HomeMy WebLinkAbout03775 - Technical Information Report �
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Whitman Court
Technical Information Report
December 1. 2014
Preparedfor
Lozier at Whitman Court, LLC
1300 114th Ave SE. Suite 100
Bellevue. WA 98004
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� ESM Consulting Engineers, LLC
,�`�� 33400 8t"Avenue 5, Suite 205
`� � Federal Way. WA 98003
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, " 253.838.6113 tel
253.838.7104 fax
www.esmcivil.com
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I TECHNICAL INFORMATION REPORT
FOR
Whitman Court
Prepared for.
Lozier at Whitman Court, LLC
1300 114th Ave SE, Suite 100
Bellewe, WA 98004
Prepared by:
ESM Consulting Engineers
33400 8�' Avenue S, Suite 205
Federal Way, WA 98003
December 1, 2014 Job No. 1799-001-013
Approved By:
City of Renton Date
1. PROJECT OVERVIEW
The proposed Whitman Court project is a 40 lot plat with 39 townhomes and 1 bank
located southeast of the intersection of Union Ave NE and NE 4"' St, just west of the
United States Post Office., in the City of Renton, WA The project is 5.12 acres in size and
incorporates three parcels numbered 5182100020, 5182100021, and 5182100022. All
parcels included in the project area are zoned CA (Commercial Arterial). See Fgure 1.1
for the Vicinity Map.
The existing site is rough graded, with a previously approved and constructed water
quality/detention pond in place. The developable portion of the existing site is
moderately sloped (slopes between 5-15°�) and slopes down generally from the north
and east sides of the property towards the southwest comer. On the west side of the
property is a wetland, which drains off site to the south. See Fgure 1.2 for the Existing
Site Conditions.
The proposed 5.12 acre project site consists of 39 residential lots, 1 commercial bank
site, 1 storm drainage tract, 2 private alley tracts, 8 open space tracts, and 1 sensitive area
tract. All 39 residential lots will have new single-family dwelling units. The project area is
zoned CA (Commercial Arterial) and the lots will be an average of 5,000 sf minimum in
size. For access, the project will utilize an existing intersection at the north end of the
project site, Whitman Court NE and NE 4"' St. Additionally, the bank site will create a new
driveway access point on NE 4th St See Fgure 1.3 for the Proposed Site Conditions.
A stormwater detention/water quality pond has been previously approved and
constructed, and is located in the southwest corner of the site. This stormwater pond will
be used to meet the projecYs stormwater detention and water quality requirements. The
detention/water quality pond will discharge to the west to the onsite wetland. See
Appendix A for the previously approved Technical Information Report, prepared by
Barghausen, Inc. Additionally, an existing vaulYs outlet to the east of the property will fiow
through the existing on site pond.
According to the Geotech Report prepared by Associated Earth Sciences, Inc., the site is
underlain primarily by native soils consisting of Vashon Recessional Outwash and Vashon i
Lodgement TiIL There were some areas of fill soils encountered, as well. Additionally, !
according to the USDA NRCS soil mapping service, the entire site is underiain by
Alderwood Gra�elly Sandy Loam (a till soil), which varies from 6-15%. See Figure 1.4 for
the Soils Map and see Appendix B for the Geotech Report
The project is previously approved and vested under the 1998 King County Stormwater
Design Manual and the City of Renton Design Standards in place at the time of approval.
Based on the previously approved TIR, the project site Level 2 flow control, which will be
provided by the onsite, previously approved and constructed detention pond. Additionally,
the site requires Basic Water Quality treatment, which will be provided by a wetpond in
the combined detention/water quality pond.
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VI� INITY MAP
NOT TO SCALE I
Flgure 1.1 I
Vicinity Map
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1-2
Fgure 1.2
Existing Site Conditions
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,;.�,S;,E NOTE:
TOPOGRPPMIC W�ORW1TtON WOS PROVIDED BY A
FlELD SURVEY EY CENTRE PO!ME CONSULTANS,
INC. ESM ASSU4E5 NO LIABILfTY FOR THE ACCURACY
OF THE E7C15TING TOPOGRAPMC FEANRES.
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.... ���IEOI�I�I � �`g•• � ��RK � � �� � � +'-+a' '""°""`"""R""' � CITY OF WHITMANCOURT �o/2e/zoi
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Fgure 1.3
Proposed Site Conditions
I-4
A PORTION OF THE NW 1/4 OF THE NW 1/4 OF SECTION 15,TWP.23 N., RGE. 5 E., W.M., KING COUNTY, WA
---�, _
SE 12gTH ST(KING COUNTI7
NE 4TH ST(RENTON) - - � _
(PRMGPAI.ARTEPoAI) T i _ -�_
J- �
i�- - - - �-- - ----- .^� 1, STORM NOTES:
- ,�
_ �-_ , __ - z
J,; �- . t t - �� __� 1. THESE NOTES SHALL/�PPEAR ON PF2QIECTS FOR 7FE SURFACE WAiFR UTILffY. 16. STEEL PIPE SFIALL gE A�UMNIZED. OR G4LYANIZED WfTH ASPHALT TREATUENi �l OR BERER
� �- �� I 3 2. BEFORE ANY CONSTRUCTION OR DEVELOPMFM ACTMTY OCCURS,A PRE-CONSiRUCTION MEEfING INSIDE MO W751DE
'o- -� - ` . 1� � NUST BE HELD Bl�WEEN THE Cf1Y OF REHTON VLAN RENEW SECiION AND THE APPLICMfT. 17, PLL DRAIhAGE STRUCTURES, SUCH AS CATCH BASINS AND WIIHOlES SF41LL H4VE SOLJD LOCIONG
�'1 - � ` L1D5. ALL DRNNAGE STRUC7URE5 /SSOCIATED WfTH A PEF2AUWENT RETENlION/DEfEMION FAqLfTY
�1 9' �� ,I '� �� 3. ALL DESIGN AND CONSTRUCTqN SHALL BE IN ACCORDPNCE WfTH THE RENfON MUNICIPAL CODE SHALL FUWE SOLIO LOp(ING LIDS.
� �r (RMC), THE UTEST EDfiION OF THE STANDARD SPEqFlCATIONS FOR ROAD, BRIDGE M!D YUNICIPAL
� � �� �- ' _ ___ I. � , � CONSTRUCTION PREPARED BY WSDOTAND THE Pl1ERICAN PUBLK WORKS ASSOCU710N (APWA), AS 16. BUILDING AND OTHER STRUCTURES SHALL BE PUCm IN ACCORWNCE WfTH TABLE 4.1 FASDAENT
z � �., - - �:, l; f AMENDED BY THE CfTY OF REMON PUBLIC WORKS DEPAF2TlAEM. R SHALL BE THE SOLE WIDTHS ANO BVILDING SEf9ACK5 UNES.
F , .-,._ I �; I� � RESPONSI&UiY OF THE MPLICANT AND THE PROFESSqNAL CML ENGINEER TO CORRECT PNY
W � �����, - _ � � Z- , �--: f� ' ERROR, 01115SION OR VARl4TON fROY RiE ABOVE REQURE4ENT5 FOUND W ThNS Pl/�NS. p1L 19. ALL CATCH BASIN GRATES SHALL BE DEPRESSED 0.10 FEET BELOW PAVEMEM LEVEL.
� O i'��� � �-; � �•,� � � ��� �� i Z w CORRECTION$SHALL BE AT NO ADDRIONAL COSf TO THE ClTY.
U � 20. PLL DRNEWAY CULVERiS LOCATED WffHIN GiY OF RENTON RIGHT-OF-MfAY SfNLL BE OF
a � I`-�' � i� -}� ; F Q 4. APPROVAL pF THI$ RQ4p, GRAqNG, PARKING AND ORNWICE PLAN DOES NOT CONSTITUTE AN SUFFICIEM LENGTH TO PROVIDE A MNIMUM 3:1 SLOPE FROM THE EDGE OF iHE DRNEWAY TO
Z � � I=' ` ; I ,' � V g APPROVAL pf ANY OTHER CONSTRUC7ION (E.G. DOMESTIC WATER CANVEYNICE, SEWER THE BOTTOM OF iHE DfTCH- ROCK FOR EROSION PR07ECTION OF ROADSIDE DRCHES, WHERE
�: f � Z� CONYEVANCE, Gp$, ELECTPoCPL ETC.)THE SURFACE WAlER DWIRIAGE SYSTpA SHALI BE REOUIRED,SHALL BE OF SOUND OUARRY ROCK PLACm TO A DEPTH OF ONE (1) FOOT AND
/� 1 ! CONS7RUCTED ACCORqNG TO THE APPROVED PUNS, WWCH ARE ON FlLE IN WITH THECffY. ANY MUST AEET 7HE FOLLOIMNG SPECIFlCATK7NS:
Q i� \ �� � - �� 7_5: I� i i � Q o DENA710N FRpAI THE MPROVED PlANS WILL REOUIRE WRRTEN APPROVAL FROM THE CfTY OF 4 -8 INCH ROCK / �O -70Z PASSING;
Z � � 1 I��. � �W R E M O N P U B l 1 C W O R K S D E P A H f L E N T, SURFACE WATER UTILfTY SECTION. 2 -s INCH ROCK / 30 -40I PASSING;
� ��.� � �.' -� I � �� �' I ~W AND 1E55 THAN 2 INCH ROCK/ 10 -20R PASSING.
�g = 5. A COPY OF THESE MPROVED PLANS MUST BE ON iHE JOB SITE WFIENEVER CONSfRUCT10N IS IN
= I�� j /i.�,', fi PROGR6S.
�i!/J /!/ �� � I � I 3� 21. ALL BUlDNG DOWNSPOUTS AND FOOTING DRNNS SHALL BE CONNECTID TO THE STORM D(LUNAGE
� ( I I � S Y S T E M, W L E S S A P p R O V E D H Y 7 H E C f f Y P I A N R E Y I E W Q t O R S U R F A C E M A T E R U f 1 L f i Y S E C T 1 0N_
�./ � -'. ' � J 6. CFL4DING ACiNfTIE$ (5(TE wTERATON) ARE LMITED TO TF1E FpURS OF 7 AM.TO 7 P.Y. AqNDAY AN ACCURAIELY DIYENSbNED. CERT1FIm AS-BUILT DRAWNG OF THIS D�IM� SYSfEW WIL.L BE
,,�/�//�; _ . 1 0� --� THROUGH $ANRDAY AND NO WORK ON SUNQ4Y IS ALLdNED, UNLE55 OTHERWISE APPROVm WRN SUBNfTTED TO T!£GIY UPON COMPIETION.
�� -' ��i �1 �, . �! :,__�1 A WRITfEN DECISION BY THE CRY OF RENTON.
�� ; �///�/ � � 5 ROAD A�I f �' 22. DR4MlAGE WTLEfS (STUB-OUTS) SHALL BE PROVDm FOR EACN INDMWAL LOT, IXCEPT FOR
. I 7. fT SHALL BE 7HE APPLICMIT'SJCONfW1CTOR'S RESPONSIBILfTY TO OHTAN ALL CONSTRUCTION THOSE LOTS APPROVED FOR MFlLIRATION BY THE CITY. STUB-OUTS SHALL CONFORM TO hIE
f '�- /,� t9 - T�C7 F �5' - _ : � EASEYENTS NECESSARY BEFORE INfTIqT1NG OFF-$RE YfORK. EASE►fENTSREQURE CITY REVIEW AND FOLLOWING:
�� �'�'�� 16 � _ ��- • APPROVAL PPoOR TO CONSTRUCTION.
� . - i ', m '�,I� ' I ! A EACH OUR£T SHALL BE SURABLY LOGTED AT THE LOWEST ELEVATIO N ON THE LOT, SO AS
� - 7e O TiUCT G , 8. FRANCHISED UTILITIES OR OTHER INSTNIATIONS TFi4T ARE NOT SHOWN ON THESE APPFtOVED TO SER/ICE ALL FUTURE ROOF DOWNSPOUTS AND FOOTING DRAINS, DRNEWAYS,YARD DRNNS,
j. �' /-�'. � �I PIANS SHALLNOT BECONSTRUCTED UNLESSANHPPROYED SEf OFPUNS THATYEEiIVl REQUIREMENTS ANO ANY OTHER SURFACE OR SUBSURFACE DRNNS NECESSAR'Y TO RENDER THE LOTS SURABLE
•/,-j./� Q H �
� ,i/ / �� O ��� , OF CFIAPTER 4 OF THE SURFACE WATER DESIGN YANUAL ARE SUBMfTTED TO THE CfiY OF FOR TFEIR IMENDED USE. EACH OUTLET SHALL HAVE FREE-FLOWING, POSRNE DRIUNAGE TO AN
� ;;,i. .' _ � �'' � � � RENTON. APPRO�ED STORMYlATER CONVEYANCE SYSiFM OR TO AN PPPROVED OUTFNI LOCATION.
�-'��/;. _ 16 _ • i :1 �I �� � 9. DATUY SHALL BE NAVD 88 UNLESS OiNERWlSE APPROVED BY THE Cf1Y OF RENTON. REFERENCE B. OUTLEfS ON EACH LOT SFiALL BE LOGTED WRH A FNE-F00T-IMGH, 2�X 4� STAKE YARI(ED
'.i�/ i�'" ' �is 2 jl �� . BENCHIMRK AND ELEVAT10N5 ARE NOTFD ON THE PLMIS. 'STpRM'OR "DROJN'. 7}iE STUB-OUT SINLL IXTEND ABOVE SURFACE LEVEL, BE VISIBLE. AND
���/ �� ��- � � }ro� i�j� 10. ANY DEWATFRNC SYSTEY NEC65ARYFOR iHE CONSTRUC710N OF STORNWATER FApL111E5 MUSf BE � SEWRED TD THE SfAKE.
�� i j��i - 7.5' i I^ � SUBYfTfED TO TF£CfIY FOR REVIEIY MID APPROVAL.
� j� �14 j I y r ; C. PIPE YRTERIAL SHALL CONFORM TO UHDERDRAIN SPECFICATONS DESCRIBm IN CFIAPTER 4 OF
�:%'/:��:'; 3
i/�,, ta -- ? 1 ' � THE SU4FACE WATER DESIGN MANUPL AND, IF NON-YETALIJC, THE PIPE SliALI BE PLACED IN
I i'/ _ 1 7. A L L U T I L I T Y 7REryCHES AND ROADWAY SUBGfUDE SHALL BE B4CIffILLED!WD COMPAC7FD TO 95
//i �/•i A TRENCFI WfTH A TRACING WIRE ABOVE OR OTHER ACCEPTABLE DEfECTION.
� i��, � �� i PERCEM DENSfTY, STANDARD PROCTOR.
.:/�/�/•% / ' 13 a � I I � 12. OPEN CUTf1NG OF EJOSTING ROADWAYS FOR NON-FRlWCHISED lfrIUTY OR STORN DRAIW�GE WORK D. PRNATE DRPINAGE EASEYEHTS ME REQUIRm FOR DRAINAGE SYSTDAS DESIGNm TO CONVEY
/ // i " � ' FLOW$ THROUGH INDMDU/1L LOTS.
\ ` � IS NOT N10WED UNLESS SPECIFlC.SLLY PPPROVED @Y THE CfTY OF REMON AND NOTm ON
1 ' /�j %��/; �Z y 7w�C7 M -7-� �_ 7HESE APPROVED PLANS. ANY OPEN CUT SHALL BE RES�ORED IN ACCORDPNCE WRH THE CfIY OF E THE APPLICANT/CONTRACTOR IS RESPONSIBLE FOR COORpNATING THE LOG.TIONS OF Nl
' w
i . . RENTON TRENCH RESTOW1710N STANDARDS.
Y1 � �. i%�/•�/ � �. � �� H \ ' L_ ! SNBfOUT COM7El'MICE LINES WfTH RESPECT TO OTFE.R UTILRIES (EG . POWER. GlS.
� . 13. �LL SEDIIAENTATION/EROSION FACILITIES MUST BE IN OPER/�TION PRqR TO CLEAPoNG PND BVILDING 7ELEPHONE. TELEWSION).
11 � �,//%! / t��__�-fi ' j
�-, �i� i � /;. _ . CONS7T2UCT10N,AND THEY MUST BE S4TISFACTORILY MNNTA1Nm UNTiL CONSTRUCTION IS
, /�/��/ / , �� CT H � - ` j � COMPLETID Ml0 iHE POTENf1AL FOR ON-SRE EROSION HAS PF�SSm. F. ALL INDVIDUAI STUB-OUfS SMALL BE PRNATELY OWNED AND MAIMAINED BY THE LOT HOME
OWNER.
\��'- � ��� ��� � � � � g 1' 14. ALL REfENTK,N/DETENTION FACIlIT1E5 NUST BE WSTALLm AND IN OPERATION PPoOR TO OR IN
���/ � .�' - � � ��. CONJUNC710N 1YfTH ALL CONSiFiUCTqN ACTIYf1Y UNLESS OTHERWISE APPROVED BY h1E PUBLIC G. STORM DRAINAGE PPE SISTEYS S4LLL NOT PENEfRATE BUILDVJC FOUNDAT10N5, EXCEPT FOR
�/ � � I �I_ SUMP PUMP DISCW�RGE LBiES USED TO ORAIN CRAWL SPACES, PROVIDED THE SUMP PUAAP
i WORKS DEPPfZT1dEM, SURFMCE WATER UTILITI' $ECTIpN.
� ��� � ��` -�_ � I : SYSTFIA INCLUDES BACKFIOW PREVEMION OR A CHECK VALVE.
� 1 .� ��/ / ,-: 1 O 9 B 7 fi 5
� i/
i '- � � ' , ! � 15. ALL PIPE AND APPURTENANCES SHALL BE WD ON A PROPERLY PREPARm FOUNDA710N IN
i� �� � 23. ALL DIS7URBED PERVIOUS AREAS (COMPACTED. GRADED. IANDSCAPED, EfCJ OF TFIE DEVELOP4EHT
))��% �/�;� ' 1 � �, ���� A C C O R p W C E W f i H T H E C U R R E M f S T A T E O F W I S H W G T O N S T A N D A R D S P E C I F I G I T I O N F O R R O I D A N D
/ , i/ i ,, - �--_ _, ��. I . � BRIDGE CONSTRl1CT10N. THIS SFiALL INCLUDE NECESSAF2Y LEVELINC OF THE TRENCH B07TOM OR SffE MUST DDAONSiRATE ONE OF THE FOLLOWING: THE E�OSTING DUFF LAYER SFIALL BE STAGm
/ � ANO REDISfF218UTm TO NAIMAN THE MOISTU RE GPACRY OF THE SOIL. OR; IMENDm SOIL
� i ���� TFUCT � i i� EDDING ��FOUONDAT10�4 RADE SO hiAT THE E R�E•1LENGTH OF T�EPIPE WILLRgOUIRED SVMLl pE qppED TO WVMNN 7HE YqSNRE GPACRY.
\ _ /.�j���j. _ , � I j� _ SUPPORTm ON A UNIFO(tMLY DENSE, UM7ELDING BASE ALL PIPE BEDDING SHALL BE APWA z4. PROOF OF LIABILI7Y INSUR/WCE SHALL BE SUBM(I'TED TO THE CIfY PRIOR TO CONSTRUCTION
� '�/�//� !�� �7A i I� I C l A S S C.W f T H h iE D(CEPf10N OF PVC PIPE.
, � ! PERMR ISSUANCE.
�i i�%�� jf i; ,\ � � � �( I '� � , i
. �//// , i i I 8 i 25. ISSUANCE OF THE BUILqNG OR CONSTRUCTION PERAlITS BY THE CfTY Of RINTON DOES NOT ,
;: �,�j/ . .• REUEVE THE OWNET2 OF THE CONTINUING LEGAL OBUGATION AND/OR W�BILRY CONNECTEO MTTH ,
� / t : ;
i/ � ''/ i '. 4� '�.
. .; , � ' �.+ ' f H !� �p• I STpR1I SURFACE WATER DISPOSff10N. NRTHER, THE CffY OF REMON DOa NOT ACCFPT ANY
SCALE: 1"= 40' �i � i �i; . � 8. --_- - ---- 4H-_�_- I
..� � �,j � +, �- . � LIGA710h FOR THE PROPER FUNCTIONING AND N/JNTENANCE OF THE S5TEL1 PROV�Dm WRING
, ,.' r�,-:: �!. -��. �...--r 1 . ,_ - ,- .� �i �r . �._ _- � _ CONSTRUCTION .
, :.'..� , TRACT A ' ___ _ . � _ TAACT K '
�o xo c +o eo � �� �-��., - i rROAD C- 26. T}iE CONTRACTOR SFIALL 8E RESPONSIBLE FOR PROVIDING ADEQVATE SAFEGUPRD, SAFETY DEVICES,
� i PROTECIM: E�UIPNETT, FIAGGQ25, AND PNY OTHER I�mm ACTIONS TO PROTECT THE LIFE,
t '��� c°�'� � HEALTH, A17D SAFEfY OF THE PUBLIC,AND TO PROTECT PROPEKiY IN COMIECTION WI7H THE
� PERFORWINCE OF WORK. ANY WORK WfTHIN THE TRAVELED RIGHT-OF-WAY iHAT NAY IN7ERRUPT
��, � - �• Zi 2z Za 24 25 � NORMAL TFAFFlC FLOW SW4LL REQVIRE A TFLSFFIC CONTROL PUN IPPROVE 6Y THE PUBUC
�� � -
LEGEND ' / \ i E � WORKS DE?ARTMENT, TRANSPORTA710N SYSTFMS DMSION. ALL SECTIONS OF THE WSDOTSTANDARD
��, 3T "i SPEqFlCAT10N5 1-07-23 TRAFFlC CONTROL SHALL APPLY.
� %�"�-, � � TR/�C7L �74
s PROPOSED STORIA DRAIN .- `. -- .- 7.5' __ _ � iRaC7J � 27 PRQIECT IOCA N7fHIN THE AOUFER PROTECTIO AREA APA SHALL COMPLY WITM EClAL
; . : �` - .-__ . - ______ �_>________ - Y _ _ '
I I�� REOUIRE4ENT % OF THE SURFACE WAiER DESIGNNUANUAL(AND AQUFER PROTECTION�
c PROPOSED SANRARI'SEWER � ' {
� ��/�� � ' �- , 7Z �� I � � REGUUTIONS (RMC 4-3-050).
� PROPOSED WATER AWN �.
�/i 31 30 29 28 27 � 35
- sa DCIST?IG STORM DRAIN � r -
5 ousTMc sa+Raar s�R � � �/ - ROAD ` - �
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8
Custom Soil Resource Report
Map Unit Legend
King County Area,Washington(WA633)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
AgC Aldervvood gravelly sandy loam, 8.4� 100.0%
6 to 15 percent slopes ' I
Totals for Area of Interest 8.4� 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisety defined limits for the properties of the soils.On the landscape,
however,the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management.These are called contrasting,or dissimilar,components.They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite in�estigation is needed to
define and locate the soils and miscellaneous areas.
10
Figure 1.5
TIR Worksheet
1-6
I
KI1`G COUNTY. WASHINGTON, SURFACE WATER DESIGI�' MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGiNEER DESCRIPTION
Project Owner Lozier at Whitman Court,LLC Project Name Whitman Court PUD
Phone 425-635-3938 DDES Permit#
Address �300 114th Ave SE,Suite 100 Location Township 23N
Bellevue,WA 98004 Range 5E
Project Engineer Clark Kunitsugu,PE Section 15
Company ESM Consulting Engineers,LLC Slte AddfeSS 4225 NE 4th St 8 351 Whitman Court NE
Phone 253-838-6113 Renton,WA 98059
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
.iC1. use Services ❑ DFW HPA ❑ Shoreline
Subdivison Short Subd. / UPD ❑ COE 404 Management
Buildin Services ❑ DOE Dam Safety � Structural
M/F ommerical SFR Rockery/VaulU
❑ Clearing and Grading ❑ FEMA Floodplain � ESA Section 7
❑ Right-of-Way Use ❑ COE Wetlands
❑ Other ❑ Other
Part 5 PLAN AND REPORT INFORMATION �
Technical Information Report Site Improvement Plan (Engr. Plans)
Type of Drainage Review Full / Targeted / Type(circle one): ull / Modified I '
(circle): Large Site Small Site ,
Date (include revision 2o�a-o�-�a Date (include revision 2o�a-o�-�a '
dates): dates):
Date of Final: Date of Final: ,
Part 6 ADJUSTMENT APPROVALS
Type (circle one): Standard ! Complex / Preapplication / Experimental/ Blanket !
