HomeMy WebLinkAbout03275 - Technical Information Report ` .JAEGER ENGINEERING .32 7S
9419 S. 204 PLACE — KENT, WASHINGTON 98031
" PHONE (253) 850-0934 FAx (253) 850-0155
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PLAN REVIEW
June 25, 2005
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TECHNICAL INFORMATION REPORT
KENNYDALE COURT PLAT
29 LOTS
2016 EDMONDS AVE NE
RENTON, WA.
PREPARED FOR:
J & M Land Development, Inc. :�`��
Marc Rousso :���,� ���
�'�`:'~� ,�wr G�
P.O. Box 2566 `-
;s�.;`'� �'�'�
Renton, WA. 98056 ;��' a�` ' .�J
(206) 948-8899
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PREPARED BY: �':��::��.-�;
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r=.�.,.�.�.a...�:,�
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James J. Jaeger, P.E. �
TABLE OF CONTENTS
I. OVERVIEW
il. CORE DRAiNAGE REQUIREMENTS
III. OFFSITE DRAINAGE
IV. PREDEVELOPED DRAINAGE
V. QEVELOPED DRAINAGE
VI. DETENTION VAULT DESIGN
VII. CONVEYANCE SYSTEM
VIII. EROSION CONTRC�.
I. OVERVIEW
The proposed Kennydale Courf plat is an applica#ion for a 29 lot single
family residential subdivision situated on 2 existing lots with a total area of
4.38 acres. 1t is located on the east side of Edmonds Ave. NE, between NE ;
20th St. and NE 22�d St. This project wiJl require preliminary plat approval �'
and a SEPA determination by the City of Renton. The site is zoned R-8,
residential. AI! of the proposed lots will be single family detached '
residences. The suRounding praperties are calso similarly zoned R-8. The '
site is currently has four residences, two on each lot. All of the exis#ing
houses and garages/sheds will be removed. A{I four of the existing houses
have drivewoys connected to Edmonds Ave. NE.
There are no sensitive areas on this site. The steepes# slope is approx. 17�
near the center of the property. The soils on the site are a fine silty sand,
with some fifl materiai existing olong the southern property line. The site is
dominated by residential landscaping with few trees along the norfh and
south property lines. The existing drainage sheet flows across the property
to the west. There is a low area within the western portion of the site that
will be filled with approx. 2' of soil to raise the grade to street level.
The proposed use of #he properfy as a 29 lot residential subdivision will be
consistent with the surrounding developments. All of the surrounding
properties are developed. The proposed lofis will range in size from the
minimum of 4500 SF to a maximum of 6053 SF (including the "panhandle"
driveway porfion), in the R-8 zone. The lots in the R-10 zone will range in
size of 35l 0 SF to 6530 SF. The density of the pla# is 7.84 units per acre in the
R-8 zone. Access to the new lots will be from a new internal public street
that runs east/west and is connected to Edmonds Ave. NE and then turns
to the south as an extension of Glenwood Ave. NE. Glenwood Ave. NE is
currently stubbed to the site's south property line. These new streets are
proposed to be 32' wide residential streets with a 42' right-of-way. The
reduced ROW will be wide enough to accommodate the street and
sidewalks on both sides. The reduced ROW width is needed to keep the
net plat area at a maximum to keep under fihe maximum density. One
private street wil! be used for access to severa( lofs in the norfheast corner.
Edmonds Ave. NE is currently fully improved with curb, gutter 8� sidewalk
and will not require additional improvements. A new water main and
sewer main will be installed in the new plat street. The water main wifl be
looped through the site. The finished lots ore estimated to be worth
approx. $100,000 for a total vatue of approx. 3.5 milfion dollars. The value
of the lots with preliminary approval only is estimated to be $2.2 million
dollars.
The site will require minimal grading for the proposed road. The building
pads for the lots will also require some minor benching ond fill. The main
grading activity will be associated with the excavation for the detention
pond. The estimated amount of grading is 2500 CY. It is anticipated that
the site will use some of the cut material on-site, but the majority may be
exporfed off site if it is unsuitable for on-site fill. There are numerovs trees
on the site. There are approx. 25 trees on the site. Most of the trees along
the north and south property lines will be saved. Land that will be
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Page 1 oi 2 I!
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King County Buliding and Land Development Dfvislon
TECHNICAL INFORMATION REPORT (TlR) WORKSHEET
- . . �- � - . . . �
- . � . . ..- .
Projed Owner S�M (�F1-1�� pF�EL.c'�'M � Project Name k�''n`f�A� �� r'� �
Address p.� . �o�C Z$1c�o � RP�^ ►� Location
Phone ��� ��' �`�Qg �� Township S �
ProjectEngineer�o�W�e.s' �0.� Range 23
Company �- Section
Q ��� �1 Project Size � AC �I
Address Phone a'a'� Upstream Drainage Basin Size q-.3�
�nfi w a D 3 I �
zS�� � S� — �q�- ,
. • �•i��i • . �• i
�Su�ivision 0 DOF/G HPA � Shoreline tilanageme��t il
� Short Subdivision � CpE�pq 0 Rockery ,
� Grading � DOE Dam Safety � Structural Vaulls
0 Commercial � FEMA Floodplain 0 Other I,
� Other Cl COE Wetlands 0 HPA '
__ �I
� «• �:I,�� i � � i �I
CO�'1'T1U'll�� �, 1 I �� 1 \��` � ✓ f� __._
Drair,a�e 6asin M ,�� ���� _-
II ►
� —
�•��. ...
� River C Floodpiain
� S?ream Cl Wetlands _
� Criticai Stream Reach f� Seeps/Springs
C,l Depressions/Sw�ies � High Groundwater Table
� Lake C GroundK�ater Recharge
� Steep Slopes � O,her __
O LakesideiEresion Hazad
1
I �- •,� -.�` ' -�<
i
I
( �o:!T}�� S,o;��s � Eresi n Pot�1i�1 Eresi�re Velocities
-�ts S�l-� --�-1°�---- - - - ° --- :- e----- —��S�---
! � —�`�`�-Sow�
i — — ------------ — — — ----------
' + — ------
( ---- --- .— -------------
, ----- --------------
j ! `_; Addi,�onal Sheeis A7a�ched
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Page2M - ':.�-'-:-
- KInB County Bulid(ng and Land Development Dlvislon ` �
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET �
. . • � � .
REFERENCE LlMITATIOWSITE CONSTRAINT
0 Ch.4-Downstream Anafysis CO�f� � �
Q l Q. �
a
a
0
0
Q Additional Sheets Attatched
i
� - �� �
MINIMUM ESC RE�UIREMENTS MINIMUM ESC REQUIREMENTS �I
DURING CONSTRUCTION FOLLOWING CONSTRUCTION '�
Sedimentation Faalities ��Stabilize Exposed Surfaoe
Stabil¢ed Construction Entra„ce Remove and Restore Tem�orary ESC Fadiities II�
'� Perimeter Runoff Control � Ciean and Remove All Silt and Debris ;
(,� Clearing and Grading Restrictions �Ensure Operation of Permanent FaaG;ies i �
�Cover PraCices � Flag Limits oi NGPES ,
�Construction Sequence � OLtier ' i
� Other i
� « �• ��
CJ Grass Lined Cha�nel l! Tark i� lnfiliration A�ethod cf Analysis
� Pipe System � Vault 0 Depression �C���S '
� Open Channel C? Enercy Dissapator � Flow Dis�rsai Compensation.T.litigaticn �
' � Dry Pond l� �Netiand � �N�iver oi ElimiN iQd Si;e Storage �
� Wet Pond � Stream 0 Regional Detention �
6rief Description oi Sysiem Operation J�2 W �t vl i � G C��'GV1 Da.3�l n�
� �� �C.M��� � �� T� $ �
; Facility Rela ed Site Limitations � � 0 Additional Sheets Attatched I
i Refe;ence Facili.y Ur,utation �
�
!
�a'� '.;•` ' � �I� - ��;,-�....
.�
i; . : �, .., , ;;;_
�'� '��� - - Drainage Easemer�t
� Cast in P,ace Vau�t � C:��er Access Easemert
� Retaining VJall � Nativo Growih Protection Easement
0 Rockery>4'H�gh �Trad ,
' � Struclur2J on S?eep Slope Other
.. . -x-�� . � ��-
I or a civil engineer under my supervision have visited the site. Adual
� site condi�ons as observed were incarporated inlo ihis worksheet and the '
attatchments. To the best oi my knowtedge the iniormation provided �
here is accura;e. s�� • �
•
II. CORE DRAINAGE REQUIREMENTS '
1. Discharge at Natura! Loca#ion:
The existing site currently sheet flows across the property to the west ,
property line and onto Edmonds Ave. NE. There is a public drainage
system within Edmonds Ave. NE that consists of catch basins, piping, man i
holes and a storm drain main. The proposed drainage system will coilect
the runoff into the pond located at the southwest property corner and
discharge it into a pipe that connects to the existing storm drainage main
within Edmonds Ave. NE. This is the same drainage system in#o which the
existing site runoff discharges.
2. Off-Site Analysis:
An upstream and downstream drainage analysis has been performed
and is detailed in section !II of this report.
3. Runoff Control:
This project is providing a 1998 King County level 2 standard flow control. i
This matches storm duration for the half 2 year through the 50 year storm �
event. It matches peak flows for the haff 2 year event. The flow control '
will be accomplished using a detention pond with an orifice type flow
restrictor. I
4. Conveyance System:
The project will provide conveyonce piping for the street drainage and
the lot roof downspouts. The piping wili be sized to handle the 100 year
developed storm event.
5. Erosion and Sedimentation Control Plan:
An erosion control plan will be prepared and will be included with the
engineering plans. This erosion control system will include sil# fencing
along the west and portions of the north and south property lines,
construction entrance, seeding 8� muiching and clearing iimits. A
sediment pond will be designed as part of the initial grading and
development of the site.
6. Maintenance and Operation:
The improvements to this site will dedicated to the City and will be
maintained by the City. The private driveways and drainage piping will
be maintained jointly by the applicable lots.
7. Bonds and Liability:
The appropriate bonding and insurance forms will be secured prior to any
I cons#ruction on the site. �
I
f
SPECIAL DRAINAGE REQUIREMENTS
There are 12 specia! drainage requirements that may apply to any
project. In this case, none of them apply to this project.
I
�
Janliary 4, �00�
OFFICE OF THE HEARING EXAMII�ER
CITY OF RENTON
:ltinutes
APPLICANT: r'Iarc Rousso
J&AT Land Development, Inc.
PO Box 2566
Rentori, WA 98056
OV►�;�]ERS: John J. Sargent LLC
2016 Edmonds Ave;�'E
Renton, 1��� 980�6
Bruce D. Collins
2032 Edmonds Ave I�'E
Renton,WA 98056
Kennydale Court Preliminary Plat
File No.: LUA 04-109, PP, ECF
LOCATION: 2008, 2016, �024, and 2032 Edrnonds a�enue 1�E
SUM;�IARY OF REQUEST: .�ppro��al for a 29-lot subdi�ision of t���o parcels, a-�.�8-acre '
site intended for detached single-family residences.
SUA'II�IARY OF ACT]ON: De��elopment Sen�ices Recommendation: Appro��e subject to '
COf7d1t1Qi1S
DEVELOP\�1E�lT SER\%ICES REPORT: The De�elopment Ser��ices Report ���as recei��ed h�� the
Examiner on No��ember 23, 2Q04.
PUBLIC HEARI;�G: After re��ie���ing the Development Ser��ices Report, examinin�
a��ailable information on file ���ith the application, field
checking the property and surrounding area; the Examiner
conducted a public hearing on the subject as follo���s:
'�1L'��JTES
Tlte jo!!oK•ittg►rtinutes are a sumnrary of the 11'ovember 30, 2004/teari�ra.
Tl�e legal record is recorded o�r CD.
Tl�e liearing opened on Tuesday,I�o��ember 30, 2004; at approximately 9:00 a.m. in tlie Council Chambers on
the se�enth floor of the Renton City Hall. Parties���ishing to testify��•ere affinned by the Examiner.
The follo„-ing exhibits were entered into the record:
Exhibit I�`o. 1: Yellow file containing the original Exhibit No. Z: Neighborhood Detail I�1ap
application, proof of postine, proof of publication and
other documentation pertinent to this re uest.
r - '�,
Kennydale Court Preliminarv Plat II
_ File 1�'0.: LUA-0�-109, PP, ECF ,
January 4, 2005 ���
Paee 2
Exhibit ;�'o. 3: Prelimina r Plat Plan Exhibit No. 4: Prelimina Gradine and Utilit Plan '
Exhibit No. 5: Tree Cuttin JLand Clearin Plan Exhibit No. 6: Zonin 1�1a
Exhibit No. 7: En��ironmental Review Committee
Mitigation I�leasures and Project Advisory Notes to
the A licant.
