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TECHNICAL INFORMATION REPORT
FOR
Bartell Short Plat
1725 NE 24th Street
Renton WA.
CLIENT:
Bob and Alina Bartell
1725 NE 24m Street �
Renton, WA 98056 '
Phone: (425) 793-4171
PREPARED BY:
Daley-Monow-Poblete, Inc.
726 Aubum Way N
Auburn, WA 98003
Phone: (253) 333-2200
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PROJECT No. 03-255 � -
DATE: June 9, 2004
R,EUISED: SEPt. 21, 2Qd4 1325
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ExPiREs: JAN. 9, 2006
STAIIP N07 VAtlO IMIFSS 4GNm /WD DATID
3�88
TABLE OF CONTENTS
DESCRIPTION PAGE
SECTION I—PROJECT OVERVIEW
Project Overview I-1
Vicinity Map I-2
TIR Worksheet I-3 —5
Soils Map I-6
SECTION II—PRELIIvIINARY CONDTI'IONS SUMMARY
Report and Recommendation II-I-12
Response to May 4,2004 Plat Conditions II-13
� SECT'ION III—OFF-STTE ANALYSIS
TASK 1: Study Area Definition and Maps III-1-2
General Information
On-Site Drainage Analysis
J Upstream Drainage Analysis
jDovmstream Drainage System Description
Future Site Conditions
TASK 2: Resource Review III-3
' 1_ Flood Plain/Floodway(FEMA)Maps
2. Sensitive Areas Map Folio
� 3. King County Soils Survey Maps
TASK 3: Field Inspection III-4-5
� 1. Investigation of Report�or Observed Problems During Resource Review
� 2. Location of E�cisting/Potetrtial Constrictions or Lack of Capacity in the Existing
Drainage System
3. Idernify Existing/Potential Flooding Problems
i� 4. Identify E�cisting/Potential Overtopping, Scouring,Bank Sloughing,or
Sedimemation
5. Identification of Sigvficant Destruction of Aquatic Habitat or Organisms
6_ Collect Qualitative Data on Land Use,Impervious Surfaces,Topography and Soil
Types
7. Collect Information on Pipe Sizes,Channel Characteristics and Drainage Structures
8. Verify Tributary Basins Delineated in Task 1
9. Contact Neighboring Property Owners in t6e Area
10. Note the Daie and Weather Conditions ai the Time of the Site Visit
TASK 4: Drainage System Description and Problem Description III-6
1. Drainage System Descriptions
2. Problems
TASK 5: Mitigation of Existing or Potential Problems III-7
I ,
APPENDIX
' Exhibit A Ycinity Map III-8
Exhibit B Developed Site Plan with Prerdeveloped Contours III-9
Exhibit C Drainage Basin and Downstream Drainage Map III-10
Exhibit D Off-Site Analysis Drainage System Table III-11
E�ibit E Flood Plain/Floodway(FEMA)Map III-12
Exhibit F Assessors Map III-13
Exhibit G Sensitive Areas Map Folio III-14-19
E�ibit H King County Soils Survey Map III-20-21
SECTION IV—DETENTION FACILITY DESIGN
Existing Site Hydrology(Part A) N-1
Existing Condition Drainage Map N-2
Fxisting Condition Peak Flows IV-3-4
Developed Site Hydrology(Part B) IV-5
Developed Condition Drainage Map IV-6 ,
Developed Condition Peak Flows IV-7-8 !
Bypass Peak Flows IV-8A-8B ��
Summation of Peak Flows IV-8C-8D
Hydrologic Analysis(Part C) IV-9
Detention System(Part D) N-9
Detention Pond Design IV-10
Water Quality System(part E) IV-11-13
�.iser T�s:,s^^.. IV-14
Vertical Grate Design N-15
Emergency Spillway Design IV-16
Flow Splitter Design IV 18-20
I SECTION V—CONVEYANCE SYSTEMS DESIGN
Conveyance Design V-1-4
SECTION V[—SPECIAL REPORTS AND STUDIES N/A
SECTION VII—BASIN AND COII�IlVIUMTY PLAN AREAS VII-1-2
SECTION VIII— OTfIER PERMITS N/A
SECTION IX—EROSION& SEDIl�IENTATION CONTROL DESIGN
Erosion and Sedimentation Contml IX-1
Sediment Trap Design IX-2
SECTION X—BOND QUANTTTIES WORKSHEET. STORMWATER
FACILITY SUMMARY SHEET&SKETCH
Storm Facility Summary Sheet X-I
Bond Quarnities Worksheet TO BE ADDED
SECTION X—:14AINTENANCE AND OPERATIONS MANUAL N/A
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�ECTION 1
PRUJECT UVERVIEW
1
PROJECT OVERVIEW
The subject property is within a portion of the North East quarter, of Section O5,
Township 23 North, Range 5 East, Wiliamette Meridian, King County Washington. The
site is located to the southeast corner of N.E. 24`� Street and Jones Avenue N.E. inside
the city limits of Renton, WA.
The property consists of approximately 1.72 acres. There are two existing buildings on
the property_ The existing building to the south will be removed, while the residence to
the north will remain. The site is partially developed and is mostly covered with grass,
shrubs, and trees. NE 24`� Street to the north and Jones Avenue NE to the west are paved
with e�cisting drainage ditches_ The existing ground has slopes genera.11y from east to
west of 6%. Site soils are classified as Indianola (InC) in the King County Soiis Survey
map.
It is proposed to develop the property into 9 iots. The e�sting house to the north will
remain leaving 8 buitdable lots. Lots l, 2 and 8 will have driveway access to the pubiic
street. The other lots will access either through a tract or an easement. An open detention
pond and bioswale will be constructed to provide water quantity and quality control.
The e�sting streets fronting this property will be improved on the property side to meet
current city residential requirements. This will include curb, gutter, sidewalk, drainage
facilities will be installed to control runoffalong property side of fronting roadways.
The existing stream channel wili be improved to separate on site drainage from off-site.
Care will be taken to preserve the e�sting large trees aiong the stream and along the
south property tine.
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King County Department of Development and Environmental Services
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJEGT ENGtNEER DESCRIPTlON
Project Owner_Bob and Alina Bartell Project Name Bartell Short Plat
Address 1725 NE 24"'Street Location
Rerrton,WA 98056 Township 23 North
Phone (253) 333-2200 Range 5 E. W. M
.............Section N.E. 05
Project Engineer
Mel Daley
Company Daly-Morrow-Poblete
Address 725 Aubum Way N,
Aubum WA 98002
/Phone (253 333-2200
Part 3 TYPE �F PERMfT part 4 OTHER REVlEWS AND PERMITS
APPLICATION
{ X Subdivision 'tJ DFW HPA LJ Shoreline Management
❑ Short Subdivision ❑ COE 404 ❑ Rockery ,
❑ Grading ❑ DOE Dam Safety ❑ Structural Vaults
❑ Commercial ❑ FEMA Floodplain ❑ Ottier
❑ Other ❑ COE Wetlands
Part 5 SITE COMMUNITY AND DRAtNAGE BASEN
Community City of Renton
Drainage Basin Kennydale Creek Basin
Pa�t 6 SITE GHARACTERtSTtCS
❑ River ❑ Floodplain
❑ Wetlands
X Stream Un-named stream ❑ SeepslSprings
❑ Critical Stream Reach ❑ High Groundwater Table
❑ Depressions/Swales ❑ Groundwater Recharge
❑ Lake ❑ Other
❑ Steep Slopes
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f���� $�EL�
' Soil Type Slopes Erosion Potential Erosive Velocities
/s�dia�o/a �/n C} � fo 15% /�YI���l•�t,fc .��'ds
'I _ X Additional Sheets Attached(SEE EXHIBIT H)
Part 8 DEVEL�PMENT LIMtTAT10NS
REFERENCE LIMITATIONlSITE CONSTRAINT
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Part g �SC REf�U(REMENTS
I�2[�1IMUM ESC REQUIREMENTS NIlNIMITM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION '
X Sedimentation Facilities X Stabilize E�osed Surface
X Sfabilized Construction Entrance X Remove and Restore Temporary ESC Facilities ',
X Perimeter Runoff Control X Clean and Remove All Silt and Debris II
X Clearing and G�ading Restrictions X Ensure Operation of Permanent Faciiities
X Cover Practices X Flag Limits of SAO and open space preservation
areas
X Construction Sequence ❑ Other
Other
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Part 10 SURFACE WATER SYSTEM
❑ Grass Lined ❑ Tank ❑ i�iltration Method of Analysis
Channel SBUH
❑ Vault ❑ Depression
,, CompensatioNMitigati �
X Pipe System � Energy Dissipater ❑ Flow Dispersal on of Eliminated Site �
❑ Open Channel
❑ Wetland ❑ Waiver Storage �
X Stream ❑ Regional N/A
X Dry Pond Detention
❑ Wet Pond
Brief Description of System Operation Deten#ionNVet Pond
On site storm water as well as off site stam water will be collected and routed to a deterrtioNwet
pond. Storm water will discharge to a culvert under 108"'Ave SE downstream.
Facility Related Site Limitations
Reference Facility Limitation
E Part 11 STRUCTURAL ANAf_YSIS . Part 12 EASEMENTSFfRACTS
IJ Cast in Place Vault X Drainage Easement
X Retaining Wall ❑ Access Easement
❑ Rockery>4' High ❑ Native Growth Protection Easement
❑ Structural on Steep Slope ❑ Tract
❑ Other ❑ Other
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Part 13 SiGNATURE OF PROFES510NAL ENGINEER
1 or a avil engineer under my supervision my supervision have visited the site. Actual site
conditions as observed were incorpora#ed into this worksheet and the attachments. To the best of
my knowledge the information�rovided here is accurate.
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SECTION II j
PRELIMINARY CONDITIONS SUMMARY
1
vtay 4, 2004
OFFICE OF THE HEARING EXAMINER
CITY OF RENTON
REPORT AND RECOMMENDATION
APPLICANT: Bob and Alina Bartell
1725 NE 24'h Street
Renton, WA 98055
CONTACT: Mel Daley
DMP,Inc.
726 Auburn Way North
Aubum, WA 98002
Bartell Short Pfat
File No.: LUA-04-007, SHPL-H, V-H, ECF
LOCATION: 1725 NE 24'h Street
SUMMARY OF REQUEST: Subdivide an approximately 1.72-acre site into 9 lots intended
for the deveionment of 8 new detached singie-family homec.
SUMMARY OF ACTION: Development Services Recommendation: Approve with
conditions
DEVELOPMENT SERVICES REPORT: The Development Services Report was received by the
Examiner on April 6,2004.
PUBLIC HEARING: After reviewing the Development Services Report, examining
available information on file with the application, field '
checking the property and surrounding area;the Examiner
conducted a public hearing on the subject as foilows:
NIINUTES
The following minutes are a surnmary of tl:e Apri113,2004 hearing.
The legal record is recvrded on CD.
The hearing opened on Tuesday,April 13,2004,at 9:04 a.m. in the Council Chambers on the seventh floor of
the Renton City Hall. Parties wishing to testify were affirmed by the Examiner.
The followin� exhibits were entered into the record:
Exhibit No. 1: Yellow file containing the original Ezhibit No.2: Zoning Map
� application, reports, staff comments,and other
material pertinent to the review of the project
' �
Bartell Short Plat
File No.: LUA-04-007 SHPL-H, V-H, ECF
May 4, 2004
Page 2
Exhibit No.3: Short Ptat Plan Exhibit No. 4: Utility Pfan
Exhibit No. 5: Tree Cutting/Land Clearing P1an Exhibit No. 6: Revised Short Plat Plan
Exhibit No. 7: Copy of Existing Pond and Proposed
Future Stream Restoration
The hearing opened with a presentation of the staff report by Kristina Catlin, Pianner, Development Services,
City of Renton, 1055 S Grady Way, Renton, Washington 98055. The parcel is approximately 1.72 acres, there
is an existing stream channel in the southwest corner of the site and a human-made pond connected to that_ The
applicant is proposing several stream restoration activities on the site that will rework this area. This project
went before t1�e Environmental Review Committee, a Determination of Non-Significance - 1��Iitigated witli four
mitigation measures was issued. No appeals were filed.