Description: (include conditions in TIR Section 2)
Date of A roval: I
?0O9 Surface VJater Desien Manual 1%9i?009
_ �
KII�G COU'�1TY, WASHI\GTON, SURFACE VJATER DESIG\ ;�9ANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes No
Describe:
Start Date:
Completion Date:
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan : Newcascie
Special District Overiays: Nor,e
Drainage Basin: �ower cedar River
Stormwater Requirements: _�evei 2 Fiow controi,Basic Water Quality
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
❑ River/Stream ❑ Steep Slope
❑ Lake ❑ Erosion Hazard
� Wetlands West side of property ❑ Landslide Hazard
❑ Closed Depression ❑ Coal Mine Hazard
❑ Floodplain ❑ Seismic Hazard
❑ Other ❑ Habitat Protection
❑
Part 10 SOILS
Soil Type Slopes Erosion Potential
Gravelly Sandy Loam 1-20% Minimal
❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
❑ Additional Sheets Attached
?l)U9 Surface Vlrater Desitn Nianual 1i9;�2009
� 2
KING COU'_�TY. A1'.ASHI\GTON. SL'RFACE �'ATER DESIGN MAI�UAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE LIMITATION /SITE CONSTRAINT
❑ Core 2—Offsite Analvsis
❑ Sensitive/Critical Areas 25 foot wetland buffer
❑ SEPA
❑ Other
❑
❑ Additional Sheets Attached
Part 12 TIR SUMMARY SHEET rovide one TIR Summa Sheet er Threshold Dischar e Area
Threshold Discharge Area: on site wetland on tne west portion of property
name or descri tion
Core Requirements (all 8 apply)
Dischar e at Natural Location Number of Natural Dischar e Locations: �
Offsite Analysis Level: 1 / 2 / 3 dated:_aPrii 2s,zoos
Flow Control Level: 1 / 2 / 3 or Exemption Number
incl. facilit summa sheet Small Site BMPs
Conveyance System Spill containment located at:
Erosion and Sediment Control ESC Site Supervisor:
Contact Phone: TB�
After Hours Phone:
Maintenance and Operation Responsibility: Private / ublic
I
If Private, Maintenance Lo Re uired: Yes / No
Financial Guarantees and Provided: Yes / o
Liabilit
Water Quality Type: asic / Sens. Lake / Enhanced Basicm / Bog
(include facility summary sheet) or Exemption o.
Landsca e Mana ement Plan: Yes / No
S ecial Re uirements as a licable
Area Specific Drainage Type: CDA/SDO 1 MDP/ BP/LMP 1 Shared Fac. /None
Re uirements Name:
Floodplain/Floodway Delineation Type: Major / Minor / Exemption / one
100-year Base Flood Elevation (or range):
Datum:
Flood Protection Facilities Describe:
Source Control Describe landuse:
(comm./industrial landuse) Describe any structural controls:
2009 Surface Water Design Manual ]!9:'2009
3
KI'.�G COCINTI'. 1��ASHI\GTO\. SL�RFACE WATER DESIGN M,a1�U.aL ����
TECHNICAL INFORMATION REPORT {TIR1 WQRKSHEET I�
Oil Control High-use Site: Yes / No
Treatment BMP:
Maintenance Agreement: Yes / No
with whom?
Other Draina e Structures
Describe:
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
� Clearing Limits � Stabilize Exposed Surfaces
� Cover Measures � Remove and Restore Temporary ESC Facilities
1a Perimeter Protection 1G� Clean and Remove All Silt and Debris, Ensure
Xv Traffic Area Stabilization Operation of Permanent Facilities
� Sediment Retention � Flag Limits of SAO and open space
preservation areas
� Surface Water Collection ❑ pther
❑ Dewatering Control
� Dust Control
� Flow Control
Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facilit Summa and Sketch
Flow Control T elDescri tion Water Quali T e/Descri tion
Previously constructed and
� Detention approved combined detention ❑ Biofiltration
and water quality pond Previously constructed and
❑ Infiltration � Wetpool approved combined detention
and water quality pond
❑ Regional Facility ❑ Media Filtration
❑ Shared Facility ❑ Oil Control
❑ Flow Control ❑ Spill Control
BMPs
❑ Flow Control BMPs
, ❑ Other
❑ Other
2009 Surface VJater Design Manual 1i9/2�09
4
K1NG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 15 EASEMENTS/TRACTS Part 1fi STRUCTURAL ANALYSlS
� Drainage Easement ❑ Cast in Place Vautt
❑ Covenant � Retaining Wall
❑ Native Growth Protection Covenant � Rockery>4' High
❑ Tract ❑ Structural on Steep Slope
❑ Other ❑ Other
Part 17 SIGNATURE OF PROFESSIONAL ENGINEER
I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were
incorporated into this worksheet and the attached Technical Information Report. To the best of my
knowled th �n mati provided here is accurate.
�- ��'� 14
s� edroare
2009 Surface Water Design Manual 1/9/2009
5
2. CONDITIONS AND RE(�UIREMENTS SUMMARY
See Section 2 of Appendix A (previously approved TIR). Section 2 of the previously
approved TIR describes how the project will meet the 1998 King County Stormwater
Design Manual's Core and Special Requirements.
?-I
3. OFF�ITE ANALYSIS
See Section 3 of Appendix A (previously approved TIR). Section 3 of the previously
approved TIR contains the Level 1 off-site analysis and downstream analysis for the
project site.
3-1
4. FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN
4ti1 Existing Site Hydrology
The existing site is rough graded, with a previously approved and constructed water
quality/detention pond in place. The developable portion of the existing site is moderately
sloped (slopes between 5-15%) and slopes down generally from the north and east sides
of the property towards the southwest comer. At the west portion of the property is a
wetland, which drains off site to the south. At the east end of the property, there is an
existing vault from the Ridgeview Court subdivision. This flow will be captured and tight
lined and will flow through the existing on site pond.
See Section 4 of Appendix A (previously approved TIR). Section 4 of the previously
approved TIR contains the methodology used to size the approved, existing stormwater
detention pond.
4.2 Developed Site Hydrology
The project will create 39 residential lots and 1 commercial lot with associated roadway,
sidewalk, driveways, roof areas, landscaped yards, and a combined detention/water quality
pond. All 39 residential lots will have new single-family dwelling units and the 1
commercial lot will contain a bank The 39 residential lots are modeled as 75°k imperviou�
The bank will be created on site, and will have an associated roadway, sidewalk c.
roof area and landscaped area, and is modeled as actual impervious/pervious area
The previously approved and constructed detention/water quality pond is located �n �
southwest corner of the site. The detained runoff will be discharged to the west to tr�c
onsite wetland.
The previously approved pond's developed areas are shown in Table 4.1.
TABLE 4.1
roved Develo ed Pond Tributa Area
SUBBASIN TOTAL IMPERV. T1LL
AREA AREA(Ac) GRASS
(Ac) (Ac)
Whitman Court 3.28 2.57 0.71
TOTAL 3.28 2.57 0.71
The current site plan's developed areas are shown in Table 4.2.
TABLE 4.2
Pro osed De�elo ed Pond Tributa Area
SUBBASIN TOTAL IMPERV. TILL
AREA AREA(Ac) GRASS
(Ac) (Ac)
Whitman Court 3.52 2.45 1.07
TOTAL 3.52 2.45 1.07
See Fgure 4.1 for a visual representation of the Developed Tributary Area.
See Section 4.4 for a comparison in flow rates between the previously approved site
plan and the proposed layout
�-i
4�3 Pertormance Standards
Performance Standards for flow control design use the KCRTS Methodology with houriy
time steps as described in Appendix A: Section 4 and Section 4.4 below. To compare
previously approved developed flowrates to proposed site plan flowrates, a runoff file for the
proposed condition was created using the reduced KCRTS time series data set for the
SeaTac Rainfall Region with a Correction Factor of 1.0.
The site requires basic water quality treatment Water quality will be satisfied with a
wetpond, which will be located in the combined detention/water quality pond.
4,,4 Flow Control System
KCRTS Pond Desiqn
According to the KCRTS pond design output in the approved TIR in Appendix A, the
developed flow rates (used as the inflow for the detention pond) are as follows:
F_qw Freyucucy Analysis
3'irn� Series File:7546dev.tsf
Pro;ect LacaGior�:Sea-Tac
---Annual Peak Flo►. Rate�--- -----Flea� Prequency Analysis------
r2ow Rate :Rank TisP of Peak - - reaks � Rank Return Yr�b
IC�'�) ICFS) Periczi
C.68S 6 2/b4!02 2:OQ 1.36 1 100.00 0.997
0.581 S �/05/02 16:00 0.951 2 25.00 0.95:i
�.821 3 12/OS!02 18:00 0.821 3 14.00 0.9C:1
G.653 7 8/26iO4 2:00 0.781 C 5.00 0.3�:�
a.781 C 10/?.8/D4 16:86 0.731 5 3.00 O,b57
�J.'I31 5 �/16106 16:�4 O.b86 6 2.00 0.5�7
�D.951 Z 10/26!06 O:�la 4.65� 7 1.30 0.23;
1.3G 1 �i49/08 5:00 0.581 8 l. la 0_c���.
Co��:ted peaks 1_23 5Q '�'� `
The flow rates were obtained using the areas shown in Table 4.1, abov�
The flow rates for the developed area of the current project are as follows (using the areas
shown in Table 42 above):
Flow Frequer�cy Analysis
Time Series File:dev.tsf
Project Location:Sea-Tac
---e►nnual Peak Flaw Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - ttank Return Prob
(CFS) ([FS) Per i od
0.690 6 2/09/O1 2:00 1.38 1 100.00 0.990
0.572 8 1/05/02 16:00 0.917 2 25.OD 0.9b0
0.827 3 2/27/03 7:00 0.827 3 10.00 0.900
0.630 7 8/26/Od 2:00 0.756 4 5.00 0.800
0.756 d 10/28/04 16:00 0.733 5 3.00 4.667
0.733 5 1/18/06 16:00 0.69U 6 2.DO 0.5�
0.917 2 10/26/06 0:� 0.630 7 1.30 0.231
1.38 1 1/09/D8 6:�0 0.572 8 1.10 0.091
computed Peaks 1.23 50.OU 0.98U
The current site plan's flow rates are all within 1% of the original TIR's flow rates, which is a
very small increase. The as-built pond is approximately 5% oversized, therefore the pond
will perform and function as previously designed and approved.
4-'
Existinq As Built Constructed Pond
The previously approved pond was constructed and surveyed (as built) to determine total
constructed detention volumes.
The as built pond volume was calculated as 40,754 cubic feet According to the previously
approved TIR (Appendix f�, the pond volume required is 38,887 cubic feet. Therefore, the
constructed pond is oversized by about 4.8%, and will pertorm as designed in the
previously approved TIR.
�-�
Fgure 4.1
Pond Tributarv Area
;
4-4
viSiO
v1q,rp�S
n 'I
-__., _ __
_ - - - - - �-
. , � - - i -
- - SCALE;1'� 40'
' .o• ao' o �c' eo � 1�
.� �
I � 2g
1 / �` `�
�OND TR;GUTARY AREA r ¢— � pY
W s�
3 I w� �� �E
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I
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\ � � - N� ��
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t \ - - ; €;
\ \ =a
\ \ _ � V1
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r � � \ _ �
WETLAND �` ' �
1 , ��
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i � –J
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, � � 0
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, �; _ � Z a
� � .-\ j C a
L
, � � a
� - - a 2 �
� � � � �
. w
EX�ST'NG APPR�VED N
D�Tt�TION =OND \ _ _ �— O
�
. � � „ �
a� t � � �_i � Z
�a —— �
� — �
�� .q!N0. ��99-0]�-U�J
owc.rwue- d-o�
8 OESrtiNEO BY- C�
OiuW1+Rr: C��
p^ CHEGaED B+:
x
d�
o•r� sa,.-0z-i.
y. a...,.
�� ���:
_� FIG.4.1
�y°
� O� SHFC15
4.5 Water Quality Facility
According to the previously approved TIR in Appendix A, the project site requires Basic
Water Quality Treatment This water quality treatment will be provided by a wetpond in the
combined detention/water quality pond. The previously approved TIR sized the required
wetpond volume as 12,693 cubic feet
The land use has changed for the current site plan and has been resized using Table 42.
The wetpond volume required for the current site plan is:
A VB/VR - 3 is calculated by dividing the wetpond volume N� by the volume of runoff
N� from the mean annual storm. The sizing of wetponds is accomplished by
determining the acreage of pervious and impervious land. Runoff volumes from
pervious and impervious areas were determined by multiplying the acreage of each
category by the mean annual storm (0.47 inches). Runoff factors of 0.25 for till grass
areas and 0.90 for impervious areas were utilized. The sum of these values is the total
runoff volume N�. The required basin volume or the volume of the wetpond is
determined by multiplying the VR by 3.0.
Volume runoff from till grass = 1.07 Ac (Table 4.2)x 0.47 in.x 0.25/12 = 0.0105 Ac-ft.
Volume runoff from impervious =2.45 Ac (Table 4.2) x 0.47 in x 0.90/12 = 0.0864 Ac-ft.
Total runoff volume VR = 0.0969 Ac - ft.
Total basin volume VB- 0.0969 x 3 - 0.291 Ac -ft. � 12 7 cf
The pond volume required for the current proposed site plan is less than the previously
approved TIR's required wetpond volume, therefore the approved wetpond volume will
pertorm as designed in the approved TIR. The current water quality pond volume was not
able to be as-built, since it is full of water. However,the detention was built about 5% larger,
therefore the water quality portion was most likely built at or larger than the required
volume.
-t-�
5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
A conveyance analysis was performed for the mainline storm drainage systems and the
pond outfall/ftontage conveyance systems. The StormSHED results provided in Appendix
E demonstrate that the pipe networks function per the requirements of the 2009
Stormwater Manual for peak storm conveyance. The proposed conveyance system's
parameters are as follows:
Backwater was analyzed using StormShed3G proprietary software, using the rational
methodology to analyze each sub-basin area. The project is not located near a location
with an IDF curve table created; therefore the IDF values for Seattle are used.
The outfall system was sized using the entire on site basin from Table 4.2. This simulates
the entire on site basin area runoff being point discharged to the top of the first pipe,
which assumes there is no detention pond (or the detention pond completely failed). This
models the maximum fiow rate possible through the outfall system in Tract A on site.
Developed Land Uses used:
Lawn (c=0.25)
Pavement and roofs (c=0.90)
Rainfall Data Used:
25 year: 3.40 in
100 year: 3.90 in
The time of concentration is set at the 2009 Stormwater Manual minimum, 6.3 minutes, to
add conservatism to the system design.
The system was designed to convey the 100 year storm with no capacity or backwater
issues. This was done to determine that no flooding or backwater would occur.
Naming Convention used in StormSHED:
• Drainage basins are referred to as "Basins"
• Catch basins are referred to as "Nodes"
• Pipes are referred to as "Reaches"
The StormSHED output is located in Appendix D and includes the following:
• Conveyance System Diagram
• Contributing Drainage Areas Table
• 100 year conveyance analysis
A Conveyance Basin Exhibit is provided in the back pocket of this report The stormwater
drainage conveyance system will be privately maintained.
5-I
6. SPECIAL REPORTS AND STUDIES
Following are the reports and studies referenced for the proposed development:
• Approved Technical Information Report, by Barghausen, Inc, dated April 15, 2003
(see Appendix A)
• Geotechnical Engineering Repo�, by Associated Earth Sciences, Inc, dated
December 16, 2013 (see Appendix B)
;
6-1
7. OTHER PERMITS
The National Pollutant Discharge Elimination System (NPDES) permit has been applied
for, and is currently in the waiting period.
This project also requires the following permits:
Building Permits
Clearing & Grading Permits
7-1 ,
8. CSWPPP ANALYSIS AND DESIGN
8.1 Sediment Traps
The project drainage area has been broken up into 3 contributing basins which will be
treated by 3 sediment traps. Each basin consists of roadway and lot grading. The
sediment trap will be sized assuming 50% impervious area.
Sediment Trap 1
Located in the north portion of the site, directly to the southwest of the bank site
STEPS:
1.) Obtain the discharge rate for the 2-year and 100-year, 15-minute developed storm.
Total Area = 0.92 acre
Assumed developed land use: 50% Impervious
Impervious Area = 0.46 acre
Pervious Area = 0.46 acres
�+2-15min = 0.251 CfS
�t 00-15min = 0.987 CfS
2.) Determine the Surface Area (SA) required at the top of the riser pipe.
SA= Q2_�5min (2080) = 0.251 * 2080 = 522.08 Sf
Minimum traa surface area is 525 sf.
3.) Size the Emergency Overflow Spillway
The emergency overflow spillway shall convey the 100 year, 15-minute developed
design storm event (Q,00-,5m;� = 0.987 cfs?, Minimum spillway width (W) required is
6.00 feet.
��� = Q�oo-�s�„�� _2.4H (Equation 5-3 from KCSWDM)
(3.21)(H'"')
Q,o�-,5m;� = 0.987 cfs, H = 0.5 ft, therefore W=-0.33 ft.
Use the minimum requirement of 6.0 ft for the emergency spillway width.
4.) Typical Sediment Trap Summary:
Basin Area = 0.92 acre
Developed Inflow 2yr/15-minute = 0.251 cfs
Developed Inflow 100yr/15-minute = 0.987 cfs
Surface area required = 525 sf
Emergency spillway width = 6.00 ft
�-�
Sediment Txap 1 Developed Land Use
0.00 G.OG O.00OCGO Till Forest
O.CO O.OG 0.000000 Till Pasture
0.46 0.00 0.000000 Till Grass
0.00 0.00 0.000000 Outwasr Forest
0.00 0.00 0.000000 Outwash Pasture
0.00 0.00 0.000000 Outwash Grass
0.00 O.OG 0.000000 Wetland
0.46 0.00 0.000000 Impervious
trapl.�sf
Sediment Trap 1 Developed Peak Flow Rates (15-minute Time Series)
Flow Frequer.cy Ar.al_,�sis LoqPeGrsor, III Ccefii�iFnts
Time Series File:trap=.tsf Mean= -0.562 StdDe�.= U.1�C
Project Location:Sea-Tac Skew= 1.413
---Annuai Peak Flow Rates--- -----Flow Frequency Analysis-------
Flcw Rate Rank Time of Peak - - Peaks - - Rank Returr. Pr�b
(CFS) (CFS) Period
0.389 9 2/lE/49 1?:45 1.14 1 89.50 O.��u
0.531 5 3/03/50 :5:�0 0.672 2 32.13 0.96�
0.21E 36 8/27/51 18:�0 0.592 3 1°.58 0.949
0.261 27 10/'7/51 7:15 0.547 4 14.08 0.929
0.185 44 9/30/53 3:00 0.531 5 10.99 C.909
0.216 35 12/19/53 1;:30 G.927 6 9.01 0.88°
0.178 96 11/25/59 1:00 0.903 7 7.E4 0.86°
0.265 25 10/09/55 10:00 0.903 E 6.E3 0.84�
0.269 20 12/09/5E 12:45 0.389 9 5.86 0.82°
0.249 32 '_/lE/58 10:00 0.3L° 10 5.29 0.8CG
0.305 19 1C/18/58 19:45 0.3'.9 11 4.75 0.789
0.314 12 10/1C/59 22:CC 0.3i4 12 9.39 0.769
0.266 23 2/i4/61 20:15 0.312 13 3.99 0.?4'�
0.212 39 8/09/62 13:15 0.305 14 3.70 0.729
0.214 38 12/Ol/62 20:15 0.288 15 3.94 0.705
0.163 49 6/OS/69 15:00 0.287 16 3.22 0.69���
0.252 30 4/20/65 19:30 0.286 17 3.03 C.670
0.166 48 1/05/66 15:00 0.279 18 2.85 0.650
0.288 15 11/13/66 17:45 0.274 19 2.70 0.63��
0.592 3 8/24/68 15:00 0.269 20 2.56 0.61G
0.255 28 10/20/68 12:00 0.268 21 2.44 0.59C
0.152 50 1/13/70 20:45 0.266 22 2.32 0.5;0
0.185 45 12/06/70 7:00 0.266 23 2.22 0.55C
0.403 7 12/OB/71 17:15 0.266 29 2.13 0.5�C
0.215 37 9/18/73 9:30 0.265 25 2.09 0.51G
0.268 21 11/28/?3 8:00 0.2E9 26 1.96 0.49C
0.279 19 8/17/75 23:00 0.2E1 27 1.89 0.47C
0.196 92 10/29/75 7:G0 0.255 28 1.82 0.450
0.172 97 8/23/77 14:30 0.252 29 1.75 0.43G
0.312 13 9/17/78 1:00 0.252 30 1.70 0.410
0.427 6 9/08/79 13:95 0.248 31 1.64 0.390
0.315 10 12/14/79 20:00 0.244 32 1.59 0.370
0.286 1� G/21/81 8:00 0.235 33 1.54 0.350
0.672 2 10/05/81 22:15 0.224 39 1.99 0.�3G
0.264 26 10/28/82 16:00 0.21E 35 1.95 0.�10
0.20E 40 1/02/89 23:45 0.216 36 1.41 0.291
0.186 43 6/06/85 21:15 0.215 37 1.37 0.2?1
0.279 18 10/27/85 10:95 0.214 38 1.33 0.��1
0.319 11 10/25/86 22:95 0.212 39 1.30 0.�31
0.252 29 5/13/88 17:3G 0.206 40 1.27 0.�_'
0.235 33 8/21/89 16:00 0.202 41 1.29 0.1;_
0.403 S 1/09/90 5:30 0.196 42 1.21 0.1�:
0.266 22 4/03/91 20:15 0.186 43 1.18 0.1�_
0.202 41 1/27/92 15:00 0.185 94 1.15 0.1�_
�.�q� .1 �,;�v;G� _... " 0.14� 9� 1.1� �• --
.-- -, _�. _ � _. .-_ . l-: -1� _ . :�" . _: _
c�-�'
G.2E6 2� 6/05/95 1�:u0 G.i?2 47 1.08 0.0?1
G.287 16 5/19/96 11:3� 0.166 48 1.05 0.051
1.14 1 12/29/46 '_1:45 0.163 49 1.03 0.031
0.54? 9 10/09/97 i4:ls 0.152 �0 1.C"; 0.011
Computed Peaks 0.987 100.00 0.990
Computed Peaks 0.?90 50.00 0.9E0
Computed reaks O.E30 25.00 0.9n0
Computed Peaks 0.462 1C.00 0.900
Computed Peaks 0.434 8.00 C.875
Computed Peaks 0.361 5.00 0.800
Computed Peaks 0.251 2.00 0.500
Con���ted PeaY.s 0.203 1.30 0.2?1
Sediment Trap 2
Located in the middle portion of the site, just to the north of the existing storm drainage
pond.
STEPS:
1.) Obtain the discharge rate for the 2-year and 100-year, 15-minute developed storm.
Total Area = 120 acre
Assumed developed land use: 50% Impervious
Impervious Area = 0.60 acre
Pervious Area = 0.60 acres
Q2-15rtMn = 0.327 Cfs
n+t oo-�5rn�n = 1.29 Cfs
2.) Determine the Surface Area (SAj required at the top of the riser pipe.
SA = Q2_�5min(2080)= 0.327 * 2080= 680.16 Sf
Minimum traq surface area is 685 sf.
3.) Size the Emergency Overflow Spillway
The emergency overflow spillway shall convey the 100 year, 15-minute developed
design storm event (Q��15min = 1•29 cfs). Minimum spillway width (W} required is
6.00 feet.
i�' = U10`�""v�,, -2.4H (Equation 5-3 from KCSWDM)
(3.21)(H��-)
Q100-15min � 1•29 cfs, H = 0.5 ft,therefore W6-0.06 ft.
Use the minimum reauirement of 6.0 ft for the emer_c�ency spillway width.