Tl�e hearing opened ���itli a presentation of the staff report by I`'ancv Vdeil, Senior Planner, De��elopment
Sen�ices, City of Renlon, 105� S Grady�'Vay, Renton,l��ashington 9505�. The site is located on the east side of
Edmonds A��enue T�'E bet���een A'E 20'�'Street and NE 22nd Street. Tl�e address of the t���o parcels in question are
�
'008,2016, ?02-�, 2032 Edmords A��enue NE.
Tt�e 29 lots proposed range in size from 4,500 square feet to 7,257 square feet for the development of detached
single-family liomes. Tlie t��o parcels are currently de��eloped �+itf� four single-family homes as ���ell as ��arious
I accessory structures. The property is zoned R-8 residential as is the surrounding properties. Site improvements
'I include the construction of a�2-foot public road, and a storm �+•ater detention facility on Tract �. There are no
critical areas on the site, the site is classified as gently rollin����ith a do��n��ard slope from east to ���e�t ���ith an
a��erage slope ran�e of�% to 10°o. 7he site is primarily an open field co��ered ��ith paSture �rass, �hruhbery and
trees. It is proposed that of the 3� to �0 trees on the site, approximately 20 ���il) be remo�ed. Staff���ould like to
additionally recommend that the applicant plant h��o ornamental trees, a minimum caliper of one and a half
inches (1-1/2") for deciduous or si�to ei�ht feet in height for the conifers for each ne�v loi ��ithin the '0' front
��ard setback. The applicant ��ould also be required to record a restricti�•e co��enant for tl�e propert}�.
The ERC issued a Determination ofNon-Si�nificance—I�1itiQated (DNS-�1) »ith fi��e miti`ation measures. \'o
appeals ���ere filed. y
The proposed project ��as found to be in compliance ��ith the Comprehensive Plan Designation that ���ould allo�v
for the future construction of ne�v sin�le-famiiy homes. The site is also in compliance �+ith the R-8 zoning
designation. Each lot satisfies the minimum lot area and dimension requirements of the R-8 zone. The net
density is 7.95 d��elling units per acre��hich is��ithin the allo��ed density range of the zone. All lots appear to
;neet the minimurn lot dimensions. ,�I1 lots ha��e adequate area to meet the rninimwn lot setbacks, ho��e�•er,
each lot��ill be required to verify the appropriate setbacks prior to building pennit approval. The lots also
2ppear to be adequately siied for tl�e pro��ision of required parking.
Tl�e lots are rectangular in sl�ape��itli right angles to the street line and generatly oriented��ith frontage to���ards
the public ri�ht-of-��-ay. Lots 1, 20 and 29 are considered corner lots. The applicant is not required to dedicate
any additional right-of-��-ay for Edmonds A��enue NE,tl�ey��+-�ill be required to pave an additional fi��e feet
abuttin�the plat and provide curb; �utter and side�valks. The internal proposed road ��•ould also require curb,
gutter and side��alks on both sides prior to being dedicated to the City. To ensure safe access to and from the
proposed subdivision; no direct access from any tot��ithin the plat shall be allo���ed onto Edmonds Avenue;vE. '
The applicant ��ou1d be required to install street lighting ti�ithin the 42-foot ��ide internal street and along the �I
��estern boundary of the de�elopment adjacent to Edmends A��enue NE. ��
,-� `eotechnical report sho��ed the soils on the site to be,�rents. Some fill material ��as found and the applicant I�',
expects to ezcavate 2;�00 cubic��ards of material. tt���as concluded that the soils are suitable for t!;e pruposed '
�`'��elet�n'�ent s��l_ject to ihe ����plic.:nt de�;n���?I the e�rth���ork activi?ies in the drier sun>>1�er n:c�;;ths.
Kenn��dale Court Preliminary Plat '
File No.: LUA-0�3-109, PP, ECF
" January 4, �005
Page 3 I
Staf�'recommends tl�e establisllment of a homeo�+�ner's association or maintenance agreement for tl�e t�vo pri��ate
streets. Private road signs must be installed indicating addresses sen�ed by the private street.
Traffic, Fire and Park mitigation fees���ere imposed by the ERC.
The subject site is located within the Renton School District and tl�ey have indicated that they can handle the
proposed 1 ] new students from the new development.
7'he applicant���ould be required to submit a Drainage Report per the ]998 King County Storm \1�ater?�'fanual.
The �+�ater detention pond ���ill be located on Tract A, at the south���est corner of tliis site. The staf�recommends
tliat the applicant be required to install site obscuring landscaping/fencinj along the southern and �vestern sides
of the detention facility.
The applicant ���ould be required to constrvct an 8-inch diameter���ater line���itl�in the new road extension on I�E
2l�' StreeUGlen���ood A�•enue T�'E and an 8-inch diameter se�ver main ettension from Edmonds A��enue NE to
serve the new ]ots.
li Staff recommends appro��al of the Kennydale Court Preliminary Plat subject to conditions. I''
James Jae�er, Jae�er Enoineers, 9a 19 S 20�3'�'Place, Kent, \�',4 95031 stated that they had re��ie���ed the staff
report and recomn�endations,there are just a couple of points that they���ould like to question. First, ��itli t1�e
condition tl�at Lots 2� and 21 ha��e access from tl�e pri��ate easement. This limits tl�e product tl�at can be placed
on tl�ose lots ���itl� eitl�er a side or rear load �ara�e,also, if you look at tlie distance, tl�ere is a combined 158' of
fronta_e. If there ���ere tl�ree �0-foot lots, as across the street, tt�at ���ould be three curb cuts ��l�ich is ��liat ���e
�vould�like to see, one for the easement and one each for the t���o lots. lt appears that the street could easily
accommodate additional curb cuts in that lecation ���ithout leoking any different from ��hat is across the street.
Secondly, in reEard to tl�e ERC requirement of t1�e April 1 to October 31 site ���ork. Tl�at ��as taken out of the
�eotech report in ��hich they��ere speaking of mass grading due to the fill on the site ���hich will be remo��ed
and structural material brou�l�t in. That should be done in the drier season. It could be interpreted tl�at no utilit��
or road��ork could be done inside that period. The requirement should be cleared as to grading onl�• �n that time
frame.
Tl�e Examiner stated tl�at tl�at should ha�e been addressed during tl�e appeal period for tl�e ERC conditions, lie
does not ha�-e much jurisdiction to tamper���ith the ERC conditions since the appeal period has run. 1�-tr. Jae�er
and staff may be able to �+�ork somethin�out.
Ka�ren Kittrick, Development Services stated that the turning radii that access Lots 21 and��,there have been
some problems „�ith that,they are keeping a close eye on the situation. Alternatives are ah�ays a possibility as
lon� as there are not too many curb cuts along the road���ay.
The April —October limit that��as brought up, Staff�vould be happy to���ork�vith them. They���ill ao back and
see�+hat the intent was of the ERC.
�1arc Rousso, ]328 Aberdeen A��enue NE, Renton, WA 98056 stated that they���ere here to make the City of
Renton a better place and ���ants to put tl�e best product out there for builders. \��ith Lots 21 and 25, placing a
side load may be a real challen�e for a builder. Ho���e��er,the biagest challenge ���ould be Lot 20, placing a side
load �arage ���ould be very difficult. He requested that the curb cut be placed bet���een 19 and 20 and that there
Le no requirement f�r eccess :o be eff of 21" Street. �
_-- . _ r__._ —��
Kcnn�dale Court Prcliminar�• Plat '
File No.: LUA-04-109, f'P, ECF '
� January 4, 2005 ',
Page 4 �
The Examiner c�lled for further testimony reyardin�this project. There ��-as no one else ��•ishing to speak, and
no further comments from staff. The hearing closed at approximately 10:13 a.m.
FI�DIIGS. CONCLUSIONS & RECO'�'IMENDATION ,
Ha��ing revie���ed the record in this matter,the Examiner now makes and enters the follo���ing:
FINDINGS:
1. Tlie applicant, A1arc Rousso, filed a request for a 29 lot Preliminary Plat.
2. The��ellow file containino the staffreport,the State Environmental Policy.Act (SEPA)doc��mentation
aTid other pertinent materials���as entered into the record as Exhibit#l.
3. Tl�e En�ironmental Re�ie�v Committee (ERC), tl�e City's responsible official issued a Determination of
�'on-Si`nificance- �9iti�ated(DNS-�9).
�. The subject proposal ��as re�ie��ed by all departments�vith an interest in the matier.
�. There ���as no opposition from the public re�ardin�the subject proposal.
6. The subject site is located �008,2016.2024 and 2032 Edmonds A�enue i�'E. The subject si:e is located
on the east side of Edmonds nonh of i�E�Oth Street.
7. The subject site consists of t��o, side-b��-side lots. Each of the lots contains t��o sin�le-familv homes
and accesso►-y structures. These buildings ���ould be remo�ed ifthe ne�� plat is �ppro�ed.
9. The map element of the Comprehensi�e Plan desi�nates the area in ��hich the subject site is located as
suitable for the de��elopment of sin�le-farnily uses, but does not mandate such de�elopment �vithout
consideration of other policies of the Plan.
]0. The subject site is currently Zoned R-8 (Single Family- 8 d��ellin�units/acre).
1 l. The subject site ���as annexed to the City���ith the adoption of Ordinance 49]8, enacted in October 2001.
12. The subject site is a rectan�ular parcel that is 4.38 acres or 190,69� square feet in area. The subject site
is a��r;o�imatelv (1` feet I�n� (east to ���e�tl bv 1�' feet���ide. i;s front��e �:'c�n� Fdmonds.
l3. The subject site slopes do��n«ard to the ��est ��ith �rades �enerally 5 to 10 percent��ith a maximum
�rade ofi approximately ]8 percent. The geotechnical report prepared for the project su�gested that
grading occur during the traditional drier months.
]4. Approximately half ofthe 3� to 40 trees found on site��ould be retained along the perimeter mainly.
Staff has recommended supplementin;those ���ith t���o ne��v trees for each lot.
1�. The applicant proposes diridin�the existing t���o lots into 29 new lots. The proposed lots ��ould ranae
in �ize from appro�imately 4,�00 square feet to 7,257 square feet_
- Kennvdale Court Prefimin�n� Plat
File No.: LUA-0�-109, PP. ECF
January�, �005
� Paee$
16. The applicant proposes basically a three-tiered lot layout along an east to���est road���ay. That road���ay,
probably NE 21 st Street,��-ould then cun�e to the south and connect to a stub of Glen���ood A��enue T�E.
T���o tiers of lots »�ouid be located east of Glenv��ood.
17. As proposed t���o easernent roads���ould provide access to the interior lots. An easement bet���een
Proposed Lots 21 and 25 would provide access to the third tier of lots, Proposed Lots 22, 23, 24 and 27.
Tl�e second easement�vould provide access to Lots 12 and 15 along tl�e eastern edge oftl�e plat. A
pipestem access ���ould provide access to Proposed Lot 16.
18. Staff had recornrnended that both Lots 21 and 25 take tlieir access from the easement rather tl�an create
additional curb cuts along 21 st. The applicant is concerned about the design of homes on those t���o lots.
Additional concern ���as raised about the desi�n of the home that ��ould be located on Propoced Lot �0, a
corner lot.
19. The plat's main access ��ould be from Edmonds ��enue to the new street, NE 21 st. Staff has
reco►nmended that no I�ornes ha��e direct access to Edmonds A�•enue. Staff noted tl�at Edm�nds "ill
have to be ��idened but right-of-��ay already e�ists. The ne��� roads ��ithin the plat ��ould he a2 feet
��ide and ha��e all necessary impro��ements.
2l. The de��elopment of the plat�+ill �enerate approximately �90 �ehicics trips per da�� or approxirliatel�-
250 trips more than the four existing homes.
�2. The de��elopment of 25 ne���homes���ill eenerate approximately 1 1 ne�v students. The students ��ill
attend the Renton School District and students ���ill be assi�ned to schools on a space a��ailable basis.
23. Stonn��ater ���ould be retained by a draina�e tract, Tract A, located along Edmonds in the soutl����e�t
�� corneroftheplat. Staffrecor:�i��er:�'edt!-,,:tit ��e =�reened. �1-i�e ,,r���c�s.:l �,�i';Ihe ,e�;ui;�.� ';, ccir,t,l,, ,,�:;��
the 1998 Kin� Countv manuai.
27. The density for the plat�ti•ould be i9� d»ellin� units per acre after sui�,tr,:�tin� ;,,;:c:',�.:��.
�8. The s�,�'. :�: _ite �,�ill .. �e:���j ��� C.t�� _:��,��r �,n� �.n�._;ic �,�..'er ..:��i�e�.
CONCLUSIG'�:
l. The propo��d plat aF�ears to �ene the public use and ii;t�rest. The ue�elopment ��ill pro�ide add:r
housin�opp�rtunities on ��11at had been sparsel��de�elc�ped �ropert�. The area is sen ed or c;:n he
re
C
2. Tl;e plat meets the ��oals and objecti�es oi the l omprehensi��e rlan. I l�e Iots tneet the requiremei;t,�
both the Platting and Zoning Codes. The lots appear to provide sufficient buildin�envelepes so th.>
setbacks can be achieved but those standards are specifically revie�ved ���hen building pern�its are
submitted.