?he subject site is designated Residential Single Family(RSF), the proposal is consistent �vith this designation.
The proposed density of the short plat is 5.66 dwelling units per acre, which is within the allowed density range
of the R-8 zone. The stream buffer was not deducted in the calculation because the stream is not classified as a
critical area. Most of the proposed lots exceed 4,500 square feet which meets the required minimum dimensions
for the R-8 zone. Lots 4, 5 and 6 do not meet the minimum width requirement. They are classified as a
���ec�tPm t�t� 1s„�}�i�r,}� }��c n�m�n�mi.'..^.: �:��St�...:i:�uFi ^vi��O i�C�i. ivi$ � 3�iu v u^v 'ivi i i�.�i.ii3t:�yt:i;�.�T,�^�, T v� �
at the narrowest portion is just over 15 feet and Lot 6 is a triangular shaped lot and the point is considered to
have a 0 lot width. The lot lines benveen Lot 5 and Lot 6 can be adjusted so that they can be considered
pipestem lots.
All setbacks, with the adjustment to Lots 4, 5,and 6, meet the requirements for the R-8 zone. Each of the
proposed lots would support the construction of one detached unit. Accessory structures are permitted at a
maximum number of two per lot at 720 square feet each,or one per lot at 1,000 square feet. Compliance with
the building standards will be verified prior to the issuance of building permits for proposed structures on the
eight new (ots.
No parking will be permitted within the proposed private street, since the street is required as emergency access
to the proposed lots. The pmposed private street will be posted with "No Parking—Fire Lane" signs. Staff
recommends that Lot 3 be required to take access from the private street. Also along NE 24`h Street, Lot 9 has
frontage on NE 24`� biit also contains the easeme�t that will serve Lot 7. Staff recommends that Lot 9 be
required to access from this driveway easement. Each of the proposed lots satisfies the minimum lot area
requirements of the R-8 zone. Lots 5 and 6 need to be altered to comply with the minimum 1ot width and depth.
With approval of staff recommendations,Lots I, 2, and 8 would be the onfy lots with direct driveway access to
pubic right-of-way. Due to concerns raised from the neighbors to the east over the proximity of the shared
driveway to the east property line,the appiicant will be required to install a 6-foot solid fence along the length of
the shared driveway easement prior to recording the short plat.
Full street improvements along NE 24`h Street and Jones Avenue NE will be required. These improvements will
encroach onto the required stream buffer,therefore, a land variance is being requested also.
A Traffic Mitigation fee is required.
The subject site is rectangular in shape and relatively flat. The site is predominantly vegetated with �rass, trees
and (andscaping associated with the esisting residence. The applicant intends to remove approximately 40 trees,
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Bartell Short Plat
File No.: LUA-04-007 SHPL-H,V-H, ECF
May 4,2004
Page 3
the majority of which are fruit trees. The appiicant intends to take care to preserve the existine large trees alon�
the stream and the southern property line.
Police and Fire have indicated that sufficient resources exist to fumish services to the proposed development
provided that a Fire Mitigation Fee be paid.
A Park Mitigation Fee is required_
The site is located within the boundaries of the Renton School District and they have indicated that they can
accommodate the increased student enrollment.
Several surface waTer features exist in and around the subject property. The human-created pond is not
regulated by the City's Critical Area regulations,the stream is subject to a 25-foot buffer under the Tree Cuttine
and Land Clearing regulations. The street improvements will require a land variance. The objective of the
stream restoration project is to return the stream to some semblance of what it was before it was altered to be
diverted into this pond. Correspondence was received from the owners directly upstream, south of the property,
stating that there have been some past issues of flooding on the property that resulted from blockages in the
culverts. They had concerns about the appearance of the proposed detention facility. The ERC recommended
that the applicant install a grate on the culvert that goes under Jones Avenue NE in order to help some of the
btockaQe problems.
This site is located within an aquifer protection zone and a water system development charge per new single
family lot will be required prior to issuance of the construction permits. The project falls within t�vo se�ver
assessment districts,the Jones Avenue Sewer Assessment Sewer Disirict and West Kennydale Se�ver
Assessment Sewer District. Sewer assessment fees are required for each of the Sewer Districts.
With regard to the required variance,there are several criteria which must be evaluated for the variance. The
variance that is needed is a variance from the 25 foot no touch buffer around a stream, in this case the buffer
extends east onto the property and west onto Jones Avenue NE. Any alterations within that right-of-way wi11
faiI within that buffec: In this case a variance from the tree cutting and land clearing regulations is necessary
because of the presence of the stream in the southwest corner of the property. The existing stream runs parallel
to Jones Avenue NE,which is also within the stream buffer,and the requirement for a 25-foot buffer from the
ordinary high mark of the stream,without this variance the applicant would be unable to install the street
imp:ovements :hat the City of Renton requires. The Esaminer inquired as to what the hardship actually was.
Ms. Catlin explained that there are two requirements available in this situation, and one requirement states that
there must be a 25-foot stream buffer, and the other requirement states that there must be street improvements,
and those two requirements cannot coexist together in this situation. The second criteria of granting the variance
is that it would not be detrimental to public welfare. The third criteria is that the variance will not constitute a
grant or special privilege inconsistent with other properties in the vicinity. This variance would allow this
property to subdivide in a manner similar to other properties in the vicinity and install the required street
frontage improvements.
The Examiner further stated that the City had changed its ordinances in order to protect streams, and just
because prior development encroached on what now is a required buffer,does that mean that we should continue
to justify it? Ms. Catlin stated that looking at the site now,there is a stream buffer that has been obliterated, it
has been totally diverted into a pond on the site. "The activity proposed here brings that more into a standard
stream channel, which is culverted under Jones and comes out on the west side. What will be seen is a better
funciioning and protected stream that what is presently on the property. The fourth criteria for tl�e variance is
that it's deterrnined by the reviewing official to be the minimum variance needed to accomplish the desired
purpose. In this case, it is to allow only the streef frontage improvements.
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Bartell Short Plat
Fi1e No.: LUA-U4-007 SHPL-H, V-H, ECF
May 4, 2004
Page 4
Staff recommends approval of the Bartell Short Plat subject to conditions outlined in tl�e Staff Report.
Hans Korve, DMP Engineering,726 Auburn Way North, Auburn, WA 98002 stated that in working�vith Staff
over the past few months, conclusions have been reached, Staffhas done a great job with a tight site. T]�e issues
involving Lots 4, 5, and 6 were resolved with Staff prior to the hearing, twelve copies of the revised plan have
been submitted. No modifications were made to the actual lots themselves,the modifications were made in the
stems that e:ctended into the driveway easement. The pipestems of each lot was squared off, particularly Lots 5
and 6. The driveway access for Lot 9 was eiiminated so that it will take access off the shared driveway
easement with the existing house on Lot 7.
In regard to the variance, in the southwest corner of the site,the manmade pond currently exists. There is a
series of trees up against Jones Avenue that form a natural berm between an e�cisting storm �vater ditch on tl�e
west side against Jones Avenue and the stream channel on the east side. There currently is no distinguishing
between the stream and the pond. There is no stream today, it simply enters the property and bursts out into a
giant pond and then goes under Jones Avenue and becomes channelized again. The proposal is to recreate a
channei, create a buffer, and then put the storm water pond in the current location of the manmade pond.
' Larry Burnstad, Watershed Dynamics, PO Box 215, Enumclaw, WA 98022 stated that the ordinary high water
line is within four feet at the closest point and seven feet at the furthest point from the property tine. Upstream
is a concrete lined pond and is the control point for which the water enters the propert;� �ite. ThP c„l�ert w;lt hP
extended to the east in order to accommodate the street improvements. This limits what can be done in restoring
a meandering channel pattern. Several alternatives were looked at but none seemed as attainable as what has '
been proposed.
Kayren Kittrick, Development Services stated that the dedication of the radius curve at the corner of Jones and
24th will be presented to Council as a separate condition. In regard to trees and right-of-way, since the code has
changed and there are more beautifu! trees existing on the right-of-way or on the edge of the right-of-way and
there are some protection limits that are to be held for maintaining the tree if at all possible, staying outside of
the crowns and root balls. There are some creative modifications in street standards in order to go around them,
pushing the street and sidewalk over as far as possible in order to maintain as many of the trees as possible
especially in a location like this where it is part of the stream buffer. It is only a 20-foot pavement, so there is
some play area. If the trees are in the way of the utility,then it becomes more problematical_ It appears that the
way it currently stands, sidewalk and street improvement can be shifted to accommodate the trees.
The Examiner inquired as to water runoff. Ms.Kittrick stated that it would have to be figured if infiltration is
part of this. The Special Assessment District fees from Kennydale Sewer District are against the entire property,
not per lot.
Larrv Burnstad, stated that in trying to retain the trees on the west side of the property line, one of the things
talked about is being able to meander the sidewalk as opposed to a straight sidewalk and using vertical
containment such as keystone blocic so that a small amount of damage is done to the roots on the west side of the
tree,but maintain all the root system to the north,south and east which should allaw the tree to survive_ They
could trim the trees up so pedestrians may pass under the trees which would allow maximization of the saving of
the trees.
The Examiner called for further testimony regarding this project. T�here was no one else wishing to speak, and
no further comments from staff. The hearing closed at 10:32 a.m.
FINDINGS, CONCLUSIONS &RECOMMENDATION
�'/
, - - . .
Sarteli Short Plat
File No.: LUA-04-007 SHPL-H,V-H, ECF
May 4, 2004
Page 5
Having reviewed the record in this matter, the Examiner now makes and enters the follo��ing:
FINDINGS:
1. The applicants, Bob and Aiina Bartell, filed a request for approval of a 9-lot Short Plat together with a
variance from land clearing regulations adjacent to a stream.
2. T�he ye(low file containing the staff report,the State Environmental Policy Act(SEPA) documentation
and other pertinent materials was entered into the record as Exhibit#I. I
3. The Environmental Review Committee(ERC), the City's responsible official, issued a Deciaration of ��
i Non-Significance- Mitigated{DNS-M) for the subject proposal. �,
' 4. The subject proposal was reviewed by all departments with an interest in the matter. �
5. The subject site is located on the southeast corner of NE 24th Street and Jones Avenue NE at 1725 NE ,
24th Street_ Aberdeen Avenue NE is east of the subject site. �
6. The subject site is approximately 1.72 acres or 7�,024 square feet in area. 'fhe parcei is rectangular.
T{, � ♦ •ro � NF' � t�;') A n F � 1,. �i_.,...1. �., tl Ly �}� iy�c.� -�-r t_- ��-
..�5 Su1'J �C�Si�.. ;S a i^vn;,T,a�C� �.g-r.niv i22� ivT uviui w Si�uii� v a ��Xii7iaic� ��•+.i i iccL "wiuc.
7_ The subject site is fairly level with a stream running across the southwest corner of the site immediately
adjacent to Jones Avenue. A man-made pond is located east of the stream.
8. The subject site was annexed to the City with the adoption of Ordinance 1827 enacted in March 1960.
9. The subject site is currently zoned R-8 (Single Family- 8 dwelling units/acre).
10. The map element of the Comprehensive Plan designates the area in which the subject site is located as
suitable for the development of single-family uses.
I 1. The subject site contains a home that would be retained on what would be Proposed Lot 7 located in the
eastern poction of the site.
12. The applicant proposes dividing the subject site into 9 single-family lots. A storm tract will be iocated
in the southeast corner of the parcel in the location where a pond was located.