4.) Typical Sediment Trap Summary:
Basin Area = 1.20 acre
Developed Inflow 2yN15-minute = 0.327 cfs
Developed Inflow 1�yr/15-minute = 1.29 cfs
Surface area required = 685 sf
Emergency spillway width = 6.00 ft
£-�
Sediment Trap 2 Developed Land Use
O.OG O.OG O.00OG00 Till Fores�
u.00 0.00 0.000000 Till Pasture
0.60 0.00 0.000000 Till Grass
0.00 0.00 0.000000 Outwash Fores�
0.00 0.00 0.000000 OuLwash Pastur�
0.00 0.00 0.000000 Outwash Grass
0.00 C.GO C.000000 t�et�and
0. 6� ". �0 � .�G00��0 =mne�-v-ous
trap2.ts`
Sediment Trap 2 Developed Peak Flow Rates (15-minute Time Series)
Fiow rrequen�y �.nai,,-s-s LogPearsor. III Coefficie�:ts
Time Series File:trap2.tsf Meaa= -0.447 StdDev= G.l'0
Project Locaticn:Sea-Tac Skew= 1.412
--Annual Peak Flow Rates--- ----Flcw Frequency Analysis
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Pr��;
;CFS} (CFS; Period
0.507 9 2/16/49 17:95 i.49 1 89.50 0.9�9
0.693 5 3/03/50 15:00 0.87� 2 32.13 0.969
0.281 36 8/27/51 18:00 0.7?2 3 19.58 0.°99
0.340 27 10/17/51 7:15 0.719 4 14.08 0.929
0.242 44 9/30/53 3:00 0.693 5 10.99 0.909
0.282 35 12/19/53 1�:30 0.556 6 9.01 0.889
0.232 4E 11/25/54 1:00 0.525 7 7.69 0.86°
0.345 25 10/�4/55 10:00 0.525 8 6.03 0.899
0.351 20 12/�9/5E 12:45 0.507 9 5.86 0.829
0.319 32 1/16/58 �0:00 0.41n 10 5.29 0.80°
0.397 14 10/18/58 i9:45 0.416 11 4.75 0.?89
0.909 12 10%10l59 22:00 0.409 12 4.34 0.7E°
C.347 23 2/14/El 20:15 0.407 13 3.°9 0.74°
0.2?7 39 8/04/E2 13:15 0.397 14 3.70 0.729
0.279 38 12/O1/62 20:1s 0.37E 15 3.44 0.70°
0.213 49 n/05/64 15:CG G.3?4 16 3.22 0.690
0.329 3� 9/20/65 19:30 0.313 17 3.03 0.6?0
0.21E 48 1/05/66 15:OC 0.364 1R 2.85 0.650
0.376 15 11/13/66 17:95 0.358 19 2.70 0. 630
0.772 3 8/24/68 15:00 0.351 20 2.56 0. 61C'�
0.333 28 10/2Qj68 12:G0 0.399 21 2.44 0.5°0
0.199 50 1/13/70 20:95 0.398 22 2.32 0.5?C
0.241 45 12/06/70 7:OG 0.347 23 2.22 0.550
0.525 7 12/08/71 17:15 0.347 24 2.13 0.53C
0.281 37 4/lE/73 9:30 0.395 25 2.04 0.51�;
0.349 21 11/28/73 8:OG 0.395 26 1.96 0.49C;
0.358 19 8/17/75 23:00 0.390 27 1.89 0.97C
C.256 42 10/29/75 7:00 0.333 28 1.82 0.45C
0.225 47 8/23/77 14:30 0.329 29 1.75 0.93C
0.407 13 9/17/78 1:00 0.329 30 1.70 0.41(
0.556 6 9/08/79 13:45 0.329 31 1.64 0.39(
0.416 10 12/14/79 20:00 0.319 32 i.59 0.37(
G.3i3 17 9/21/81 8:00 0.306 33 1.54 0.35(
0.8;7 2 10/05/81 22:15 0.292 34 1.99 0.33(
0.345 26 10/28/82 16:00 0.282 35 1.95 0.31C
0.268 40 1/02/84 23:45 0.281 36 1.91 0.291
0.243 43 6/GE/85 21:15 0.281 37 1.37 0.271
0.364 18 10/27/85 10:45 0.279 38 1.33 0.251
0.41b 11 10/25/86 22:45 0.277 39 1.30 0.231
0.329 29 S/13/8E 17:30 0.268 40 1.27 0.211
0.306 33 8/2i/89 16:00 0.264 41 1.24 0.191
0.525 8 1/09/90 5:30 0.�56 42 i.21 0.171
0.348 22 4/03/91 20:15 0.243 43 1.18 0.151
G.264 41 1/2�/92 15:G0 C.242 44 1.15 0.131
0.324 31 6/09/93 12:1� G.291 95 1.12 0.111
0.292 34 11!i7/93 1E:9� 0.232 46 1.10 0.091
8-4
. .�4; �4 6,'0=, ._ i-.;,, _ .��� 4�' 1 .U8 0. _-1
0.374 16 5/19/96 11:30 0.216 48 1.05 O.C�1
1.49 1 12/29/96 11:45 0.213 99 1.03 0.���1
0.714 4 10/04i97 19:15 0.199 50 1.01 O.C11
Computed Peaks 1.29 100.00 0.990
Compu�ed Peaks 1.03 50.00 0.980
Compu�ed Peaks 0.821 25.00 0.9b0
Compu�ed Peaks 0.602 i0.00 0.900
Computed Peaks C.566 5.00 0.87�
Computed Fe�ks C.470 5.00 0.800
Computed Peaks 0.327 2.00 0.500
Cor�r . - =_}:� .__: _ . � ._-;
Sediment Trap 3
Located in the south portion of the site, just to the east of the existing storm drainage
pond.
STEPS:
1.) Obtain the discharge rate for the 2-year and 100-year, 15-minute developed storm.
Total Area = 1.08 acre
Assumed developed land use: 50% Impervious
Impervious Area = 0.54 acre
Pervious Area = 0.54 acres
�+2-15m1n = 0.294 CfS
Q�oo-�sm�n = 1.16 Cfs
2.) Determine the Surface Area (SA) required at the top of the riser pipe.
SA= Q2_�5min (2080)= 0.294 * 2080 = 611.52 Sf
Minimum trap surface area is 615 sf.
3.) Size the Emergency Overflow Spiliway
The emergency overflow spiliway shali convey the 100 year, 15-minute developed
design storm event (Q�oo-,5m;� = 1.16 cfs), Minimum spillway width (W) required is
6.00 feet.
6�' = U""�"n"n -2.4H (Equation 5-3 from KCSWDM)
(3.21)�H�'��)
Q10Q15min - 1.�6 CfS, H = 0.5 ft,therefore W�0.18 ft.
Use the minimum requirement of 6.0 ft for the emer ency spillway width.
4.) Typical Sediment Trap Summary:
Basin Area = 1.08 acre
Developed Inflow 2yr/15-minute = 0.294 `fs.
Developed Inflow 100yN15-minute = 1.16 cfs
Surface area required = 615 sf
EmF _
Sediment T=ap 3 Developed Land Use
�.00 O.GO �.00COOC T''l� Fore�-
0.00 G.Ou 0.000000 T�11 Pastc--
0.59 0.00 O.00OOOC Tili Grass
O.GO 0.00 0.000000 Outwasri ForG_
�.0� �.�� �.������ �LtWdSr PaSt'.:-� �
0.00 0.00 0.000000 Outwash G- -
0.00 fi,00 0.000000 "v�etland
C. - . . -. ,
trap3.ts-
5ediment Trap � .�eceiorEd Fe>i: _���: F:ates (_5-;c.:,cte __me Sei�e�l
F1ovr Fieqae�cy Analys�s Log_earscn II� C�efT
Time Series File:trap3.tsf Mean= -0.49� StdDe
Project Locaticr.:Sea-Tac Skew= 1.40-
---Annual Peak Flow Rates--- ----Flow Freauencv Anal .
Flcw Rate Rank Ti:ne of Peak_ - - Peaks - - Rank keturn F_
(CFS; (CFS) Period
0.457 9 2/16/49 17:45 1.34 1 8°.50 G.
0.624 5 3/03/50 15:OC 0.789 2 32.13 G.�r
0.253 36 8/27/5� l�:OC 0.695 3 19.58 0.9�
0.306 27 10/17j52 7:i5 0.692 4 14.08 0.9�5
0.218 49 9/30/53 3:OC 0.624 5 10.99 0.9G;
C.259 35 12/19/53 17:3C 0.501 6 9.01 0.88_
C.209 46 11/25/5� l:OG 0.973 7 ?.64 0.86y
C.311 25 1G/04/55 lO:OG 0.9?3 R E.63 0.849
G.31E 20 12/09%56 12:45 0.457 9 �.86 0.829
0.287 32 1/�6/59 10:C0 0.374 1Q 5.24 0.809
0.357 i4 10i-8/�� 19:45 0.3?4 11 4.75 0.7�9
0.369 12 10/�0/59 22:C0 0.369 12 4.34 0.769
0.312 23 2/19/61 20:15 0.36�' 13 3.99 0.749
0.249 39 E/G4/62 13:15 0.35`7 19 3.7C 0.729
0.251 38 ?2/Gl/6� 20:15 0.339 15 3.94 0.709
0.192 49 6/05/E9 15:OG 0.337 16 3.22 0.69G
0.296 30 4/20/65 19::s0 0.335 17 3.03 0.670
0.194 48 1/05/66 15:r0 0.328 18 2.85 O.E50
0.339 15 11/13/66 1?:95 0.322 19 2.70 0.630
O.E95 3 E/24/68 15:00 0.316 20 2.56 0.610
0.300 28 10/20/68 12:00 0.315 21 2.44 0.59C
0.179 50 1/13/70 20:95 0.313 22 2.32 0.570
0.217 95 12/06/�0 7:G0 0.312 23 2.22 0.55C
0.473 7 12/08/71 1?:15 0.312 29 2.13 0.530
0.252 37 9/18/73 �:30 0.311 25 2.04 0.510
0.315 21 11/28/73 8:GG 0.311 26 i.96 0.490
0.322 19 8/1?/75 23:G0 C.306 27 1.89 0.470
0.230 42 10/2°/75 7:00 0.300 28 1.82 0.450
0.202 47 8/23/7? 14:30 0.297 29 1.75 0.43�
0.367 13 9/17/78 1:G0 0.296 30 1.70 0.410
0.501 6 9/08/%9 13:45 0.291 31 1.64 0.390
0.374 10 12/14/79 20:00 0.287 32 1.59 0.370
0.335 17 9/21/81 8:00 0.276 33 1.54 0.350
0.789 2 10/05/81 22:15 0.263 34 1.49 0.330
0.311 26 10/28/82 1E:00 0.259 35 1.95 0.3"i0
G.241 40 1/02/fi9 23:95 0.253 36 1.91 0.29_
0.219 43 6/06/85 21:15 0.252 37 1.37 0.271
0.328 18 10/27/85 10:95 0.251 38 1.33 0.251
0.374 11 10/25/86 22:95 C.249 39 1.30 0.231
0.297 29 5/13/88 17:30 C.241 40 1.27 0.211
0.276 33 8/21/89 16:00 0.237 41 1.24 0.191
0.473 8 1/09/90 5:30 0.230 42 1.21 0.1;1
0.313 22 4/03/91 20:15 0.219 43 1.18 0.15:
0.237 41 1/27/92 15:00 C.218 44 1.15 0.13"�
0.291 31 c%OG/93 12:15 G.217 45 1.12 0.1'_1
0.263 s4 11/1"!g3 1F�:95 �.�C9 46 l."10 G.09;
8-h
0.312 24 6/05/95 17:00 0.202 47 1.08 0.071
0.337 16 5/19/96 11:30 0.199 98 1.05 0.051
1.34 1 12/29/96 1'::95 0.192 99 1.03 0.031
O.E42 4 10/04/�? 14:15 0.179 SC 1.01 0.011
Computed Peaks 1.16 100.00 0.990
Computed Feaks 0.9�7 50.OG 0.980
Computed Peaks 0.739 25.00 0.960
Computed Peaks 0.592 10.00 0.900
Computed Peaks C.510 8.00 0.875
CoT.puted Peaks �.923 5.00 0.800
Computed Peaks 0.294 2.00 0.500
�cmp;:ted Fea};s . .23� i. i0 _ .-31
8-7
9. BOND GlUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF
COVENANT
The Site Improvement Bond Quantity Worksheet is included following this page.
9-1
Site Improvement Bond Quantity Worksheet S15 Webdate: 02/22/2013
� King County
Department of Permitting & Environmental Review
35030 SE Douglas Street, Suite 210
Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600.
206-296-6600 TTY Relay 711
ProJect Name: Whltt11at1 COU�t Date: 12/11/2014
�ocat�on: 4225 NE 4th Street and 351 Whitman Court NE Pro)ect No.: U14003820
Activity No.:
Note: All prices include labor, equipment, materials, overhead and
Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
yes no
If yes,
Forest Practice Permit Number:
(RCW 76.09)
Page 1 of 9
Unit prices updated: 02/12/02
Version: 11/26/2008
li-wks-sbq.xls Report Date: 12/11/2014
Site Improvement Bond Quantity Worksheet S15 Webdate: 02/22/2013
Unit #of
Reference# Price Unit Quantity Applications Cost
EROSION/SEDIMENT CONTROL Number
Backfill &compaction-embankment ESC-1 $ 5.62 CY 11700 1 65754
Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each
Crushed surfacin 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY
Ditchin ESC-4 $ 8.08 CY
Excavation-bulk ESGS $ 1.50 CY 800 1 1200 ,
Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 2100 1 2898 '
Fence, Temporar NGPE ESC-7 $ 1.38 LF 713 1 984 �
Hydroseedin ESC-8 SWDM 5.4.2.4 $ 0.59 SY 7700 1 4543
Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY
Mulch, b hand, straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY
Mulch, by machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY
Piping, temporar , CPP, 6" ESC-12 $ 10.70 LF
Pipin , tem orary, CPP, S" ESC-13 $ 16.10 LF
Pi in , temporary, CPP, 12" ESC-14 $ 20.70 LF
Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY
Rip Ra , machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY '
Rock Construction Entrance, 50'x15'x1' ESC-17 SW DM 5.4.4.1 $ 1,464.34 Each
Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 2 1 5857
Sediment pond riser assembl ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each
Sediment trap, 5' hi h berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF 140 3 7522
Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF 6 3 1234
Seedin , b hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY
Soddin , 1"deep, level round ESC-23 SWDM 5.4.2.5 $ 6.03 SY
Soddin , 1"deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY �
TESC Supervisor ESC-25 $ 74.75 HR
Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR
WRITE-IN-ITEMS **** see a e 9
Each
ESC SUBTOTAL: $ 89,992.22
30% CONTINGENCY& MOBILIZATION: $ 26,997.67
ESC TOTAL: $ 116,989.89
COLUMN: A
Page 2 of 9
Unit prices updated: 02/12/02 ,
Version: 11/26/2008 ��
�i-wks-sbq.xls Report Date: 12/11/2014
Site Improvement Bor �uantity Worksheet Webdate: 2008
Existing Future Public Private Quantity Completed
Right-of-Way Right of Way Improvements (Bond Reduction)* �
8 Dralna e Facilitles Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
GENERAL ITEMS No.
Backfill&Com action-embankment GI-1 $ 5.62 CY 11700 65,754.00
8ackfill&Com action-trench GI-2 $ 8.53 CY
Clear/Remove Brush,b hand GI-3 $ 0.36 SY 14182 5,105.52
Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre
Excavation-bulk GI-5 $ 1.50 CY 800 1,200.00
Excavation-Trench GI-6 $ 4.06 CY �
Fencin ,cedar,6'hi h GI-7 $ 18.55 LF
Fencin ,chain link,vin coated, 6'hi h GI-S $ 13.44 LF
Fencin ,chain link, ate,vin coated, 2 GI-9 $ 1,271.81 Each ,
Fencin ,s lit rail,3'hi h GI-10 $ 12.12 LF '
Fill 8 com act-common barrow GI-11 $ 22.57 CY ',
Fill&com act- ravel base GI-12 $ 25.48 CY
Fill&com act-screened to soil GI-13 $ 37.85 CY
Gabion,12"dee ,stone filled mesh GI-14 $ 54.31 SY
Gabion,18"dee ,stone filled mesh GI-15 $ 74.85 SY
Gabion,36"dee ,stone filled mesh GI-16 $ 132.48 SY
Gradin ,fine,b hand GI-17 $ 2.02 SY
Gradin ,fine,with rader GI-18 $ 0.95 SY
Monuments,3'lon GI-19 $ 135.13 Each
Sensitive Areas Si n GI-20 $ 2.88 Each
Soddin , 1"dee ,slo ed round GI-21 $ 7.46 SY
Surve in ,line& rade GI-22 $ 788.26 Da
Surve in ,lot location/lines GI-23 $ 1,556.64 Acre I
Traffic control crew 2 fla ers GI-24 $ 85.18 HR
Trail,4"chi ed wood GI-25 $ 7.59 SY 381 2,891.79
Trail,4"crushed cinder GI-26 $ 8.33 SY
Trail,4"top course GI-27 $ 8.19 SY
Wall,retainin ,concrete GI-28 $ 44.16 SF 438 19,342.08
Wall,rocke GI-29 $ 9.49 SF 1260 11,957.40
Page 3 of 9 SUBTOTAL 106,250.79
Unit prices updated: 02/12/02 I
'KCC 27A authorizes only one bond reduction. Version: 11/26/08
li-wks-sbq.xls Report Date: 12/11/2014
Site Improvement Boi �uantity Worksheet Webdate: 2008
Existing Future Public Private Bond Reductlon"
Right-of-way Right of Way Improvements
8 Dralna e Facilitfes Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
ROADIMPROVEMENT No.
AC Grindin ,4'wide machine<1000s RI-1 $ 28.00 SY
AC Grindin ,4'wide machine 1000-200 RI-2 $ 15.00 SY
AC Grindin ,4'wide machine>2000s RI-3 $ 7.00 SY
AC Removal/Dis osal/Re air RI-4 $ 67.50 SY
Barricade,t e I RI-5 $ 30.03 LF
Barricade,t e III(Permanent RI-6 $ 45.05 LF
Curb&Gutter,rolled RI-7 $ 17.00 LF
Curb&Gutter,vertical RI-8 $ 12.50 LF 133 1,662.50 2403 30,037.50
Curb and Gutter,demolition and dis osal RI-9 $ 18.00 LF 133 2,394.00 338 6,084.00
Curb,extruded as halt RI-10 $ 5.50 LF
Curb,extruded concrete RI-11 $ 7.00 LF 1185 8,295.00
Sawcut,as halt,3"de th RI-12 $ 1.85 LF
Sawcut,concrete, er 1"de th RI- 13 $ 1.69 LF 133 224.77 415 701.35
Sealant,as halt RI- 14 $ 1.25 LF
Shoulder,AC, see AC road unit rice RI-15 $ - SY
Shoulder, ravel,4"thick RI-16 $ 15.00 SY
Sidewalk,4"thick RI-17 $ 35.00 SY 85 2,975.00 962 33,670.00
Sidewalk,4"thick,demolition and dis os RI-18 $ 29.50 SY 109 3,215.50
Sidewalk,5"thick RI- 19 $ 38.50 SY
Sidewalk,5"thick,demolition and dis os RI-20 $ 37.50 SY
Si n, handica RI-21 $ 85.28 Each 3 255.84
Stri in , er stall RI-22 $ 5.82 Each 22 128.04
Stri in ,thermoplastic,(for crosswalk RI-23 $ 2.38 SF 624 1,485.12
Striping,4"reflectorized line RI-24 $ 0.25 LF
Page 4 of 9 SUBTOTAL 4,281.27 2,975.00 83,872.35
Unit prices updated: 02112/02
"KCC 27A authorizes only one bond reduction. Version: 11/26/08
li-wks-sbq.xls Report Date: 12/11l2014
Site Improvement Bon �uantity Worksheet Webdate: 2008
Exlsting Future Publlc Private Bond Reduction" �
Right-of-way Right of Way Improvements
8 Dralna e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
ROAD SURFACING (4"Rock=2.5 base 8�1.5"top course) For'93 KCRS(6.5"Rock=5"base�1.5"top course)
For KCRS'93, additional 2.5"base add RS-1 $ 3.60 SY
AC Overla , 1.5"AC RS-2 $ 11.25 SY
AC Overla ,2"AC RS-3 $ 15.00 SY
AC Road,2",4"rock,First 2500 SY RS-4 $ 21.00 SY 60 1,260.00 20 420.00 2500 52,500.00
AC Road,2",4"rock,Qt .over 2500SY RS-5 $ 19.00 SY 82 1,558.00
AC Road,3",4"rock, First 2500 SY RS-6 $ 23.30 SY
AC Road,3",4"rock,Qt .over 2500 SY RS-7 $ 21.00 SY
AC Road,5", First 2500 SY RS-8 $ 27.60 SY
AC Road, 5",Qt .Over 2500 SY RS-9 $ 25.00 SY
AC Road,6",First 2500 SY RS-1 $ 33.10 SY
AC Road, 6",Qt .Over 2500 SY RS-11 $ 30.00 SY
As halt Treated Base,4"thick RS-1 $ 20.00 SY
Gravel Road,4"rock,First 2500 SY RS-1 $ 15.00 SY
Gravel Road,4"rock,Qt .over 2500 SY RS-1 $ 8.50 SY
PCC Road,5",no base,over 2500 SY RS-1 $ 27.00 SY
PCC Road, 6",no base,over 2500 SY RS-1 $ 25.50 SY
Thickened Edge RS-1 $ 8.60 LF
Page 5 of 9 SUBTOTAL 1,260.00 420,00 54,058.00
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. VefSlon: 11/26/OS
li-wks-sbq.xls Report Date: 12/11/2014
Site Improvement Bon �uantity Worksheet Webdate: 2008
Existing Future Public P�Ivate Bond Reduction"
Right-af-way Right of Way Improvements
8 Dralna e Facllities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
DRAINAGE (CPP=Corrugated Plastic Pipe, N12 or Equivalent) For Culvert rices, Avera e of 4'cover was assumed.Assume perforated PVC is same rice as solfd I e.
Access Road,R/D D-1 $ 21.00 SY
Bollards-fixed D-2 $ 240.74 Each
Bollards-removable D-3 $ 452.34 Each
` CBs include frame and lid
CB T e I D-4 $ 1,257.64 Each 15 18,864.60
CB T e IL D-5 $ 1,433.59 Each
CB T e II,48"diameter D-6 $ 2,033.57 Each 1 2,033.57 6 12,201.42
for additional de th over 4' D-7 $ 436.52 FT 25 10,913.00
C8 T e II,54"diameter D-8 $ 2,192.54 Each
for additional de th over 4' D-9 $ 486.53 FT
CB T e II,60"diameter D-10 $ 2,351.52 Each
for additional de th over 4' D- 11 $ 536.54 FT
CB T e II,72"diameter D- 12 $ 3,212.64 Each
for additional de th over 4' D-13 $ 692.21 FT
Throu h-curb Inlet Framework Add D-14 $ 366.09 Each i
Cleanout, PVC,4" D-15 $ 130.55 Each
Cleanout, PVC,6" D-16 $ 174.90 Each 29 5,072.10
Cleanout,PVC,8" D- 17 $ 224.19 Each
Culvert,PVC,4" D- 18 $ 8.64 LF
Culvert,PVC,6" D- 19 $ 12.60 LF 1015 12,789.00
Culvert,PVC, 8" D-20 $ 13.33 LF
Culvert,PVC, 12" D-21 $ 21.77 LF 35 761.95 10 217.70 1003 21,835.31
Culvert,CMP,8" D-22 $ 17.25 LF
Culvert,CMP, 12" D-23 $ 26.45 LF
Culvert,CMP, 15" D-24 $ 32.73 LF
Culvert,CMP, 1 S" D-25 $ 37.74 LF
Culvert,CMP,24" D-26 $ 53.33 LF
Culvert,CMP,30" D-27 $ 71.45 LF
Culvert,CMP,36" D-28 $ 112.11 LF
Culvert,CMP,48" D-29 $ 140.83 LF
Culvert,CMP,60" D-30 $ 235.45 LF
Culvert,CMP,72" D-31 $ 302.58 LF
Page 6 of 9 SUBTOTAL 2,795.52 217.70 81,675.43
Unit prices updated: 02/12/02
"KCC 27A authorizes only one bond reduction. Version: 11/26/OS
li-wks-sbq.xls Report Date: 12/11/2014
Site Improvement Bon �uantity Worksheet Webdate !008
Existing Future Public Private Bond Reductlon"
Right•of-way Right of Way Improvements
DRAINAGE CONTINUED &Dralnage Facllltles Quant.