3. The road��ays meet code and should handle the le��el oftraffic that���ill be generated by the
de��elopment. �9iti�ation fees for traffic �vill help offset general impacts of traffic on surrounding
streets.
Kcnn�•dale Cuurt Preliminary Plat
. File No.: LUA-0-�-109, PP, ECF '!
January 4, �005
Page 6 '
4, Staffs recommendation on limiting the number of curb cuts appears reasonable. There should be
sufficient design flexibility to provide homes that fit the requirements to provide safe,efficient streets.
Staff��ill ha�e the final decision on access to the Ciry streets. At this time, there �+•ill be no access to
Edmonds from any of the proposed lots. Access to the internal streets may be limited by stat�'as they
find reasonable.
�. In exchange for removing a substantial number of trees, staffs tree planting recommendation is
appropriate. It enhances the plat,the City's image and reverses the enviromnenta) harm of removing
mature trees �+hich absorb raim��aterand both cool and clean the air.
6. The stonn���ater detention s�stem is located adjacent to a major arteriaL It needs to be screened
appropriately for botl� safety and aestl�etic reasons for both the streetscape as ��•ell as buffering the
adjacent prope�ties. �
7. In conclusiol�, tl�e proposed plat should be approved by the City Council. �
RECO?�t'�1ENDATION:
The City Council sheufd appro�e the 29-lot Prelirninary Plat subject to the follo���ing conditions:
1. The applicant shall comply��ith the conditions imposed by the ERC.
2. .a homeo��ner�s association or maintenance a�reement shall be created concurrentiv��ith the recordin�
of the final plat in order to establish maintenance responsibilities for all shared impro�eir�ents of this �
de��elopment. A drafr of the docwnent(s) shal) be submitted to the City of Renton Derelopment
Ser��ices Division for re�ie���and appro��al by the City�ttorney and Property Sen�ices section prior to
the recordin;of the final plat. I
�. The applicant shall be required to instal) a"Pri��ate Road" si�n ��ith addresses being cen ed i�om the
pri�ate dri��es at the intersections of the private roads and the proposed a2-foot ��ide interna] public ,
street, prior to final plat appro�al.
-1. \'o direct access from any lot ��ithin the plat shall be allo���ed onto Ed►nonds A�enue;�E. Additionally, ��'�
to reduce the number of direct access points on the proposed ;�E 21" Street, Lots 2] and 25 shall gain '
access from the abutting 26-foot private road. This condition shall be placed on the face of the final plat ��
prior to recording. I
_. The applicant shall obtain a demolition pern�it and complete all inspections and ;:pprovals for all I
buildings located on the property prior to the recording of the final p1at. The satisfaction of this II
requirement is subject to the revie�v and approval of the De�•elopment Services Preject '�9anaRer. '�,
6. The applicant sha11 be required to have all drainaVe facility maintenance a�reements and easements I
ready to record prior to final plat appro��al.
7. The applicant shall be required to install a sight obscuring landscapeifencing buffer alon�the southern
and ��estern sides of the detention facility(Tract A}. This condition shall be subject to the revie�v and
approval of the Development Services Division prior to final plat appro�al.
8. The applicant shall be required to pla.nt r��o ne�v appro��ed trees �t ithin the �0-;oct fro;;t �ard �etback
c3rea of all lots ��ithin the plat.
� Kenn�dale Court Prcliniin;�n� Plat
FileNo.: LUA-O-�-lU9, PP, ECF
- lanuary 4, �00�
Page 7
ORDERED THIS �''' da�� of January�00�.
i�——
J'-(�--
FRED J. K MAN
HEARING XAMIN '
TR.AtiS'�91TTED THIS �'�'day ofJar.uary�'005 to the parties of record:
\'ancy�'�'eil James Jaeger John Sargent LLC
1055 S Gradv \'�'av 9419 S 204''' Place 2016 Edmonds A��e 1�'E
Renton, ���A 9S0>j Kent, �'JA 95031 Renton, VJA 950�6
Ka�ren Kittrick '�fark Rousso Bruce D. Collins
10�5 S Grady \1'av J �. A1 Land De��elopment, Inc �032 Edmonds A�enue;�F, �,
Renton, �'VA 9S0>j 1328 Aberdeen A�enue;�E Renton, \��A 9S056
Remon, \'��A 980�6
TRANS1�11TTED THIS 4'''day of January�005 to the follo���ina:
'�9a��or Kathy Keolker-11�heeler Stan En�ler, Fire
Jay Covin�ton, Chief Administrati�e Officer Larry f�lecklin�, Building Official
Julia A7edzeeian, Counci) Liaison PlanninQ Commission
Larry 1��arren, City �,ttorney Transportation Di�ision
Gregg Zimmennan, PBP\V Administrator lttilities Di��ision
Alex Pietsch, Economic De��elopment Neil �'��atts, De��elopment Ser��ices
.lennifer Henning, De��elopment Ser��ices lanet Conklin, De��elopment Services
Stacy Tucker, De��elopment Ser��ices King County Journal
Pursuant to Title IV, Chapter 8, Section 100Gof the City's Code, request for reconsideration must be filed in
�i�ritinQ on or before 5:00 n-m.,Januarr• 18,200�. Any agarieved person feeling that the decision of the
E�aminer is ambiguous or based un erroneous procedw�e, errors of]a�v or fact, error in judgment, or the
discovery of ne�v evidence��hich could not be reasonably availab(e at the prior hearing may make a���ritten
request for a re��ie��r by the Examiner within fourteen (14)days from the date of the EYaminer's decision. This
request shall set forth the specific ambiguities or errors discovered by such appellant, and the Exami:�er may,
after revie�v of the record,take fi�rther action as he deems proper. -
.an appeal to the City Council is govemed by Title IV,Chapter 8, Section I 10, ��hich requires that such appeal
be filed ���ith the City Clerk, accompanying a filing fee of$75.00 and meeting other specified requirements.
Copies ofthis ordinance are available for inspection or purchase in the Finance Department, first floor of Citv
Hal1. An appeal must be filed in ��ritinQ on or before �:00 p.m.,Januarv 18, 2005.
.�
CITY OF RENTON
' DETERMINATION OF NON-SIGNIFICANCE-MtTIGATED
MITIGATION MEASURES
APPLICATION NO(S): LUA04-i 09, PP, ECF '
PROJECT NAME: Kennydale Court Preliminary Plat
APPLICANT: Marc Rousso,J&M Land Development, Inc.
LOCATION OF PROPOSAL: 2008,2016, 2024 &2032 Edmonds Avenue NE
DESCRIPTION OF PROPOSAL: The applicant is requesting Preliminary Plat and Environmental (SEPA)
Review for the 29-lot subdivision of a 4.38-acre site comprised of two
parcels.The proposal would create lots for the future development of
single-family residences with the proposed density of 7.8 units per net
acre. The subject property is currently designated with ihe Residential—
8 dwelling units per acre (R-8) zone.
LEAD AGENCY: The City of Renton
Department of Planning/Building/Public Works
Development Planning Section '
MITIGATION MEASURES:
1. a. The applicant shall comply�vith the recommendations contained within the Geotechnical Report prepared
prepared by Earth Consultants Inc. dated August 26, 2004 ���ith regard to site preparation and construction.
b. Temporary Erosion Control measures shall be installed maintained in accordance �vi;h the Department of
Ecology Standards to the satisfaction of tt-�e repres�ntative of the Developmert Sen-ices Division for the
duratior, of the projecfs construction.
c. The applicant shall identify the project clearing limits on the project drawings prior to the issuance of the
construction permit, and in the field prior to initiating site work.
d. The applicant shall limit site disturbance including clearing, grading, utiiity, and roac�„�orK activi;ies to
occur from April 151 through October 3151.
e. The applicant shall designate staging areas for temporary stockpiles of exca��2;ed soil prior to the
initiation of project construction.
f. The project contractor shall perform d2ily re��ietiv and mainterance of all erosion and sedimen;a;ion '
� control measures at the site. ��
g. Certification of the proper removal of the erosion control facilities shall be required prior to the recording �!
of the final plat. ,
2. The applicant shall comply with the 1998 King County Surface Water Design Manual Level 2 for the drainage '�,
control plan. ',
� 3. The applicant shall pay the applicable Parks Mitigation Fee based on a rate of $530.76 (25 x S530.76 = '
�13,269) per new single-family lot with credit given for the four existing single-family residences, prior to the I
recording of the final plat. ',
4. The applicant shall pay the applicable Traffic Mitigation Fee based on a rate of S75.00 (25 x 9.57 = 239.25 x I'�I
$75.00 = 517,943.75) per each new additional trip generated by the project ti�,�ith credit aiven for the four �,
existing single-family residences, prior to the recording of the final plat. j
5. The applicant shall pay the applicab(e Fire Mitigation Fee based on a rate of S488.00 (25 x S488.00 =
�12,200.00) per new sing!e-!arni(y lot ti�;ith credit given fcr the four exis;ing sing!e-tamily residences, pricr to
the recording of the final plat.
CITY OF RENTON
- DETERMINATION OF NON-SIGNIFlCANCE-MITIGATED �
ADVISORY NOTES i
APPLICATION NO(S): LUA04-109, PP, ECF
PROJECT NAME: Kennydale Court Preliminary Plat '
APPUCANT: Marc Rousso,J�M Land Development, Inc. I
LOCATION OF PROPOSAL• 2008, 2016, 2024 &2032 Edmonds Avenue NE
DESCRIPTION OF PROPOSAL• The applicant is requesting Preliminary Plat and Environmentai (SEPA)
Review for the 29-!ot subdivision of a 4.38-acre site comprised of two
parceis. The proposal would create lots for the future development of '
single-family residences with the proposed density of 7.8 units per net
acre. The subject property is currently designated with the Residential —
8 dwelling units per acre {R-8) Zone.
LEAD AGENCY: The City of Renton
Department of Planning/Building/Public Works
Development Planning Section
Advisory Notes to Applicant:
The following notes are supplemenfal information provided in conjunction with the environmenial
determination. Because these notes are provided as information only, ihey are not subject fo the appeal
process for environmental determinafions.
Planninq
1. RMC section 4-4-030.C.2 limits haul hours bettiveen 8:30 am to 3:30 pm, Monday through Friday unless
otherwise approved by the Development Services Division. The Development Services Division reserves the
right to rescind the approved extended hau! hours at any time if complaints are received.
Fire
1. A fire hydrant with 1,000 GPF�1 fire flow is required within 300 feet of 211 new single-family structures. If the
building square footage exceeds 3,600 square feet in area, the minimum fire flo�v incre2ses to 1,500 GPNI
�nd requires two hydrants v✓ithin 300 feet of the structures.
2. Fire Department access ro2ds are required to be paved, 20 feet �vide. Dead end roadv,�ays over 150 feet in
length are required to have an 2pproved turnaround.
3. S;reet addresses shall be visible from a public street.
Plan Review—SanitaN Sewer
1. This project will be required to install a sanitary sewer main extension, minimum 8" in diameter to sen-e this
plat.
2. The conceptual sanitary sewer plan is approved.
3. Dual sidesewer will not be allo�ti�ed. The new lots must be served wiih an individual sidesev,�er.
4. The applicant is responsible for securing the necessary easements to serve this plat wiih sanitary sewer.
5. This project site is in the East Kennydale Interceptor Special Assessment District, SAD 0016. These fees are
5485 plus interest per lot and are collected prior to the issuance of a construction permit and recording of the
plat.
6. This project site is in the East Kennydale Sewer Infill Phase II Special Assessment District, SAD 0025. These
fees are S5,208.87 plus interest for six lots lo be collected prior to the issuance of a construction permit and
recording of the plat.
7. The System Development Charges for sanitary sewer shall be based on a rate of S900.00 per nevr single-
family building lot. Credit is given for the four existing single-family residences. The development charges are
co!lected as part of the cors�ruction permit.
-/
Plan Review—Water
- 1. A new 8" water line within the new interior road will be required to be designed and installed by the applicant
to serve the proposed plat. The netiv line shall be connected to the 6" line in Edmonds Avenue NE and to the
8"line in Glenwood Avenue NE.
2. Additional fire hydrants capable of delivering a mirimum of 1,000 gpm �ti-ill be required, with one h}�drant
within 300 feet of every new single-family dwelling, not exceeding 3,600 square-feet oi gross building area,
within the plat.
3. Single•family homes larger than 3,600 square-feet require a larger fire flow demand (ranging from 1,50�
gpm) than the water system can deliver which is 1,410 gpm maximum as noted above. The applicant must
obtain the Renton Fire Department's a�prcval to allow the use of resideniial fire sprinkler system, due to the
limited available fire flow of 1,410 gpm.
4. As noted above the static water pressure is apprcxi���aiely �0 psi at st�eet IeveL Fer the Uniform PIu,�Sing
code domestic water meters that exceed 80 psi shall require the installation of a pressure-reducing device
(PRV).