13. The lots range in size from 5,000 square feet to approximately 13,743 square feet.
14. Proposed Lots 1, 2,3,7, 8 and 9 would be rectangular lots with access to either Jones or 24th Street.
Proposed Lot 7, the location of the e;cisting home would be accessed from an easement to 24th across
Proposed Lot 9. �I
15. Proposed Lots 4, 5 and 6 would be interior)ots served by an easement road across Proposed Lot 3 and '
hammerhead turnaround. The easement would run west to Jones Avenue. These three lots would be
somewhat wedge shaped.
16. Staff recommended that to reduce the number of driveways on the esisting streets and to limit
driveways being too close together that Proposed Lot 9 use the easement for Proposed Lot 7 for access
' O .
'_ BarteU Short Plat
File�Io.: LUA-04-007 SHPL-H, V-H, ECF
May 4, 2004
Page 6
and Proposed Lot 3 use d�e easement for Proposed Lots 4, 5 and 6 for its access. (n order to protect tlze
lot east of the Proposed Lots 7 and 9 easement staff recommended that a fence be erected.
17. Proposed Lot 1 is required to dedicate property at the intersection of Jones and 24th in order to create an
appropriate radius turn_
18. Proposed wedge-shaped Lots 5 and 6 narrow too much where they join the access easement and do not
meet the regulations for pipestem width. Staff noted that the lots could be redesigned to meet code.
The applicant agreed to alter the lots.
19. The development of 9 lots after the reduciion of sensitive areas and roadways will result in a density of
5.66 units per acre.
20. The residential lot is covered with residential landscaping including grass, trees, shrubs and fruit trees as
wel] as a variety of deciduous and conifers. Many of the trees would be removed to allow for the
development of roads and building pads_ The applicant would retain some trees along the western
stream and some along the south property 1ine.
21. Development of 9 single family homes will generate approximately 90 vehicle trips per day or 80 new
trios giving credit for the one existing home.
22. T�he development would add approximateiy 3 or 4 new students to the school system. These students
would be spread across the grades of the Renton School District
23. Storm water wiil be detained in the southwest comer of the subject site_ It will be released to an in-
street system.
24. The stream that runs through the site was widened to create a manmade pond. The pond, since it was
manmade, is not subject to ordinary critical areas regulations but the vegetation within 25 feet of it can
only be cleared with approval of a variance from the Tree Cutting and Land Clearing regulations_ Street
improvements along Jones would require some clearing and the applicant has applied for a variance. As
part of its proposal to install the needed improvements along Jones Avenue the applicant proposed
, restoring the stream channel to a more natura!state including banks and gradient. Rock weirs to
establish a gradient, gravel for a more natural streambed,native piantings and other improvements
outlined in the applicant's Stream Restoration Plan(February 1,2004)will be instailed.
25. There has been some flooding upstream of the subject site since the manmade pond has not functioned
effectively at times causing water to backup onto nearby property. The proposed stream restoration plan
aiong with ERC conditions and regulations required for storm water should address some of the
problems. Staff reported that there were no downstream storm water problems.
26. The subject site is located in Aquifer Protection Zone 2.
27. The subject site wi11 receive domestic water and sanitary sewer service from the City.
CONCLUSIONS:
Variance
1. The Revie�vin� Officia) shall have authority to grant a variance upon making a determination in writing
V
'-
Barte(I Sl�ort Plat
File No.: LUA-04-007 SHPL-H,V-H, ECF
May 4, 2004
Page 7
tl�at the conditions specified below have been found to e�cist:
a. That the applicant suffers undue hardship and the variance is necessary because of special
circumstances applicable to subject property, including size, shape, topography, location or
surroundings of the subject property, and the strict application of the Zoning Code is found to
deprive subject property owner of rights and privileges enjoyed by other property owners in the
vicinity and under identical zone classification;
b. That the granting of the variance will not be materially detrimental to the public welfare or
injurious to the property or improvements in the vicinity and zone in wl�ich subject property is
situated;
c. That approval shall not constitute a grant of special privilege inconsistent with the limitation
upon uses of other properties in the vicinity and zone in which the subject propem� is situated;
d. That the approval as determined by the Reviewing Official is a minimum variance that will
accomp{ish the desired purpose.
It appears that the proposed variance is appropriate given the restoration effort �vhich �vill provide a
more natural stream channe!and en�;ro�ment.
2. The stream and its vegetation lie immediately adjacent to an existing street, Jones Avenue NE. It�vould
be very difficult to install the necessary safety improvements including curbs, gutters, and pedestrian
sidewalks along Jones if the variance were not approved. A combination of location and topography
justify the variance in this case_
3. The approval of the variance should not prove materially detrimental to the subject site, tlle general
public or other property. The removal of the vegetation will allow safety improvements along Jones but
the applicant will be repairing an impaired stream course, installing native vegetation and may prevent
upstream problems by unclogging the stream's current failing outlet.
4. The applicant would need a variance from either the Tree Cutting regulations or the Street Improvement
standards to develop the subject site. The approval of this variance will allow tlie restoration of a more
natural stream channel. It will allow the installation of a consistent roadway profile in this area.
5. The variance clearly involves tradeoffs but the stream is in anything but a natural state. Approval of the
variance, as noted,will allow the repair of the natural systems and hopefully, rectify some other stream
' flow and storm water problems. It appears that it is the minimum necessary in this case.
Pfat
6. The proposed plat appears to serve the public use and interest. The plat creates additional single family
lots in an area served by urban services,restores a more natural stream course and may solve some '
existing drainage problems.
7. The applicant has demonstrated the interior Iots, Proposed Lots 4, 5 and 6, can be desi�ned to meet City
reaulations, particuiarly those applicable to pipestem access_ In addition, access to some eYterior lots
can be achieved from easement drives and roads rather than separate, independent drive�vays thereby ��
eliminating additional intersections along both Jones and 24th Street. The recommendations of staff are
appropriate to reduce the number of driveways.
1 -
c '
Bartell Sliort Plat
File No.: LUA-04-007 SHPL-H, V-H, ECF
May 4, 2004
Page 8 �
8. Since the access for Proposed Lots 7 and 9 runs along a third party lot, that lot should be protected by a
fence.
9. The plat will have an impact on the City's fire, roads and recreationaf systems. The City has adopted a ,
set of fees that help offset the impacts of development on those public services and those standard fees
appear reasonable to offset those impacts.
10. The development of new homes will bring new residents and new noise to the area as we11 as the
impacts on roads and park. The impacts of new populations are not unusual for a single-family
comm un ity.
11. The deve!opment of the subject site will increase the tax base of the City.
12. 7�he proposed density of 5.66 dwelling units per acre meets the Zoning Code and Comprehensive Plan.
13. The applicant shall have to create a maintenance agreement for the detention facilities and the private
easement roadways.
14. In order to create a smooth intersection radi��s f�r tor.es and 2ar�;� rhP ?pFi;��;�*Sh�ii ha:-�,� ,a,��;;,u,� �I
properiy subject to review and approvat of the City.
15. ln conclusion,the proposed plat and variance appear to allow reasonable redevelopment of the subject
site and stream subject to the conditions enumerated below.
RECONIlVIENDATION:
The Preliminary Plat is approved subject to the following conditions:
1. The applicant shall comply with the mitigation measures imposed by the Environmental Review
Committee.
2. The applicant shall alter the lot boundaries of Lot 5 and Lot 6 to qualify as pipestem lots meeting the
minimum pipestem width requirements prior to short plat recording.
3. The applicant shall post the private street with"No Parking—Fire Lane" signs prior to recording of the
short plat_
4. The applicant shall place a note on the face of the short plat requiring Lot 3 to take access from the
private street.
5. The applicant shall place a note on the face of the short plat requiring Lot 9 to access from the shared
driveway easement extending south from NE 24`h Street to Lot 7.
6. "The applicant shall install a 6-foot solid fence along the length of the shared drive�vay easement prior to
recording of the short plat.
7. The applicant shall pay a Traffic Mitigation Fee of$75.00 per additional generated trip prior to short
plat recording.
�
l
Bartell Short Plat ��
Fi1e No.: LUA-04-007 SHPL-H, V-Ii. ECF I
May 4, 2004 '
Page 9
8. The applicant shall pay a Fire Mitigation Fee based on $488.00 per new sinQle-family lot.
9. The applicant shall pay a Parks Mitigation Fee based on $530.76 per each new single-family lot.
10. The applicant�vill have to submit the radius-intersection dedication to the City Council.
ORDERED THIS 4`h day of May,2004.
�l �sc�` �,�
,A----
FRED J. KA MAN
HEARING EXAMINER
TRANSMITTED THIS 4"'day of May,2004 to the parties of record:
Kristina Catlin Hans Korve Bob & Alina Bartell
1055 S Grady Way DMP Engineering 1725 NE 24`h Street
Renton,WA 9805� 726 Auburn Way N Renton, WA 98055
Auburn,WA 98002
Kayren Kittrick Larry Bumstad
1055 South Grady Way Watershed Dynamics
Renton, WA 98055 PO Box 215
Enumclaw, WA 98022
TRANSMITTED THIS 4`''day of May,2004 to the following:
Mayor Kathy Keolker-Wheeler Gre�o Zimmerman; Plan/Bldg/PW Admin_
Members, Renton Planning Commission Neil Watts,Development Services Director
Jay Covington, Chief Administrative Officer Aiex Pietsch, Econ. Dev. Administrator
Larry Rude, Fire Marshal Holly Graber, Dev. Services -
Lawrence J. Warren, City Attorney Larry Meckling, Building O�cial
Juiia Medzegian,Councii Liaison Utilities System Division
Jennifer Henning, Dev. Services Transportation Systems Division
Janet Conklin, Dev. Services King County Journal
Pursuant to Title IV,Chapter 8, Section 140Gof the City's Code, request for reconsideration must be filed in '
writin�on or before 5:00 p.m.,May 18,2004. Any aggrieved person feeling that the decision of the Esaminer
is ambiguous or based on erroneous procedure,errors of law or fact,error in judgment, or the discovery of new
evidence which could not be reasonably available at the prior hearing may make a written request for a revie�v
by the Esaminer within fourteen(14)days from the date of the Examiner's decision. This request shall set forth
the specific ambiguities or errors discovered by such appellant, and the EYaminer may, after review of the
record, take further action as he deems proper.
�J
' .
Bartell Short Plat
File No._ LUA-0�3-007 SHPL-H, V-H, ECF
May 4, 2004 •
Page 10
An appeai to the City Council is governed by Title 1V, Chapter 8, Section 1 ]0, which requires that such appeal
be filed with the City Clerk, accompanying a fiiing fee of$75.00 and meeting other specified requirements_
Copies of this ordinance are available for inspection or purchase in the Finance Department, first floor of C ity
Hall. An appea! must 6e filed in writin�on or before 5:00 p.m.,May 18,2004.
If the Examiner's Recommendation or Decision contains the requirement for Restrictive Covenants, the
executed Covenants will be required prior to approval by Citv Council or final processin�of the file. You
may contact this otfice for information on formatting covenants.
The Appearance of Fairness Doctrine provides that no ex parte(private one-on-one) communications may occur
concerning pending land use decisions. This means that parties to a land use decision may not communicate in
private with any decision-maker concerning the proposal. Decision-makers in the tand use process include both
the Hearing E:caminer and members of the City Council.
All communications concerning the proposal must be made in public_ This public communication permits all
interested parties to kno�v the contents of the communication and woald altow them to openly rebut the
evidence. Any violation of this doctrine would result in the invalidation of the request by the Court.
The Doctrine applies not onlv to the initial oublic hearine but to all Requests for Reconsiderar;on as �ve11 ��
Appeals to the City Council.