No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
Culvert,Concrete,8" D-32 $ 21.02 LF
Culvert,Concrete, 12" D-33 $ 30.05 LF
Culvert,Concrete, 15" D-34 $ 37.34 LF
Culvert,Concrete,18" D-35 $ 44.51 LF
Culvert,Concrete,24" D-36 $ 61.07 LF
Culvert,Concrete,30" D-37 $ 104.18 LF
Culvert,Concrete,36" D-38 $ 137.63 LF
Culvert,Concrete,42" D-39 $ 158.42 LF
Culvert,Concrete,48" D-40 $ 175.94 LF
Culvert,CPP,6" D-41 $ 10.70 LF
Culvert,CPP,8" D-42 $ 16.10 LF
Culvert,CPP, 12" D-43 $ 20.70 LF
Culvert,CPP, 15" D-44 $ 23.00 LF
Culvert,CPP, 18" D-45 $ 27.60 LF
Culvert,CPP,24" D-46 $ 36.80 LF
Culvert,CPP,30" D-47 $ 48.30 LF
Culvert,CPP,36" D-48 $ 55.20 LF
Ditchin D-49 $ 8.08 CY
Flow Dispersal Trench 1,436 base+ D-50 $ 25.99 LF
French Drain 3'depth D-51 $ 22.60 LF
Geotextile,laid in trench, ol rop ene D-52 $ 2.40 SY
Infiltration pond testin D-53 $ 74.75 HR
Mid-tank Access Riser,48"dia, 6'dee D-54 $ 1,605.40 Each
Pond Overflow S illwa D-55 $ 14.01 SY
Restrictor/Oil Separator, 12" D-56 $ 1,045.19 Each
Restrictor/Oil Se arator, 15" D-57 $ 1,095.56 Each
Restrictor/Oil Se arator, 18" D-58 $ 1,146.16 Each
Ri ra , laced D-59 $ 39.08 CY
Tank End Reducer 36"diameter D-60 $ 1,000.50 Each
Trash Rack, 12" D-61 $ 211.97 Each
Trash Rack, 15" D-62 $ 237.27 Each
Trash Rack, 18" D-63 $ 268.89 Each
Trash Rack,21" D-64 $ 306.84 Each
Page 7 of 9 SUBTOTAL
Unit prices updated: 02/12/02
"KCC 27A authorizes only one bond reduction. Vefslon: 11/26/OS
li-wks-sbq.xls Report Date: 12/11/2014
Site Improvement Bon �uantity Worksheet Webdate: 2008
Existing Future Public Private Bond Reduction•
Right-of-way Right of Way Improvements
&Draina e Facilities Quant.
Unit Price Unit Quant. Price Quant. Cost Quant. Cost Com lete Cost
PARKING LOT SURFACING I
No.
2"AC,2"to course rock 8�4"borrow PL-1 $ 21.00 SY 1897 39837
2"AC, 1.5" top course&2.5"base cour PL-2 $ 28.00 SY
4"select borrow PL-3 $ 4.55 SY
1.5"to course rock&2.5"base course PL-4 $ 11.41 SY
UTILITY POLES 8�STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Utility's Cost Statement
Utiiit Pole s Relocation UP-1 Lum Sum
Street Li ht Poles w/Luminaires UP-2 Each 12
WRITE-IN-ITEMS
Such as detention/water ualit vaults. No.
W I-1 Each
WI-2 SY
WI-3 CY
WI-4 LF
WI-5 FT
WI-6
WI-7
WI-8
WI-9
wi-io
SUBTOTAL 39,837.00
SUBTOTAL(SUM ALL PAGES): 8,336.79 3,612.70 365,693.57
30%CONTINGENCY 8�MOBILIZATION: 2,501.04 1,083.81 109,708.07
GRANDTOTAL: 10,837.83 4,696.51 475,401.64
COLUMN: B C D E
Page 8 of 9
Unit prices updated: 02/12/02
'KCC 27A authorizes only one bond reduction. Version: 11/26/OS
li-wks-sbq.xls Report Date: 12/11/2014
Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008
Original bond computations prepared by:
►vame: Laura Bartenhagen, P.E. �ate: 12/11/2014
PE Registration Number: 401 1 Tel.#: (253)838-6113
Firm Name: ESM Consulting Engineers, LLC
Address: 33400 8th Avenue South, Suite 205 Project No: U14003820
ROAD IMPROVEMENTS 8�DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND' PUBLIC ROAD 8�DRAINAGE
AMOUNT BOND`AMOUNT MAINTENANCE/DEFECT BOND'
REQUIRED AT RECORDING OR
Stabilization/Erosion Sediment Control (ESC) (A) $ 116,989.9 TEMPORARY OCCUPANCY"""
Existing Right-of-Way improvements (B) $ 10,837.8
Future Public Right of Way& Drainage Facilities (C) $ 4,696.5
Private Improvements (D) $ 475,401.6
Calculated Quantity Completed (E) $ -
Total Right-of Way and/or Site Restoration Bond`/*` (A+g) $ 127,827.7
(First$7,500 of bond'shall be cash.)
Pertormance Bond`Amount (A+B+C+D) = TOTAL (T) $ 607,925.9 T x 0.30 $ 182,377.8 OR
Minimum on amount is .
Reduced Pertormance Bond*Total *"" (T-E) $ 607,925.9
Use larger o x 0 0 or -
(B+�)x
Maintenance/Defect Bond`Total 0.25 = $ 3,883.6
NAME OF PERSON PREPARING BOND"REDUCTION: Date:
*NOTE: The word"bond"as used in this document means a financial guarantee acceptable to King County.
**NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included.
Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration
needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity.
"`NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30°/a of the original amount(T)or as revised by major design changes.
REQUIRED BOND"AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES
Page 9 of 9 Unit prices updated: 02/12/02
Check out the DDES Web s/te at www.kinqcounty.pov/permits Version: 11/26/08
li-wks-sbq.xls Report Date: 12/11/2014 i
9. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF
COVENANT
The Site Improvement Bond Quantity Worksheet is included following this page.
9-1
5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
The stormwater drainage conveyance system has been sized to convey the 25 year
design storm event and to contain the 100 year design storm event. A detailed
Conveyance System Analysis and Design is included following this page.
The stormwater drainage conveyance system will be privately maintained.
5-1
10. OPERATIONS AND MAINTENANCE MANUAL
The Operations and Maintenance Manual is attached in Appendix C.
lU-I
APPENDIX A
Approved Technical Information Report
Barghausen, Inc
�
TECHNICA►L INFt�RMATIQIV REP4RT
Ribera/Balko Enterprises 2-Lot Short Plat
Renton, Washington
Prepared for:
Ribera/6alko En#erprises
Sep#ember 2�00
Revised August 16, 2001
Revised November 1 , 2002
Revised April 15, 20�3
Our Job No. 7546
���s n�
�`��Rf JA�°es
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�
y
'� I69 �
/ � !+L�
EY.FIAC3 1 O�1 OI
��HAL��
� � � CIVIL ENGINEEflING, LAND PLANNING,SURVEI'ING, ENVIRONMEN'fAL SERYlCES
- - �82�5 72No Av�vUE SouT� KEN�r,WA 98032 (425)251-6222 (425) 251-8782 FAx
1 i BRANCH OFFlC�S ♦ OLYMPIA,WA ♦ WALNUT CREEK, CA
a� �• www.barghausen.com
t},~G EHG�����
TABLE OF CONTENTS
1.0 PROJECT OVERVIEW
2.0 CONDTI'IONS AND REQUIltEMENTS SUMMARY
3.0 OFF-S1TE ANALYSIS
4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
6.0 SPECIAL REPORTS AND ST[JDIES
7.0 OTI�R PERMTTS
8.0 EROSION AND SEDIMENTATION CONTROL ANALYSIS AND DESIGN
9A BOND QUANTTTIES,FACILTTIES SUMMARIES,AND DECLARATION OF COVENANT
10.0 OPERATIONS AND MAINTENANCE MANUAL � �
7sa6.fllR.aoc[.1PUHth)
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1.0 PR03ECT OVERVIEW
The proposed project is located in the City of Renton on N.E. 4th Street near the intersection of
N.E. 4th Street and Union Avenue N.E.,just west of the United States Post Office. Currently, the
project site is undeveloped,with a watland and stream in the southwest comer of the site.
The proposed project consists of the processing of a two-lot short plat on approximately 5.97 acres
located along the south side of N.E.4th Street in Renton, Washington. The project will include the
construction of storm drainage,roadway and utility improvements to serve the proposed lots as well
as construction of wetland mirigation improvements and the dghtlining of a portion of the drainage
channel on proposed Lot 1. Future development of the individual lots will occur under separate
land use applications and buIlding permits. Drainage from the site will be conveyed to a proposed
stormwater facility located on the southem portion of the property.
The collected stormwater will be detained and treated, and released to the existing stream at the
south of the property ai the natwal discharge location.
The wetland and 25-foot wetland buffer limit construction on the western half of the site, as shown
on the preliminary site plan. Developrnent of the property will include filling less than 1/10 of an
acre of a�etland, while maintaining the proper setback distance from the remaining wetlands.
7546.018.dce[7PJ/athl[epl
King County Department of Development and Environmental Servlces
TECHNICAL INFORMATIDN REP4RT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND PROJECT ENGINEER Pan 2 PROJECT LOCAT[ON AI�D
pESCRIPTION
Pro)ect Owner Ribera/Balko Entei rises Project Name
16400 Southcenter Parkway,#308,
Address Seattle,WA 98188 Ribera/Balko Ente rises Short Plat
Phone (206) 394-9601 �ocetion
Project Engineer Ali Sadr Township 23
Company Bar hausen Consultin En 'neers,Inc. Range SE
Address/Phone 18215—72nd Avenue South section 15
Kent,WA 98032/(425)251-6222
Part 3 TYPE Of PERMIT APPLICATION Part 4 OTHER REVIEWSAND PERMITS
Shoreline
Manageme
❑ Subdivision HPA ❑ DFW HPA ❑ nt
� Short Subdivision ❑ COE 404 ❑ Rockery
5iructural
❑ Grading ❑ DOE Dam Safety ❑ Vaults
Other
❑ Commercial ❑ FEMA Floodplain ❑
❑ Other ❑ COE Wetlands
Part 5 SITE COMRAUNR'Y AND DRAINAGIE BASIN
Community I
Drainage Basin
Lower Cedar River Basin
Part 6 SfTE CHARACTERISTICS
❑ River ❑ Floodpiain
❑ Stream � Wetlands
❑ Critical Stream Reach ❑ Seeps/Springs
� Depressions/Swales ❑ High Groundwater Table
❑ Lake ❑ Oroundwater Recharge
❑ Staep Slopes ❑ Other
754G.018.doc[JPJ/ath/tep]
Part 7 SOILS
Soil Type Slopes Erosion Potentlal Eroslve Velocities
Gravell Sand Loam 1.0 to 20 percent Minima3
❑ Additional Sheets Attached
Part 8 DEIIELOPMENT LIMITA710NS
RE�ERENCE LIMITATIOWSITE CONSTRAINT
� Wetland 25-foot buffer
�
�
❑
❑ Additional Sheets Attached
Part 8 ESC RE�UIREMENTS
MINIMUM ESC REQUlREMENTS MINIMUAA ESC RE�UIREMEWTS
DURING CONSTRUCTION AFTER CONSTRUCTION
� Sedimentation Fecilltles � Stabilize Exposed Surtace
Remove and Restore Temporary ESC !
� Stabilized Construction Entrance � Faalitfes
� Perimeter Runoff Control � Clean and Remove All SiR and Debris
� Clearing and Grading Restriciions � Ensure Operation of Pertnanent Facilities
Flag Limits of SAO and Open Space
� Cover Practices � PreservaUon Areas
� Construction Sequence � Oiher
� Other
Part 10 3URFACE WATER SYSTEM
Method of
❑ Gress Lined Channel ❑ Tank ❑ InfiltraUon Analysis
� Pipe Systsm ❑ Vauft ❑ Depression KCRTS
Compensation/
❑ Open Channel ❑ Energy Dissipate� ❑ Ffow Dispersal Mitlgatbn
of Elimineted
� Dry Pond � Wetland ❑ Wa(ver Site Storage
� Wet Pond � Stream ❑ Regional Detention
sriet Description of System operauon Surface flow to catch basins,tightlined conveyance to weddetention
ond. Release at natural dischar e locarion into stream.
7546.018.doc[]PIlath/tep]
Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTSffRACTS
❑ Cast In Place Vault ❑ Drainage Easement
❑ Retaining Wall ❑ Aocess Easement
❑ Rockery>4'High ❑ Native Growth Protection Easement
❑ Structuralon Steep Slope ❑ Tract
❑ Other p Other j
Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I,or a civil engineer under my supetvision,have visited the site. Actual site conditlons as observed were incorporated into
this worksheet and the attechments. T the best of my knowledge the information provided here is accurate.
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� UNITED STATES DEPARTMENT OF AGRlCULTURE
Soil Co�servation Service
in cooperation with
WASHiNGTON AGRICULTURAL EXPERIMENT STATION
Issued November 1973
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, GUIDE TO MAPPING IfNITS
For a full description of a mapping unit, read 4oth the description of the mapping unit and that of the soil
series to xhich the mapping unit belongs. See table 6, page 70, for descriptions of woodland groups. Other
information is given in tables as follows:
Acreage and extent, table 1, page 9. Town and country plann.ing, table 4, page 57.
Engineering uses of the soils, tables 2 and 3, Recreational uses, table 5, page 64.
pages 36 throvgh 55. Estimated yields, table 7, page 79.
Woodland
Described Capability imii group
Map on
symbol Mapping unit page Symbol Page Symbol
AgB Aldezwood gravelly sandy loam, 0 to 6 percent slopes---------- 10 Ne-2 76 3d2
.�AgC Aldeiwood gravelly sandy loam, 6 to 15 percent slopes--------- S IVe-2 76 3d1
AgD Aiderwood gravelly sandy loam, 15 to 30 percent slopes-------- 10 VTe-2 78 3d1
AkF Aldeiwood and Kitsap soils, very steep------------------------ l0 VIIe-1 78 2d1
AmB Arents, Aldenvood material, 0 to 6 percent slopes 1/---------- 10 IVe-2 76 3d2
AmC Arents, Aldexwood material, b to 15 percent slopes 1/--------- 10 Ne-2 76 3d2
An Arents, Everett material 1/----------------------------------- lI IVs-1 77 3f3
BeC Bea�ite gravelly sandy loam, 6 to 15 percent slopes---------- 11 TVe-2 76 3d2
BeD Beausiie gravelly sandy loam, 15 to 30 percent slopes--------- I2 VIe-2 78 3d1
BeF Besusite gravelly sandy loam, 40 to 75 percent slopes--------- 12 VIIe-1 78 3d1
Bh Bellingham silt loam------------------------------------------ 12 IIIw-2 7b 3w2
Br Briscat silt loam--------------------------------------------- 13 IIw-2 75 3w1
Bu Bnckley silt losm--------------------------------------------- 13 IIIw-2 76 4w1
(b Coastal beaches----------------------------------------------- 14 VIIIw-1 78 ---
Ea Earlmont silt loam---=---------------------------------------- 1Q IIw-2 75 3x2
Ed Edgewick £ine sandy loain-------------------------------------- l5 IiIw-1 75 201
Ev6 Everett gravelly sandy loam, 0 to 5 percent slopes------------ 15 iVs-1 77 3f3
EvC Everett gravelly sandy loam, 5 to 15 percent slopes----------- 16 VIs-1 78 3f3
EvD Everett gravelly sandy loam, 15 to 30 pertent slopes---------- 16 Vle-1 77 3f2
FsvC `Everett-Aldeirrood gravelly sandy loans, 6 to 15 percent
slopes------------------------------------------------------ 16 VIs-1 76 3f3
InA Indianola loamy fine sand, 0 Lo 4 percent slopes-------------- 17 IVs-2 77 4s3
Inr Indianola loamy fine sand, 4 to 15 percent slopes------------- 16 iVs-2 77 4s3
-ndi�ola loamy fine sand, 15 to 3Q percent slopes------------ 17 VIe-1 75 4s2
:itsap silt loam, 2 to 8 percent slopes----------------------- 17 IIIe-i 75 Zd2
r� Kitsap silt loam, 8 to 15 percent slopes---------------------- 18 Ne-i 76 Zd2
KpD Kitsap silt loam, 15 to 30 percent slopes--------------------- 18 VIe-2 78 2d1
iCsC Klaus gravelly loanry sand, 6 to i5 percent slopes------------- 18 VIs-1 78 3#1
Ma Mixed alluvial land------------------------------------------- 18 VIN-2 78 201
NeC Neilton very gravelly loamy sand, 2 to 15 percent slopes------ I9 VIs-1 78 3f3
Ng Newberg silt loam--------------------------------------------- 19 IIw-1 74 201
Nk Nooksack silt loam-------------------------------------------- 20 IIw-1 74 201
No Norma sandy loam---------------------------------------------- 20 IIIw-3 76 3w2
c?r Orcas peat---------------------------------------------------- 21 VIIIw-1 78 ---
Qs Oridia silt loam---------------------------------------------- 21 IIw-2 75 3w1
OvC Ovall gravelly loam, 0 to 15 percent slopes------------------- 22 IVe-2 76 3d1
OvD Ovall gravelly loam, 15 to 25 percent slopes------------------ 23 VIe-2 78 3di
OvF O�all gravelly loam, 40 to ?5 percent slopes------------------ 23 VIIe-1 78 3d1
Pc Pilchuck loamy fine sand-------------------------------------- Z3 VIw-1 78 2s1
F'k Pilchuck fine sandy loam-------------------------------------- 23 IVw-1 76 2sI
Pu Puget silty clay loam----------------------------------------- 24 iIlw-2 76 3w2
p7' PuYallap fine sandy loarn---------------------------------..____ 24 IIw-1 74 201
RaC Ragnar fine sandy lo�, 6 to 15 percent slopes---------------- 25 Ne-3 77 4s2
RaD Ragnar fine sandy Ioam, 15 to 25 percent slopes--------------- 26 VIe-2 78 4s1
RdC Ragnar-Indianola association, sloping: 1/---------------------- 26 -------- -- ---
Ragnar soil--------------------------------------------- -- Ne-3 77 4s1
Indianola soil------------------------------------------- -- IVs-2 77 4s3
RdE Rap�ar-Indianola association, moderately steep: 1/------------ 26 -------- -- ---
Ragnar soi2-------------------------------- ------------ -- Vie-2 78 4s1
Indianola soil------------------------------------------ -- VIe-1 77 4s2
U. 5, GpYERNMEI'77 PRQiTpIG OFFICE:1973 O-168-266
2.0 CUIITDITIONS AND REQUIREMENTS
SUMMARY
2.0 CONDITIONS A1�TD REQUIREMENTS SUMMARY
The proposed development has been designed using the 1998 King County, Washington Surface
Water Design Manual (KCWSWD1Vn and the City of Renton Design Standards. These two criteria
along with BMPs for erosion and sedimentation control will ensure that the applicable requirements i
pertaining to the site are utilized and addressed in the site improvement plan. The project will also
fulfill Core Requirement Nos. 1 through 5 and 8 of Section 1.2 of the KCWSWDM. The fol3owing
is a list of how the requirements are met for the proposed development.
Core Re4uiretnent No. 1 -Dischar�e at the Natural Location
All of the collected storm surface water runoff will be coilected by a series of catch basins and
routed to the detention system/water qualiry pond to be treated and detained prior to discharge to
the downstream. The discharge locarion is near the southern most property line into the drainage
swale that traverses the property on the westerly side. The discharge elevation wili be equal to the
elevation of the drainage swale at the property line.
Core Requirement No. 2-Off-Site Anaivsis
Section 3 of this report ir�cludes a Level 1 Downstream Analysis and basin study for the proposed
development.
Core Requirement Na. 3 -Flow Control
The proposed project will include design and construction of a detention and water quality pond to
deta.in and treat the collected stormwater prior to discharging to the natural downstream path. The
KCWSWDM will be used to design the drainage facilities. Level 2 Flow Control will be provided
in accordance with the City of Renton.
Core Re�uirement No. 4-Conve, ay nce System
The conveyance system for the Ribera/Balko project will be designed and engineered according to
the KCWSWDIvI,using the 25-year design peak flow storm event for all calculations.
Core Rec�uirement No. 5�rosion Control and Sedimentation Control
The proposed project will include clearing and grading of the existing property to provide the
proper base for constructing approved buildings. Erosion control measures, including defining
clearing limits, perirneter protection, traffic area stabilization, sediment retention, surface water
controls and cover measures, will be utilized to prevent sediment transport from the site. Both
temporary and permanent erosion measures will be unplemented during and after construcrion.
Core Requirement No. 8-Water Quality
As dictated by the City of Renton, Basic Water Quality is the requirement for this site. This
requirement is met by providing a basic wet pond.
754G.018.doc(7P1/athj
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3.0 OFF-SITE ANALYSJ�S
Pre-Developed Conditions: The site is currently undeveloped. There is a wetland in the
southwest portion of the site. Soils in the area are Alderwood soils, which are classified as till. The
ma,jority of the site is covered with brush.
Post-Developed Conditions: The proposed project consists of the processing of a two-lot short
plat on approximately 5.97 acres located along the south side of N.E. 4th Street in Renton,
Washington. The project will include the construction of storm drainage, roadway and utility
improvements to serve the proposed lots as well as construction of wetland mitigation
improvements and the tightlining af a portion of the drainage channel on proposed Lot l. Future
development of the individual lots will occur under separate land use applications and building
pernnits.
All stormwater from any new future impervious surfaces will be conveyed independently from the
adjacent wetland to the southwest of the project site and stored in the proposed stormwater facility.
The proposed pond will discharge to Maplewood Creek downstream of the wetland.
Drainage from the proposed site will be conveyed independently of Maplewood Creek that
currently flows along the western edge of the proposed site. Att enhanced stream corridor bas been
proposed that bypasses flow tlu�ough Maplewood Creek around the improved azeas of the site.
754GA18.doc[JPJlath/tep]
LEVEL 1 DRAINAGE ANALYSIS
Baiko Renton Site j
N.E. 4th Street and 136th Avenue S.E.
Renton, Washington I
Prepared for:
Northwest Retail Partners, Ltd.
1904 - 3rd Avenue, Suite 608
Seattle, WA 98101
October 2, 2000
Revised April 15, 2003
Our Job No. 7546
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18215 72ND AVENUE SOUTH KentT wA 98032 (425)251-6222 (425)251-8782 F�uc
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TABLE OF CONTENTS
1 A INTRODUCTION/GENERAL INFORMATION
2.0 UPSTREAM DRAINAGE ANALYSIS
3.0 ON-SITE DRAINAGE ANALYSIS
4.0 D�WNSTREAM DRAINAGE ANALYSIS AND PROBLEM SCREENING
SA RESOURCE REVIE«
A. Basin Reconnaissai�ce Surrunary Rcport
B. Critical Area Drainage Maps
C. Floodplain/Floodway FEMA Maps
D. Other Off�ite Analysis Repons
E. Sensitive Areas Folios
F. SWM Division, Drainage Tnvestigation Section Yroblem Maps
6A CTNITID STATES DEPARTMENT OF AGRICULTURE SOILS SUR`'EY
7.0 WETLAND INVENfORY MAPS
8.0 DOWNSTREAM PROBLEMS REQUIRING SPECIAL ATTENTION
8.1 Conveyance System Nuisance Problems(Type 1)
8.2 Severe Erosion Problems(Type 2)
8.3 Severe Floading Problems(Type 3)
9.0 CONCLUSIO?�'
EXHIBITS
EXHIBTT A VICINTTY MAP
EXHIBIT B DRAINAGE AREA MAP
EXHIBTT C ON-STTE DRAINAGB AI�TALYSI�EXHIBIT
EXHIBIT D OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE AND PHOTOGRAPHS
EXHIBTT E ASSESSOR�MAP
EXHIBTT F BASIN STUDY
EXI-IIBIT G FEMA FLOODWAY MAP
EXHIBIT H SENSITIVE AREAS FOLIO
EXHIBIT I WETLAND INVENTORY MAP
EXHIBTT J DRAINAGE COMPLAINTS
EXHIBIT K KING COUNTY SOII,S SURVEY
7S4G.006.doc
1.0 INTRODUCTION
A field visit was completed on September 22, 2000 in prepazation of a Level 1 Drainage Report
for the Rivera Property Assisterl Living project. The project is located within a portion of
Section 15, Township 23 North, Range 5 East, 'Willamette Meridian, King County, Washington,
more specifically to the east of Union Avenue and along the south side of 4th Avenue N.E. The
adjacent properties to the east and west are both zoned commercial. An existing building is
located witlun the center of this site and is to be removed. This site is generally flat with
elevations ranging from 401.3 feet down to 392.8 feet and gradually sloping from the northeast to
the southwest corner. The site is vegetated with dense brush and tall grasses. Second growth
forest lines the perimeter of the site. 'T'he southem portion of the site contains approximately
2 acres of wetland. Refer to the wetland exhibit in the sensitive areas map in the Appendix. The
upstream flow is conveyed through our site, bypassing the detention and water quality facilities,
exiting at the existing outfall.
The proposed development will include construction of a 35,354 square foot multi-family assisted
iiving project. The overall site is approximately 5.97 acres and is well suited for the proposed
development.
lletendon and water quality facilities will be designed in accordance with the 1998 King County,
Washington Surface Water Design Manual.