5. Lateral spacing of fire hydrants shall be predicted on hydrants being located at street intersections.
6. The System Development Charge for water shall be based on a rate of $1,525.00 per new single-family
building lot. Credit is given for the four existing single-fami!y residences. The development charges a-e
collected as part of the construction permit.
Plan Review—Surface Water
1. A conceptual drainage plan and report was submitted and meets the requirement that the drainage cor-�trol
plan be designed per the 1998 King County Surface Water Manual Leve! 2.
2. The System Development Charge !or suriace water shall be based on a rate of S715.00 per new s:nC;e-
family lots.The development charges are collected as part of the construction permit.
Plan Review—Transportation
1. Per City of Renton code projects that are more than 20 residential lots in size shall inst211 curb, gutter and
sidewalks and provide full pavement width per the standards along the �uil iroriage of the parcel beir,g
developed.
2. Street lighting per City of Renton standards and specifications is required to be installed. Street lighting is
required both on the internal streets and along the full frontage of the parcels being developed.
3. The ne�v street interior to the plat must be developed to City standards, which are 42-foot right-of-�vay, iull
32-foot pavement width, �vith curb, gutters, 5-foot sidewalks adjacent to curb and street lighting.
4. All new electrical, phone and cable seR-ices and lines must be undergrounded. Construction of these
franchise utilities must be ins�e�;ed and approved by a City c` Renton Public �"Jorks irspec,or prior to ;�:e
recording of the plat.
Plan Revie�v—General
1. The site is located in Aqu;`er Frotec?ion Zor�e 2 �nd r�ay be su5ject io additional requi-eMents per City code.
2. All required utility, drainage and street improvements will require separate plan submittals prepared
according to City of Renion drafting standards by a licensed Civil Engineer.
3. All plans shall be tied to a minimum of two of the City of Renton Horizontal and Vertical Control Netv;ork.
4. A construction permit is required. The permit requires three copies of the dra�vings, t��-o copies of ;��e
drainage report, a construction estimate, application and appropriate fees (this may be submitted at ihe 6'�
floor customer sen�ice counter of City Ha!!). Permit �pplica'.ion must include an itemized cost estima'e `or
improvements.
Propertv Services
1. Comments incluced ;n me��o ca`.�d Cc;o�cr i 5, �GG� regar�:ng ccrrections necessary pr,or ;o recorc;r,g fcr
the finaf p!�t submittal ��,i�;( be `on�;ar�ed ur,c�r sepGrzie co��er.
lll. OFFSITE DRAINAGE
A. UPSTREAM DRAINAGE
There is no upstream off-site drainage tributary area for this project. The
highest properfy line is along the the eost property line. Along the east
property line is an existing subdivision and street (Harrington Place NE).
This street has a CB 8� piping drainage system that intercepts any runoff
from the east and directs it to the norfh within the public ROW. The
ewsting lots along the east property fine are drain to Harrington Place.
Some rear yards may drain to the subject site, but this runoff is minimal.
The sovth and north property lines also have smoll lot subdivisions. These
property lines are generally at the same elevation as the subject site and ,
would not flow onto the site. The west property line is the Edmonds Ave.
ROW and is the low portion of the site.
B. DOWNSTREAM DRAINAGE '
The drainage #rom the site will be discharged #rom the detention pond
near the southwest property corner and into a new 12" conveyance pipe
that wilf run approx. 50 west, across Edmonds Ave. NE and into an
existing type 2 catch basin. This type 2 CB is listed as CB #8,B5-2 in the City
inventory. This CB is located west of the road cenfierline, in the
southbound lane of the street. The catch basin is approx. 9' deep.
This CB outlets into an 18" concrete pipe that runs north wifihin Edmonds
Ave. NE for 390 ff. to another type 2 CB (#8,B5-1). This CB is also within the
road pcavement, located west of the centerline. This CB is at the
intersection of NE 22�d St.
This CB discharges info an 18" concrete pipe that runs to the norfh within
Edmonds Ave. NE for 300 ft. to type 2 CB (8,B4-4), at the intersection of NE
23�d St. This CB discharges to the north within an 18" concrete pipe,
running to the north for 200 ft. to type 2 CB (8,B4-2}, at the intersection of
NE 23�d Place.
This CB discharges to the north within an 18" concrete pipe #hat runs for
250 ff. to type 2 CB (8,B4-3), at the intersection of NE 24m St. This CB
discharges to the north within an 18" concrete pipe for 347 ff. to a type 2
CB (8,63-2) at the intersection of NE 25'h St. All of the upstream catch
basins are west of the centerline, within the pavement.
This CB discharges to the north within an 18" concrete pipe for 574 ft. and
into a type 2 CB (8,62-1). This CB is located afi the intersection of NE 27th St.
' i
The improved portion of Edmonds Ave NE ends at this point. This is
locoted af the top of the steep slopes down to May Creek,just west of the
confluence with Honey Creek. This CB discharges infio May Creek, but the
pipefine mechanism was not observed in the field that runs into the Creek.
Moy Creek is approx. 2400 ff. downstream from the subject site.
With the King County level 2 detention requirement in place for this
project, the developed runoff from the site should not have an impact on
the downstream drainage system. I understand that the levei 2
requirement is a result of problems within the May Creek Basin.
i
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5304SD.xls `
5304 STORM DRAINAGE AND OUTLET PIPE INVENTORY - SHEET 8
The inventory information for the storm drainage system was compiled irom numerous sources and is the best information available at this time and should be used
only for GENERAL guidance. The City of Renton is not responsible for errors or omissions when this information is used for engineering purposes. Designers are to
field verify thfs information.
DWN DWN
GRATE GRATE UPPER UPPER LOWER LOWER GRATE ONV PIPE PIPE LENGTH LENGTH STREAM STRUCT PLAN
STRUCTURE INDEX # TYPE CB? ELEV EL[M] IE IE(MJ IE IE[M] TYPE SEP. DIAM. TYPE (MJ STRUCT INDEX N FILE
53042201 8,B2-1 - 2 Y - - 302.61 92.24 - - C N - - - - - - 2-1-151
53042301 8,63-1 - 2 Y 314.8 95.95 308.03 93.89 302.61 92.24 S - 18� CC 574.0- 174.96 53042201 8,62-1 2•1-151
53042302 8,B3-2 - 1 - 317.28 96.71 313.18 95.46 312.87 95.36 S - 12 - 50.0 1524 53042301 8,B3-1 R-2715
53042303 8,B3-3 1 - 319.05 97.25 314.95 96.00 313.18 95.46 S - 12 - 210.0 64.01 53042302 8,B3-2 R-2715
53042401 8,64-1 2-54. Y 323.19 98.51 313.69 95.61 313.37 95.52 C N 12 CMP 45 13.72 53042402 8,B4-2 2-3-353
53042402 S,B4-2- 2 Y 323.19 98.51 313.37 95.52 312 95.10 C N 18- CC 250- 76.20 53042403 8,B4-3 2-3-353
53042403 8,84-3 - 2 Y 319.7 97.44 312 95.10 308.03 93.89 S - 18- CC 347.0- 105.77 53042301 8,83-1 2-1-151
53042404 8,B4-4- 2 Y 322.8 98.39 314.28 95.79 313.37 95.52 S - 18 - CC 200.0 _ 60.96 53042402 8,84-2 2-1-151
53042405 8,B4-5 2 N 323.5 98.60 310 94.49 309 94.18 S - 8 CC 185.0 56.39 53042406 8,B4-6 2•1-152
53042406 8,B4-6 2 N 322.8 98.39 309 94.18 308.8 94.12 S - 8 CC 50.0 15.24 - - 2-1-152
-- 53042501 8,B5-1- 2 Y 324.7 98.97 315.81 96.26 314.28 95.79 S - 18 - CC 302.0- 92.05 53042404 8,B4-4 2-1•151
53042502 8,B5-2 - 2 N 331 100.89 321.97 98.14 315.81 96.26 S • 15 CC 395.0 120.40 53042501 8,B5-1 2-1-151
53042503 8,85-3 2 N 332.5 101.35 323 98.45 320.03 97.55 S - 8 CC 124.0 37,80 53042504 S,BS-4 2-1•152
53042504 8,B5-4 2 N 330.6 100.77 319.93 97.51 319.1 97.26 S - 8 CC 60.0 18.29 WESTWARDWESTWARD 2-1-152
53042505 S,B5-5 2 N 323 98.45 311.9 95.07 309 94.18 S - 8 CC 125.0 38.10 53042406 8,84-6 2-1-152
53042601 8,B6-1 2 Y 336.5 102.57 328.13 100.01 321.97 98.14 S - 15 CC 395.0 120.40 53042502 S,B5-2 2-1-152
53042602 8,B6-2 2 N 342 104.24 330.98 100.88 330.86 100.85 S - 15 CC 18.0 5.49 53042604 8,B6-4 2-1-152
53042603 8,B6-3 2 N 345,8 105.40 333.26 101,58 330.86 100.85 S - 15 CC 285.0 86.87 53042602 8,86-2 2-1-152
53042604 8,B6-4 2 Y 341.5 104.09 330.86 100.85 328.13 100.01 S - 15 CC 329.0 100.28 53042601 8,B6-1 2-1-152
53042701 8,B7-1 2 Y 343.40 104.67 336 102.41 333.26 101.58 S N 15 CC 342 104.24 53042603 8,B6-3 2-1•152
53042702 S,B7-2 2 N - - - - 340.28 103.72 S - 15 CC 47.0 14.33 53042701 8,B7-1 2-1-152
53042703 '8,B7-3 2 Y - - - - - - C N 12 CC - - 53042803 8,68-3 • I
53042705 8,B7-5 2 Y - - - - 342.54 104.41 S - 12 CC 50.0 15.24 53042707 8,87-7 16-3-75
53042706 8,B7-6 2 Y 353.25 107.67 349.59 106.56 - - - N 12 CC 110 33.53 53042705 8,B7-5 16-3-75
53042707 8,B7-7 2 N 345.23 105.23 342.54 104.41 - - S - 12 CC 60.0 18.29 53042702 8,B7-2 16-3-75
53042801 8,68-1 2-60. Y 336.20 102.47 327 99.67 316.3 96.41 C N 36 CMP 141 42.98 53042802 8,B8-2 2-2-171
53042802 8,B8-2 2-60. Y 322.80 98.39 315.8 96.26 311.89 95.06 C N 18 - 194 59.13 53092202 13,B2-2 2-2-171,W-241
53042803 8,B8-3 2 Y - - - - - - C N 18 CC - - 53042802 8,B84 -
53043301 S,C3-1 1 - 322.59 98.33 319.89 97.50 319.56 97.40 S - 12 - 32.0 9.75 53043302 8,C3-2 R-2715
53043302 8,C3-2 1 - 322.79 98.39 319.56 97.40 318.94 97.21 S - 12 - 160.0 48.77 53043303 8,C3-3 R-2715
53043303 8,C3-3 2-48. Y 329.49 100.43 318.94 97.21 318.75 97.16 S N 12 3.66 71 21.64 53043304 8,C3-4 R-2715
53043304 8,C3-4 1 - 325.82 99.31 318.75 97.16 318.06 96.94 S - 12 - 71.0 21.64 53043305 8,C3-5 R•2715
53043305 8,C3-5 2 Y 326.66 99.57 318,06 96.94 317.97 96.92 S N 12 3.66 112 34.14 53043306 8,C3•6 R-2715
53043306 8,C3-6 2-48. N 327.79 99.91 317.79 96.86 317.75 96.85 S N 12 3.66 10 3.05 DETEN DETEN R-2715
53043307 8,C3-7 2 N 324.78 98.99 317.93 96.91 317.67 96.83 C Y 12 3.66 25 7.62 SWALE SWALE R-2715
53043308 8,C3-8 CUL - - - 317.39 96.74 317.05 96.64 - - 12 DI 25 7.62 53043309 S,C3-9 R-2175
June , 2002 Page1
IV. PREDEVELOPED DRAINAGE
The drainage from the existing site currently sheet flows towards the (ow
area near the west property line. This area will in turn overflow into the
pubfic drainage system within Edmonds Ave. NE. The existing site area is
characterized by lawn, tall grass and shrubs, with a few trees. The lorger
trees are located around the perimeter of the site. The majority of the site
is lawn and tal( grass. There are na drainage improvements on the site.
The existing frontage along Edmonds Ave. NE is fully improved. It has
curb, gutter 8� sidewalk. The entire site areo of �.37 acres was used as the
tributary drainage basin.
The existing drainage analysis was performed using the "KCRTS" hydrology
software and its summary tables and charts are attached for reference.
The methods outlined in the 1998 King County Surface Water Drainage
Manual were used as guidelines. Following this page are the data sheets
used for the computer input data. The computer summary sheets for
peak flow and time of concentration calculations are also attached.