1
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RESPONSE TO MAY 4. 2004 PLAT CONDITIONS
1. Measures imposed by the Environmental Review Committee will be complied with.
2. The boundaries of Los 5 and 6 were altered to qualify as pipestem lots.
3. "I�10 Pazking—Fire Lane" signs will be posted along the private street. The
approximate locations aze shown on the plans.
4. Lot 3 will take access from the private street. A note was placed on Sheet 3 of the
engineering plans, and will also be placed on the final plat map.
5. Lot 9 will access from the shared driveway easement. A note was placed on Sheet 3
of the engineering plans, and will also be placed on the final plat map.
6. A 6-foot solid fence will be installed along the length of the shared driveway
easement. The fence is shown on t he engineering plans.
i. The appiicani wili pay ine required iee prior io snori piai recording.
8. The applicant will pay the required Fire Mitigation fee.
9. The applicant will pay the required Park Mitigation fee.
10. The radius-intersection dedication will be submitted to the City Council.
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SECTION III
OFF-SITE ANALYSIS
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TASK l: Study Area Defmirion and Maps
Ge�eral Information I
The Bartell Short Plat proposes to consiruct 9 lots on a 1.72-acre site. 'The parcel numb�r is
3343903600, and is located in the NE quarter of Section O5, Tovmship 25 North,Range 5 j
East,Willamette Meridian,Renton Washington. The site is rectangular in shape, with an
eausting access to NE 24th St. and is currently occupied by a sing�e-family residence and
detached outbuilding. T'he e�s#ing residence will remain, while the outbuilding will be
demolished to accommodate the project. The property is currently zoned Single Family_ The
project proposes to construct a new access tract from Jones Ave. NE, an access easement
from NE 24th Street to serve the short plat,and to instali all necessary utilities and storm
water facilities needed to serve#he development_
On-Site Draina�e Analvsis
The property is currently developed with a single-famity residence. The site slopes to the
west at appro�cimately 6%and is predominan#ly grass,trees and landscaping associated with
the residence. There is an existing roadside ditch along NE 24�'St., which conveys bypass
tlow ttirougi� a llzinch YVC to Jones Ave. N�. The roadside ditch along 3ones Ave. NE
conveys on-site and upstream flows to the south. An existing onsite manmade pond is
located in the southwest corner of the property_ This pond receives upstream tributary flow
from approacimately 48 acres.
Upstream Drainage Analvsis
As discussed above, the existing pond receives upstream tributary flow from apprvximately
48 acres, including an adjacent upstream pond. These ponds are connected by a sma112-foot
wide, by 2-foot deep channel approximately 15 feet in length. In addition,the site receives a
small amount of tributary area from properties located to the east. This area is estimated to
be 1.8 acres.
Downstre.am Drainage Svstem Descriution
The project is located within the South Kennydale Sub basin of the Lake Washington East
Basin. Within I/4 mile downstream of this project,the site contributes less than 15%of the
total basin drainage area;therefore,the downstream drainage way was reviewed to '/<mile
downstrearn from the site. For this drainage basin,the downstream drainage system was very
defined.
The majarity of the site discharges via sheet flow to the existing roadside ditch along Jones
Ave. NE adjacent to the western boundary of the property, and flows south. A small
southern portion of the property discharges via sheet flow to the eausting onsite pond � �
pond discharges from the site within an existing 12-inch concrete pipe. This is the begir�ing
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of the downstream analysis. The#low from the aforementivned ditch, and ponc� flow west in
appro�cimately 36 feet of 18-inch corrugated metal pipe (CMP). The pipe discharges into a
lined 2-4 fooi wide by 2-3 foot deep ditch for a distance of approximately 50 feet_ At the end
of this section, the channeI is no Ionger iined, and discharges into a grass lined channel with
varying size ranging form 3-6 feet wide, by 2-3 feet deep for a distance of approximately 400
feet to the northwest. The cliannel then enters approximately 20 feet of 24-inch concrete
pipe,then 26 feet of 30.inch conerete pipe under NE 24th St. The discharge then corttinues
north in a channel measuring approxi.mately i0 feet wide by 6 feet deep. This channel
continues north for approximately 1200 feet flowing adjacent to I-405_ This point is beyond
'/4 mile downstream of the pcoject site and the analysis is therefare terminated
See Exhibit C for a visual illustration of this drainage course, and Exhibit D for the Off-Site
Analysis Drainage System Tabie.
Fnture Site Conditions
The deveiopment is proposing to install a detention pond and bioswale, which will be
discharging at the natural downstrea�n location near the southwesterly property comer. All
storm drainage facilities will be designed to City of Renton design standards.
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TASK 2: Resource Review
The following is a description of each of the resources reviewed in preparation of this
Downstream Analysis:
l. Flood Plain/Floodway(FEMA)Maps
The site is not within a i00-year floodplain Refer to Exhibit E.
2. Sensitive Areas Map Folio
Copies of the King County Sensitive Areas Map Folio aze included as Exhibit G. According
to this information,the site is not located within a Streams and 100-Year Floodplains,
Wetlands,Erosion Hazard, Landslide Hazard, Seismic Hazard or Coal Mine Hazard Area.
However, a minor stream fibutary to May Creek has been identified on site. This stream
requires a 25' buffer. The site does contain a man-made pond and has been determined to be
unregulated_
3. King County Soils Survey Maps
The soil underlying the site is Indianola loamy fine sand(InC). A copy of the relevant pages
from the King County Soils Survey Map is included as Exhibit H.
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TASK 3: Fietd Inspection
The property is currently developed with a single-family residence and detached outbuilding.
The downstream drainage system consists Qf a well-defined constructed ogen and closed
system. The site slapes to the west at approximately 6%and is predominantly grass,trees
and landscaping associated with the residence. A sma11 upstream tributary azea discharges
to ihe site from the east. An existing onsite manmade pond is located in the southwest comer
of the property. There was a small flow within the downstream system.
1. Investigation of Reported or Observed Problems During Resource Review
No drainage groblems were identified in the review.
2. Location of Existin�/Potential Constrictions or Lack of Capacity in the Existin�
Drainage System
At the time of the site visit,there did not appear to be any evidence of lack of
capacity or constra.ints w�t�n*t��Nsting�r^.:;,age system.
3. Identify Existing/Potential Flooding Problem� ,
At the time of the site visit,there did not appear to be any evidence of flooding or
significant erosion problems within the existing downstream drainage system.
4. Ideutify Existing/Potential Overtopping, Scouring,Bank Sloughing,or Sedimentation
There appeared to be no evidence of overtopping, scouring er bank scouring on the
site or downstream.
5. Identification of Significant Deshuction of Aquatic Habitat or Organisms
At the time of the site visit,there where no signs of aquatic habitat or organism
destruction.
6. Collect Qualitative Data on Land Use, Impervious Surfaces, Topography and Soil
Types
Qualitative da.ta has been coliected from resource sources and field visits. This
information is included within this report.
7. Collect Information on Pipe Sizes,Channel Characteristics and Drainage Struct�u�es
See Exhibit C and D for this infoimation.
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8. Verify Tributaiy Basins Delineated in Task 1
At the time of the site visit,the tributary basins described in Task 1 were verified as
being accurate.
9. Contact Neighboring Property Owners in the Area
No homeowners where available or contacted during the field reconnaissance for this
analysis.
10. Note the Date and Weather Condirions at the Time of the Site Visit
1 l. The site and downstream system was visited on October 23, 2003, several days after
the record one day rain total was set. At the tune of the site visit, it was overcast and
cooi.
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TASK 4: Drainage System Description and Problem Description
1. Drainage System Descriptions:
As discussed above,this site is bordered by and discharges to a defined draina.ge
system.
See Exhibit C for a visual illustration of this dxainage course,and E�ibit D for the
Ofi-Site Analysis Drainage System Table.
2. Problems:
As discussed in this report, during the site visit,no recent or ongoing problems where
observed within the downstream drainage cowrse. With the installation of a new
detention/water quality facility, the project shoutd not pose significant negative
impacts to the downstream drainage system.
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TASK 5: Mitigat� of E�istiag or Poteatiat Problems
Drainage facilities for Bartell Short Ptat wiil be designed using the City of Renton design '
guidelines. The developmetrt is proposing to install a new detention pond and bioswale near
the southwest prczpecrty corner. As there are no existing or pate�tial problems within t�e
downstream drainage system,no additionai mitigation rec}uirements are recommended.
This level 1 analysis has provided a complete review of the downstream conditions. With
implementation of the previoesly mentioned detention and water qua.lity standards, the
project shoulc�not pase significant negative impacts to the downstream drainage course.
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OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2
Basin: Lake Washington Subbasin Name: South Kennydale Subbastn Number: _
Symbol Drainage Dralnage Sl�pe Distance Ex�st�ng Potential Obaervations of field
Component Type, Component firom site Problems Problems tnspector, resource
Name, and Size Desc�i tion discha e reviewer,or resident
see map Type:aheet f{nw,swale, drainage basin,vegetation, iD� Y.ml m 1,320 R. constrictiona,under capacity,ponding. dib�ary area,likelihood of problem,
stresm,chennel,pipe, cover,depth,type of sensitive overtoppir►g,flooding,habitat or organ'rsm overflow pathweys,poterrtiaf Impec�
pond;Size:diameter, nrea,vofume destruction,scouMng,bank sbu�ing,
sur�ace aroa sedimer�tation,incisfon,other erosfon
A 18-inch channel Corrugated Metal Pipe 1% 0-36' None Observed None No problems observed
B Channel 2-4 ft wide by 2-3 ft deep 1% 36'-86' None Observed None Channel sides are lined with
timbers
C Channel 3-6 ft wide by 2-3 ft deep 1% 86'-486' None Observed None Tal)grass and vegetation in
channel
D 24-inch pipe Concrete pipe 1% 486'-506' Sediment in pipe None Sediment in pipe
E 30-inch pipe Concrete pipe 1% 506'-532' Sediment in pipe None Sediment in pipe
F 10 ft wide by 6 ft deep lOR wide by 6 ft deep 1% 532'-1732' None Observed None No problems observed
Exhibit D
O Off-site Drainage Table
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gravelly coarse sand to very gravelly loamy sand. the presence of a consolidated substratum at a depth
Depth to the IIC horizon ranges from 18 to 36 of 7 to 20 feet. This substratum is the same mate-
inches. rial as that in the Alderwood soils.
Some areas are up to 5 percent included Aldenaood Some areas are up to 5 percent included Norma,
soils, on the more rolling and undulating parts of Seattle, and 'h�kwila soils, all of which are poorly
the landscape; some are about S percent the deep, drained.
sandy Indianola soils; and some are up to 25 percent Runoff is slow to medium, and the erosion hazard
Neilton very gravelly loamy sands. Also included is slight to moderate.
in mapping are areas where consolidated glacial till, Most of the acreage is used for timber. Capabil-
which characteristically underlies Aldeiwood soils, ity unit VIs-1; woodland group 3f3.
is at a depth of S to 15 feet.