The proposed drainage facility discharge location will remain the same as the existing condition.
2.0 UPSTREAM DRAINAGE ANALYSIS
The overall project is gradually sloped with a low spol in the southwest corner and the high spot
in the northeast corner. The site receives drainage from off-site property to the north. The ,
surface water drainage flows under N.E. 4th Street through a 30-inch concrete pipe that �
discharges into an e�sting swale. The drainage bypasses the site by running through the swale
from east to west along the north property line, eventually turning south and running along the
west properiy linc, before exiting the site around the middle of the south property line.
3.0 ON-SITE DRAINAGE ANALYSIS
Upstream drainage discharges onto the site through an 18-inch CPEP and 30-inch concrete storm
pipe. Drainage flows east to west through a ditch along the north property line. At the northwest �
comer the ditch turns south and runs along the west property line. The ditch becomes shallow
and runs toward the middle of the site. It continues to run down the center of the site until exiting
the site at the south property line. The existing site condition will be modeled as forest and
pasture for detention calculations. Water quality treatment and detention will be provided prior to
discharging on-site stormwater to the downstream.
4.0 DOWNSTREAM DRAINAGE ANALYSIS AND PROBLEM SCREE1vING
Please reference the off-site analysis drainage system table and exhibit. The entire site is situated
in tt�e lower Cedar River drainage basin. After flowing through the site, drainage leaves the
southern portion of this site and runs approximately 900 feet before tapering down to a smaller
swaie. Drainage then continues to flow southward for another 300 feet, then spilling into a
drainage field. From there, drainage flows into approximately 100 feet of 12-inch storm drain
line located at the opposite end of the drainage field. Finally it empties into a ravine, which is in
7546.006.doc
excess of the 1/4 mile from the project site. During our field observation, we did not observe any
evidence of erosion, overtopping, or capacity problems; however, a slight sediment deposition
where the 30-inch storm drain empties into the e�sting swale on the south side of N.E. 4th Street
was observed. A 12-inch pipe leaving the drainage field appears to be clear of any sediment. We
were unable to locate and examine a 12-inch pipe running underneath Bremerton Place N.E.
because of dense brush. The storm drain nmoff continues on the downstream course into a large
ravine and ultimately dischatges into the Cedar River.
5.0 RESOURCE REVIEW
The following is a description of each of the resources reviewed in preparation of this Level 1
Drainage Analysis.
A. Basin Reconnaissance Summars Report
This site is Iocated within the Lower Cedar River subbasin witl�in the Cedar River basin.
A Basin Reconnaissance Summary Report can be found in Exl�ibit F of this report.
B. Critical Drainage Area Maps
To our knowledge,the project site dces not lie within a critical drainage area.
C. Floodplain and Floodway FEMA Maps
Enclosed are the FEMA maps utilized for this analysis (Panels 981, Map
No. 53033C0981). As indicated by the maps, the propased project site does not lie
within a floodway or a floodplain. The maps have been enclosed as Exhibit G in the
Appendix of this report.
D. Other Off-Site Analysis Reports
A review of the basin study area and site investigation was conducted far analysis in
prepazarion of this Level 1 Drainage Report.
E. Sensitive Areas Folios
After review of the King County sensitive areas folios it was found that our site does not
lie within any sensitive areas. It should be noted that the project is located to the
southwest of King County Wetland No. 150 and northwest of King County Wetland
No. IOB. Please see the wetland inventory maps enclosed as Exhibit H in the Appendix
of this report.
Sensitive areas folio maps with the project site identified have been included as Exhibit H
in the Appendix of this repor�
F. SWM Division,Drainage Investigation Section Prablem Maps
The drainage complaints for this area adjacent to or downstreana frorn the project site are
enclosed in E�ibit J in the Appendix of this report.
7546.006.doc
There were complaints filed in the vicinity of tiie downstream path of the project. There
are two camplaints that pertain to the downstream drainage from our site. The first is
PS-12, which can be found on the area map in Bxhibit J. The complaint regarded fish
passage through an S00-foot WSDOT culvert. This issue has been resolved (SWU 1995
CIP). The second complaint refers to flooding caused by inadequate culvert and pond
size. This issue has been resolved (1995 SWU CIP/WSDOT SR-169 Froject). Although
the drainage flows that contribute to this problem come through the project site, we do
not anticipate impacting the situation in a negative way, as detention facilities are
required to linut discharge to that of the developed condition.
6.0 UNITED STATFS DEPARTMENT OF AGRICULTURE SOII.S SURVEY
The United States Department of Agriculture Soils Survey for King County has been
incorporated into this report and can be found in Exhibit K in the Appendix. In general, the
project soils have been mapped as Alderwood gravelly sandy loam and Norma sandy loam.
7.0 WETLAND INVENTORY MAPS
Wetland inventory maps were reviewed for this project. There are no designated wetlands in the
proximity of this project.
8.0 DOWNSTREAM PROBLEMS REQUIRING SPECIAL ATTENTION
8.1 Conveyance System l�Tuisance Problems(Type 1)
Nuisance problems, in general, are defined as any existing or predicted flooding or
erosion that does not constitute a severe flovding or erosion problem as defined belaw.
Conveyance system nuisance problems are any nuisance flooding or erosion that results
from the overflow of a constructed conveyance system for runoff events less than or
eqaal to a 10-year event. Examples include inundation of a shoulder or lane of a
roadway, overflows collecting in yards or pastures, shallow flows across driveways,
minor flooding in crawlspaces or in heated garages/outbuildings,and minor erosion.
After review of the drainage complaints provided to us hy King County and field
reconnaissance conducted by this office, it appears that our site does not incorporate any
conveyance system nuisance problems, as defined above.
8.2 Severe Erosion Prablems(Type 2)
Severe erosion problems are defined as downstream channels, ravines, or slopes with
evidence of or potential for erosion/incision sufficient to propose a sedimentation hazard
to downstream conveyance systems or propose a landslide hazard by undercutting
adjacent slopes. Severe erosion prohlems do not include roadway shouider rilling or
minor ditch erosion.
This project does not anticipate and did not find any severe erosion problems as
delineated in the above paragraph. Within the site there are slopes ranging up to
25 percent.
7546.006.doc
8.3 Severe Flooding Problems{1'ype 3)
Severe flooding problems can be caused by conveyance system overflows or the elevated
water surface of ponds,lakes, wetlands,or closed depressions. Severe flooding problems
are defined as follows:
. The flooding of the finished area of a habitable building or the electrical heating
system of a habitable building for runoff events less than or equal to the 100-year
event. Examples include flooding of finished floors of homes and corrunercial
industrial buildings. Flooding of electrical heating systems and camponents in
the crawlspace af a garage or home, such problems are referred to as "severe
building flooding problems."
. Flooding over all lanes of a roadway or severely impacting a sole access
driveway far runoff events less or equal to the 100-year event. Such problems
are referred to by King County as"severe roadway flooding problems."
After review of the drainage complaints provided to us by King County, as we11 as field
reconnaissance, it appears that our site does not contribute to downstream flooding
problems along S.E. 133rd Street. Although the drainage flows through the project site,
we do not anticipate impacting the situation in a negative way, as detention facilities aze
required ta limit discharge meeting Leve12 Flow Control requirements.
9.0 CONCLUSION
The downstream area for this project appears to have no major drainage related problems. Based
on our field inspections it appears that there are no erosion problerns. If designed in accordance ,
with the City of Renton standards, we do not anticipate surface water runaff problems or
exacerbation of e�cisting problems. Mirigation should not be necessary, as current Ciry of Renton
storm drainage standards require detention release rates meeting Leve12 Flow Control.
7546.006.doc
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Job NumbK Scals: , ',
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EXHIBIT D
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE AND
PHOT4GRAPHS
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
Basin� Pu¢et Sound Subbasin Name� SuhUasin�umber _
S�'Ripl Draina�eCoa�Etoirent �17rginagct.::�m{�on�nt SkY�ie i�i�t��Ca ' �xlstut�, : � I'uic�t'sai t7bs�tvatic�r�.s i�fl=isld I�6peccur`
. . �: ,' �ype;;.i�f�,and Size �senptio� tror��ite. ' �robtcnu;' Ym6lexns ReSouz�Rec:ie��•er,ox fZesident'
< ,. �Jis�}�ut� <<
Sce.Mnp Type:�eet flow,swule,strn„�n Drainage basirt,vegetetio�cover, `� Ft Constactions,under capacity,ponding, Tribntary arca,lildihoal ot ptohlcs�t
ehanod.pipe,paad:aze.diameur, depth,type o�aenaitive area,volume ovettopping,flooding.habitat or ove�low pathways,pdrntial impecte
So�ace aira orgaalsm desttuction,scortting,bank
slonghing,aedimetNa6on.incidon.
other�eioa►
1 18-inch SD CPEP on-site
2 30-inch SD canerete p�e Slight Sedimca�t
Deposition
3 Chauinel 2:1 sides with heavy on-site
undeagrowth, 10'wide X 5'
deep
4 Swale 4'wide X 18"deep on-site none
observed
5 Channcl 2:1 sidc,s with hcavy 0-900' n/a
undergrowth, 10'widc X 5'
dccp
6 Swale lined with gcavel and dirt, 10' 900'- 1,250' none
wide X 1'dcep observed
7 Drainage field , lined with grass and gravel, 1,250'- 1,650' none
400'long X 80'wide obsesved
8 12"pipe with grate 1,650'- 1,750' none
observed
9 Overflow 60" overflow with wiragrate - nona
observed
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RECONNAISSANCE REPORT NO. 13
LOWER CEDAR CREEK BASIN �
.1
JUNE 1987
Natural Resources aad Parks Division
'; and Surface Water Manageraent Division
King County, Washington �
King Caunty Exocutivc
Tim Hill �
i
x�a c�►�cy c�,��
Audrey C'iruger, District 1
Cynthia Sullivan, District 2
Bill Reams, District 3
Lois North, District. 4 �
Ron Sims, District 5
_ Bruce Lain�. Disirict b . •
Paul Bardcn, District 7
Bob Grieve, District 8
Gary Grant, District 9 ,
DeDartment d Public V{forks Par�, Planaing and Resau�es
Don LaBeile, Director Jce Naget, Director
Surfaoe Water Management Divisioo Natunl Reswn�es a� Pa�ks Divisao
Joseph J. Simmler, Division Manager Russ Cahill, Division Manager
Jim Krnmer, Assistant Divesion Manager Bill Jolly, Ac�ing Division Manager
Dave Ciark, Manager, River & Water Derek Poon, Chie[, Resources Planning Section
Resource Section Bill Ecke}, Manao r, Basin Planning Program
Larry Gihbons, Manager, ProjecE
Management and Desi� Section
�
Contributing Staff Coatnbuting Staf[ 4 � I
Doug Cbin, Sr. Engineer Ray He!ler, Project Manaaer 8c Team Leader
Randall Parsons, Sr. Enpneer Matthew Clark, Project Manager
Andy Levesyue, Sr. Engineer Roberi R Fuerstenberg, Biolc bisi 3t Team Leader
Bruce Barker, Engineer MatWew J. Brvengo, Geologist
Arny Stonkus, Engineer L.ee Benda, Geologist
Ray Steiger, Engineer Derek Booth, Geologist
Pete Ringen, En�neer Dyanne Sheldon, Wetlands Biologist
Gndy Baker, Earth Scientist
Di Johruon, Ptanning Support Technician
` Robert Radek, Planning Support Technician
Randal Bays, Planning Support Technician
Fred Bentler, Pianning Support Technician
Coasutting Staff Mark Hudson, Planning Support Technician
Sharon Clausen, Planning Support Techniaan
Don Spencer, Associate Geologist, Earth David Truax, Planning Support Technicia�
Consultants, Inc. Brian Vanderburg, Planning Support Technicean
Jobrs Bethel, Soil Scientist, Earth Carolvn M. Byerly, Technical Wriler
Consultants, Inc. Susanna Hornie, Technical Writer
Virginia Newman, Graphic .Artist
Marria McNully, Typesetter �
Mildred Miiler, Typesetter
Jaki Reed, Typesetter
Lela lira, Office Technician
Marty Cox, Office Technician � , �
P:CR '
TABLE UF CONTENTS
�*�
I. SUMMARY 1
II. INTRODUC'I'ION _ 1
III. FINDINGS IN LOWEK CEDAR RIVER BASIN 2
A. Overview o[ Basin 2
B. Ef[ects of Urbanization 4
C. Specific Psoblems 5
1. Drainage and flooding problems 5
2. Damage to property b
3. Destruction of habitat 6
IV. RECOMMEI�IDATIONS FOR A(.TION 7
i
A. Reduce landslide hazards 7
B. Reduce erosion and fiooding 7
C. Prevent future erosion and flooding with appropriate analysis, $
p{anning, and poIicy development
D. .Stop present {and prevent future) damage to habitat 3
by addressing specific problems in stream systems
>
V. MAP II
APPENDICES:
APPENDIX A: Fstiarated Costs A-1
APPENDIX B: Capitaf Improvement Project Ranf�ing 8-1
APPEDDIX C: Detailed Fndings and Recommendations Gl
!
L SUI�RbiARY
;
The Lawer Cedar River Basirt, in southwest King County, is unique in its development pat-
terns and the assoceated environmental problems that appear tbroughout the basin. Excep�
for the city of Renton and areas on the Cedar River Valtey floor, most of the development
in the �basin has occurred on the upland plateaus. Most of this development is recent and
primarily residential. In addition, the plateau is the sete of numerous sand and gravel
mining operations and, in the southern uplands, an abandoned coal mine. Peat is also being
mined north of Otter L.ake. In some arcas livestock are being raised�on smal) farms; there .
� are no major crop-related agriculturat activities in the basin.
The effects of development are most apparent where storm draiaage is routed over tbe
vapey walls. Impc�vious sorfaoes on the plateau have increased the rate and votume of
stonm ruaoff, resulting in substantial ernsion, siltation, and flaoding belvw In addi-
tion, eiosion aad sittation hav�c damaged or desli+oyed habitat in many tn'butaries, threatening
the suivivai of fish. Habeta! and water quality thraughoat the basin are also threatened by
the filling of wedands and the presence of largc amounts of dom�ic hash in some streams.
The reconnaissance team rsoted that the Petersau Creek system has so far remained in its
natural, nearly pristine condition. Maintaining this quality shouid be a high priority in
future basin planning capital projeet programs.
Recommendasio»s in the Lawer Cedar River Basin include 1) de�griag and oonstructing
appropriately sizecl R/D and other drainage laci}ities; 2) establishing stricter land use
pc�ticies regarding floodplains, wetlands, and gravel mineng, 3) mnducting more detailed and
mmprehensive hydraufer/hydro1ogic analyses ot' prop�sed deve9opments; and 4) prev�enting
danoage to t5e naturaE drdinag� system. The field team aiso recomroencfs 5) restoring We
l►abitat of sev�eral tnbutaries (e.g., cleaning gravels, revegeiating stream banks, and diversifying
streambeds for spawning and rearing) as well as � protectia� the nearly pristine qvality of
Peterson�Creek.
II. WI'RODUCI�ON: History and Goals of the Program
In 1985 the King County Council approved tunding for the Planning Division (naw caUed
the Natural Resourecs and Parks Division}, in coordination with the Surface Water
Management Division, to conduct a reconnaissance of 29 major drainag�e basins located in
King Counry. The effort began with an initiai investigation of ihree basins -- Evans, Soos,
and Hylebos Creeks — in order to deCerrnine existing and potential sudace water problems
and to recommend action to mitigate and prevent these problems. These initial im�estiga-
tions used available data and new field observations to ezemine geology, hydrology, and
habitat conditions in each basin. �
Fndings from these three basins }ed the King County Council to adopt Resolution 64]8 in
April 1986, calling for reconnaissance to.be completed on the remaining ?6 basios. The
Basin Reconnaissance Program, which was subsequently established, is naw. an important ele-
ment of surface water management. The goals of the program are to provide useful data
with rega�d to 1) critical probjems needing irnmediate solutions, 2} basin charaeteristics for
ase in the preparaEion of detaifed basin management plans. and 3) capital costs associated
with the early resolution of dninage and problems.
The recannaissance rcports are intended to pravide an evaluation of present drainage con-
ditions in the County in order to transmit information to policymakers to aid them in
, devefoping more detailed regulatory ineasures and specific capital impmvement pians. They
are not intended to ascribe in any conclusive manner the causes of draina�e or erosioQ
P:LC 1
' Lawer Cedar River Basin
(continued) �
' • .
probleros; instead, they are to be used as initia! suiveys from which choices for subsequent -
detailed engineering and other professional environmental analyses may be made. Due to
the iimited amdunt of time ava7ablc for the field work in each basin, the reports must be
viewed as descriptive environmental narratives rather than as final engineering conclusions.
Recommendations contained in each rcport provide a description of patential �nitigative ,
measures for each particular basin;�these measures might pmvide maxiraum eiwironmental
protection through capital project conswction or deveEoprnent approval conditions. The
appropriate extent of such measures will be decic3ed on a case-by-case basis by Couaty of�-
cials responsible for review�-ing applicatior�s for permit approvals and for choosing among
mmpeting projects for public construction. Nothiag in she reports is intended to substitutc
for a more thorough environmental and engineering analysis possible on a site-specific basis
for any proposal.
III. FllJDIIVGS IN LOWER CEDAR RIVER BASDV
The field reConnaissance of l.�wer Ced�r River Basin was conducted in Januarv ]937 t�v
Roberi R. Fuerstenberb, biologist; Bruce L Barker, enb neer, and Lee Benda, geologist.�
Their findings and recommendations are presented here.
A. Overview of Lvover Cedar Itivet Basin
The lov�-er Cedar River Basin is locatec! in southwest King County and is 27 square
miles in area. It extends southeast from the mouth of the Cedar River on L.s�ke 1
Washington to appro�umateiy river mile I4A. The boundary to the northeast is
marked by a ridgetop connecting the city of Renton to Webster and Franklin Lakes;
the boundary to the southwest rans along Petrovitsky Road to Lake Youngs. -
Renton is the only incorporated area in the basin. Other popuiation centers include
Fairwood, Maplewood Heights, and Maple Va!ley. Fa:cept for the city of Renton, most
of the residential mncentrations are located on the upland plateaus overlooking the
Cedar River Valley. These upland developments are rec�nt compared �o the smaller
established communities on the valley Qoor. The basin lies w-ithin portions of three
King County planning areas: Newcastle in the northeast (which includes Renton�
Tahoma-Raven Heights ia the e�st, and Soos Creek (the targest of ihe three) in the
w-esi. —
Rura! areas exist on the valEey floor on both sides of the Law-er CedAr River, frora
appro�;amately river mile 5.50 to 13.00. These are Iimired to pasture]And for horses,
cows= and some sheep and several smaU "e-pick" fruit a�d ve�etable farms. Similur
areas are located on the southern uplands abave the reach from river mile 5.50 to 7.00
and in the Lake Desire-Otter IAke anea. The plateau is also the site of sand and
gravel mining operations and, in thc southern uplands, of the abandorted Fre Kiug
Coa! Mine. Peat deposits eaist wesE of Lake Desire and north and south of Otter
Luke, and peat mining is being carried oui north of Otter l.ake.
Present zoning allows for urban and suburban densities throughout much of the basin,
partiru[arly on the upland plateaus and in the Cedar River Valley from its mouth to �
appo�►-imatelv river mile 6.50. Papufation projections for the year ?000 in the three 1
piannib areas containing the Lawer Cedar Basin are over 311,000�, an increase o[ 47
P:LC ?
Law�r Cedar River Ba�n
�''3 (continued)
pement from the present. Most of this growth w-ili occur in the Soos Creek Pfanning
Area.
Dominant geological aad gvomorph;c features, The geoiogy of the Lower Cedar River
Basin is diverse. Geological formations exposed along the va!)ey include sedimentary .
rbcks, undifferentiated older gEacial drift, extensive ground moraine deposits, recent
aEluvium along the Cedar River, and landslide deposits atong the river and its tribu-
taries. The sedimentary rocks, coroposed of moderately dipping sandstones, con-
glomerates, mudstones, and shales, are exposed localJy along the cliffs of the Cedar
River Valiey near the mouth of the Cedar River. In addition, the Renlon formation,
composed of sandstones, mudstones, and shales with periodic deposits of coal, is also
exposed along the lower portion of the l,ovver Cedar River Valiey.
Undifferentiated glacia! deposits E'ound here are composed of three or roore till sheets,
glacio-fluviaf sand and gravel, glacio-lacusirine clay, and sand, and non-glacia! sand, clay
and thin peat. These lie over the sedimentary rock formations and are best exposec3
in cross-section along the cliffs of the main valfey and major tributaries.
The morpholow of the Lower Cedar River Basie is dominated by the val}ey formed
by the Cedar River. Vailey walls are steep cliffs formed by landslides in glacial sedi-
� ments. A once extensive and meandering River, which created a wide valley floor as it
cut its way westward, the Cedar todav is diked for most of its lena h throuph the
lower valley. A narroow but ex-tensive band of landslide deposits exists along the steep
' cliffs of the main river and its major tributaries. The landslide deppsits consist of
deformed blocks of gtacial sediments and collwium derived from slides or mass
flow-a�e, such as landsfides and debris flaws. Reeent alluvial deposits fill the valley anci
major tributaries. Smatl, composite, allwial debris fans exist at the mouths of the
largest tributaries. Closed depressions, principa[ly in the uplands, have lacustrine and
peat deposits.
The Loiwer Cedar River VaUey has a high potentia! for erosion due to steep slopes
and the existence of a cJay layer that proanotes soit failures. In addition. the con�ned
nature of tributary channels between steep hiUslopes promotes bank erosion during high
flows. Numerous recent landslides are evedent along cfiffs of many of the steep
tributaries and along the main stem of the Cedat River. These �ave been accelerated
� by the removal of vege3ation and the routing of mncentrated storm flows over steep
slopes in areas where development .has occurned.
Hy�rolog�ic and hydrauiic cbaracteristics. The Cedar River Basin is composed of a
complex draina�e network consisting of the Cedar River and 17 tributaries. The larger
tributaries hegin in takes or wetlands on the bluffs and fiaw through relatively ilat,
stable channets to the edge of the Cedar River Valley, then plun;e down to the vatley
iloor through steep, erodible ravines. Tributaries of this type such as Tributary 0�0�
(with headw�aters at Wetland 3111) and Tribuiat,v 0323 (which beti ns at Lake Desire�,
ore (ound on �he south side of the Cedar River.
Another ivpe of tributary col}eets surface runoff from urbanized areas, pastureland. and
wooded areas. Tributaries 030?, 03U7, and 0312 are examples of this type of tributary.
They are intermittent (depending on rainfall}, shorter in tength; flaw throuah shallawer
- channeis that are s�eeper at the bluffs and transpart more material during times of
P:LC 3
Lawer Cedar River Basin
(rnntinued)
•�
high flows. Some of the woist problems [ocated during Ceeld investigation (see - �
Appendix C for a full listing) occur on this type of tributary.
Catchments 5, 6, and 12 have very infiftrative soiLs. Urban developmenis hvac utilized
R/D poinds to effective}y in�fErate all urban runoff before it reaches ►he valley
hillslopes. The intiltrated n,noff then reappears as springs. ,
Two large lakes EDesire and Otter� together with four smaller ones (Sttady, Peterson, I
Webster, and Francis) lie in the southeast third of the basin. Numerous large wetland
areas exrst in this section as w�ell. 'I'!�e field team identi�ied 10 potential w�etland sites
that had aot been previousIy identified.in the Sensitive Areas Map FoIio (SAMF�.
The system of lakes and wetlands in this area effectivety butfers the high flpws
draining to these tributaries. I
Habitat cbaracteristics. With few exceptions, usable fish habitat exists only in perert-
nial streams (i.e., Trib. 030'�� 0304, 0305, 0328, and possi'bly Q303). In other streams
{e.g., Trib. Q303 and 0310), steep gradients precludc fish usc. Stcep gradients aiso
reduce fish use in the perennial systems (except for Trib. 0323). Habitat is in various
stages of degradation in these systems; pools are being fiiled and eravels and debris
shift regularly. In Tributary 03?8 (Peterson Creek}, however. 6abitai diversity is ;
extensive, and the channel is not seriousiy degraded. At this location the field team I
observed at least three species of satmonoids. '
In genesai, the most diveixe and least disturbed habitat in a tributary system occurs in � �
the Earge wetland areas in the southeast ihird of the basin. Usabte habitat for ,
anadromous 6sh is found in the low-gradient portions of streams where channels cross
the Cedar River Vailey floor. In these reaches, ho�wever, only spawning habitat is
likely to be available, as the poots and woody debris nece.5sary [or successfut rearing
either do not exist or are quite (imifed. Fscellent spawning and rearing areas exist
where pools and riffles are extensive, instream caver and bank vegetation are intact,
and diversity of habitat types is abundant. �
B. F![eds of U=baniution in thc Basin
Flooding, erosio», and the deprad�tion of habitat associated with development in the
Law�er Cedar River Basin are uoost apparent where development ha6 eliminated vege-
tation along the edges of the valley and where stormwater has been routed down
channels and swales. The removal of vegetation, such as trees, abave and below the
edges of valley w�alis, as well as the discharging of stormw-ater a�er the valley wall, has
resulted in tensior� cracks and landstides that are endangering some houses. The sedi-
ments from these failures are deposiqng in streams and on valley floors and damaging
fish habitat and privaie property. Discharging stormwater from increased impervious
areas into.steep tributary channels and swales is seriousfy destabilizing channels and
valley walls; this in turn results in channel downcutting, bank erasion, and landslides.
