
thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments
will require payment of interest at the current legal rate as liquidated damages. If legal action
ensues,the prevailing party is entitled to costs or fees
5. T'he Grantor(s) is (are) hereby required to obtain written approval from the Water and
Land Resources Division Director of the King County Department of Natural Resources prior to
filling, piping, cutting, or removing vegetation (except in routine landscape maintenance) in
open vegetated drainage facilities (such as swales, channels, ditches, ponds, etc.), or perfortning
any alterations or modifications to the drainage facilities contained within said drainage
easement, Any notice or consent required to be given or otherwise provided for by the
provisions of this Agreement shall be effective upon personal delivery, or three (3) days after
mailing by Certified Mail, return receipt requested.
2
- 6. This agreement constitutes the entire agreement between the parties, and supercedes
all prior discussions, negotiations, and all agreements whatsoever�vhether oral or written.
This covenant is intended to protect the value and desirability of the real property
described above, and shall insure to the benefit of all the citizens of King County, and shall be
binding on all heirs, successors and assigns.
OWNER
OWNER
STATE OF WASHINGTON )
COUNTY OF KING )ss.
On this da ersonall a eared before me:
Y P Y PP
, to me known to be the individua((s)
described in and who executed the within and foregoing instrument and acknowledged that they
signed the same as their free and voluntary act and deed, for the uses and purposes therein stated.
Given under my hand and official seal this day of , 20_.
Printed name
Notary Public in and for the State of Washington,
residing at
My appointrnent expires
3
f��tartin Property—Technical Information Report
10 OPERATIONS AND MAINTENANCE
Publiclv iTlaintaincc� s��stem.
September 20, 2007 Page 10-1
Job#04-257 /•rR�D
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