Permeability is rapid. The effective rooting
depth is 60 inches or more. Available water capac- Indianola Series
ity is low, Runoff is slow, and the erosion hazard
is slight. The Indianola series is made up of somewhat �
This soil is used for timber and pasture and for excessively drained soils that formed under conifers
urban development. Capability unit IVs-1; woodland in sandy, recessional, stratified glacial drift.
group 3f3. These undulating, rolling, and hummocky soils are on �
terraces. Slopes are 0 to 30 percent. The annual
Everett gravelly sandy loam, 5 to 15 percent precipitation is 30 to 55 inches, and the mean 3
slopes (EvC) .--'Ihis soil is rolling. Areas are annual air temperature is about 50° F. The frost- '
irregular in shape, have a convex surface, and range free season is 150 to 210 days. Elevation ranges '
from 25 acres to more than 200 acres in size. Run- from about sea level to 1,000 feet. ;
off is slow to medium, and the erosion hazard is In a representative profile, the upper 30 inches !
slight to moderate, is brown, dark yellowish-brown, and light olive-
Soils included with this soil in mapping make up brown loamy fine sand. This is underlain by olive
no more than 25 percent of the total acreage. Some sand that extends to a depth of 60 inches or more �
areas are up to S percent Alderwood soils, which (pl. I, right) .
overlie consolidated glacial till; some are up to Indianola soils are used for timber and for urban
20 percent Neilton very gravelly loamy sand; and development. i
some are about 15 percent included areas of E�erett �
soils where slopes are more gentle than 5 percent Indianola loamy fine sand, 4 to 15 percent slopes �
and where they are steeper than 15 percent. (InC) .--This undulating an rolling soil has convex i
This Everett soil is used for timber and pasture slopes. It is near the edges of upland terraces. �i
and for urban development. Capability unit VIs-1; Areas range from 5 to more than 100 acres in size. �'
woodland group 3f3. Representative profile of Indianola loamy fine �
sand, 4 to 15 percent slopes, in forest, 1,000 feet �
Everett gravelly sandy loam, 15 to 30 percent west and 900 feet south of the northeast corner of �
slopes (EvD) .--This soil occurs as long, narrow sec. 32, T. 25 N., R. 6 E.: �
areas, mostly along drainageways or on short slopes
b�tweer. terrace �enches. It is similar to Everett 01--3/4 inch to 0, leaf litter. =t
gravelly sandy loam, 0 to 5 percent slopes, but in 621ir--0 to 6 inches, brown (lOYR 4/3) loamy fine
most places is stonier and more gravelly. sand, brown (lOYR 5/3) dry; massive; soft,
Soils included with this soil in mapping make up very friable, nonsticky, nonplastic; many �
no more than 30 percent of the total acreage. Some roots; slightly acid; clear, smooth boimdary.
areas are up to 10 percent Alderwood soils, which 4 to 8 inches thick. �
overlie consolidated glacial till; some are up to 5 B22ir--6 to 15 inches, dark yellowish-brown (lOYR �
percent the deep, sandy Indianola soils; some are 4/4) loamy fine sand, brown (lOYR 5/3) dry; �
up to 10 percent Neilton very gravelly loamy sand; massive; soft, very friable, nonsticky, non- �
and some are about 15 percent included areas of plastic; common roots; slightly acid; clear, �
Everett soils where slopes are less than 15 percent. smooth boundary. 6 to 15 inches thick. %
Runoff is medium to rapid, and the erosion hazard C1--15 to 30 inches, light olive-brown (2.5Y S/4) '
is moderate to severe, loamy fine sand, yellowish brown (lOYR 6/4)
Most of the acreage is used for timber. Capa- dry; massive; soft, very friable, nonsticky,
bility unit VIe-1; woodland group 3f2. nonplastic; common roots; slightly acid; �
gradual, smooth boundary. 12 to 17 inches p
Everett-Alderwood gravelly sandy loams, 6 to 15 thick. �
percent slopes (EwC) .--This mapping unit is about C2--30 to 60 inches, olive (5Y 5/4) sand, light ;
equal parts Everett and Alderwood soils. The soils brownish gray (2.SY 6/2) dry; single grain; �
are rolling. Slopes are dominantly 6 to 10 percent, loose, nonsticky, nonplastic; few roots;
but range from gentle to steep. Most areas are slightly acid. Many feet thick. �
irregular in shape and range from 15 to 100 acres `
or more in size. In areas classified as Everett There is a thin, very dark brown A1 horizon at
soils, field examination and geologic maps indicate the surface in some places. The B horizon ranoes �
k
i
16 �
�
A
;
. 1
n
t
Z�
SECTION IV
DETENTION FACILITY DESIGN
I
EXISTING SITE HYDROLOGY(PART A)
The subject property is within a portion of the Northeast quarter, of Section O5, Township 23
North, Range S East, Willamette Meridian, King County Washington. The site is located to
the southeast corner of N.E. 24'� Street and 108�'Avenue S.E inside the city limits of Renton,
WA.
The property consists of approximately 1.72 acres. There are two existing buildings on the
property. The existing building to the south will be removed, while the residence to the north
will remain. The site is partially developed and is mostly covered with grass, shrubs, and
trees. NE 24� Street to the north and Jones Avenue NE to the west are paved with e�sting
drainage ditches. The existing ground has slopes generally from east to west of 6%. Site
soils are classified as Indianola(InC) in the King County Soils Survey map.
The site ha.s a low poi�t at the S.W. corner of the lot. There is an existing man-made pond at
this location in which an e�sting stream from the south flows into. The property's natural
grade flows to this pond. The pond and stream drain into an existing 12" CMP then to an
existing 18" CMP that crosses under Jones Avenue NE. N.E. 24� Street has an e�sting
storm drainage collection system,this system is located in the center of the road and does not
collect at the low points of the cross slope. NE 24`� Street also has a ditch on the south side �
that is closed in areas with 12" pipes of various materials. The intersection of 108�' Avenue
S.E. and N.E. 24`� Street is a natural low point. Water collected by the ditch along N.E. 24�'
Street enters a catch basin at the intersection and was intended to flow west across Jones
Avenue NE and into the ditch along the south side of NE 24`� Street. However, the
downstream end of the pipe has been blocked. We are assuming that at present, water will
either cross the roadway surface and/or will flow south into the I S"culvert that crosses Jones
Avenu�NE.
Since roadway improvements will be part of this project, we have included the areas within
the right-of-way that will be developed with additional pavement, curbing, sidewalk and
planting. The total area is equal to 1.94 acres. The basin map in the next page also includes
the area breakdown and time of concentration ca.lculation. Existing condition peak flows are
in pages 3 and 4.
�
��� CN UAtuE
RM = 2t3.73
E � 24207(S� SS4H
E= 2,,.c3cN) w, = z+s.zo uNII VSE A,2fA CN
CB-TYPE� E= 241.53(h 1E � 236�0(E) 15.SLF 15'
re�- zs3.ea ie= 23e.3a(w� c�o zsax �_�� CONLQEi E��1'�I�"� O�/� 9$
�E= 2�0.79�(E) 59w1 CB-TfE e Rw= z53.28 r� e
IE� 2t1.69
IE� 2�0.59(N) ���� � 9.SLF t2' (y1P RIY = 25260 Rlu = 25268 �E� 2�8-38(� CB-7YPE � at�/LD�NG� O./O QO
�-s�o.o�(sr� _ • 9 •a�sz �= i�c.s�wj �= z a s(r�) �- z+�_ea(w� �_ �+.as fG Nl� D.OS /d0
s9_ar is'ca+c o�a�ss � : - �o��x�P �, � = uzas(�
. ;� _. �-�. 1y � - ��«N� ��9rDt�v. o. 2 q 98,3
RI�Y � 2N.58 �}� :- � 24229 RY= 2tR53 ry � IE � 253.75(�
E = 238.13(E-S N) E �-: ._ - 46� IE 7�6.7� ryh - _n
E = 238.03(M� ' ... �:� � 62
.. .. _. ....
f _.. _ .. _ - - -:..-. � �-
��iin .. (.:,ri , _. : � sz : G2A5S d_97 77 -
t v,ra,�zti� i�.E.
24th
E= z�.rn(� � __ — �s�>; woG!' Q J'rJr
E= zas.r(q ���.: � ;,s2�s ..- '.� �_o�r.� r i.RV�� �� 6 3 "7�n
E= 235.6t(vQ .:.. - _ � #F.��:WiC-�-�O:G� .-.-. _:. .-.: - r,� . �
<
... �:: --� -- . .:.-:--- � p '
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SS11H - .. -. - . . .... ADS OS-02Z ! ,
RW = 242.61 { � —_— — _— — �o r�� �t�. �. b5
. � . _.:; .,,
� - 2�:«:� ¢ � roTiac a asr.�1 A�a = l. 9 5�Ac.
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38_6lF B'PVC O 10.02X � ��: ��. �� .2' CH�RRY � _ Z4' p.v� �� � Q�''1j -ry` �
ca-rr�i W. s-av�e< <v��-� � _ .i6 .1 ¢ �o rF �.°�
....
RIY� 214.54 I � O 2171.SF�P ,��*?��- 7_�LF 1 ES4Z�.20 _ - •te_�o PQ IE= 259.63
E�2t239(5) ��_r.p�� ��A __ IE= Z55_/7
E=2t23�(N) :. p , �G ,�.. �ry� �
E=24209(IIQ�: � ...-...: _ �6� 4 0� �`"o ����,� �''� ,`. o
.�+ E� 21214 � � �` G'� `6 � ''r - ��� N
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; �� = s.,_�s� -�c—x— oc eam rw�c�
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35.S1F 18'C1w �.:: :..- ' �y;^-3` � Dt 7FIEPNONE
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SSYH 1 x �y � �a S .
�N 29��5 �� �� — � a " �eE � EXIS°TING CONDITIONS
k'r�, P� 244 � \J
��� ) / I
�
SSUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH �X/ST//uG �OND/T/O/✓
STORM OPTIONS:
2 - S.C.S. TYPE-lA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
1
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR�, PRECZP(INCNES)
2,24,2 �
--------------------------------------------------------------^^---A-- I,
*�**��`�^���=*-�-*-�* S.C.S. TYPE-IA DISTRIBUTION ��=*=�'�-*-��**^�**=�
�'�=�=*^^�' 2-YEAR 24-�IOUR STORM *�"� 2.00'� TOTAL PRECIP. �'"`���"�� �
----------------------------------------------------------------------
ENTER: A(PERY) , CN(PERV}, A(IMPERV}, CN(IMPERV), TC FOR BASIN NO. 1 �
1.65,68.3, .29,98.3,15.2
DATA PRINT-Ot1T:
AREA(ACRES) PERVIOUS IMPERYIOUS TC(MINUTES)
A �N A CN
1.9 1.6 68.3 .3 38.3 15.2
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.12 7.83 3141
S.C.S. TYPE-lA RAINFALL DISTRZBUTION
ENTER; FREQ(YEAR), DURATION(HOtJR), PRECIP(INCHES)
�L�,24,�,a
----------------------------------------------------------------------
�**�**-*��**�**��*-� S_C.S. TYPE-lA DISTRIBUTION **�**�=�*�=�*�***=-*
��==���'�* 10-YEAR 24-HOUR STORM =��� 2.90�� TOTAL PRECIP. ����**�'�*
---------------�-------------------------------------------------------
ENTER: A(PERV), CN(PERV), A{IMPERV}, CN(IMPERV), TC FOR BASIN NO. 1
1.65,68.3, .29,98.3,15.2
DATA PRINT-OUT:
AREA(ACRES} PERVIOl15 IMPERVIOUS TC(MINUTES)
A CN A CN
1.9 1.6 68.3 .3 98.3 15.2
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.26 7.83 6356
�
�xis��rvG �aN,o�r�a�v
STORM OPTIONS:
1 - S.C.S. TYPE-lA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
1
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
EMTER: FREQ(YEAR}, DURATION(HOUR), PRECIP(INCHES)
100,24,3.9
----------------------------------------------------------------------
^'�^�����**��'='�*^=��� S.C.S. TYPE-lA DISTRTBUTION �''�**^=�'�**�'�**�*�*�*
*****^��� 100-YEAR 24-HOUR STORM �*^� 3.90" TOTAL PRECIP. �*�=*==^�
----------------------------------------------------------------------
�NTER: A(PERV), CN(PfRV), A(IMPERV), CN(IMPERV}, TC FOR BASIN NO. 1
1.65,68.3, .29,98.3,15.2
DATA PRINT-Ot1T:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1.9 1.6 58.3 .3 98.3 15.2
PEAK-Q(CFS) T-PEAK(HRS) VOL{CU-FT)
' .54 7.83 10813
� II
DEVELOPED Si'i'E HYDROLOGY(PART B)
It is proposed to develop the property into 9 lots. The existing house to the north will remain
leaving 8 buitdable lots_ Lots 1, 2 and 8 will have driveway access to the public street. The
other lots will access eit�er through a tract or an easement� An open detention pond and
bioswa.le will be constructed to provide water quantity and quality control.