The sediments fmm these problems often degrade fish habitat and settle out on pri-
vate property along the valley tloor.
Two serious instances of development-related erosion ocrurred during the Navember
198b storro: 1) eu}verts rerouling the stream were plugged! causing the formation of a
new channel that destroyed portions of roads on Tributary 0314; and 2) new, uncom- f 1
P:LC 4
. Lower Cedar River Basin
� (continued)
pacted �!1 adjacent to new residences near collectian point 5 was w-ashed partiy away
during the storm, causiag lands[iding and guilying.
Future problems will be similar tv these, as commential and residential developments
increase flaw rates and volumes by decreasing aaturai storage and infiltration. This is.
• ea-pected to occur it' wetlands on the upper platean are �encroached upon or lost (e.g.,
on Trib. 0304 at RM ?30 and on Trib. 0304A ai Rrn 1.60). The preservation oI
wetlands and streambank vegetation and the attenuation of siorm flows are essential in
shis basin.
G Specific Problems Identifie�
'The steep valley sideslopes throuD,h which streams pass and the often dense upland
devefopment result in a number of similar problems that repeat themselves throughout
the I..ower Cedar River Basin. The most significant of these are outlined and
discussed below.
1. Drainage ancE flooding problems are often Ehe resuft of sevcral coaditious:
a. Undeise7�ed cuh+�erts and inadequate eatraoce structures, The most notable
area is on Tributary �306 at river mele ;0, where a culvert here was
bIocked by debris carried downstream by the stream and caused erosion and
floodino of Fairwood Golf Course. The blockage was eompounded by the
fact that the culvert was undersized; the proi�lem w-ill worsen as flows
increase from upstream development.
b. Scrious instream erosion aad subsequent dawnsiream sedimentation. These
have been caused by three main factors: 1) ronoff from residential
developments on the bluffs above the valley, 2) compacted pastureland due
to livestock, and 3) runoff from imperrious areas originaring at grave! pits.
These problems will continue and woisen until mitigative measures are
taken. (See Appenclix C for specific examptes.)
c. Undelsi�r.ed rechanne[�ced streams. Tributaries on the vallev floor are too
small to carry the InC1'CBSCd fIONVS 011�,lIIBtIRe in developeci residential �reas
. along the top o{ the bJuffs. For example, Tributary 0302 at river mile 25,
the channel along Maplewood Golf Course, overtops and f7oads durino
storo�s.
d. Constructioa in wetEand and floodplain ar�eas, Manv of the wetlands on the
south side of the Cedar River are peat bogs, and roads buiEt through them
cantinue to settle each year, increasing t3�e amount of floodine on the road.
For example, the r�ad crosseng with Tributary 03?3B north of Iake Desire
will e�-perience more severe flooding as ihe road setties.
e. Discharging of stormwater at t6e bop of ateep banks At river mile 2.20 on
the Cedar River. a traiEer park (constructed on the edge of the cliff}
discharges its drainage do�wn the valley wall. Inereased flows erode the
steep va[ley, depositing sediments on the valiey lloor, btocking channels and
causfng flooding. These probtems wifi eventually stabilize, but only aftet a
targe yuantity of soil has been eroded.
P:LC 5
Lower CedAr River Basin
(continued)
_ �
2 Damage to propertp is being causcd by thrce factors:
a. Lands[icles and potential landslides. Landslides are accelerated by the
removal of vegetation on steep slopes in preparation for residential
constroction and/or by the routing of stosm now-s aver hillslopes. For
example, a �arge landslide has already occu,rred in the front yard of a resi-
dence on the Cedar River at river mile 7.80.
b. Sedimentation {from landslides). Sedimentation and channel and bank ero-
sion are damaginp private property along thc vaitey floor (Trib. 0?99 and
0310}.
e. Hlooding during storms. Flooding has been brought on by the effects of
development and associated changes to the natural drainage systems in the
basin. (See "B" above.)
3. I�strnction of habitat is bcing raused by four coaditioos
a. Sedimentatioo of poois aod ri[fles and cementing of graveis. These
prot�lems, the result of severe erosion and the transport of bedtoad
materiai, have been caused bv upland deveEopments in the basin and the
presence o[ associated impervious surfaces, which increase the rate and
quantity of surfare runoff. Sedimentation and cementing of gravels in
stream8eds destroy naturf►1 spawning and rearing habitat. On Tributary
0307 at river mile .4U and Tributary 0305 at river miles .95, 1.2Q, and 1.70,
recent high flow�s have eroded the streambed at least one foot, contributing
to a serious siltation problem downstream. Heaw bedload transport is evi-
dent in aU systems of the basin except Tributary 0323. In Tribulary Q303
at river mile .?S. fine sediments are accumulating in gravels that may be
used by resident fish. In Tributary 03Q4 between river cniles .95 and 1.20,
poois are being ftlled by sands and gravels and rearing habitat is beino
rapidly lost.
b. Channeli7ation of stzeam bed�. Loss of habitat through channelization has
occurred in all the major streams of the basin, but most noticeably in those
reaches tb�t cross the valley floor. These reaches lack �iabitat diversityf
reducing Gsh use for spawning and rearing. Channelization has damaged or
destroyed. habitat in several reaches that were once heavily used by fish;
these include Tributary 0302 between river mite .30 and �0, Tributarv 0304
between river miles .OS and .18, Tributary Q345 betwcen river mile .'�0 and
.75, and Tributary 0323 from river mile 1.10 to 1.40. 'These systems cunnot
afford a �further reduction of habitat and still remain riabfe fishery resour-
ces.
c. Tbc aavmulation of aash in atream beds. This problem occurs in dose
proximity to resideniial areas. Trash degrades water quafity and 'u visually
unpleasant. Tires, appliances, furniture, and wher trash have been thrawr
into Tributarv 0302 at river miles 1.00 and 1.10 and in Tributarv 0303 at
river mile .35. f
P:LC 6
Lower Cedar River Basin
� (continued)
d Wetland cncroacbument� Encroachment destroys habitat and eliminates
narural vvater Cltration and siorage for susface runoff. Examples of this
problem were observed on Tributary 0304 at river mile 3.30, Tributary 0303
at .80, and Tributary 0304A at river mefe 1.8(}. Many wettands have
already been completety lost through 611ing, for example on Tributary .
• 0306A at river roile S5. Suspected violations were fo�-arded to Building
and Land Development for enforcement.
N. RECONII4III�DATTONS F�R AC'ITON
The primary recoromendations for action in the Lower Cedar River Basin addresses current
severe problems related to erosion, habitat destruction, and [looding. Prevention of these
problems will be accompiished by controlling locations and densities of new development and
pra�iding adequate R/D facilities for stormw�ter.
A Reduce landslide ha7azds by:
l. including sensitive azeas noi prc.-viously mappcd oa the Seasitivc Areas Map Folio
(S�. See Appendix C [or a full lisiing of sensitive areas.
2 Establ�shing building setbacks along clitfs and native dren�Th protection easements
along steep ravines.
3. Discouragi.ng or eliminating ihe routing of stormwater aver cliffs, untess adequate
tightline systems ean be constructed to convey Oows in a sa[e, nonerosive manner
to the bottom of cliffs.
4. Dec�a�ng peak flows by eonstructing larger R/D facilities to fessen the landslide
and erosion occurrence along tributary sfopes.
B. Rcdoce erosion and flooding in the basin by nmprovin� surfaee water managemeot:
l. Direct the Facilities Management Sectioa of the Surface Water Management ,
Division to evaluate eris6n� storm-0etention and conv�eyance facilities to deter- j
mine whether they are properly sized to meet cument standaids. Evaluation �,
should �egin with all single-orifice R/D facilities. I
2 Coasider amas other thaa wetlands as ��iv�na! starm-detentiou facilities.
'I'ributary 0300 at river mile .�? is the site for a pmposed dam, for example.
3. Ut�ize e�st�ng lo�wer quality wetlands {thoae ratod other than #1) as reg7onal
storm-deteation facilities. Wetlands 3102 and 3242 conld provide more live
storage, for example.
4. Review channel and cvlvert capacity for eonveying e�ating and future runoff, and
establish fioodplain areas in regions of slight gradient for existing and future
runoff conditions.
5. Promote the iaFiltratioo of soxfaae v�ater thiv�ugh the use oI ietention facilities
a� open channels instead o[ pipes where the soil and slope conditions permit.
Coliection points 5, 6, and l? on plateaus have such soil conditions.
P:LC 7
Lower Cedar River Basin
{mntinued) �
i
� .
G Prevent futur� probk.ms of crosioa and flooding with aPPi'�Priate analysis, P��b
and policy development relattd to surfaoe water managemea�
1. Condve:t a detailod, o�mpreLeasive hpdrauiic/hYd�� �� � �Y PmP�iea
devebpmeflts to determine impacis on the drainage courses downstream. This is
especially critical Ior areas on the�upper blutfs and plateau, which drain over
� stecp, sensitive banks above the Cedar River.
2 Conduct a siudy of tbe impact of locating inf�iltration ponds utilized near the edge
of the bluffs to determine their effect on seepage faces on the Iower face of the
blutfs. This might be aocomplished with a cornputer-based numerical moctel of
t6e groundv�ater flow.
3. Rcquire the lightliuinS of storm drainage dawn steep or seasitive alopes when
i
they cannot be directed away from the slopes. This is done by piping thc qaw
down the slope and discharging it at the bottorn with adequate energy dissipation.
Many of the intetmittent iributaries [lowing down the banks should be tighilinec!
as urban development increases flow to them.
4. Coosnuct new R/D ponds witb filter beims to impmve vrater quality and reduce
Fine sod"uoent loads. New R/D ponds should have two cells with gravei-bercn
filters and vegetated swales at the inlet and outlet. Consider Tributaries 030�,
03WA, 0302, and 0303 as sites for this type of facility in order enhance water
quality. �. �'
S. Maintain natural v�egetation on streambasks and fioodptains. This is especially
important t'or relativeiy flat channels flou�ino on the plateau before thev reach �he
steep hluffs because these channels and their floatplains wilt attenuate flaws
during times o[ heavy runoff.
6. Maintain but�er areas around �vedands. Many of the tributaries on the south side
of the Cedar Rives headwater at wetlands. These wetlands act as natural stor►ge
areas during slorms.
7. Reevafuate King Covnty policy regazding permitting for �avel mining on steep,
sensitive slopes. '
8. Include the city of Rcntion in future interlocal agreements for planning and capi-
tAl improvement projects where city and couniy interests overlap.
D. �iminate present damage to tsabitat and prcvent future damage by addresseng apeci�ic
probiems in i6e acream spstems. The Eollowing activities should be coordina[ed among
King County� the Muckleshoot Indiun Tribe, and State Departments of Fisheries and
Game:
1. Redoce damaging storm tlaws with greater detention wlume and lower release
rates at upstream devebpments.
2 Implement restoration projects on Tributaries 0304 {river mile .00-.20), Tributary i
0305 (river mile .�(3-.30}, Tnbutary 0303 (river mile .?5-.35), and Tributary 033.4 _ :
(river mite 1.10 -1.A0):
P:LC 8
- � Lower Cedar River Basin
� (continued)
a On T�butary U304: qean streambed gravels, add habitat and bed-control
weirs, and plant bank vegetation for shade.
b. Oa Tr�wtary 0305: Constrvct a new channel and move stream fmm road-
side channei to its new location on adjacent lands. Implement a fult
' restora�ion project to provide cha»nel meanders, habitat structures,
. poollriffle enhancement, streambed gavel replacement, and revege3ation. �
c. On Tmbutary 0303: Mave stream from present channel to a iocation fu�her
north, away from the roadside. If relocation is not pczssib3e, these minimum
steps should be taken: Add habitat struccore to existing channel with root
masses, deflectors, boulder clusters, and other fcatures; revegetate chanstel
banks with shrubs and small tsees, enhance stream crossin� with bottomless
pipe arches. �
d. On Tn'butary 0328 (Peterson Cieet): Add habitat structure by replacino the
straight, shortened channel with a more natural, meaedering one; place
habitat structnres {such as root masses� deflectors, cover togs, and boufder
c)usters) throughout the channel; and revegetate banks with shrubs common
to adjacent riparian zones (salmonberry, ninebark, or dogv�•ood, far e�;ample).
3. Protect tbe Peterson Creek bysteion (Tn�b. 0328) in its present, near-pristine state. '
� This wiil include not onty the restoration outtiaed in section A above, but also
the adoption of land use management regulations to prevent future habitat
destruction:
a. Protect al1 e�o,sting wetlands w�ithin the subcatc#�ments of Peterson Creek.
Employ wetland buffess at least 100 feet wide without exception.
b. Rest�ict dev�ebpment in the eriticat headwater area {draiaage, habitat, �rater
9ualig') bouaded by late Desire, Otter Lake, and Peterson Lake to iural
densitie.s.
c. Desi�sate and protect stt�eamside management s�oncs of at least 100 feet
from the ordinary high-�vater mark (OHWM) along th�'rnain stem of tbc
creek. Use 25 feet from the OHWM on tnbutaries.
d. Preseiv�e fbodplains aud their fonsis for dynamic reiention of sediments and
water.
e. Restrict vegetation remaval in st�ea��de/wetland management �ones.
f. � Si�e R/D facitities to store t�e 100-y�ear storm at a two-to-i'rve-year release
rate. Use the t�wo-cell type of pond with a forebay, a gravel filter, and a
vegetated svale outflaw where feasibte.
g. Regv3ate more closely aIl septic tank and diain-field installatio�s, as well as
maintenance schedufes, particularly in the Lake Desire, Otter Lake; and
'. Peterson Lake drainage areas.
P:I,C 9
Lo�wer Cedar River Basin
{mntinued)
t
`_ ,
h. Worf with thc Statc Dcpaiiment of F•oolog,y to esiablish mioimum stream-
flaw requirements for Peterson Creek and Gake Desirc tributary.
4. Develop and promotc public oducalioa and involvecnent pr�grams fos basin
awareaess. Work with sclwols, environmenta] groups, astd the civic and business
communities to mnduct educational and restoration programs. . ,
P:1.,C 10
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u
. APPENDIX A �
F.ST[MATEll COSTS: PRUPOSED CAPITAL IMPROVEMENT PROJECTS
LOWER CEDAR CR�EK BASIN
, " Indicst�s project waa fdentified
by SuMace Wat.r Management otilca �
prior to reca�naiaaance.
NOTE: All pro�ecta sre looated ort map
included in thfa reporL
Project Coliect. Estimated Costs
Numher �'oint Proiect D�scrirtion Problem /�ddressed and Commenn
3105` 10 EnhAn�e �?00' of�Trih. 0305 from Mitigaies flooding of King 5115,Q00
Cedar River to Epiot Bridge. County park IanQ. • (NOTE: This project wa.s
proposed by Surface Water
Management, is in the design
phax, and wili be
construcicd Uy 1989.)
3109' 10 Sccure easements to wetland located I3ctter utilizcs wetland's stora�e �13G,000
in Cascnde Park And oonstruct a berm capacity to address peak flows from ,
1t the ouUet. Repface existing surroundinr ufi�n area.
cntch hti5ins wiih control structure5.
Pmject sl�ould he jwstiCiod by a .
ht�sin uudy. Wetl�nd rated �2.
(This wetland �vill require further '
Uiological evaluJtion bcfore It/D
d�;si�n and construction.)
P:LC./1PA q.l
Project Collect. � Estintateci Costs
Number Point Pro�eci De.sc;ription Prol�lem nddre�.sed and Cam�nents
3111 Secure easements to outlet to Francis Will provide additional storage $175,000
(Weti�rtd Lake �nd 1100' of channe[ from Itike to miti.gate lnticipafed fature
� 3I36) to S� lSdth St. Construct a weir to incrcased Clows.
raisc Iake level 1', and enhance 1100'
of Trih. 031'7. Should i�e justified
by � basin pinn. Wettnnd tated #1.
(This wcttand will rcquire fuRhcr
biologic�l evAluAtion before R/D
dasign and copsiruction.)
3112 19 Sucui�: ea.s�smont for outlet tv wetiand Will providc additioaal stornge $117,000
{Wetl�nd �nd replace existiag wcir with a for anticipntcd futurc peak flows.
3]42) concrete-stotted woir: Should be
justified by a basin glan. Wetland
ruted #? (Tlris wett�tnd will require I
further E�iologica! evaluation before .
R/D design and construction.
3i14' Sccure c��m�nt to Wctland 3i50 and Addresses anticipated inci�sases in 5134,000
(Wetland cartstruct a cootainment berm and flaw caused hy dvvelopment.
3i50) coatrol structure At th� outict.
t'roject sf�ould be justiFicd by a
i�asin ptan. Wett�nd rat�d #? ,
('1'hiF wetland wiQ t�x�uire further
hiological evalut�tion l�efarC R/D
design and construciton.}
3115 18 Instafl d�terhion pond �nd 1,000' Miti�t�,s severc crosion aad $361,000
of tightlinc. Project is indcpen• tloodin� during times of high
dently justifiable. � flows.
P:LC.APA A-�
:
, `�..,.A'�+i
`�':
�..�
Project Cotlect. Estim�ted CaSts
Numbcr Point Proiert Dcscription Prol�lcm Addresscd , and Comments
� 311h 31 R�ite exisiin8 road emi�ankmcnt Mitio�tes se�son�l flvoding of I.,ake 573,000
?-4'. Pinject should be indepen- Desire Ur. SE caused by roAd bed
dently }ustifi�l�le. {Refer to settlinb in the peat bog.
Ko�ds Uivision.)
3117 16 Insta{I 1,400' of ti;htline, a Miti�tes severe erosion, sediments SSo1,000
scdimcni trap, and 700' oC chnnnel depositui bn County roads, and
Crom Joncs Rd. to Ccdar River. flooding durirtg times of high
Project is indepcndently justi- flows.
fi<iblc.
3113 10 Irtstall ;i()()' of 36" cufvert, a new Wiit prevent blockage of culvert �87,0�0
in(ei strueture, minhole, and catch and the accompa�ying flooding and
b�sin. Project is indepcndently erosion of Painvood Golf Course and
justifiAble, mobile home park Ueiovv.
312�9 4 Construct a detention dam and i'roject Iocation is ideal Uecnuse S159,OQD �
� control stnecture in a�deep� it �ddres,ges flows From a large
channelizcd �ction of Trib. residcniial are:� before they reach
O:i00. Project is indepcndently the stoep, sensitive Arca next to
justifi�ttwie. , the Cedar River.
3120 15 Conacrucr A �sccfimcniAtion pond �nd Miti�atas Cloociing of residcncc aad � �1G3,000
1,QIXl` of ehannci from Jones Rd, to sediment deposition on Jones Rd.
CcdAr Itivcr. ,Projeet is indepen-
dcntly justifiab�c. . ' •
P:T�C.AP/1 A-3
Project Collect. , Estimated Costs
Nuntber Point Projr.ct Dcscrintion Prohtem Addre�.5ed and Comn3ertcs
3121 7 Secure elsement to wetland and �ron- Addresses incre�sed �laws in Trib. $371,000
{Wctland struct � cont�►inment l�crm �nd concrete 0304 and 0304A [rom residential
' 3102) wcir at ouilet. Project should be developmenis.
justi�cd by a basin plan. Wetland
r�tcd #2. BiologicAl �.ssessment is
needed to �ssure thAt .this��project
� doe.s noE decre�.se hAbitnt values.
3122 11 Purcha.ae existing ponds..on F�srwood Mitigates floodine and erosion $342,000
Golf Coutse and expand to provide downstream. .
gre�ter [low detention. Praject is
independently justiCable.
4
1
P:LC.APA A-4
�' � �. J
- � APPENDIX B
;� CAPITAL iMPROVEMENT PROJEC'T RANKiNG
LOWER CEDAR RIVER BASIN
Prior t� the Lawer Cedar River Basin �eld reconnaissarxe, 12 projects had t�een identified and _
' rated using the CIP selection criteria developed by the Surface Water Management (SWM) and
Natural Resources and Parks Divisions. Follawing the reconaaissance, 13 projects remain proposed
for this area. They include eight new� previously unidentified and unrated projects. These dispia�e
seven previousty selected projects, which were eliminated based on the cons�nsus of ttie reco»-
naissance team. Projects wexe eliminated for severat reasons: two sites were anr�exed by the city of
Renton, tv�o projects were found to be unnecessary, two sites were categorized as #1 w-etlands (and
are'inelib ble}, and one project was determined to�be infeasibie.
The previous SWM capital improvement project list for the Lawer Cedar River Basin had an esti-
raated cost of S?,71U,000, while t6e revised iist inrreases to an estimated cost of 52,734,000. This 3
percent increasc in estimated capita! costs is due to the addition of projeets after the reconnaissance.
The fol}awing table summarizes the scores and costs for the CIPs propose� for the Lower Cedar
� River Basin. These projects were rated according to previousty established SWM Program Citizen
Advisory Committee criteria. The projects ranked below are thp6e for which the �rst rating
que.stion, ELEMENT 1: "GO/NO GO," could be answ-ered afCrmaiively. Projects w�th scores o! l00
or hi�her can be considered now for merging into the "live" CIP list.
RANK PROJECT NO. SCORE COST
,) ' 1 312? 103 S342,000
2 3138 90 87,000 I
3 31?0 ?5 163,000
� 3109' 67 186,000
5 � 3121 65 3�1.000
6 3117 b0 501,000
7 . 3115 60 3b1,U00
8 3Z16 ' S5 '13,000
9 311�' 28 134,000 !
l0 3111' ?S 175,Op0
11 3112' 17 117,000
i2 3119* 15 159,000
13 3105 12 1]5,000
TOTAL 5�,784,000
' Proje+cts propc�sed prior to the Reconnaissance Program
`i
P:LC.APB � B-1
�.....•
Trib. & Goltect. Existing Anticipated
Item River Mile Point Cate�oiy Prop. Proj. Conditions artd Pmblems Conditions and Probletns Reeommendations
10 ' 0299.1A 21 Hydrology 3126 Frequent flooding of Road located on top af peat Elevate the road 3-4' by
RM .08 munty road caused by low bog anc! will continue to filling on top of the
road embankment. settle, Aggravating flooding present road embankment.
problem. Also stabiiizc embankment.
11 0300 4 Geology � Extensive chAnnel t�nd Problems will continue. Pmvide'adequate R/D in .
RM .00-.40 bank erosion and numerous uplands. {See Project
landslides due to 3119.)
_ development-related
stormwpter.
12 0300 . 4 Hydroiogy 3119 Revelopment-related peak Inereased erosion on Construct detention dam in i
flaws have caused sig- hillslopes below. deep, channelized reaeh of �
ni��ant bank erosion. Trib. 0300. �
13 0300 4 Hydrology 3109 . Collectioa point 4 has Degradation of Trib. 0300. Construct berm and standard
RM 1.40 been nearly oompletely . from RM .42 dawnstream. This control structure at outlet
urbanized. section is very�steep and to Wetland 3120 in Cascade �
scuceptible to erosion. Park.
14 0302 6 Geology Channei downcutting and Wil1 continuc at same level Controf storm flows from �
RM .SO bank erosion. or increase. uplands.
15 0302 6 � Geolo�,y Bank erosion (medium d�n- Increasing erosion with Provide adequate R/D in
RM .80-1.00 f sity) ai meanders and increasing flow from devel- uplands as area develops.
- obstructions. . opments.
?: LC.APC C-3 �.
i
TriU, & Collect. Eatisting Anticipatcd
Item River Milc Point Cate�orv Prop• Pr�oi Conditions and Probiems Conditioas and Problems Recommendations
i6 030? 6 Geology Gully erosion from broken None. Culvert has been None.
Culverta repaired.
17 030? 6 Geology Severe guUy crasion Continued erosion. Tightline flaws to
RM .60-.30 creating small vatle}+�s main stem.
frora daylight culverts.