Below is a brief description of the existing drainage characteristics:
2 year peak flow: 0.18 CFS
10 year peak flow: 0.32 CFS
100 year peak flow: 0.61 CFS
total area: 4.37 acres
pervious area: 4.15 acres
ground cover: till pasture
impervious area: 0.22 acres
ground cover: impervious
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EDMONDS PLAT
PRE—DEVELOPED CONDITION
RCRTS PEAR FLOW SiTNIl�lARY
�low Frec�:ency Analysis �
Time Series File:edpre.tsf I
Project Location:Sea-Tac ',
---Annual Peak Flow Rates--- -----rlow Frequency Analysis------- 'I
riow Rate Rank Time of Peak - - Peaks - - Rank Return Prob �,
{CFS) (CFS) Period '
0.327 2 2/09/Ol 15:00 0.605 1 100.00 0. 990
0.156 7 1/05/02 16:00 0.327 2 25.00 0.960
0.322 3 2/28/03 3:00 0.322 3 10.00 0.900
0.073 8 8/26/04 2:00 0.306 4 5.00 0.800
0.183 6 1/05/05 8:00 0.292 5 3.00 0.667
0.306 4 1/18/06 16:00 0.183 6 2. 00 0.500
0.292 5 11/24/06 4:00 0.155 7 1.30 0.231
0. 605 1 1/09/08 6:00 0.073 8 1.10 0.091
Computed Peaks 0.513 50.00 0.980
V. DEVELOPED DRAINAGE
The developed project wili include the new detention pond 8� wetpond
located near the southwest corner of the site,just east of Edmonds Ave.
NE. It will be located within a drainage tract that will be landscaped as
recommended by the City. The site drainage will be routed into the pond
using catch basins and pipes located within the new roads. Each new lot
will be furnished with a piped drainage stub that will be connected fio the
street drainage system or with a pipe in the rear yards of the lots. The
areas used to calculate the flows were the same as those areas used in
the predeveloped drainage calculations. It should be noted that the
frontage improvements were not included in the detention calculations
because the frontage road is already fully improved and will not require
any additional impervious surface.
The detention pond was sized to meet the performance criteria
estab(ished by the King County Level 2 detention standard. This criteria is
that the pond can only release at a rate not to exceed 50% of the 2 year
pre-developed peak flow while retaining 50� of the 2 year developed
peak flow. This is the same for the 25 year peak flows. Additionally, the
storm event duration for the developed site conditions must match are be
less than the pre-developed storm duration, for the 50% of the 2 year flow
thro�gh the 50 year storm flow. This is the level 2 standard as specified in
the 1998 King County Manual. A wetpond will be used to meet the water
quality standards. The wetpond will utilize the detention pond area and
will provide the required dead storage below the detention live storage.
The volume for the dead storage is based on the area of the impenrious
� and pervious surfaces that drain into the pond.
Similar to the existing condition, the KCRTS method was used to determine
the peak flows for the various storm events. A duration curve comparison
was performed to evaluate the vault performance. The computer data
sheets for the devetoped flows follow this page as well as the works sheets
and the time of concentration calculations. A brief summary of the
developed drainage characteristics are:
2 year peak flow: 0.79 CFS
10 year peak flow: 0.95 CFS
100 year peak flow: 1 .61 CFS
total area: 5.36 acres
pervious area: 1 .77 acres
ground cover: till grass
impervious area: 2.60 acres
ground cover: impervious
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EDMONDS PLAT
DEVELOPED CONDITION
RCRTS PEAK FLOW StJI�Il�iRY
TOTAL AREA: 5. 36 ACRES
IMPERVIOUS SURFACE: 2. 60 ACRES
PERVIOUS SURFACE: 1.77 ACRES (TILL, GRASS}
Flow Frequency Analysis
Time Series File:eddev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.789 6 2/09/O1 2:00 1.61 1 100.00 0.990
0.636 8 1/05/02 16:00 0.989 2 25.00 0.960
0.949 3 2/27/03 7:00 0. 999 3 10.00 0.900
0. 681 7 8/26/04 2:00 0.836 4 5.00 0.800
0.821 5 10/28/04 16:00 0.821 5 3.00 0.667
0.836 9 1/18106 16:00 0.789 6 2.00 0.500
0.989 2 10/26/06 0:00 0.681 7 1.30 0.231
1.61 1 1/09/08 6:00 0.636 8 1.10 0.091
Computed Peaks 1.40 50.00 0.980
�
KENNYDALE COURT
DETENTION POND I�EVEL 2 STANDARD
RCRTS POND DESIGN S�JNIl�RY
Retention/Detention Facility
Type of Facility: Detenticn For.d
Side Slope: 2.00 H:1V
Pond Bottom Length: 110.00 ft
Pond Bottom Width: 55.00 ft
Pond Bottom Area: 6050. sq. ft
Top Area at 1 ft. FB: 10586. sq. ft
0.243 acres
Effective Storage Depth: 5.00 ft II
Stage 0 Elevation: 326.00 ft �
Storage Volume: 39167. cu. ft I
0.899 ac-ft
Riser Head: 5.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 2
Full Head Pipe
Crifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 1.36 0.112
2 3.30 2.30 0.187 6.0
Top Notch Weir: None
Outflow Rating Curve: Ncne
Stage Elevatio:� Storage '�ischarge Percolation Surf P.rea
(�t) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft)
0.00 326.00 0. 0.000 0.000 0.00 6050.
0.01 326.01 61. 0.001 0.006 0.00 6057.
0.03 326.03 182. 0.004 0.008 0.00 6070.
0.04 326.04 243. 0.006 0.010 0.00 6076.
C.06 326.06 364. 0.008 0.012 0.00 6090.
0.07 326.07 425. 0.010 0.013 0.00 6096.
0.09 326.09 547. 0.013 0.015 0.00 6110.
0.10 326.10 608. 0.a14 0.016 0.00 6116.
0.11 326.11 670. 0.015 0.017 0.00 6123.
0.21 326.21 1285. 0.030 0.023 0.00 6189.
0.31 326.31 1907. 0.044 0.028 0.00 6256.
0.41 326.41 2536. 0.058 0.032 0.00 6323.
0.51 326.51 3172. 0.073 0.036 0.00 6391.
0.61 326.61 3815. 0.088 0.039 0.00 6459.
0.71 326.71 4464. 0.102 0.042 0.00 6527.
0.81 326.81 5120. 0.118 0.045 0.00 6595.
0. 91 326.91 5783. 0.133 0.048 . 0.00 6664 .
1.01 327.01 6453. 0. 148 0.051 O.GO 6733.
1.11 327.11 7129. 0.164 0.053 0.00 6802.
1.21 327.21 7813. 0.179 0.055 0.00 6872.
1.31 327.31 8504. 0.195 0.057 0.00 6942.
1.91 327.91 9202. 0.211 0.060 0.00 7012. �I
1.51 327.51 9906. 0.227 0.062 0.00 7083. �
1.61 327.61 10618. 0.294 0.064 0.00 7154.
1.71 327.71 11337. 0.260 0.066 0.00 7225.
1.81 327.81 12063. 0.277 0.068 0.00 7297.
1.91 327.91 12797. 0.294 0.069 0.00 7369.
2.01 328.01 13537. 0.311 0.071 0.00 7941.
2.11 328.11 14285. 0.328 0.073 0.00 7514.
2.21 328.21 15040. 0.395 0.075 0.00 7587.
2.31 328.31 15802. 0.363 0.076 0.00 7660.
2.41 328.41 16572. 0.380 0.078 0.00 7734.
2.51 328.51 17349. 0.398 0.080 0.00 7807.
2.61 328.61 18133. 0.916 0.081 0.00 7882.
2.71 328.71 18925. 0.434 0.083 0.00 7956.
2.81 328.81 19725. 0.453 0.084 0.00 8031.
2.91 328.91 20531. 0.471 0.086 0.00 8106.
3.01 329.01 21346. 0.490 0.087 0.00 8182.
3.11 329.11 22168. 0.509 0.089 0.00 8257.
3.21 329.21 22997. 0.528 0.090 0.00 8333.
3.30 329.30 23750. 0.595 0.091 0.00 8402.
i 3.32 329.32 23919. 0.599 0.093 0.00 8418.
i 3.35 329.35 24171. 0.555 0.097 0.00 8491.
3.37 329.37 24340. 0.559 0. 109 0.00 8456.
3.40 329.40 24594. 0.565 0.119 0.00 8479.
3.92 329.42 24764. 0.569 0.126 0.00 8494 .
3.44 329.44 24934. 0.572 0.190 0.00 8510.
3.47 329.47 25190. 0.578 0.152 0.00 8533.
3.49 329.49 25361. 0.582 0.157 0.00 8548.
3.59 329.59 26219. 0.602 0.173 0.00 8626.
3.69 329.69 27086. 0.622 0. 186 0.00 8703.
3.79 329.79 27960. 0.642 0.198 0.00 8781.
3.89 329.89 28842. 0.662 0.209 0.00 8860.
3.99 329.99 29732. 0.683 0.220 0.00 8938.
4.09 330.09 30630. 0.703 0.229 0.00 9017.
4.19 330.19 31535. 0.724 0.238 0.00 9096.
4.29 330.29 32449. 0.745 0.247 0.00 9176.
4.39 330.39 33371. 0.766 0.255 0.00 9256.
4.49 330.49 34300. 0.787 0.263 0.00 9336.
4.59 330.59 35238. 0.809 0.271 0.00 9416.
4.69 330.69 36183. 0.831 0.278 0.00 9497.
4.79 330.79 37137. 0.853 0.285 0.00 9579.
4.89 330.89 38099. 0.875 0.292 0.00 9660.
4.99 330.99 39069. 0.897 0.299 0.00 9742.
5.00 331.00 39167. 0.899 0.299 0.00 9750.
5.10 331.10 40146. 0.922 0.614 0.00 9832.
5.20 331.20 41133. 0.944 1.180 0.00 9915.
5.30 331.30 42129. 0.967 1.920 0.00 9997.
5.40 331.40 43133. 0.990 2.720 0.00 10081.
5.50 331.50 44145. 1.013 3.000 0.00 10169.
5.60 331.60 45165. 1.037 3.270 0.00 10248.
5.70 331.70 46194. 1.060 3.510 0.00 10332.
5.80 331.80 47232. 1.084 3.730 0.00 10416.
5.90 331.90 48278. 1.108 3.940 0.00 10501.
5.00 332.00 49332. 1. 133 4 .190 0.00 10586.
6.10 332.10 50395. 1.157 4.330 0.00 10671.
6.20 332.20 51466. 1.182 9.510 0.00 10757.
6.30 332.30 52546. 1.206 4.690 0.00 10843.
6.40 332.40 53635. 1.231 9.850 0.00 10929.
6.50 332.50 54732. 1.256 5.020 0.00 11016.
6.60 332.60 55838. 1.282 5.170 0.00 11103.
6.70 332.70 56953. 1.307 5.330 0.00 11190.
6.80 332.80 58076. 1.333 5.470 0.00 11278.
6.90 332.90 59208. 1.359 5.620 0.00 11366.
7.00 333.00 60349. 1.385 5.760 0.00 1I954 .
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 1.61 0.61 1.10 5.19 331.19 40992. 0.941
2 0.79 ******* 0.30 4.97 330.97 38877. 0.892
3 0.79 ******* 0.26 4.49 330.49 34391. 0.788
4 0.95 ******* 0.22 4.04 330.04 30169. 0.693
5 0.84 ****�** 0.23 4.07 330.07 30494. 0.700
6 0.49 ******* 0.09 3.33 329.33 23982. 0.551
7 0.64 ******* 0.08 2.62 328.62 18202. 0.418
8 0.68 *�***** 0.07 2.06 328.06 13889. 0.319
----------------------------------
Route Time Series through Facility
Inflow Time Series File:eddev.tsf
Outflow Time Series File:eco��
Inflow/Outflow Analysis
Peak Inflow Discharge: 1. 60 C�S ��_ 6: u� c^ .;ar: � �� Ye�� r
Peak Outflow Discharge: 1.10 C�S at '_0: ��� . _. �a^ �? '_:� �iear _
Peak Reservoir Stage: 5.19 :�
Peak Reservoir Elev: 331.19 _ .
Peak Reservoir Stcraae: 40992. �� .=
Cutoff Count Frequency CDF Exceedenc�
CFS � � %
0.004 38155 62.223 62.223 37.777 0.378E+C :
0.013 4472 7.293 69.516 30.484 0.305E+C
0.021 4114 6.709 76.225 23.775 0.238E+0
0.029 3612 5.890 82.115 17.885 0.179E+0
0.038 3222 5.254 87.370 12.630 0.126E+C
0.046 2497 9.072 91.442 8.558 0.856E-G�
0.054 1800 2.935 94.377 5.623 0.562E-01
0.063 1062 1.732 96.109 3.891 0.389E-01
0.071 939 1.531 97.640 2.360 0.236E-01
0.079 597 0.974 96.614 1.386 0. 139E-01
0.088 394 0.643 99.256 0.744 0.744E-02
0.096 269 0.439 99.695 0.305 0.305E-02
0.104 14 0.023 99.718 0.282 0.282E-02
0.113 10 0.016 99.734 0.266 0.266E-02
0.121 5 0.008 99.742 0.258 0.258E-02
0.130 3 0.005 99.747 0.253 0.253E-02
0.138 2 0.003 99.750 0.250 0.25QE-02
0.146 5 0.008 99.759 0.241 0.241E-02
.