The e�cisting stream will be separated from the existing pond and the stream channel will be
dressed along the frontage. Additional paving, curb, gutter and sidewalk will be added to
N.E. 24�`Street and Jones Avenue NE along the property frontage.
Due to the amount of o#�site runoff discharging into the drainage system along N.E. 24�'
Street (See map in Section V, page 2) and the elevation of the proposed dtainage facilities
along Jones Avenue NE, we cannot convey runoff from the right-of-way improvements into
the propvsed detention facility. In order to mitigate for the bypass area, we are proposing a
treatrnent trade. This will be accomplished by allowing same nmoff from upstream azeas to
drain into the pond by installing a flow splitter along NE 24`� Street. We first determined the
peak flow rates from the bypass area, and then sized the flow splitter to allow only the same
amount of flow irrto the site. No reduction in allowable flows is then necessary since we are
just trading approacimately the same amount of flow from different areas. The bypass area
was then treated as if runoff from it did not bypass the pond The peak flows for the bypass
area were then added to the onsite peak flows, �vhich will then be used in sizing the detention
facility.
�
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OnJ-s�rF
STORM OPTIONS:
1 - S.C.S. TYPE-lA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
1
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
2,24,2
----------------------------------------------------------------------
��-�*�'�-^���=_�*��"' S.C.S. TYPE-lA DISTRIBUTION �-�=*���==���===�=*�
-�-��---- 2-YEAR 24-HOUR STORM �=*= 2.00" TOTAL PRECIP. -��-��*=*
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
.86,68.2, .79,98.1,10
DATA PRIKT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1.7 .9 68.2 .8 98.1 10.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.36 7.83 5736
EtYTER [d:] [path]filename[.ext] FOR STORAGE OF �OMPUTED HYDROGRAPH:
a:d2
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
En'�TER: �RE�(YEAR), aifR.ATION(HOL'R�, PRECIP��MC4iE5�
10,24,2.9
----------------------------------------------------------------------
-����=�'=---_�=�=��=- S.C.S. TYPE-lA DISTRIBUTION =���*=--_......���.._......
a �a;x� a �a�aaa a�aAt
�=*�==*'�'= 10-YEAR 24-HOUR STORM =�== 2.90'� TOTAL PRECIP. =-�--�=��'
----------------------------------------------------------------------
ENTER: A(PERV), CiV(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN MO. 1
.86,68.2, .79,98.1,10
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1.7 .9 68.2 .8 98.1 10.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.58 7.83 9501
ENTER [d:] [path]filename[.ext) FOR STORAGE OF COMPUTED HYDROGRAPH:
a:d10
Q
.Dc vEL 0�� �l��D�r�o�l
S.C.S. TYPE-lA RAINFALL DISTRIBUTZON ��U � �ITE
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
100�24, 3.9
----------------------------------------------------------------------
=�'�-����=�*��'=*����* S.C.S. IYPE-IA DISTRISUTION ****�*,t*��*�**��'�*�'�
==**=***= 100-YEAR 24-HOUR STORM **=^ 3.90`� TOTAL PRECIP. *�*=�*�'=*
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
.86,68.2, .79,98.1,10
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1.7 .9 68.2 .8 98.1 10.0
PEAK-Q(CFS} T-PEAK(HRS) VOL(CU-FT)
.89 7.83 14138
ENTER [d:] [path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
a:d100
�
I��U�"LDP�"D eDN�ITION
STORM OPTIONS: � �����
1 - S.C.S. TYPE-lA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
1
S.L.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
2,24,2
----------------------------------------------------------------------
��=*'�=��=='��*�-=�=== S.C.S. TYPE-lA DZSTRIBUTION ='���--�-�---��*�**��
^-=�^==�� 2-YEAR 24-HOUR STORM ���= 2.00�� TOTAL PRECIP. =*��*==�=
----------------------------------------------------------------------
ENTER: A(PERVj, CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
.16,65.6, .23,98.2,5
DATA PRINT-OUT:
AREA(ACRES) PERVZOUS IMPERVIOUS TC(MINUTES)
A CN A CN
. 3 .2 65.b .1 98.2 5.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.07 7.67 932
ENTER [d:) [path]filename[.ext) FOR STORAGE OF COMPUTED HYDROGfiAPH:
a:b2
'� S.C.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER= �REQ(�/Ei4R), Q:!!t/�TZOt�l�HC:;R), PitE�ir��irii,ric5j
10,24,2.9 �,
�������������������� __����������������
S.C.S. TYPE-lA DISTRIBUTION '' -_
=��*=^��� 10-YEAR 24-HOUR STORM =�=� 2.90'� TOTAL PRECIP. =**=�==�=
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
.16,65.6, .13,98.2�5
DATA PRINT-011T:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MIPIl1T��)
A CN A CN
.3 .2 65.6 .1 98.2 S.Q
� ' PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
, .10 7.67 1550
ENTER [d:] [path]fi 1 ename[.eXt] FOR STORAGE OF COMPyT�p H}!p�(��I►PH:
a:b�0 �
;� �+
. < <
I
, PA
tjEU�LDP�� COND/7"iOIV
6yP�Ss
S.C.S. IYPE-lA RAINFAI.L DISTRIBUTION
ENTER: FREQ(YEAR) , DURATION(HOUR), PRECIP(INCHES)
100,24,3.9
----------------------------------------------------------------------
*-��'�--������'����`�^� S.C.S. TYPE-lA DISTRIBUTION �*�'�^,z����'�*�*��-***
��*�'*=�`��' 100-YEAR 24-HOUR STORM ���� 3.90�� TOTAL PRECIP. *�'�*'�==�'*
----------------------------------------------------------------------
ENTER: A(PERV), CN(PEK1f), A(IMPERV), CN(IMPERV)� TC FOR BASIN NO. 1
.16,65.6, .13,98.2,5
DATA PRINT-OUT:
AR£A(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.3 .2 65.6 .1 98.2 5.0
pEqK-Q{CFS) T-PEAK(HRS) VOL(CU-FT)
.16 7.67 2323
EIVTER [d:] [path]filename[.2Xt] FOR STORAGE OF COMPUTED HYDROGRAPH:
a:b1Q0
, �
i
I
Sur�i,�ArivN DF aN-SiTE
'� �E,a� �E dws ¢ t y��ss F�oc�s
ROUTINE FOR ADDZNG HYDROGRAPHS
� ; E�ER: (d:] Cpath]f;l ename[.ext� oF +���ocwa�� �
' a:d2
ENTER: TRAVEL TIME (MZNUTES) OF HYDROGRAPH 1
0
Et+RErt: [d:] [path)fi 1 ename[.ext] OF HYDROGRAPH 2
a:b2
ENTER: TRAVEL TIME (MINiJTES) OF HYDROGRAPH 2
0
DATA PRINT-OUT:
FfiYDROGRAPH 1: PEAK-Q= .36 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES
HYDROGRAPH 2: PEAK-Q= .07 CFS T-PEAK= 7.67 HRS Tf= O MINUTES
HYDRQGRAPH SUM: PEAK-� .42 CFS T-PEAK= 7.83 ffft5
TOTAL YOLUME: 6672Cu-FT
SPECIFY: C - CONTINUE, N - Pt�WJOB, F - FILE, P - PRIKT, S - STOP
f
ENTER [d:] {path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPN:
a:dev2
ENTER: [d:] [path]fi7ename[.ext] OF HYDROGRAPH 1
a:d10
ENTER: T12AVEL TIME (MINUTES) OF HYDROGRAPH �
0
ENTER: (d:] [path]filename[.ext] OF HYDROGRAPH z
a.b10
ENTER: TRAVEL TIME (MINEITES) OF HYDROGRAPH 2
0
DATA PRINT-OUT:
HYDROGRAPH 1: PEA14-� .58 CFS T-PEAK= 7.83 HRS lT= 0 MINUTES
HYDROGRARH 2: PEAK-� .lO C�S T-PEAK= 7.67 HRS TT= O MINUTES
F{YDROGRAPH StAN: PEAK-(� ,68 CFS T-PEAK= 7.$3 HRS
TOTAL VQLUME: 1Q890CU-FT
SPECIFY: � - CQNTINUE, N - NEW70B, F - FILE, P - PRINT, 5 - STOP
f
ENTER [d:2 [path]filename{,ext] FOR STORAGE OF COMPUTED �HYDR�RA�H:
a:devl0
�
����-�MA��crJ nf n_f✓- ��TE
p�A k r-�xU.� �- �y���.: �cows
ROUTINE FOR ADDIMG HYDROGRAPHS
EN-r��: [d:] [path]fi 1 ename[.ext� OF NYDROGRAPH 1
a:d100
ENTER: TRAVEL TIMf (MINUTES) OF HYDRQGRAPH 1
0
ENTER: [d:] [path]filename[.ext1 OF HYUROGRAPH 2
a:b100
ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2
0
DATA ��zrrr-our:
HYDROGRAPH 1: PEAK-� .89 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES
HYDROGRAPH 2: PEAK-� .16 CFS T-PEAK= 7.67 HRS 7?= O MINUTES
HYDROGRAPH SUM: PEAK-� 1.04 CFS T-PEAK= 7.83 HRS
TOTAL VOLUME: 16398Cu-FT
SPECIFY: C - CONTINUE, N - NEM1]OB, F - FILE, P - PRINi'T', 5 - STOP
f
ENTER [d:] [path)filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPFt:
a:dev140
S,U
HYDROLOGIC ANALYSIS (PART C)
The proposed detention facility was designed using the guidelines within the 1990 King
County Surface Water Design Manual. The allowable release rates are 0.12cfs and 0.26cfs
for the 2-yr and 10-yr design storms.
As previously mentioned, due to the amount of off-site runoff discharging into the drainage
system along N.E. 24� Street and the elevation of the proposed drainage facilities along
Jones Avenue NE, we cannot convey runoff from the right-of-way improvements into the
proposed detention facility. In order to mitigate for the bypass area, we are proposing a
treatment trade. This will be accomplished by allowing some runoff from upstream areas to
drain into the pond by installing a flow splitter along NE 24�' Street. We first determined the
peak flow ra.tes from the bypass area, and then sized the flow splitter to allow only the same
amount of flow into the site. No reduction in allowable flows is then necessary since we are
just trading approximately the same amount of flow from different areas. The bypass area
was then treated as if runoff from it did not bypass the pond. The peak flows for the bypass
area were then added to the onsite peak flows, which will then be used in sizing the detention
facility_
DETENTION SYSTEM(PART D)
It is proposed to construct a detention pond in the south east corner of the main parcel. The
design calculations for the detention pond are included in this section. T'he required
detention storage volume is 1,870 cu.ft. With a thirty percent factor of safety, the volume
Iie2a�u �%J�i,ilti b��,�-'�r�� �u.ii. i:�e available st�,a��'v�1tIIriZ Iii uiZ YOiid sho:�r �r,the piaii i�
approximately 3,023 cu.ft. The sizing calculations are in the neart page.