18 0302 S Habitat Stream channeled along White fish naw use this Add habitat diversity
RM.35 golf course road. No teach, Iack of habitat will (e.g., structures, overhead
overhead caver. No habi- eventually reduce popvla- vegetation). Gain
tat diversity. tions. epsement to restore mean-
ders, if possible.
19 0302 6 Fiydrology Tributary drains down Problem wili worsen as Construct detention dafn
RM .45 ' stee� bluffs on north development upsiream upstream of golf course.
sidc of Cedar River, continues.
carrying debris and ' �
flooding Maplewood Golf
Course.
30 030? 6 Habitt�t Water suppiy d�m. Full As impoundment fills, storm- Dredge pond and maintain
RM .50 barier to upstream water will flood aver bank. it as sedimeni catch.
mi�►tion. itnpoundment Structure may fait.
is �Iling with sediment.
21 0302 6 Habitat Severe gultyins from ri�t Wil( continue to erode until - Tightline doumslope.
RM .90 bank oorre�ted metnl reaches till laysr. - Add velocity attenuator ai
� pipe. Heavy scdiment stream.
delivery to stnam.
P: LC.APC C-4
,`�
Trlb. 8c Collcct. Existing Anticipated �'
Item River Mile Poinr Cat�orv Prop. Pro1. Condirions and Problems Conditions and Probiems Recommendations I
2? , 0302 6 Habitnt Tr�sh in stream (auto, Area adjaccnt to corridor, - Remave trash.
RM lA0 tires, appliances). will continue to collect - Distributa educational • I
trash and debris. Further materials to streamside
worsening of water quality, residents.
sedimeniation, erosion. - Cite violators, if probionq
persists.
23 0302 6 Habitat Trash in stream. Water Area ad.jacent to corridor, • Remove trash.
RM 1.10 quality problem, wiq continue to collect - Distribute edueational
u�sightly. trash and debris. Further materials to streamsiCe
worsening of water quality. residents.
- Cite violators, if problem
' persists.
24 0303 b Geology �xtensive Uank erosion in None. Increase R/D volumes, slow releaae
upper portions oE tribu- rate to. norrerosive levets.
tary.
?S 0303 6 Habitat Habitat suitAble for resi- Scdimenis will eventually - Control stormwater volumes
RM .�5 dent fisb. Sediment accu- cover grAyels. Habitat and diseharge rates from
mulating. will Uecome unsuitable for developments.
fish use. - Manually cle�n graveis
when necessary. �
?6 0303 6 HAbitat Trash and litter in Further decre�ses in water - Remove trash and Iitter.
RM .35 i chaanel affeeting water quality. -. Distribute educational materiaJs
quatlty, eausing erosion. to screamside residents.
- Cite violators, if problem
pecsists. I
': LGAPC C-S
• �
Trib. & Collect. Existing Anticipated �
Item River Mi1e Point C,�+te►�r Prop. Proi. Conditions and Pmbtems Conditions and Probiems Recommendations
27 0304 7 Habrt�t Landslides contributing Sediment will eontinue to Maintain ripariae corridor.
RM .40 sediment to chAnnei. Heavy enter sysiem until lant�slide with setbacks nt least 50'
� deposition in pools, at stabilizes. � from tops of banks.
obsiructions, even in
riEftes.
23 0304 3 Habitai Horses have access to Further decreases in water - Encour►ge residents to fence
RM 2.10 str+ear►�, cAusi�g some bank quslity, bank erosivn likely. channel bpck 15' frvm ordinary
deteriorntion artd possibly high water mark.
affectiag w�ter yuality. - Limii .access to iivestock to
one or two points along srream.
29 0304 8 HydroEogy Flooding cnused by faiiing Problem will continue untii - Problem referred to Main-
RM 2.30 ` R/D at 176th St. & 146th outlet structure is tenance section of Surface
Avc SE. modified. Water Management Division.
30 0304 3 Habitat Encroachmant occurring Wetland likely to be - Require eneroaching fills
RM 2.40 along a11 boundaries of rcduced stowly vntil it is to be removed.
this headwater wctland. completely destroyed. Loss - Establish speci�c buffer
of stornge, �Itration, aro�nd this wetland.
organic production, and - Enforce xnsitive areas
wildlife ha6itat. ordinanees and regula-
tions.
31 030a 7 Geo[ogy Scveral gullies due to Problem will continue. - Tightline drainIIge.
RM .30 daylight cu[verts; a few
� have recent IAnds�ides.
P: LC.APC C.(,
,
�
�.�
��
Trib. dY Coilect. Existing Anticipated
I�em River Mile Point Ct�te�orv P%,p. Pro� Conditions and Problems Conditions and Problems Recommcndations
32 , 0304 7 Habitat Extensivc riffle (to RM Gravels risk becoming - Enhance habitat by addi-
RM .00 .15. Creek chaaneled. No cemented. Few resting areas tion of woody debris in
woody debris, litt(e bank for upstream migrating fish. stream.
vegetativn. Steelhead, - Revegetate bank
eolto spuwners hare. - Enhanco pool/riffle ratio.
33 0304 7 HAbitat Debris jam may t�e a Debris w;il continue to - Selectively remov� debris
RM .20 partial migration barrier. accumulate. Channel will to allow fish passnge.
likely divert or jam will - Stabilize large woody
fail, releasing accumulated debris.
sediment.
34 0304 7 Habitat 1`7ebris jam. Bed drops 3' Debris will continue to - Sekctively remon+e debris
RM .62 aver jam and sediment, accumu(ate. Channel will to allow �sh passage.
torming anadromous likely divcrt or jam wiU - Stabilizo large woody
barrier. � fail, releasing accumuiated debris.
. sediment. -
36 0304 'l �Iabitat WAter turbid; oily sheen WAtor quality will mntinue - Educate residonts about
RM .80 and odor present. 5torm to decline as runoff and how to rnaintaia water quaiity.
drains empty directly into waste enter stream. - Mark storm drains with
strcam. 'Dump no oil" se�ns.
- Emphasize recyeling of oil.
37 0304A 7 I-iydrology 3102 Existing forested wetland AdditionAl storage could be Construct a proportional weir
RM 1.30 � pr�ovides detention for utilized by constructing and becm at wetiand outlet.
Trib, 0304A and 0304 in berm and weir at outle� Pmject could be used instead
heavily developed area. This could bc done to atten• of Project 3107 to rpeserve the
u�te incre�sed peak flows #1 rated wetland (where project
�.s upstream area develops. v�rould be built).
P: LC.APC C-7
i
Trib. & Collect. Existing Anticipated
Item River Mile Point Cate�ory Prop. t'roi. Conditions and Prob{ems Conditions and Probiems Recommendations
33 0304A 13 �Iydrology 3I1S Runoff gener�ted on top of Flooding wilt continue as - Construct detention pond
RM .40 bluffs on southwest sidc lortg �.5 tand use remains the at top �f bluffs.
of Csdar River is causiag same on top of bluffs or - Tightline drainage down
severe bank erosion, until mitigating measures bluffs, then chanrietize it
flooding And debris l7aws are ta3cen. Runoff origin- to aa existing diteh
onto several residences ares Erom highiy compacted alongside SR 169.
of valley floor. pashrretand on uplands. • Prevent similar problems
elsewhere with land usc
reguta.tioas, including
prvvisions for prescrvation
of vegetatioa buffers near
tops af cliffs.
39 Q305 10 Geo{ogy Extensive bank erosion, Susceptible to increases Attenuate high flows.
�
partly due ro subsurface with irtereasing storm flow.
clay Iayer and Iandslide
topograpby.
40 0305 10 Geology L,ocat sev�rc bank Problem wiil continue. Existing rock-fiped
RM 1.10 erosion. gabions are deflecting
� flow.
41 0305 10 Geology Extcnsive chnnnel down- Continued erosio�. Atten�tate high �fowa with
RM 2.I0- � cutting and bAnk crasiort. adequatc R/D. (R/D
1.75 � currently exists.)
42 0305 10 Geology Scvaral geillies and asso- Erosion wil[ continue. Tightline eulverts.
RM 2.15- 1 ciated landslides due to
1.75 daylight culverts on stecp �
slopes �dj�cent to chan-
nels.
P: LC.APC C_g
' ' •',.�
. �
Trih. R� Collect. Existina Anticipated
Item River Mile Point Cate�orv Prop. 1'roi. Conditions and Problems Conditi�ns and Problems Recommendations
43 ' 0305 10 I�Iabitat Madsen Creck in ditch along Potential for fue! entry in- Acquire 30' easemenE away
RM .20 SE Jones Rd. He�vy siit; to creek. Purther decreases fmm roadsido. Construct
road runoff; water quality in water quality can be ex- new stream channel.
adversely aft'ected. pected.
44 0305 IO I-iabitat Creek in ditch along south Further decreases in water Acquire 30' easement away
RM .35 side of SR 169. Heavy quality can be expected. from roadside. Construct
inputs of oil.s, anti- Potential for autos to enter new stream channel.
� freezes, heavy metals, channel. Lack of habitat.
organic pollutants iikefy.
Sand, silt from roadside '
`(of SR 169) enters also.
45 0305
RM .00- 10 Eiydrolog}+ 3105 Scetion of Trib. 0305, F'looding will continue. Construct and enhance 2200' of
.40 RM .00-.40 is ea-pericncing jS�e ApFscndix A, Project channe! through undeveloped
� extensive floocling. 3105.) King County Park Land.
46 0305 10 Habitat Channelized along dri- Further siltation, water Acquirc casement; move
KM .50 veway, Iacks habetat quality degradation can be creek from drivcway
diversity. Driveway sedi- anticipated. i.ack of habfiat 10-15'. Add meanders and
menrs enter channel, and precludes optimum salmonid habitat structures to
oi� placod on driveway uu. increase diversity.
enters stream. �
47 0305 10 Habitat � Channetized tributary Little saln�onid u.sc Add stractures to incre�se
RM .65 Iaeks ha�bit�t diversity, anticipated. Spawning and diversity in stream.
cover for salmonids. rearing success limitcd Manually clean gravels by
Gravels cvmpacted. (unless reach is restored). chvrning them.
P: LGAPC C.9
Trib. & Collect. Fa:isting Anticipated �
Item River Mile Point Cate�ory Prop. Proi. Conditions and ProLilems Conditions and �'roblems Recommendations
43 03Q5 10 H�bit�t Good spawning riffles occur Increased t�ows may c�use Controi flows into sysiem
RM .90 here. i/z-3" gravels, few gi�avei bflr movement. from deve(oped areas
� fines, not compacr. High Suitabie gravels may .be upstream. If necessary,
Clows are moving materiaf, transported downstream to add bed controis to hold
howev�r., unusable areas for spawning gravels or "vee" struc-
salmonids. tures to recrait therri.
49 0305 10 Habitat Severe b�nk cutting pnd Further crosion/scouring can Controi high flows by
RM .95 _ erosion occurs here. Bcd be expected. Channe[ incrcasing upper basin R/D
scouring evident. Reach deteriorativn will continue. facilities, lawerieg
subject to high, rapid Flows appear to bc generated discharge rates to stream.
f(vws. �t developments.
50 0305 10 Habitat Muctt woody debris Debris jams will occur with Coatrol upstream flaws
RM 1.?0 8 movem�nt and numerous greater frequency as flows with greater R/D volume,
dcbris jAms. ReAch is incre�se. Sediments will lower discharge sates�
subject to high. rapid build up and channel will Scloctivcty rcmave debris.
flows. divert.
S1 0�05 10 Habitat Channel erosion, bank Furthcr channel deteriora- - Inerease R/D capacity.
RM 1.70 failures, downcutting oc- tion may be expected. Siit, - Decrease discharge r�tes.
curring. Repch subjcci to sand transport to maittsiern
high, rapid flows. will incre�se.
52 0306 10 Geology Failure of manhole during Not applirable. Repair ma.nhole.
RM .40 IlfSd storm has resulted in
� gully crosion. .
P: LC.APC C-10
�, `,� .
. '•`. �
��;.
�
Trib. & Coliect. Ezisting Anticipated
Item River Mile Point Cate� Prop. Proj. Conditions and Prohlems Conditions �nd Prohlems Recommendations
53 ' 0:�06 10 Geolosy Channel downcuttin�, U�nk Erosion will increast. Clay Further increase in runoff
RM .20 erosion and several tayer in valley makes area should be attenuatcd; this
landslides, due both from sensitive to landslides. is a sensitive channel.
increa.Sed storm flows and '
devetopment along edge.
54 0306 10 Geology Undersized culvert in arti- Possible fill failure: L,ake Enlarge the corregated
RM .30 �ci�l fill in golf course ponded Uchind culvert In metal pipe and/or
threatens to build lake and tn 1931 and threatened construct adcquate trash
pos.sibly overtop bank. the fill. rack.
B1'each flood possibfe.
�
55 0306 11 Habitat � Channel subject to f�igh, Further channel damage can Increasd R/D capacity,
RM .25 damagng flows. Erosion be expected. Sediment decrease dixhargc rate.
evident. transport downstreAm wiil
continue.
Sfi 0306 10 Geology Downcutting, bank erosion Wilt continue or increase irt Attenuate storm fiows.
RM .30-.45 and landslidas. future.
57 0306 I�Iydrolo�y 3118 Trib. 0306 connects with Probtcm will worscn as - Replace existing pipes
RM .30 large tributpry ai manhole devetopment upstreAm with largar diamcter pipes
here. Debris from 0306 continues. {if downstream analysis
clogs tbis manhole, c�eusing allaws for increa.ged fiows).
� aevere erosion of F�irwood - Install'new inlet struc-
Gotf Course. tures with trash rucks.
53 0306A 11 Hydrology 3122 Existing small ponds on Area upstream is dweloping - Acquire easements for ponds
RM 2�0 0306A are overtopped and quickly, thus worsening tha and additional area around ponds
recaive considerable silt problem. and coestruct deteation pond.
during high fto�ws. 'The - L,ocation is ideal for addreasomg
ponds are located on peak flaws before they reach
Fai�wood Golf Course. the sensitive Cedar Reiver bluffs.
P: I.C.APC C-11
Trib. & Collect. Existing Anticipated
Item River Mile Point Cxtefiory Prop. Proi. Conditions and Problems Conditions and Pmblems Recommcndations
59 Q30(A 11 H�bitat Somc usable habitat exists Further habitat deterioration - Increase R/D capacities.
RM ZS for resident satmonids. likely. Cl�annct erosion wiJi - Dccreasc discherge rates.
' Water quality is poor. increase. - Enml�rage use of 2-cell
C�annef subject to high detention ponds, swales.
flows. � - Prohibit filling of
existing wedands, ponds
in upper basin.
60 0307 12 Geolo�y Extensivc bank crosion at Increased erosion will - Mitigate development-
RM .10-.40 all mea�ders and obstruc- result with increased flows. related higfi flaws.
tions (trees, cars) duc - Pravide adeqvate R/D.
to increased flows from
devetopment. '
61 0307 12 Geolog}+ � Stream eroding toes of Incres�sing erosion with • Mitigate devel4pment
RM .10-.60 slopcs resu[ting in increasing flows. related high flows.
landslide failures. - Pravide adequate R/D.
h2 0307 12 I-Iabit�et Stream chaonel pushed to Erosion will worsen as - Incrcase R/D capacity at
RM.30 ono sido of ravine for stream flows increase. aIl delivery points.
roadway. Hi�fi encrgy May threaten road bartk at - Reduce reiease ratc below
system. Much bank cuiting, tce of slope, channel scour level.
scdiment transport, dcbris
movement.
63 0307 13 Hydrolosy AreA on top of binffs near Infiltration sites should Construct retention faci-
RM .60 � Trib. 0307 h�.s excellent be used whenever possible. lities for new develop- I
inflltr�tivc capAcity. These would p�vide graund- ments in area at these sites. �,
water recharge. I
� P: LC.APC C-12
- � ;,
' ,
II
� . . 1
�
Tnb. & Collect. Existing Anticipated
Item River Mile Point Ctttegor� Prop. Pro]. Conditions and Proi�lems Conditions flnd Problems Recommendptions
64 � 0309 15 Nabitat Subject to heavy, rapid Erosion, deposition wilt - Control storm flows
RM .10 tlows. Channel erosion, increaso. Scdiments will upstuam.
deposition bars migration. migrate downstream, creating - Control votume and dixharge
a water quality prob[em. rates.
65 0310 15 Geology Sedimentation upstream from Continued sedimen.tation. - See "Hydrologic and hydYaulic
RM .h0 cutvert due to debris and characteristics" section in
undersized culvert. New thia rcport.
corregatcd metal pipe con-
tinues to pass watcr through.
6G 0310 1.5 Geoiogy .Sevcre erasion below Continued erosion and - Install energy dissipator
RM .OS cuh+ert, severe sedimen- sedimentption. below corre�ated metal pipc.
tation in residence yard. - Excavate channel through
yard whtrc original channe!
w�ts located.
67 0310 15 Geology Road drainagc forming gully Continued erosion. Reroute drainage. Refer problem
RM 1.50 adjacent to road; ro�d bed to Roads Maintenance.
in dAnger.
�3 0310 15 I-I�Uit�t 3120 Corrc�ted metal pipe is Problem will continue. Reinstall concgated motal
RM .?5 Anadromous b�rricr. pipe ut or below bed level.
t
P: LC.APC C-13
TriU. �Ct Collect. Existing � Anticipatcd
Item River Mile Point Cate Prop. Proi. Conditions and Prohlems Conditions and Probiems Recommendations '
b9 0310 15 I-iydrolog}r 3120 F.a;isting channel draining Freyuency and scverity of Construct detentian pond
RM .40 off blaffs on north side problem will worsen as on upstream side of Jones
of Cedar River, causing development on bluffs Rd. to trap sediments, and
' flooding af residences and increases. enhance 1,OOQ' of er�ek
de�ris flaws onto Jones Rd. from Jones Rd. to Cedar
during pelk ffows. River.
70 0310 15 H�bitat Corregated metal pipe Problems wilt continue and Remove new �nd old pipes;
�RM .60 outlet approximatety warsen as outfail veixities replace at lower level
9' above bed Ievel_ witl scour bod and banks. wiih oversized pipc with
Complete bai-rier to fish. Upstream has recent (II/86) trash raek.
Old culverts at bed level deposition up to 4' deep.
are plugged.
71 0311 13 Geo[ogy Guily erosion in dr�inage Contiaued accelerated ero- If possible, enEarge R/D
RM 1.70 ' swate due to outfiaw of sion. prior to its outlet in the
wetIand that partZy sesms wetland. •
to act as nn R/U facility. •
72 0314A 16 Hy,drology 3117 Severe erosion, flooding, Pmbicm wiil [�e aggravated - Tightlino drainagc between
RM .2fl dam�gc to County and as area abcyve deveIops. detention ponds in gravcl pit.
private roAds from � . - Construct detention pond
inereased runoff from next to Jones Rd, to trap
. gravel pit operations on sediments.
hillsidc. - Co�struct channei from
� Jones Rd. to Cedar River.
73 0314A/ lb Geology Inadequate R/D, pluggcd Not applicable. See hydrotogy comment
0314I3 � cutvert caused by exten- abovc.
RM .l0-.40 sive channei and bank •
erosion and landslides. �
. Water h�us cui a new channel.
P: LC.APC C-14
, �
( . '�
1
�;�,r
Trib. Sc Collect. Facisting Anticipated
Item Rivcr Mile Point Cate�orv Prop. Pro�. Conditiorss and I'roblems Conditions and Problems Recommendations
74 . 0:�17 Hydrolo�y 3II1 Francis Lake is only Trib, 03I7 paws through - Constrs�ct proportional
RM 1.�i0 hydraulic control [or steep area dawnstrenm of weir at outlet.
Trib. 0317. lake. If area around Fran�is - Erthance 1,100' Erom
Lake develops, increased Francis Lake to SE 184th St. j
peak flows coutd cause severe i
damlgc to Trib. 0317 irt the
steep region.
75 03?A Hydrology 3114 F.r►isting forested wetland IF surrounding area urban- Constnict containment berm
RM 2.40 with large amount of un- izes, this wouid be a good and control strueture at
utilized storabe. Wetland site to attenuate peak outlet of wetiand (if bio- I
ocurrentty detpios f[ows on flows, logieal analysis permits). �
Trib. 0320. i
7G U318 19 Habitat Snlmonid parr in m�ny Decrease in water quality Establish and maintain
RM .10 poois. LArge pools up to with inereasing develop- adequate buffers, 100'
1.7S' deep. Some depasi- ment. Loss of habitat. frorn ordinary high-water
tion in pools, behind Decrease in �sh use. mark or 25' from top fo
otist�uctions. , slope break, whichever is i
greater..
77 (}33? 19 Habitat Salmonid use apparent fmm System is mostly in natura! - Maintain adequnte strearn
RM •35 carca.�ses. Sockeyc, condilion. As development corridor buffers.
Chi�ook spawners. Some incre�.ses, I�igher ftows and - Reduce discharg�e rates to
� sedimentation occunring. worse water quality can be prc-development levels.
expected. Prevent clearing, grading
within buffers. �
P: LGAPC C-15
Trib. Rz CoElect. Ezisting Anticipated
item River Mi1e Point Cate�ory Pmn• Proi. Conditions and Problerns Conditions and Problems Recommendations
74 0328 19 Geology Medium-density landslides None. Limit'development in the
RM .50 and hi�h-density bAnk basin.
erosion occurring due to
natural causes. This indi-
cates channel and valley
sensitive to effects of
dcvelopment. {Sensitivity due •
to clay laycr. Basin hasts
some oF Uest fish habitai
in upper rcaches.)
79 032g 19 I•IabitAt Sigrtifieaat sAlmonid use S�:dimentgtion from upstream Maintain leave strips
RM .70 throughout. Sockeye reach possibie. Adj�cent adjaceet to stream at
spawncrs, carcasses present. cleveiopm�nt wilE likely least 100' from ordinary
Coho, steelhead parr in reduce diversity and e�uality high watcr mark. Restrict
' pools. Excellent habitat of haUitat, use/development within this
for spawning pnd rearing streamside management zoRe.
{A rcdd site). Much
diversity -- most exemplary
in basin.
Channelized reach. Uniform May cause thermal problems Restore stream habitat
80 0325 19 Habitnt channel, no habitat diver- as water temperntures rise. thmughout: add structure,
RM 1.10 sity. He�vy sand deposition. No useft�l h�ei�itar. diversity, bank vegetation,
7;40 I.ittle averhead clnopy or and canopy. Cost should be
bank vegetation. borne by party(ies} who
channelized this reach.
S1 0333 19 Hydrology 3112 � Lake Peterson is small, Lake prrn�ides good peak flow Reptace vyeir at outlet
RM 1.40 open-water wetland with a attenuation and will become with a higher weir in
wcir at outlet, more important as upstream order to gain additional
tributary area develops. storage.