0.155 5 0.008 99.767 0.233 0.233E-02
0.163 8 0.013 99.780 0.220 0.220E-02
0.171 10 0.016 99.796 0.204 0.204E-02
0.180 6 0.010 99.806 0.194 0.194E-02
0.188 10 0.016 99.822 0.178 0.178E-02
0.196 12 0.020 99.892 0.158 0.158E-02
0.205 16 0.026 99.868 0.132 0.132E-02
0.213 12 0.020 99.887 0.113 0.113E-02
0.221 13 0.021 99.909 0.091 0. 913E-03
0.230 16 0.026 99.935 0.065 0. 652E-03
0.238 8 0.013 99.948 0.052 0.522E-03
0.246 3 0.005 99.953 0.047 0.473E-03
0.255 6 0.010 99.962 0.038 0.375E-03
0.263 8 0.013 99.976 0.024 0.245E-03
0.272 2 0.003 99.979 0.021 0.212E-03
0.280 3 0.005 99.984 0.016 0.163E-03
0.288 4 0.007 99.990 0.010 0.978E-04
0.297 5 0.008 99.998 0.002 0.163E-04
Duration Comparison Anaylsis
Base File: edpre.tsf
New File: edout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New $Change Probability Base New $Change
0.093 I 0.75E-02 0.33E-02 -56.1 � 0.75E-02 0.093 0.088 -5.5
0.111 1 0.54E-02 0.27E-02 -50.3 � 0.59E-02 0.111 0.089 -19.4
0.129 I 0.42E-02 0.25E-02 -38.8 � 0.92E-02 0.129 0.090 -30.0
0.147 � 0.31E-02 0.24E-02 -22.1 I 0.31E-02 0.147 0.096 -35.0
0.165 I 0.22E-02 0.22E-02 -2.9 I 0.22E-02 0.165 0.162 -1.7
0.183 � 0.16E-02 0.19E-02 13.9 I 0.16E-02 0.183 0.193 5.2
0.201 � 0.12E-02 0.14E-02 22.2 I 0.12E-02 0.201 0.212 5.2
0.220 I 0.88E-03 0.95E-03 7.4 � 0.88E-03 0.220 0.222 1.2
0.238 I 0.67E-03 0.52E-03 -22.0 � 0.67E-03 0.238 0.229 -3.8
0.256 I 0.47E-03 0.36E-03 -24.1 � 0.97E-03 0.256 0.247 -3.3
0.274 I 0.24E-03 0.18E-03 -26.7 I 0.24E-03 0.274 0.263 -3.9
0.292 I 0.15E-03 0. 65E-04 -55.6 I 0.15E-03 0.292 0.281 -3.7
0.310 I 0.82E-04 O.00E+00 -100.0 I 0.82E-04 0.310 0.290 -6.6
I Maximum positive excursion = 0.012 cfs ( 6.5$)
�� occurring at 0.184 cfs on the Base Data:edpre.tsf
�
and at 0.196 cfs on the New Data:edout.tsf
�� Maximum negative excursion = 0.052 cfs (-35.7$)
il occurring at 0.147 cfs on the Base Data:edpre.tsf
I� and at 0.094 cfs on the New Data:edout.tsf
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VII. CONVEYANCE SYSTEM
The piping was sized to accommodate the 100 year developed flows as
identified in this section of the report. The modified rational method was
used as shown in the King County Drainage Manual. The pipes for this
plat are a minimum 12" diameter and all will be corrugated polyethylene,
double-walled pipe such as ADS-N 12 or equal. The 100 year storm flow for
the entire site was calculated. It was checked that each main pipe
segment could handle the entire site's 100 year peak flow.
A backwater analysis was also performed using the King County
backwater program. If was checked that each catch basin would not
overflow at the 25 year storm event. The 100 year storm event was also
checked so that any overflow from that event would not exceed 6"
above the rim of the catch basin.
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Kennydalect25 '
PIPE FLOW CALCULATOR(Courtesy of Barghausen Consulting Engineers,Inc.)
using the Rational Method 8 Manning Fortnula
KING COUNTY DESIGN FOR ' 25 YEAR STORM
,10[3 NAME: Kennydale Court NOTF:FNTER DEFAULTS AND STORM DATA BEFORE BEGINNING
JOB#: DEFAUITS C= 0.5 n= 0.012
REVISED: 8.15.05 cl= 12 Tc= 6.3
As Contributing Area(Ac) Qd=Design Flow(cfs) COEFFICIENTS FOR THE RATIONAL METHOD"I�'-EQUATION
C=Runoff Coefficient Qf=Fuil Capacity Flow(cfs) STORM Ar Br
Tc=Time of Concentration(min) Vd�Velocity at Design Flow(fps) 2YR 1.58 0.58
I=Intensity at Tc(iNhr) Vf=Velocity at Full Fiow(fps) 10YR 2.44 0.64 PRECIP= 2.9
d=Diameter of Pipe(in) s=Slope of pipe(°�) 25YR Z.G6 O.GS Ar- 2.66
L=Length of Pipe(ft) n=Manning Roughness CoeffiGent 50YR 2.75 0.65 B� 0.65
D=Water Depth at Qd(in) Tt=Travel Time at Vd(min) 100YR 2.61 0.63
FROM TO A s L d Tc n C SUM A A'C SUM A'C I Qd af QdIQt D/d D Vf Vd Tt
aeacoo ______ ______ _c__=e �ezasa- ___'______ ______ _____ ===es _aasee s�stesmasaexes =axze= �s�asx zssa�s i�6YtC ren3a rvse= aav=as aaaa=�
8 7 1.27 1.00 28 12 6.3 0.012 0.5 1.27 0.64 O.G4 2.33 1.49 3.86 0.387 0.431 5.17 4.92 4.60 0.10
7 5 0.45 3.02 172 12 6.4 0.012 0.5 1.72 0.23 0.87 2.31 2.00 6.71 0.298 0.373 4.48 8.54 7.44 0.39
6 5 0.50 0.50 28 12 6.3 0.012 5 0.5 0.25 0.25 2.33 0.58 2.73 0.214 0.311 3.73 3.48 2.75 0.10
5 12 0.09 1.50 103 12 6.8 0.012 0.9 2.31 0.08 1.20 2.23 2.68 4.73 O.b68 0.538 8.45 8.02 6.18 0.28
12 11 0.38 1.76 88 12 7.1 0.012 0.5 2.G9 0.19 1.39 2.17 3.01 5.12 0.688 0.550 8.60 6.52 8.77 0.17
11 2 0.48 6.08 50 12 7.3 0.012 0.5 3.17 0.24 1.63 2.12 3.45 9.50 0.364 0.416 5.00 12.10 11.15 0.07
4 3 0.37 1.00 28 12 G.3 0.012 0.5 0.37 0.19 0.19 2.33 0.43 3.86 0.112 0.227 2.72 4.92 3.22 0.14
10 � 9 0.1 S 0.50 28 12 6.3 0.012 0.5 0.18 0.09 0.09 2.33 0.21 2.73 0.077 0.187 2.24 3.48 1.98 0.24
9 3 0.30 0.51 98 12 6.5 0.012 0.5 0.48 0.15 0.24 2.28 0.55 2.78 0.198 0.299 3.58 3.51 2.71 0.60
3 2 0.06 1.50 100 12 7.0 0.012 0.9 0.06 0.05 0.48 2.17 1.04 4.73 0.220 0.316 3.80 6.02 4.81 0.35
2 pond 0.00 6.06 33 12 7.4 0.012 0.5 0 0.00 2.11 2.10 4.43 9.50 0.467 0.481 5.77 12.10 11.99 0.05
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Kennydalect100 �
PIPE FLOW CALCUTATOR(Courtesy of Barghausen Consulting Engineers,Inc.)
using the Rational Method 8 Manning Formula
KING COUNTY DESIGN FOR '100 YEAR STORM
JOE3 NAME: Kennydale Court NOTE�FNTFR DFFAULTS AND STORM DATA BFFnRE HFGINNING
JOB#: DEFAULTS (_:= 0.5 n= 0.012
REVISED: 8.15.05 d= 12 Tr,= 8.3
A=Contributing Area(Ac) Qd=Design Flow(ds) COEFFICIENTS FOR THE RATIONAL METHOD"I�'-EQUATION
C=RunoH Coefficient Qf=Full Capacity Flow(cfs) sTORM Ar er
Tc=Time of Concentration(min) Vd=Velocity at Design Flow(fps) 2YR 1.58 0.58
1=Intensity at Tc(in/hr) Vf=Velocity at Full Flow(fps) 10YR 2.44 0.64 PRECIP= 3.9
d=Diameter of Pipe(in) s=Slope of pipe(°,6) 25YR 2.66 0.65 Ar= 2.61
l=Length of Pipe(ft) n=Manning Roughness Coefficient 50YR 2.75 O.G5 Br- 0.63
D=Water Depth at Qd(in) Ttm Travel Time at Vd(min) 100YR 2.61 0.(33
FROM TO A s L d Tc n C SUM A A'C SUM A'C I �d af Qd/Qf D/d D Vt Vd Tt
���_�� S��C�3 ����60 �SlC�II a�as�= ___'______ ______ _ ___ s�aasa vs���a saam��a�aa��s� ���s�a �����e �ns�st ti�ts� �aassa s�ass� za�a:� aszas�
8 7 1.27 1.00 28 12 6.3 0.012 0.5 1.27 0.64 0.64 3.19 2.04 3.86 0.630 0.517 6.20 4.92 4.98 0.09
7 5 0.45 3.02 172 12 6.4 0.012 0.5 1.72 0.23 0.87 3.1G 2.74 6.71 0.408 0.445 5.34 8.54 8.13 0.35
6 5 0.50 0.50 28 12 6.3 0.012 5 0.5 0.25 0.25 3.19 0.80 2.73 0.293 0.370 4.44 3.48 3.02 0.10
5 12 0.09 1.50 103 12 6.8 0.012 0.9 2.31 0.08 1.20 3.Ofi 3.87 4.73 0.T78 0.881 7.93 8.02 8.88 0.28
12 11 0.38 1.76 68 12 7.1 0.012 0.5 2.69 0.19 1.39 2.97 4.13 5.12 0.807 0.881 8.17 8.52 7.24 0.16
11 2 0.48 8.06 50 12 7.3 0.012 0.5 3.17 0.24 1.63 2.91 4.74 9.50 0.489 0.500 6.00 12.10 12.16 0.07
4 3 0.37 1.00 28 12 6.3 0.012 0.5 0.37 0.19 0.19 3.19 0.59 3.86 0.163 0.262 3.15 4.92 3.54 0.13
10 ' 9 0.18 0.50 28 12 6.3 0.012 0.5 0.18 0.09 0.09 3.19 0.29 2.73 0.106 0.220 2.64 3.48 2.24 0.21
9 3 0.30 0.51 98 12 6.5 0.012 0.5 0.48 0.15 0.24 3.13 0.75 2.76 0.272 0.359 4.30 3.51 3.00 0.55
3 2 0.06 1.50 100 12 7.0 0.012 0.9 0.06 0.05 0.48 2.98 1.43 4.73 0.302 0.376 4.51 8.02 5.27 0.32
2 pond 0.00 8.06 33 12 7.4 0.012 0.5 0 0.00 2.11 2.88 6.09 9.50 0.641 0.588 7.05 12.10 12.88 0.04
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BACKWATER COMPUTER PROGRAM FOR PIPES �� �� � ��
Pipe data from file:cbl0_pond.bwp
Using a broad-crested weir at intermediate junctions
Individual CB's subject to surcharged condition
should be simulated by raising the overflow elevation _ � n
to an appropriate height above the rim elevation. �S yy�, �CT(�'
Tailwater Elevation:330.97 feet ��� le„o [
Discharge Range:0.25 to 6.2 Step of 0.25 [cfs) ���"�ti
Overflow Elevation:331.14 feet (pa.,r k-�� 1
Broad Crested Weir: Length:20. feet, Height:0.5 feet �� �� `�
Upstream Velocity:2. feet/sec
,C,g� - t o�D
PIPE NO. 1: 33 LF - 12"CP @ 6.06$ OUTLET: 329.00 INLET: 326.00 INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 32 50 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00
R��
Q{CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**}****�*******�*�*.*************+****f*****t********************************��
0.25 4.98 330.98 * 0.012 0.21 0.12 6.97 6.97 9.98 4.96 0.25
0.50 4.98 330.98 * 0.012 0.30 0.16 6.97 6.97 9.98 4.98 0.37