�
��
i
SUMMARY OF INPUT ITEMS
' 1) TYPE OF FACILITY: PQND (2.0:1 SIDE SLOPES)
2) STORAGE DEPTH(ft): 2.50
3} VERTICAL PERMEABILITY(min/in) : .00
4) PR2MARY DESIGN HYDROGRAPH FiLENAME: a:devl0
- 5) PRIMARY RELEASE RATE([fS): .26
6) NUMBER OF TEST HYDROGRAPHS: 2
TEST HYD 1 FiLENAME: a:dev2 TARGET RELEASE(cfs): .12
TEST HYD 2 FTLENAME: a:dev100 TARGET RELEASE(cfs): 1.04
7) NUMBER-4F-ORIFICES, RZSER-HEAD(ft), RISER-DIANF(lh): 2, 2.50, 12
8) ITERATION DISPLAY: NO
BOTTOM ORIFICE: Et3TER Q-MAX(Cf5)
.15
UTA.= 1.87 ZNCHES
TOP ORIFICE: ENTER HETGHT(ft)
1.76
DIA.= 2.17 INCHES
PERFQRMANCE: ZNFLOW TARGET-OUTFLOW ACTUAI-�1JTFLOW PK-STAGE STQRAGE
DESIGN H�rE�: .68 .26 .26 2.50 1$7�E---VGLJNIE
TEST HYD 1: .42 .1,2 .12 1.74 1140 QEf u�fZ ED
TfST FfYp 2: 1.04 1.04 ]..04 2.68 2070
ENLARGEMENT OPTION: ALLQWS FOR INCREASING STORAGE A3 A SPECI�IED
STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY.
ENTER: STORAGE-INCREASE(%), STAGE-HEIGHT(ft)
30,2.5
PERFORMANCE: INFLOW TARGET-QUTFLOW ACTUAt-OUTFLOW PK-S7AGE STORAGE
OESIGN Hm: .68 .26 .23 2.25 21�.6
TEST HYD 1: .42 .12 .12 1.50 1260
TEST HYQ 2: 1.04 1.04 .92 2.66 264p
STRUCTURE DATA: R/D-POND (2.0:1 SIDE S�OPES)
RISER-HEAD POND-BOTTOM-AREA TOP-AREA(@1�F.B.) STOR-DEPTH ST�RAGE-VOLUME
2.50 Fr 665.3 SQ-Fr 1628.9 SQ-Fr 2.50 FT 2433 cu-FT
DOUBLE ORIFICE RESTRICTOR: DZA(INCHES) � HT(FEET) Q-MAX(CFS)
BOTTOM Ottl FZCE: 1.87-�. 1 �$" .00 .150
TOP ORIFICE: 2.17z Z ��B'� 1.76 .i10 y�Q(ajM� /ti[wDC-S
�O�IO F.S
'J������'ra� C�fFCu : ��
S' � �f SF ��i760 S�
��3�; >^F
!,S �
S2 SF 3S2 ;�
U= �63? i� 3S2 �-� 63� X35Z ��'��3 i �G�f) � 3Sz + 6yl �C3S���Sf3
-F C i r7�0 �- t� '�6s + I,?�o K 1,3�s��3
� �3 i t 734� t f,SS� = 3,02� �f3 � �,33? �'�t3 .'. ��C
' (o
WATER QUALTTY SYSTEM(PART E)
We are proposing to provide a bioswale,which will be constructed dovm.stream from the
proposed detention facility. The bioswale was sized per the guidelines within the 1990 King
County Surface Water Design Manual. The required surface area for a 200-foot long
bioswale is equal to 548 sq.ft., while the available surface area is 919 sq.ft. The bioswale
was also designed to convey the 100-yr post-development peak flow rate. The calculations
are in pages 12 and 13.
� r�
Haestad Methods F1owMaster � version 3.41
Trapezoidal - BARTELL
iComment: BIOSWALE DESIGN
' Solve For. . . . . .sottom wid� th a�-�r�.y ��pTN �Qi7�^�
Bottom width. . . 0.76 ft velocity. . . . . . . . 0.21 fps
�t Side Slope. . 3.00:1 (H:v) Flow Area. . . . . . 0.58 sf
Rt Side Slope. . 3.00:1 (H:v) F1oW TOp width. . 2.74 ft
Manning's n. . . . 0.350 wetted Perimeter . 5 t
Channel Slope. . 0.0200 ft/ft Critical �epth. . 0.08 ft
oepth. . . . . . . . . . 0.33 ft Critical slape. . 4.5507 ft/ft
oischarge. . . . . . 0.12 cfs Froude Number. . . 0.08
� 2 ' `1R PERIL F�W �P2E-bEUELat'�}� ,
Enter worksheet oescription
SURFACE AREA REQUIRED = TOP WIUTH X 200 = 2.74 X 200 = 548 SF
SURFACE ARE PROVIDED (MEASURED USING AUTOCAD) = 919 SF > 548 SF THEREFORE OK
�Z
'
Haestad Methods Flow�aster t version 3.41
Trapezoidal - BARTELL
Comment: BIOSWALE DESIGN
Solve For. . . . . .�epth
sottom w-idth. . . 7.44 ft velocity. . . . . . . . 1.02 fps
�t side Slope. . 3.00:1 (H:v) Flow Area. . . . . . . 1.07 sf
rtt Side Slope. . 3.00:1 (H:v) Flow Top width. . 8.26 ft
Manning's n. . . . Q.027 wetted Perimeter 8.31 ft
Channel Slope. . 0.0053 ft/ft Critical Depth. . 0.�9 ft
oepth. . . . . . . . . . 0_14 ft critical slope. . 0.0244 ft/ft
Discharge. . . . . . 1.10 cfs Froude Number. . . 0.50
� loo�`112 P�AK FLOt� LDE�Ei.I)���
WATER DEPTH = 0.14�
TOTAL DEPTH REQUIRED (INCLUDING 1� FFtEEBOARD) = 1.14`
TOTAL DEPTH PROVIDED = 1.33� > 1.14' THERE�ORE OK
�3
'
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 4.4.7J RISER INFLOW CURVFS
Weir Fiow ---
Orifice Flow -----
�oo � ., . 3s
33
� .
-� 30
� � 27
� N
� 24 t
0
aVi U
� 2� C
�
a �
.. a�
� 18 �
w �
U �
7 �
a 15 �
�
. 12
t0 ' �
10
� .
' -i
�� �
� '
�i � ; --- - _� �
I ; (I �
I ���... � - - - - - - .'.
i � II
i � I
�'�, �, - --1--1
, �
', 0.1 �_ �•l7 I t.d 10.0
HEAD IN FEET (measured from crest of riser) �
`� zy� ��
SOURCE: USOA-SCS (;.I�I� f
2yy
QwiER = 9J39 DH�
, {�,
:t
2 ,rz
QORIFICE —3.78Z D H ��.t��
� in cfs, D and H in feet
�i, ' 4.4.7-10 1/90
�
DATE: 9l10/2004
JOB NUMBER: 03-255
VERTICAL GRATE DESlGN
� Fi = 0.5Q ft
I i I
� � �
L = ?
� P = 2.50 fit
�
�
O
Q�� - C(L-0.2 H)H� WHERE:
1.1 = 3.35[L-02(0.5)J 0.5"(3/2) Q��= 1.10 cfs
L= LENGTH OF GRATE
L= 1.03ft H = 0.5Q ft
C= 327 +0.4 HIP
' SAY 2.00 flt f— = 3.35
�
I '
DATE: 9/1012004
JOB NUMBER: 03-255
EMERGENCY SPILLWAY DESIGN
H= 0.20 ft
L= ?
L= (Q,00�((3-2�*�HI�)))�-(2.4"H) WHERE:
L=�n�cni oF s���wAY
= 3.35 ft H = 0.2 ft
Q��= 1.10 cFs
SAY 6.00 ft f-- '
1 �
FLOW SPLITTER DESIGN
��
�
15AS�N A �E�l� ��o�c.IS
��E: F ft^GE 2. D� �EC T/DPJ V
�
S.C.S. TYPE-lA f2AINFALL DISTRIBUTION �O� L?`;��/`�_I l�'�Af �
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
2,24,2
----------------------------------------------------------------------
.._...,�����������.._...... S.C.S. TYPE-lA DISTRIBUTION �==�==�=_�**-=*�--=*
=���*�'�=� 2-YEAR 24-HOUR STORM ='�=� 2.00" TOTAL PRECIP. �**�*����'
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
2.6,77,2.5,98,10
DATA PRINT-OUT:
AREA(ACRES) PERVIOi1S IMPERVIOUS TC(MINUTES)
A CN A CN
5.1 2.6 77.0 2.5 98.0 10.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
1.27 7.83 20319
ENTER [d:] [path]fiiename[.eXt] FOR STORAGE OF COMPUTED HYDROGRAPH:
A:B"2 FLocc� 70 S/TE = O- 07 c�S
�LO[.�J TD wEST= l. Z 7 - 0.07 = /, 2 �1�.�
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR) , PRECIP(INCHES)
10,24,2.9
----------------------------------------------------------------------
�"��*���'�'��'�*�'�*����� S.C.S. TYPE-3A DZSTRIBUTION ��*�'�''�����**'������'��
'�=*=*=='�� 10-YEAR 24-HOUR STORM '���= 2.90�� T�TAL PRECIP. �=�=*�'=��'
----------------------------------------------------------------------
ENTER: A(PERV), CF((PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN N0. 1
2.6,77,2.5,98,10
DATA PRINT-OUT:
AREA(ACRES) PERVZOUS ZMPERVIOUS TC(MINUTES)
A CN A CN
5.1 2.6 77.0 2.5 98.Q 10.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
2.19 7.83 33658
ENTER [d:] [path]filename[.eXt] FOR STORAGE OF COMPUTED HYDROGRAPH:
A:BA10
�L�c,J To S�TE = 0, I o Gfs
F�� To wE��r - Z, � � - o, I� = Z, 09 cfs
�8 I'
'
�
i
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 4.3.SC HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL
ieo io,000
�6s a,000 EXAMPLE ��� �2� �3� ENTRANCE IYPE
6.
156 6��0 o=�z ��cn.s (3.5 f«t) 6_
o��zo�e: - SQUARE EDGE WITH
144 5,000 5• HEAOWALL
4,000 Hw• Nw 6� 5_
132 n e..� _
4.
3,000 5. - .-...,
1�) 2_s e_e 4.
120 '
(2) 2.� �.a � � _,.
2,000 (31 2.2 7_7 - 4. � � 1
108 3. � '
� 'D in /•d 3•
96 I,000 3. r PLAN ���
GROOVE END WITH
80o HEADWALi.
--—► —- --►
84 / 2.-- Z_- '::.' I
600
500 �/ � . .'� I
72 400 _� \ 2� � � �
v� ����,� 3 �
= 300 y,►`�'� = l.5 1.5 ' �
z � � ¢ /
— 6p v 200 / � 1.5 ` PLAN l2�
Z ? � �`' GROOVE EfVD
0 54 / a PROJECTING
v
0
ioo Z
> 4g / /� so -
J / Q = '�.
r- .
� 60 a �.O 1.0 _1 �•
� �/2 0 5O Nw SGALE ENTRANGc Q �.O ���
� 40 p TYPE W
.9 �3)
�W-' 36 30 [�) sa�or•edpe.iro Q .9
� . Aeod�oll 0 .9
a 33 2O (2) Groov� •ea�1�n a
Q W
�O A�ad�011 = .8 .8
�3) Groow �n 'S
'L7 proJ i�q
10
.7 �-
24 a .7
6 To u�� ol� (21 or (31 Droj�c�
2 1 5 �ori n�an� �o scai�(�►,t��n
4 slrolpAl ieclin�d line rArou�A
. D and 0 scal�s,or r�v�.s� .6
3 �n�s��aue. 6 .6
18
2
15 - .5
5 .5
I.O —
N� fo2 Z-y2 Sm�L�= 0, 6� ;
. �2 Hw FoiZ iD-y!1 �7d►2�= Q, q
�9
, 435-11 1/90
D M P, I N C. JOe
Engineering - Surveying - Land Planning
726 Auburn Way North SHEET NO. OF
AUBURN, WASHINGTON 98002 CALCULATEDBY ,�S/� OATE
(253) 854-9344
FAX (253) 854-6663 CHECKED BY DATE
SCA�E
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U � �< ! U �� .,,��_ _ 3/ _�� _
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_,�C—C.�AS� �rGtfi�r! Q�7T��?1 /�rs'�� ��'.�:=: �i1t'��!1� /�— f�? ���� :.. _ _..