0.75 4.99 330. 99 * 0.012 0.37 0.20 6.97 6.97 9.98 4.99 0.46
1.00 5.01 331.a1 � 0.012 0.43 0.22 6.97 6.97 4.99 5.01 0.54
1.25 5.03 331.03 * 0.012 0.48 0.25 6.97 6.97 5.00 5.03 0. 61
1.50 5.05 331.05 * 0.012 0.52 0.27 6. 97 6.97 5.02 5.05 0.68
1.75 5.08 331.08 * 0.012 0.57 0.30 6.97 6.97 5.04 5.08 0.74
2.00 5.11 331.11 * 0.012 0.61 0.32 6.97 6.97 5.06 5.11 0.79
2.25 5.15 331.15 * 0.012 0.65 0.34 6.97 6.97 5.08 5.15 0.84
2.50 5.19 331.19 � 0.012 0.68 0.36 6.97 6.97 5.11 5.19 0.90
2.75 5.24 331.24 * 0.012 0.72 0.37 6.97 6. 97 5.14 5.24 0. 94
3.00 5.29 331.29 * 0.012 0.75 0.39 6.97 6.97 5.17 5.29 0. 99
3.25 5.34 331.34 * 0.012 0.78 0.41 6.97 6.97 5.20 5.39 1.06
3.50 5.40 331.40 * 0.012 0.80 0.43 6.97 6.97 5.24 5.40 1.13
3.75 5.47 331.47 * 0.012 0.83 0.44 6.97 6.97 5.28 5.47 1.20
4.00 5.53 331.53 * 0.012 0.85 0.46 6.97 6.97 5.32 5.53 1.28
25 y r� 9.25 5. 61 33�`I * 0.012 0.87 0.47 6. 97 6.97 5.37 5. 61 1.36
4.�t3 4.50 5.68 331.6� * 0.012 0.89 0.49 6.97 6.97 5.42 5.68 1.95
�S 4.75 5.77 331.77 * 0.012 0.91 0.50 6.97 6.97 5.47 5.77 1.54
5.00 5.85 331.85 * 0.012 0.92 0.52 6.97 6.97 5.52 5.85 1.64
5.25 5.94 331.94 * 0.012 0. 93 0.54 6.97 6.97 5.58 5.94 1.74
5.50 6.04 332.04 * 0.012 0. 94 0.55 6. 97 6.97 5.69 6.04 1.84
5.75 6.14 332.14 * 0.012 0.95 0.57 6. 97 6.97 5.70 6.14 1.96
l(� ��' 6.00 6.24 24 * 0.012 0.96 0.58 6.97 6.97 5.77 6.29 2.07 '
(A ��4 6.25 6.35 33 .35 * 0.012 0.97 0.60 6. 97 6.97 5.84 6.35 2.20
c.Fs �3�' 3_ C.�3�Z
-
PIPE N0. 2: 100 LF - 12"CP 1.50$ OUTLET: 326.00 INLET: 327.50 INTYP: 5
JUNC N0. 2: OVERFLOW-EL: 32.33 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00
R�m �
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
***+***********�*+**������*****************�+**���*****************t***********
0.25 3.49 330.99 * 0.012 0.21 0.16 4.98 4.98 3.49 3.49 0.27
0.50 3.51 331.01 * 0.012 0.30 0.22 4.98 4.98 3.50 3.51 0.40
ZS��� 0.75 3.55 331.05 * 0.012 0.37 0.27 4 .99 4.99 3.53 3.55 0.50
_ I .OQr 1.00 3. 62 331.1 * 0.012 0.43 0.32 5.01 5.01 3.57 3. 62 0.60
�-S 1.25 3.70 331.20 * 0.012 0.48 0.36 5.03 5.03 3. 63 3.70 0.68
!�y+�
�� 43 1.50 3.80 331.30 * 0.012 0.52 0.39 5.05 5.05 3.70 3.80 0.77
G� 1.75 3.92 331. * 0.012 0.57 0.43 5.08 5.08 3.78 3.92 0.86
2.00 9.06 331.56 * 0.012 0.61 0.46 5.11 5.11 3.88 4.06 0.95
2.25 9.22 331.72 � 0.012 0.65 0.49 5.15 5.15 3. 99 4.22 1.03
2.50 4.40 331.90 * 0.012 0.68 0.52 5.19 5.19 4.11 4.90 1.12
2.75 4.59 332.09 * 0.012 0.72 0.55 5.24 5.24 4.24 4.59 1.21
3.00 4.80 332.30 * 0.012 0.75 0.58 5.29 5.29 4.39 4.80 1.31
***********'`**** OVERFLOW ENCOUNTERED AT 3.25 CFS DISCHARGE *****************
**************** OVERFLOW HEADWATERS ASSUME 6.9 FT. BROAD WEIR ****************
3.25 4.83 332.54 * 0.012 0.78 0.6Z 5.34 5.39 9 .55 5.04 1.93
************************** PIPE FLOW PLUS WEIR FLOW ***************************
3.25 4.83 332.33 *
3.50 4.89 332.39 *
3.75 4.92 332.42 *
4.00 4. 95 332.45 *
4.25 4.97 332.47 *
9.50 4.99 332.49 *
4.75 5.01 332.51 *
5.00 5.03 332.53 *
5.25 5.05 332.55 *
5.50 5.07 332.57 *
5.75 5.09 332.59 *
6.00 5.11 332.61 *
6.25 5.12 332.62 *
C$� �' C8� 3
PIPE NO. 3: 98 LF - 12"CP @ 0.51$ OUTLET: 327.50 INLET: 328.00 INTYP: 5
JUNC NO. 3: OVERFLOW-EL: 331.14 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00
R��
Q(CFS) HW(FT3 HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
****��*�*************************�*�********��*�******************�**********�*
�S�(r' 0.25 3.00 1.00 * 0.012 0.21 0.21 3.49 3.49 3.00 3.00 0.28
D�S S 0.50 3.03 331.03 * 0.012 0.30 0.24 3.51 3.51 3.02 3.03 0.40
�; 0.75 3.12 . * 0.012 0.37 0.36 3.55 3.55 3.09 3.12 0.51
*********�****** OVERFLOW ENCOUNTERED AT 1.00 CFS DISCHARGE *�**************�
**************** OVERFLOW HEADWATERS ASSUN!E 6.4 FT. BROAD WEIR ****************
1.00 3.14 331.23 * 0.012 0.43 0.42 3.62 3.62 3.18 3.23 0. 60
************************** PIPE FLOW PLI3S WEIR FLOW ****************�**********
���y�' 1.00 3.14 331.14 *
�,�5 1.25 3.20 331.20 *
G�S 1.50 3.23 331.23 *
1.75 3.26 331.26 *
2.00 3.28 331.28 *
2.25 3.30 331.30 *
2.50 3.32 331.32 *
2.75 3.34 331.34 *
3.00 3.36 331.36 *
3.25 3.38 331.38 *
3.50 3.40 331.40 *
3.75 3.42 331.42 *
4.00 3.43 331.43 *
4.25 3.45 331.45 *
4.50 3.96 331.46 *
4.75 3.48 331.48 F
5.00 3.50 331.50 *
5.25 3.51 331.51 *
� . _ , 3. �7_ »1. �._ T
5.75 3.59 331.54 *
6.00 3.55 331.55 *
6.25 3.57 331.57 *
�B# !O +� G�� `�
PIPE NO. 4: 28 LF - 12"CP @ 0.5 OUTLET: 328.00 INLET: 328.14 INTYP: 5
fZ�vr� = 3r.�
Z.rJ.-y�-. Q(CFS) HW(FT) HW ELEV. * N-FA DN TW DO DE HWO HWI
*********************+ *�*******+******f.****+**************�****�****+******
p.21
��5 0.25 2.87 331.01 + 0.012 0.21 0.21 3.00 3.00 2.87 2.81 0.21
�p p �r- . �� . 4 * . 1 F�-��-�-�� 3.0 3 .9 0 .8��4
0.75 2.99 331.13 * 0.012 0.37 0.36 3.12 3.12 2. 99 2.95 0.49
�'�s **************** OVERFLOW ENCOUNTERED AT 1.00 CFS DISCHARGE **********+******
� 1.00 3.02 331.16 * 0.012 0.93 0.42 3.14 3.14 3.02 2.99 0.53
1.25 3.08 331.22 * 0.012 0.95 0.95 3.20 3.20 3.08 3.06 0.57
1.50 3.11 331.25 * 0.012 0.46 0.46 3.23 3.23 3.11 3.10 0.59
1.75 3.14 331.28 � 0.012 0.47 0.47 3.26 3.26 3.14 3.13 0.60
2.00 3.17 331.31 * 0.012 0.47 0.47 3.28 3.28 3.17 3.16 0.60
2.25 3.19 331.33 * 0.012 0.47 0.47 3.30 3.30 3.19 3.18 0.60
2.50 3.21 331.35 * 0.012 0.97 0.47 3.32 3.32 3.21 3.20 0.60
2.75 3.23 331.37 * 0.012 0.97 0.47 3.34 3.34 3.23 3.22 0.60
3.00 3.25 331.39 * 0.012 0.97 0.47 3.36 3.36 3.25 3.24 0.59
3.25 3.27 331.41 * 0.012 0.97 0.97 3.38 3.38 3.27 3.26 0.59
3.50 3.28 331.42 * 0.012 0.97 0.47 3.40 3.40 3.28 3.27 0.58
3.75 3.30 331.49 * 0.012 0.47 0.47 3.42 3.42 3.30 3.29 0.58
4.00 3.32 331.46 * 0.012 0.47 0.47 3.43 3.43 3.32 3.30 0.57
4.25 3.33 331.47 * 0.012 0.47 0.47 3.45 3.45 3.33 3.32 0.57
4.50 3.35 331.49 * 0.012 0.47 0.47 3.96 3.46 3.35 3.33 O.SE
4.75 3.36 331.50 * 0.012 0.47 0.47 3.48 3.48 3.36 3.34 0.56
5.00 3.38 331.52 * 0.012 0.97 0.47 3.50 3.50 3.38 3.36 0.55
5.25 3.39 331.53 * 0.012 0.47 0.47 3.51 3.51 3.39 3.37 0.55
5.50 3.40 331.54 * 0.012 0.47 0.47 3.52 3.52 3.40 3.38 0.54
5.75 3.42 331.56 * 0.012 0.97 0_47 3.54 3.54 3.92 3.39 0.54
6.00 3.43 331.57 * 0.012 0.97 0.47 3.55 3.55 3.43 3.90 0.53
6.25 3.44 331.58 * 0.012 0.47 0.47 3.57 3.57 3.44 3.92 0.53
�
. �{�c��T� �'�`R-�-`i� S
P�P� R�►�
BACKWATER COMPUTER PROGRAM FOR PIPES C�� � � ���,(�
Pipe data from file:cb7�ond.bwp
Using a broad-crested weir at intermediate junctions
Individual CB's subject to surcharged condition
should be simulated by raising the overflow elevation
to an appropriate height above the rim elevation. Z� y r. �
Tailwater Elevation:330.97 feet �_-},,,,_� �e.,,, (
Discharge Range:2. to 6.2 Step of 0.25 [cfs)
0.,1•u� V'Lf
Overflow Elevation:340.1 feet (�e r �� s�
Broad Crested Weir: Length:20. feet, Height:0.5 feet �� �e�-� Z
Upstream Velocity:2. feet/sec ,
��� Z - �rvD �
PIPE N0. 1: 33 LF - 12"CP @ 6.06$ OUTLET: 324.00 INLET: 326.00 INTYP: 5
JUNC N0. 1: OVERFLOW-EL: 332.50 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
*********+****++***+*****�++�***�*�**+�*+**+********+*t**�*�**�*****+**+*******
2.00 5.24 331.24 * 0.012 0.61 0.32 6.97 6.97 5.06 5.24 0. 92
2.25 5.31 331.31 * 0.012 0.65 0.34 6.97 6. 97 5.08 5.31 1.01
2.50 5.90 331.40 * 0.012 0.68 0.36 6.97 6. 97 5.11 5.40 1. 10
2.75 5.98 331.48 * 0.012 0.72 0.37 6.97 6.97 5.14 5.48 1.19
3.00 5.58 331.58 * 0.012 0.75 0.39 6.97 6.97 5.17 5.58 1.29
3.25 5.69 331.69 * 0.012 0.78 0.91 6.97 6. 97 5.20 5.69 1.41
3.50 5.80 331.80 * 0.012 0.80 0.43 6.97 6. 97 5.24 5.60 1.53
3.75 5.93 331.93 * 0.012 0.83 0.44 6. 97 6.97 5.28 5.93 1.66
Zs�r--� 4.00 6.06 332.06 * 0.012 0.85 0.46 6.97 6.97 5.32 6.06 1.80
4.25 6.20 332.20 * 0.012 0.87 0.47 6.97 6.97 5.37 6.20 1.95
4 '43 � 4.50 6.35 3 .35 * 0.012 0.89 0.99 6. 97 6. 97 5.42 6.35 2. 11
�� **************** OVER LOW ENCOUNTERED AT 9.75 CFS DISCHARGE *****************
�
*****'`********** OVERFLOW F.EADWATERS ASSUME 6.4 FT. BROAD WEIR ****************
4.75 6.50 332.50 * 0.012 0.91 0.50 6.97 6.97 5.47 6.50 2.28
************************** PIPE FLOW PLUS WEIR FLOW **********t******+*********
4.75 6.50 332.50 *
5.00 6.56 332.56 *
5.25 6.59 332.59 *
5.50 6.62 332.62 +
5.75 6. 64 332.64 *
����r 6.00 6.66 3 2.66 * � {
tA�`�q 6.25 6.68 332.68 * 332.Log- �3Z�� = D, )� A.nOLT2- I-�Jv�
�s OI't.