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A��p�� �I-'��t l�— yrZ �L.�/�5� �t��%%'r ��f' _ 02/FiCE_; ...'.._ . . __. . .
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1 '
SECTION V
CONVEYANCE SYSTEM DESIGN
CONVEYANCE SYSTEM DESIGN
'Fhe coaveyance facilities were designed for the 100-yr storcn. The baekwater analysis for
the different pipe sections can be found in page 4 of this section.
�
� � � •
� +.. �„ ' 't1�`�'�*��t,���i'� .,r.�..
iiiii� `t� �"`ti'h��':a1� -t3+.- ,r.�LG��q�i . y y �1�
1 �� '��� Ilq` 1 „�� .�t.�i���+'i►, `. '�,lif..lM,�l� i �i, i. � � �� .�
�'\',�� I ` ` � ��' -"•� t,1 ; '�� �.
� i� �
� �� ;=- �t� r����� w���.��-.'f�� ���. � t .���Y�:: ,
iL:iM��'v:��� �:OR_ .� �.4�
1 '� ��� .�� � ��\����..-i •f��l.�t-v.
�� � �, �' l��/ .�.,,��,,-:a:. .. _ � �. �
�� � � �� a►�,�� c,���1�;�ii�n���i�r,� �.
�� �s.�� 1 � �1�1►►�( - � ` �. . ��
I (. j��.��.. ��!���.���`�rr��11�,,����.�. ,: . .�� ■ ���,
� `�r � �� �ca��a���.�►�w�������iY����� � �5�S�1G9N�
� � ���.���fI1�� A�, �t ��1�■ ■ i1L.�l�'►�Il�il�
,.... �i:r. , 1 �
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r��l� A
S.C.S. TYPE-lA RAINFALL DISTRIBUTION •
EIVTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
100,24, 3.9 !
----------------------------------------------------------------------
..����....������������� �����.._....��������^....
S.C.S. TYPE-lA DISTRIBUTION
��'�'���=*� 100-YEAR 24-HOUR STORM ��'�� 3.90�� TOTAL PRECIP. *��������
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV) , A(IMPERV), CN(IMPERV) , TC FOR BASIN NO. 1
2.6,77,2.5,98,10
DATA PRINT-OUT:
AREA(ACRES) PERVZOtlS IMPERVIOUS TC(MINUTES)
A CN A CN
I 5.1 2.6 77.0 2.5 98.0 10.0
PEAK-Q(CF5) T-PEAK(HRS) VOL(CU-FT)
� 3.29 7.83 49601
ENTER [d:] [path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
A:BAl00
S.C.S. TYPE-lA RAINFALL DISTRIBUTION /.�ASIN ,L�
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
100,24,3.9
��..__..����������_...... S.C.S. IYPE-lA DISTRISUTION __..���___���_..����....
----====* 100-YEAR 24-HOUR STORM ^�*= 3.90'� TOTAL PRECIP. -��-�^��=
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV) , A(IMPERV), CN(IMPERV), Tt FOR BASIN NO. 1
.92,77,1.04,98,7
DATA PRINT-OUT:
I '', AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
2.0 .9 77.0 1.0 98.0 �.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
1.36 7.83 19626
ENTER [d:] [path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
a:bb
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i�J
BACKWATER CALCULATION SHEET
100-YR DESIGN STORM
Project: BARTELL
Proj No: 03-255
Date: 09/21/04
Pipe Fric- Entr Entr Entr Exit Outfet Inlet Appr Be�d Bend Junc Junc Upstrm
Pipe Pipe Pipe "n" Outlet tnlet Pipe Pipe Vel TYV tion HGL Loss Head Head Contr Contr Ve! Loss Head Loss Head HW Grate Check
Segment Q Lngth Size Value Elev Elev Area Vel Head E)ev Loss Elev Coeff Loss Loss Elev Elev Head Coe#f Loss Cceff Loss Elev Elev HW
CB to CB (cfs) (ft) (in) (sfj (fps� (ft) (ft) (ft) {ft) (ft) (ft) (ft) (ft) (f#) (ftj (ft) (ft) (ft)
Fv� s�.rv a
4 to 3 3.29 30.3 12 0.012 241.89 243.38 0.79 4.19 0.27 242.89 0.22 243.11 0.5 0_14 0.27 243.52 244.73 0.27 0.210 0.057 0.000 0.00 244.51 246.38 OK
3 to 3A 3.29 92.6 12 0.012 243.38 247.00 0.79 4.19 0.27 244.51 O.fi7 245.18 0.5 0.14 0.27 245.59 244.73 0.27 0.000 0.000 0.000 0.00 245.32 251.50 QK
3A to 2 3.29 155.0 12 0.012 247.00 254.72 0.79 4.19 0.27 245.32 1.12 24fi.43 0_5 0.14 0.27 246.84 256.07 0.27 0.050 0.014 4.000 0.00 255.81 257.72 OK
2 to 1 3.29 15.3 12 0.012 254.72 256.74 0.79 4.19 0.27 255.81 0.11 255.92 0.5 0.14 0.27 256.33 258.09 0.00 0.000 0.000 �.000 0.00 258.09 258.29 OK
f�a� �sr 6
7 to 6 1.36 68.7 12 0.012 241.34 242.60 0.79 1.73 0.05 242.34 0.Q8 242.42 0.5 0.02 0.05 242.49 243.30 0.05 0.040 0.002 0.Q00 0.00 243.26 246.28 OK
fi to D 9.36 29.8 12 0.012 242.60 242.75 0.79 1.73 0.05 243.26 0.04 243.29 0_5 0.02 0.05 243.36 243.45 0.00 O.OQO 0.000 0.000 0.00 243.45 246.00 OK
T L Un s r1�
11 to 9 1.04 33.7 12 0.012 241.70 241.87 0.79 1.32 0.03 244.08 0.02 244.10 0.5 0.01 0.03 244.15 242.52 0.00 O.OQO 0.000 0.000 0.00 244.15 245.18 OK
P to 11 1.04 38.8 12 0.012 241.50 241.70 0.79 1.32 Q.03 244.00 0.03 244.03 0_5 0_01 0.03 244.07 242.35 0.03 1_400 O.Q�� Q.94� Q.49 ?�.0� 24�5.�� nK
11 to 10 1.04 68.1 12 0.012 241.70 246.02 0.79 1.32 0.03 244.08 0.05 244.13 0_5 0.01 0.03 244.17 246.67 0.00 1.320 0.03fi 0.000 0.00 246.71 252.98 OK
10 to 3B 1.04 171.4 12 0.012 246.02 248.88 0.79 1.32 0.03 246.71 0.12 246.83 0.5 0.01 0.03 246.87 247.53 0.03 0_000 0.000 0.000 0.00 247.50 251.80 QK
3B to 3A 1.04 23.8 12 0.012 246.88 247.00 0.79 1.32 0.03 247.50 0.02 247.52 0.5 0.01 0.03 247.56 247.65 0.03 0.000 O.fl00 0.000 0.00 247.fi2 251.50 OK
B to CS 1.04 25.2 12 0.012 241.34 241,50 0.79 1.32 0.03 241.47 0.02 241.49 0.5 0.01 0.03 241.53 242.15 0.03 1.300 0.035 0.000 0.00 242.16 246.50 OK
CS to P 1.04 7.1 12 0.012 241.46 241.50 0.79 1.32 0.03 242.16 0.01 242.16 0.5 0.01 0.03 242.20 242.15 0.00 0.000 0.000 0.000 0.00 242.�0 244.00 OK
�2� ���sv
7 to 5 0.16 95.7 12 0.0 i 2 241.34 241.90 0.79 0.20 0.00 242.34 0.00 242.34 0.5 0.00 0.40 242.34 242.55 0.00 0.000 0.000 0.000 0.00 242.55 244.40 OK
P: DETENTtON POND
B: BI�SWALE
CS: CONTROL STRUCTURE
D: DITCH
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SECTION VI
SPECIAL REPORTS AND STUDIES
I
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SECTION VII
BASIN & COMMUNITY PLAN AREAS
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SECTION VIII
OTHER PERMITS
I I
I I
N��
SECTION IX
EROSION CONTROL & SEDIMENTATION
CONTROL DESIGN
�' �
EROSION & SEDIMENTATION CONTROL
Temporary erosion and sedimentation control measures will be provided during construction.
The detention pond will be constructed, and will act as a sedimentation trap during
construction. Silt fencing will be provided along the southem, northem and westem property
lines to minimize sediment laden runoff from entering the adjacent properties and R.O.W. A
temporary construction entrance will be instalied at the construction site entrance. Catch
Basins will be provided with inlet protection to provide additional protection.
�
SEDlMENT TRAP DESiGIV
SA= FS (QZ 1 VS)
Where: Qz = Design inflow based on the peak discharge from the developed
2-yr runoff event from the contributing drainage area (See
Section 4).
= Q.41 cfs
VS = The settling velocity of the soil partiGe of interest.
= Q.a0Q96 ftlsec
FS = Safety factor of 2 to account for non-ideal settling.
therefore SA= 2 x 0.41 l0.00096
= 854.2 s.f.
SA Provided = 1,830 s.f. ( Area measured using Softdesk Design Module) > 854.2
�J
SECTION X
BOND QUANTITIES WORKSHEET
STORMWATER FACILITY SUMMARY
SHEET & SKETCH
KING COUNTY. WASHINGTON, SURFACE WA'TEEt DESIGN MANUAL
RETENTlON%DETENTION SUMMARY SHEET
Devetopmer�t ,Q/��FLL S/�/o/l� fL•4T Date /��! �9�0�
Location S� �j //UTE1Z;��Tjo�V aF ✓Div�' AvE NE 1�- fl/� 2�/Jff S'j,
ENGINEER DEVELOPER . -
Name �C L L• v�LE "�� �c'• Name L16r,C3 A� .9UtiA ,C3A/Z7"E�-L
Fitm ✓��4L�`7—/�'!D/�/20Gc1—�OBLE�.//t�C. F'�
a���ss �2� Qr�a�2�v wA c� rV Address C7���� 2 S�7l1 sT.
�,Q�2N ,_Gv�} 9�iro 2 - — -, �iriT�l. �vA 98o�S"G ,_ �
Pt�one ��3�333- 2ZOC� � ��Z s�- � 93 - S�i 71
� - Developed Site {, i Z_aaes Number o(Lots � •
• Nurr�er of Detention Fac�lities on Site �
• Detention provided in regiona!facilty Q -
Regional Fac��y bcation
- No detention required �
, Acceptable receiving waters
- Downstream Drainage Basins - �
� Immediate Major Basin
_ Basin A ,�CMv y,o�iGc ��,�_ �:�aRl1 /LirIEIZ
. Basin B
Basi�C
6asin D
TOTAL (NDNIDUAL BASIN
Drainage Basin(s) A B � " D
� Onsite Area � �
OHsite Airea i
Type ot Storage Facii'ity p o
Live Sto�age Volume PoNl� 2 2 8 3
Predeveloped Runofi Rate 2 year �� ,
10 year .� -
Postdevebped Runoif Rate - 100 year '
2 year 4,�
. 10 year o-70 S
Developed O 100 year � Q >
Type of Restridion �� e
Size of Oritice/Resiriction
17� „
" OriticelResUiction No.1
- No.2 l
No.3
No.4
No.S �
SECTION XI
MAINTENANCE AND
OPERATIONS MANUAL
NlA