C��' l(_- Gt3#2- _
PIPE N0. 2: 50 LF - 12"CP @ 4.20$ OUTLET: 326.00 INLET: 328. 10 �NTYP: 5
JUNC N0. 2: OVERFLOW-EL: 33.0 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: O. Ov
R��
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*�****��***************�******f***********+*****�*******�***,+********+�*�*�t�*�
2.00 3.33 331.43 * 0.012 0.61 0.35 5.24 5.24 3.28 3.33 0.80
2.25 3.45 331.55 * 0.012 0.65 0.37 5.31 5.31 3.38 3.45 0.85
2.50 3.59 331.69 * 0.012 0.68 0.39 5.40 5.40 3.50 3.59 0.90
2.75 3.74 331.84 * 0.012 0.72 0.41 5.48 5.48 3.64 3.74 0.95
' �� r 3.00 3. 90 332.00 * 0.012 0.75 0.43 5.58 5.58 3.78 3.90 1.00
� � 3.25 4.08 2.18 * 0.012 0.78 0.45 5.69 5.69 3.94 4.08 1.07
3'45 3.50 4.28 332.36 * 0.012 0.80 0.47 5.80 5.80 4.11 4.28 1.14
C�t=s 3.75 4.48 332.58 * 0.012 0.83 0.49 5. 93 � 5. 93 4.30 4.48 1.21
4.00 4.71 332.81 * 0.012 0.85 0.51 6.06 6.06 9.50 4.71 1.29
**************** OVERFLOW ENCOUNTERED AT 4.25 CFS DISCHARGE ***+**********+**
**************** OVERFLOW HEADWATERS ASSUME 6.4 FT. BROAD WEIR ***********�****
9.25 4.90 333.04 * 0.012 0.87 0.53 6.20 6.20 4.70 4.94 1.37
*************************} PIPE FLOW PLUS WEIR FLOW *****+**+f*+t**************
`�yr 4.25 4.90 333.00 *
4.50 4.96 333.06 � � L
¢14" 4.75 4.99 33.0 * 333.0�( - 333.0 = 0` Oq 0.PDU�- i-Iv'�1
�S 5.00 5.02 33 . 2 * C7FC-
5.25 5.04 333.14 *
5.50 5.06 333.16 *
5.75 5.08 333.18 *
6.00 5.10 333.20 *
6.25 5.12 333.22 *
G�3 � lZ - �6 # ll
PIPE N0. 3: 68 LF - 12"CP @ 1.76$ OUTLET: 328.10 INLET: 329.30 INTYP: 5
JUNC NO. 3: OVERFnLOW-EL: 33.5 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00
rt��
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*************�*******+*#�**+*****f**f***********+*****+*********+*k*********+**
2.00 2.50 331.80 * 0.012 0.61 0.44 3.33 3.33 2.32 2.50 0. 94
2.25 2.71 332.01 * 0.012 0. 65 0.47 3.45 3.45 2.48 2.71 1.03
2.50 2.96 332.26 * 0.012 0.68 0.50 3.59 3.59 2.67 2.96 1.12
ZS^(`�' 2,75 3.23 332.53 * 0.012 0.72 0.53 3.74 3.74 2.88 3.23 1.21
3•�� 3.00 3.53 �Z'8� * 0.012 0.75 0.55 3.90 3.90 3.11 3.53 1.31 I
�s 3.25 3.85 333.15 * 0.012 0.78 0.58 4.08 4.08 3.36 3.85 1.43 I
**************** OVERFLOW ENCOUNTERED AT 3.50 CFS DISCHARGE *****************
**************** OVERFLOW HEADWATERS ASSUME 6.4 FT. BROAD WEIR ****************
3.50 4.20 333.50 * 0.012 0.80 0.61 4.28 4.28 3.63 4.20 1.55
*******************t****** PIPE FLOW PLUS WEIR FLOW ***********'***************
3.50 4.20 333.50 *
3.75 4.26 333.56 *
��� �`r� 4.00 4.29 3.59 * �
.4,l3 4.25 4.32 333.62 * 3 33 .�Z - 333�� = Q� l Z Q�� r��
�S 4.50 4.34 .64 *
4.75 4.36 333.66 *
5.00 4.38 333.68 *
5.25 4.40 333.70 *
5.50 4.42 333.72 *
5.75 4.44 333.74 *
6.00 4.46 333.76 *
6.25 4.48 333.78 *
�� 5 - �# IZ
PIPE NO. 4: 103 LF - 12"CP @ 1.46$ OUTLET: 329.30 INLET: 330.80 INTYP: 5
JUNC NO. 4: OVERFLOW-EL: 333.9 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00
���
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*�*+****************************�*****�****+****************�******+***********
2.00 1.47 332.27 * 0.012 0.61 0.96 2.50 2.50 1.29 1.47 0.95
,�y r a.2s 1.80 332.60 * 0.012 0.65 0.49 2.71 2.71 1.56 1.80 1.03
2.50 2.18 332.98 * 0.012 0.68 0.53 2.96 2.96 1.89 2.18 1. 12
Z��� 2.75 2.60 33 .3'4�* 0.012 0.72 0.56 3.23 3.23 2.25 2.60 1.21
�� 3.00 3.06 ��.$� * 0.012 0.75 0.59 3.53 3.53 2. 65 3.06 1.31
**************** OVERFLOW ENCOUNTERED AT 3.25 CFS DISCHARGE *****************
**************** OVERFLOW HEADWATERS ASSUME 6.4 FT. BROAD WEIR ****************
�
3.25 3.14 334.36 * 0.012 0.78 0.62 3.85 3.85 3.08 3.56 1.43
***********************�** PIPE FLOW PLUS WEIR FLOW ****************�**********
3.25 3.14 333.94 *
i�°`!'"� 3.50 3.20 334. * Q �
3.tfl, 3.75 3.23 34.03 * 33�-•O3 333 ' �i 4 � �� �� Q��� r�m
�S 4.0 0 3.2 6 . * C� ('C�
4.25 3.28 334.08 *
4.50 3.30 334.10 *
4.75 3.32 334.12 *
5.00 3.34 334.14 *
5.25 3.36 334.16 *
5.50 3.38 334.18 *
5.75 3.90 334.20 *
6.00 3.42 339.22 *
6.25 3.43 334.23 *
C�� 7 - c'B�s
PIPE NO. 5: 172 LF - 12"CP @ 02 OUTLET: 330.80 INLET: 336.00 INTYP: S
�2�v�c.�. 4o.io
z5 yr 4(cFs) HW(FT) HW ELEV. * N-F DC DN TW DO DE HWO HWI
********************�*******�*�*****************�****�*�*�*�*�*�***************
Z'`� 2.00 0.84 336.84 * 0.012 0.61 0.38 1.47 1.47 0. 61 ***** 0.84
� 2.25 0.92 3 6.92 * 0.012 0.65 0.40 1.80 1.80 0.65 ***** 0.92
I�o � 2.50 1.00 337.00 * 0.012 0. 68 0.43 2.18 2.18 0.68 ***** 1.00
2�� � 75 � 08 ,�!'�.�ti * 0.012 0.72 0.45 2.60 2.60 0.72 ***** 1.06
�s 3.00 1.17 � � 0.012 0.75 0.47 3.06 3.06 0.75 ***** 1.17
3.25 1.27 337.27 * 0.012 0.78 0.50 3.14 3.14 0.78 ***** 1.27
3.50 1.38 337.38 * 0.012 0.80 0.52 3.20 3.20 0.80 ***** 1.38
3.75 1.50 337.50 * 0.012 0.83 0.54 3.23 3.23 0.83 ***** 1.50
4.00 1.63 337.63 * 0.012 0.85 0.56 3.26 3.26 0.85 ***** 1.63
9.25 1.76 337.76 * 0.012 0.87 0.58 3.28 3.28 0.87 ***** 1.76
4.50 1.90 337.90 * 0.012 0.89 0.60 3.30 3.30 0.89 ***** 1. 90
4.75 2.05 338.05 * 0.012 0.91 0.63 3.32 3.32 0.91 ***** 2.05
5.00 2.21 338.21 * 0.012 0. 92 0.65 3.34 3.34 0.92 ***** 2.21
5.25 2.37 338.37 * 0.012 0.93 0.67 3.36 3.36 1.35 2.33 2.37
5.50 2.76 338.76 * 0.012 0. 94 0.69 3.38 3.38 1. 67 2.76 2.54
5.75 3.21 339.21 * 0.012 0.95 0.72 3.90 3.40 2.02 3.21 2.73
6.00 3. 67 339.67 * 0.012 0.96 0.74 3.42 3.92 2.37 3.67 2.92
6.25 4.16 340.16 * 0.012 0.97 0.77 3.43 3.43 2.74 4.16 3.11
VIII. EROSION CONTROL SYSTEM
The erosion control system was designed to eliminate any onsite runoff
from entering the adjacent properties or right-of-way. In order to
accomplish this, an interceptor swale will be constructed along the south
and west property lines. This swale will dischorge into a sediment pond
located near the southwest corner of the properfy. The permanent
detention pond/wetpond will eventually be constructed in the location of
the sediment pond. The sediment pond will use the permanent drainage
outlet pipe that connects to an existing catch basin in Edmonds Ave. NE.
Additionally, silt fencing will installed along the west property line, which is
the Edmonds Ave. ROW line. Silt fencing will also be installed along the
western portion of north and south property line. The proposed grading
for this plat is well-defined and limited to the road and drainage pond
areos and the low area in the south/central portion of the plat. Disturbed
areas will be covered with seed and mulch after disturbance.
The erosion control plans also show the clearing limits and the locations for
rock pad construction access points.
APPENDIX �
CFi�RTS , T1�BLES, GRAPHS FROH RING COUNTY SWH HANU�I,
. KING COUNTY, WASHiNCTON� SURFACE WATER DESIGN MANUAL
� TABLE 3.528 SCS R'ESTERN WASHINCTON RUNOEF CURVE NUMIIERS
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (PuWished by SCS in t982)
Runof(curve numbers tor selected a9rkultural, suburban and urban land use 1or Type tA
rair�faA distribudon, 24-hour storm duratbn. "
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION A B C 0
Culthrated land(t): winter condition 86 91 9d 95
Mountain open areas: low flrowing txush and qrasslands 74 82 89 92
Meadow or pasture: 65 78 BS 89 _ ',w�(.
. t'�`�
Wood or forest land: undisturbed a2 64 76 81
Wood or torest land: young second g►owth or brush 55 72 81 8b
Orchard: wnh Co+�er Crop 81 88 92 ad
Open spaces, lawns, parks, golf courses, cemeteries,
tandscaping. ���.
good condttlon: grass co�er on 75%
or more ot the area 68 80 8b 90 ��(,
fair condlfion: grass cover on 5096
to 75� of the area 77 85 � 92
~ Gravei roads and parking 1ot5 � ,,t 76 85 89 91
Dirt rwos and �,arking lo2s � �'�`� 72 82 7 89
Impervious surfaces, pavement, roois, etc. 48 98 98 99 `j"',_„,,,,�Y i
Open water bodies: takes, wetlands, ponds, etc. i00 1�0 00 t00 �����'''�
Single Famrly Res�dentiai {2)
Dwetling Unrt/Gross Acre % lmpervious (3} ,
1.0 DU/GA 15 Separate cuM1�e number ,
1.5 DU/GA 20 shatl be seletted �
2.0 DU/GA 25 for pervious and
2.5 DU/GA 30 impervlous porlton
3.0 DU/GA 34 of Ihe site or basin ',
3.5 DU/GA 38 '
4.0 DU/GA 42
4.5 DU/GA e6 '
5.0 DU/GA a8
5.5 �U/GA 50 '
' 6.0 DU/GA 52
6.5 DU/GA � i
7.0 OU/GA 56- • �I
Planned unit developments, 96 impervious
condominiums, apartments, must be computed ,
commercial business and
industrial areas.
(t) For a more detaled description of agricultural land use curve numbers refer to National Engineering ,�
Handbook, Section 4, Hydrdogy, Chapter 9, August 1972. ',
(2) Assumes rooi and driveway runoH is dlreded (nto street/storm system. '
(3) The remaining pervious areas (lawn) are considered to be in good condlt(on for these curve numbers.
3.5.2-3 1I90
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