P: LC.APC G16 , I
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EXHIBIT I
WETLAND INVENTORY MAP
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EXHIBIT J
T?R -�!T'�'.4 G F �''fl?�'IPj.-�T'��T�
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SEP-29-20�0 15'24 CITY OF RENTON PBPW j 425
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CARCO TH�KTER. RNER SITED oCCl1R QURN+Ip
; �RY HALL.RIYEfiA L'�cTREIu�FLO�EYF.NT�
L � APTS.AND PRNAT[ (lo01'�AR FLooD)
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ON THE LEFT L#ANK
P8.10 MAPIEWOpp PLAY CEDAR 31 HOMEB RGTEN�D BY X X CR-4-M
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QUAUIY,AND LOCALIZEQ
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WSbOT CULVERT UNDER Pi4SSAGE
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EXHIBIT K
KING COUNTY SOILS SURVEY
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DL•SCRI PTIONS OF "iHE SOl LS
This section describes the soil series and map- Alden+ood soils are used for timber, pastcsre,
. ping units in the King County Area_ Each soil berries, row crops, and urban deve2opment. They
series is described and then each roapping unzt in are the most extensive soils in the survey axea, e
j that series. Un3ess it is specifically mentioned '
_ � otherwise, it is to be assumed that whai is stated Aldeiwood gravell sandy loam, 6 to 15 ercent i,
- about the soi2 series holds true for the napping slt opes (AgC _--This soil zs roliing, as are �
units in that series. Thus, to get £ull information irregular in shape and range from 10 to about b00
aboat any o�e mapping unit, it is necessary to read acres in size_ '
both the description of the mapping unit and the Representative profile of Alden.�ood gravelly �i
description of the soil series to which it belongs, sandy loam, 6 to 15 percent slopes, in woodland, I
M impoTLant part of tlie description of each 450 fect east and 1,3a0 feet south of the north I
soil serics is thc soil profile, that is, the quarEer corner of sec. 15, T. 24 N., R. 6 E. : j
sequeRce of layers from tlie sarface Jox�i�rard to �
rock or other unJerlying material. Each series a1--0 to 2 inches, very dark brow�n (IOYR 2/2)
contains t��ru Jescriptions o£ this proEilc. Tlic gravclly sandy lo:un, dark grayish brown i
first is brief aiod i�i tenns Eamiliar to tl�e layman. (IOYR 4/2) dry; aeak, fine, granuiar struc-
il�e second, det:fi2e�! :ind in tccl�nical ierros, is for turc; slightly harJ, friabie, nonsticky�
scientists, enginccrs, and otlicrs �.ho neeJ to make noF�plastic; many roots; strongly- acid;
thorou�h :�nd pr�cisc �tu�lir.s oi soils. Unless it ahrupt, wavy bound�ry. 1 to S inches ihick.
j; ,�;?��1•:,i;c >::...�:', �'.:_• ,��.�..:= .,+. ;r. the R'--Z to ]3 incl�es, d:irk-liroaii (101'� =1/.i) graveli}•
`: .Ir::criptio!�s :r�` 2lioac� o!� :i r.toi�i'soil. saitdv loam, Ill'Ok'll (lI)YR S/.i) �Ty; n�oJeTatc, �
:\s mc:iitioned in tii�: �c�tiott "lio+: 'I}ii� Surrc�• ltias nediena, suh:ingular hlocky stn�ct+�rc; sliglitl�• II
DL1dc," not 111 �iappi,�g units arc membcrs ok a soil hard, friablc, nonsticky, nonplastic; m�n�•
scrics. Urban land, fur r�:u�il�lc, docs not hclong roois; stronglv aciJ; cic�r, �.a�y boundary,
�o � soil serics, Uut ne��ertheless, is listed zn 4 to 14 inches thick.
a2phabetic oreEer along �.•ith the soi2 scrics. [i3--12 io '7 inches, grayish-brown (2_51' S/2} .
Follo�.ing Chr n;anc ot c.icl► i1r,��>ping unit is u �ratcllp sandy ioam, light �ray (2,5Y 7/2)
s�:nbol in parcntlicscs. 'ff�i� s��nbol idenLifies tlic Jry; many, iocJium, disiinct mottics of light
mapping ui3it on thc Jet.tiled soil map. Listcd at olit�c brokn (?.SY S/G) ; hard, friablc, non-
the end of each description of a mapping unit is the sticky, nonplastic; many roots; mediurn acid; '
capability unit and �.00dland group in which the abrupt, s�avy boundary. 12 to 23 inches thick li
mapping unit I�as been placcd. 7'he woodland desig- FIC--27 to 60 iiicties, grayish-brown (2.5Y 5/2),
nation aiid thc page for the description of each �aeakly to strong3y consolidated til2, light
capability unit c:sn be Eound by referring to the gray (2.5Y 7/2) dry; common, mediwn, distinct
�� "Guide to Mapping Units" at tiic bacf: of this survey. mattles of light olive brown and ycllowish
The acreage and proportionate extent of each brown {2.5Y 5/G and lOYR 5/6); massive; no
mapj�ing �nit are slioi+n in table 1. Many of the roois; medium acid. �tany feet thick_
terms used in describing soi2s can be found in Yhe
Glossary at the end of this survey, and roore de- 7fie A horizon ranges from very dark Urown Lo
tailed infortn:tior. about the terminology and methods dark brown. Tlie B horizon is dark brown, grayish
of soil mapping can be obtained from the Soi.l Survey brown, and dark yellowish brown. The consolidatad
Manual (19) . C horizon, at a depth of 24 to 40 inches, is mostly
� grayish brown mottied with yellowish brown. Some
Alden+ood Series layers in the C horizon slake in water. In a feH�
areas, there is a thin, gray or grayish-brown AZ
The A2dcrwood series is made up of moderately horizon. In most areas, this horizon has been
� aell drained soils tlzat have a weakly consolidated destroyed through logging operations.
to strongly consolidated substratum at a depth of Soi2s included uith this soil in �aapping make up
24 to 40 inches. Tliese soils are on uplands. They no more than 30 percent of the total acreage. Some
formed under conifers, in glacial deposits. Slopes areas are up to 3 percent the poorly drained Norma�
are 0 to 70 percent. The annua! precipitation is Bellingham, Seattle, TukHiIa, and Shalcar soils;
35 Lo 60 inches, most of Hl�ich is rainfall, between some are up to S percent the very gravelly Everett
October and May. The mean annual air temperature is and Neilton soils; and so�ee are up to ]S percent
about SO° F. The frost-free season is 150 to 200 Alderwood soiis that have slopes more gentle or
days. [levation ranges from 100 to 800 feet. steeper tlian 6 to 15 percent. Some areas in Nex-
In a representative profile, the surface layer castle Hi2Is are 25 percent Beausite soils, some
and subsoil are very dark broa�� dark-brown, and northeast of Duvall are as much as 25 percent Ovall
grayish-brown graveily sandy loam about 27 inches soils, and some in the vicinity of �ash Point are
thick. The substratu� is grayish-brown, weakiy 10 percent Indianola and lCitsap soi3s_ Also
consolidated to strongly consolidated glacial till included are small areas of Alderwood soiis that
t}iat extends to a deptl� of 60 inches and more. have a gravelIy loam surface 2ayer and subsoil.
8
I
i
"FABLE 1.--APPROXIMATE ACREAGE AND PROPORTIONATE �XTENT OF THE SOIIS
Soil Area Extent Soil Area Exterii
� Acres Percent Acres Percent
Alderwood gravelly sandy loam, Klaus gravelly ioamy sand, 6
0 to 6 percent slopes----------- 22,000 4.9 to 15'percent slopes---------- 420 _�
Alderwood gravelly sandy loam, biixed alluvial iand------------- 1,500 .3
6 Lo 1S pertent siopes---------- 165,170 37.1 Nei2ton veiy gravelly loamy sand,
Alde=wood gravelly sandy loam, 2 to 15 percent slopes-------- 4,6b0 1.0
15 to 30 percent sloges--------- 14,280 3.2 Newberg silt Ioam--------------- 3,660 g
�lderwood and Kitsap soils, veiy Mooksack silt loam-------------- 3,100 .7
steep--------------------------- 39,000 8.8 Narma sandy loam---------------- 4,230 1.0
Arents, Alde n�ood matcrial, 0 Orcas peat---------------------- 730 .2
to 6 percent slopes------------- 3,500 .8 Oridia silt loam---------------- G,630 1.5
:�rents, A1Jc n:ood material, 6 Ovall gravelIy loam, 0 Lo 15
:0 15 percent slopes------------ 6,OQ0 1.3 percent slopes--------------- 1,780 ,4
- :_:cnts, E��crett �a�tcrial---------- ?OQ .? 0�•all gra�ell�� loam, 15 to 25
. �:i;:iwitc gra�•ell.• san�l�• )ovro, G j perccnt slo�,es---------------- �,410 .9
to IS perccnt slos,w------------ :,�JJ ; I.: � lh�all gra�•�tl�- !u:►m, -ltf �t� 75 �
aaausite gra��cll�• �ait1�• lo�m, i� I ,�crcct�t slopes---------------- I,_'SD .�
to �U percent siopca------------ ~,'clt� . .G Pilcluick loznr,- finc saod-------- I,bit) .4
Beausite gra��elly sand; loam, AO Pilchuck fine san�y Ioarn-------- G40 :•1
co 75 yercent slopas------------ S90 .2 Puget siliy cl�}' toain----------- S,1�0 1.3
8ellingham silt loam-------------- 2,G10 .G Puyailup fine sanny loam-------- Q,S40 1. 1
5riscot si.it 2oam----------------- 5,43f) 1.2 Ragnar fine sandy 2oam, 6 to
z 3uckley si1L Ioam----------------- 12,130 2.7 15 percent slopes------------- 1,54U .3
Coastal beaches------------------ I,105 .2 Ragnar finc sandy loam, 15 to
' Earlmont silt loam---------------- 1,1d0 .3 ZS percent slopes------------- SQO .1
' • L•dgewick fine sandy loam---------- 2,,i40 .5 Ragnar-Indianola association,
Everett gravelly sandy loarn, Q to sloping----------------------- 5,110 1.8
S percent slopes---------------- 5,500 1.2 Ragnar-Indianola association,
Everett gravelly sandy ioam, 5 moderatcly stcep-------------- 1,150 ,�
�f to 15 percent slopes------------ 15,700 3_S Rentort silt loam---------------- S,U40 1.2
Everett gravelly sandy loam, 15 Rivezwash----------------------- 3,700 .8
to 30 percent slopes------------ 6,300 1.4 Salal silt lo:un----------------- 560 .1
cti•erett-Aldci�aood gravclly sandy Sammamish si2t loam------------- 790 .2
loams, 6 to 15 percent slopes--- 8,405 1.9 Seattle muck-------------------- 8,650 1.9
1 Indianola loamy fine sand, U to 4 Shalcar muck-------------------- 1,220 ,3
=� percent slopes------------------ 2,670 .6 Si silt 2oa.n---------------•---- 1,750 .4
� � Indianola loamy fine sand, 4 to Snohomish silt loam------------- 2,lOQ .5
= 1S percent slopes--------------- 2,600 .6 Snohomish silt loam, thick
+ Indianola loaay fine sa►�d, 15 to surface variant--------------- S00 .1
30 percent s2opes--------------- S00 .1 Sultan silt loam---------------- 3,580 .8
Kitsap silt 3oam. 2 to 8 percent Tukwila muck--------- ----------- 1,730 .4
slopes-------------------------- 5,000 1.2 llxban land---------------------- 10,650 2.4
�p i:itsap silt loam, 8 to 15 percent Woodinville silt loam----------- 2,800 .6
�me slopes-------------------------- 6,550 1.5
n lCitsap silt loam, 15 Lo 30 percent
slopes-------------------------- 4,270 1.0 Total----------------------- 445,500 100.0
[L
a21 . . . .
e
5
I
Permeability is moderately rapid in the surface Arents, Aldeiwood Material
layer and subsoil and very slow in the substratnm.
Roots penetrate easi2y to the consolidated substra-
tum where they tend to mat on the surface. Some /trents, Alderwood material consists of Alderwo�
roots enter the substratum through cracks. Water soils that have been so disturbed through urban-
��� mo�es on top of the substratwo in winter. Available ization that they no 2ongei can be classified wit}i
water capacity is low. R�moff is slow to medium� the Alderwood series. These soils, however, have
and the haaard of erosion is moderate. many similar features. The upper part of the soil,
'Ihis soil is used for timber, pasture, berries, to a depth of 20 to 40 inches, is brown to dark-
and row crops, and for urban development. Capability bzown grave3ly sandy loam. Below this is a gray�h_
tinit IYe-2; Woodland group 3d1. brown, consolidated and impervious substratum.
Aldenvood gravelly sandy loam, 0 to 6_percent Slopes generally range from 0 to 15 percent.
,s_I,,_o,�s (Ag13) .--This soil is nearly level an
These soils are used £or urban developa�ent.
undulaiing. It is similar Lo Alden+ood gravelly
sandy loam, 6 to 15 percent slopes, but in places qrents, Aldenrood materiai, 0 to b percent slopes
its surface layer is 2 to 3 inches thicker. Areas �`
are irregular in shape and range from l0 acres to �A"'R�•--In many arcas this soil is level, as a
result of sl�aping Juring construction for urban
slightly more than 600 acres in size. facilities. Areas arc rectangular in shape and
Some areas are as mudi as 15 percent included range from 5 acres to about 400 acres in si:e.
1�'orma, Bcllingliam, 'Cuk+�ila, and Slialcar soils, all
of which are poorly draineeI; �nd some arcas in the k�P�'esc�ttati��c profile of Arents, Aldernood
m:etcrial, fl io G percent slopes, in an urban arc�,
ricini.Ly of i:raantl:ur arc :is much :►s 10 perccnt l,��n [4�E i:est an� �SO fe�t svutt► ol t}�� �iortic�:tst
13uckicy soils_ .:orn�r oC sec. '�, 'I'. 'S ?�., R. 5 1:. :
ltunoff is slo�., :mJ thc crosion ha�ard is
slight. 4 to '_G inches, dark-bro�.�i {lOYR 4/S) graaclly
I1�is Aldcrwood soil is uscd for ti�bcr, pasture,
berrics, and roh crops, and for urban development. sa�tdy loam, pale bro+�rn (16YR 6/�) dry;
n►assivc; slightly harci, vcry friablc, non-
Capability unit Il�e-2; woodland group 3d2. sticky, nonplastic; many roots; medium acid;
Aicicnrood gravelly s:uiuy loa�n, 15 to .i0 perccnt abiupt, smooth boundary. 2i to ?9 inchcs
slopes (Agll} .--Uepth to the substratum in this soil tliick.
varies NIS�llll short distancas, but is commoniy 2G to GO inchcs, grayish-bro►�m (2.5Y 5/2) wcai:ly
about 40 inches. Areas are elongated and range consolidated to strongly consolidated glacial
from 7 to about 250 acres in size. till, light broi�mish gray (2.5Y G/2) dry;
Soils included with tliis soil in rnagping make common, roedium, prominent mottles of yellowish
up no more than 30 percent o£ tlie totai acreage, brown (lOYR S/G) moist; massive; no roots;
Some areas are up to 25 percent Cverett sails that mediwn acid. Atany feet thick.
have slopes of 1S to 30 percent, and some areas are ,
up to 2 percent Bellingham, Norma, and Seattle soils, The upper, very friable part of the soil extends
whicli are in depressions. Some arcas, especially to a dcptli of 20 to 40 incl�es and ranges from dar&
on Squak hbuntain, in Newcastle 1lills, and north of grayish bro�,m to dark yellowish brown.
Tiger Mountain,. are 25 percent Beausite and Ovall Sor�e areas are up to 30 percent inciuded soils
soils. Beausite soi2s are underlain by sandstone, that are similar to this soil material, b:.t e-ther
and Ova�l soils by andesite. shallower or deeper over the coaipaci substratum;
Runoff is medium, and ttie erosion hazard is and some areas are S to 10 percent very gravelly
severe. Ti�e slippage potential is moderate. Everett soils and sandy indianoia soiis.
This Alderwood soil is used mostly for timber. This Arents, Alderwood soil is moderateiy we12
Some areas on the lower parts of slopes are used dra.ined. Pern�eability in the upper, disturbed soil
- for pastare. Capability unit VIe-2; woodland group material is moderately rapid to moderately slar,
3dl. depending on its compaction during construction.
� Alderwood and Kitsap soils, very steep (AkF) .-- The svbstratum is very slowly pern�eable. Roots
penetrate to and tend to mat on the surface of the
This mapping unit is about SO percent A�erwood consolidated substraturo_ Sorne roots enter Lhe
gravelly sandy loam and 25 percent Kitsap silt substratwa through cracks. Water moves on top of
loam. Slopes are ZS to 70 percent. Distribution the substratum in vinter. Availa6le water capacity
of tlie soils varies greatly within short distances_ is low. Runoff is slow, and the erosion hazard is
About 35 percent of some mapped azeas is an s2ight.
included, unnamed, very deep, moderately coarse This soil is used for urban development. Ca-
teziured.soil; and abaut i0 percent of some areas pability tfnit IVe-2; woodiand group 3d2.
is a very deep, coarse-textured Indianola soil_
Drainage and permeability vary. Runo£f is rapid .
to very rapid, and the erosion )iazard is severe to Arents, Alderwood material, 6 to 15 percent
very severe. The slippage potential is severe. slopes (qmC) .--This soil has convex slopes. Areas
These soiis are used for timber. Capabiliiy are rectangular in sliape and range from 10 acres to
unit VIIe-1; woodland group 2d1. aboui 45Q acres in size.
� 10
and grass on valley fl�ors in the vicinity of North Everett Series
g�d, Slopes are 0 to 3 percent. The annual pre-
cipitation is 70 to 80 inches, and the mean anrnia2 The Everett series is made up of somewhat exces-
. tpoperature is about 50" F. The frost-free season sively drained soils that are underiain by very
js about 150 days. Elevation ranges from 400 Lo 500 gravelly sand at a depth of 18 to 36 inches. These
t t, soils fo�ed in very gravelly glacial outwash de-
�n a representative profile, the surface layer is posits, under conifers. 7hey are on terraces and
dark grayish-brown to dark grayish-brown fine terrace fronts and are gently undulating and mod-
sandy loaw that extends to a depth of about 34 erately steep. Slopes are 0 to 30 percent. 'ihe
inthes. 'Ihe underlying layers are black gravelly annual precipitation is 35 to 60 inches, and the
sand and gravelly sandy loam that extend to a depth mean annual air tea�perature is about 50� F. The
�f 60 inches or more. frast-free season ranges from 150 to 200 days.
Edgewick soils are used for pasture. Elevation ranges from about sea level to S00 feet.
In a representative profi2e, the surface layer
Ed ewick fine sandy loam (Ed}.--This soil is and suUsoil are Ulack to bro++n, gravel3y to very
;lxg tly convex or level. Areas are irregular in gravelly sandy loam about 32 inches thick. 77ze
>hape and range from S acres to more ihan .i00 acres substratum extends to a depth of GO inches or more.
in size_ Siope is less tli:ut 3 percent. It is multicolored black to gray very gravelly sand
Represcntative profile of �dgewick fine sandy (pl, I, left) .
:oam, in pasturc, 1,430 fect oast and 1,000 feet I:vcrett soils arc used foT LimbCr and pasturc and
;outh of tl�e west quartei- corner of sec. 15, T. 23 for urban development.
��., R. S 1:..
L't�er�tt grati•�lly s.u�J�� loaro, l) tu 5 percent
` ,p--t3 to 5� inciias, v�ry Jark �;rayish-brw.n (lOYN �Zopes (I.vA).--This ncarl�• lct�cl to .rery gentl�•
S/') finc: s:uidv loain, grayistt bmrn {IOYR undulating soil i� o�i tcrrsccs. !1rc;es arc irregular
�J?) Jry; u�:�k, ii�ir, �rv�ular stivcturc; �
s3ightly l�ar�, vcry friablc, nonsiicky, non- �n shape and rangc from S acres to morc than ?00
aC2'CS 111 51ZC.
plastic; many roots; strongly atid; abrupt, Representativc profilc of �vcrett gravclly sandy
smooth boundrry. 8 to I1 incl�es thick. loam, 0 to 5 percent slopes, in forest, 4S(� feet
;:1--9 to S4 inchcs, darl: �ra��ish-b�roi.7i (2.51' 4/�') �,�csi and ?50 fcet nort)� of thc southeast corner of
and oli�c-broi.lt (2.S}' d/d) finc sanJy loam, scc. 30, T. 22 N. , R. 7 G. :
grayish Ux-own (2.5Y 5/2) Jry; massi�c; soft,
very friaUle, nonsticky, 3ionplastic; common p1--1 to 3/4 inch, unJecomposed roots, twigs, and
roots; medium acid; abrupt, smootl► boundary_ �oss; abundant roots. 1 to 2 inciies tl�ick.
24 to 30 inches ihick. 02--3/4 incl� to 0, black -(lOYR 2J1),decomposed
IC2--34 to GO inches, black (SY 2/2) , stratificd
gravelly sand and gravelly sandy loam, grayisl� organic maiter; abundant roots. ;i/4 of an inch
f brown (2.5Y 5/2) dry; massive; soft, vcry to 1 1/2 inclics thick.
friable nonstick non lastic• neutral. �Z"0 to 1 1/2 inches, Ulack (IOYR 2/1) sandy loam,
� y• p � gra?� (lOYR S/1) dry; massive; soft, very fri-
The C horizon ranges from dark grayish brarn to able, nonsticky, nonPlastic; many roats;
vlive brown. The content of gravel is as macli as slightly acid; abrupi, distinct boundary. 0
10 ercent in laces in tlte A horizon and the C1 to 1 2/2 inches thick.
P P 62ir--1 1J2 to 17 incl,es, dark-brown {7.5YR 3/4)
' orizon. '!he IIC horizon, at a depLh beiow 32 to gravelly sandy loam, yellowish brown (IOYR
0 inches. ranges from dark grayish brown to biack
dnd from stratified sand to fzne sandy loam that has S/4) dry; massive; soft, very friable, non- ;
ravel in sane laces. sticl:y, nonplastic; many roots; slightly acid; I
g p c3ear. smooth boundary. 10 to 18 inches thick.
Soils included with this soi2 in mapping make B3__17 to 32 inehes, brown (20YR 4/3} very gravelly I
: p no mure than 15 percent of the tdtal a�reage. sandy Ioam, pale brown (lOYR 6/3) dry; massive;
=..rnae areas are up to 10 percent Nooksack and Si soft, very friable, nonsticky, nonplastic; I
soils; sone are up to S percent Pi2chuck soils, many roots; medium acid; clear, wavy boundary. I
=�fiich occupy the natural levees along streams aad g io 18 inches thick.
he higher swells and undulations; some areas are IIC--32 to 60 inches, black and dark grayish-brown
_p to 2 percent the poorIy drazned Puget sails; and (lOYR 2/1 and 4/2) very gravelly coarse sand�
some are 1 percent the poorly drained Seattle soils. gray, grayish brown, and brown (lOYR S/1 and
Permeability is moderately rapid. The effective 5/3) dry- single grain; loose, nonsticky,
�oting d'epth is restricted Uy the gravelly sand nonplastic; few roots; medium acid.
_�bstratum_ There is a seasonal high water tab2e
aL a depth of 3 to 4 feet. Availab2e xater capacity -p}�e A horiion ranges from biack tv darlc gray_
=s moderatel"y high. Runoff is slow, and the erosion �e Hir horizon ranges from dark brown and bro�rn to
izard is slight. 'Ihe hazard of stream overflow is dark yel2owish brown and the 63 horizon from brown
�derate to severe. to dark brown. The IIC horizon ranges frorn black
'fhis soil is used for pasture. Capability unzE and very dark brown Lo olive brown, and from very
TITw-2; woodland group 201.
15
� ;�266 O� 73-2
graveIly coarse sand to very graveliy loasny sand. the presence of a consolidated substraturs at a-�
pepih io ihe IIC horizon ranges from 18 to 36 of 7 to 20 feet. This substratum is the same m: '
inches. rial as that in the Alderwood soils.
Some areas are up to S percent included Aidezr+ood Some areas are up to S percent included Norm
soils, on the more rolling and undvlating parts of Seattle, and 'Il�kxila soils, all of which are po�
the landscape; some are about S percent the deep, drained.
E sandy Indianola soils; and some are up to 25 percent itunoff is slow to medium, and the erosion ha
, J Neiltan very gravelly ioamy sands. Also included is slight to moderate.
in mapping are areas where consolidated glacial till� I�bst of the acreage is used for timber. Cap:
which characteristically underlies AldeTwood soils, ity unit YIs-l; woodland group 3f3.
is at a depth of 5 Lo l5 feet.
Permeability is rapid. The effective rooting
depth is 60 inches or more. Available water capac- Indianola Series
iiy is low_ Runoff is siow,�and Lhe erosion hazard
is slight. � The Indianola series is made up of sanewhat
This soi3 is used for timber and pasture and for excessively drained soils that formed under con;
urban development. Capabiliiy unit TVs-1; woodland in sandy, recessional, stratified giacial drift.
group 3f3. Tlicse undulating, rolling, and hummocky soils a�
terraces. Slopes are 0 to 30 percent. The anni
L•verett gravelly sa�idy loam, S to 15 percent precipitation is ,i0 to 55 inches� �ncl tiie mean
slopes {f:vC) .--77�is so'tl is rolling_ Areas are annual air icmperature is al>out SO° H. Thc fro�
irrc�ular in shapc, havc a coiivex sur£acc� and rangc frcc 5^_35071 is 1:�0 to ']0 da�-s. L•Ic��aiion rangc
fron� '� :�rres to m�rr ti�an '00 acrc� in siac. Run- from :il�out sca lc��cl to 1 ,�0� fect.
� off �s s1o� to mcait�m, a�id thc erosion ]iazard is In a representatit�e prot'i lc, thc upper 3U in�
sliblit to moJcr�tc. i� brown, d;irk vcllo+rish-bro�rn, an.l light olivc-
Soils included with this soil in mapping uiakc up brn�.�� loam�� finc sanJ. Ti►is is w�Jcrlain by oli
no more than 25 percent of tl�c Lotal a�rcagc. Somc s:►nd Uiat extcnds to a dc��tli ol' GO inches or mo�
areas are up to 5 percent Alde n+ood soils, whicli (pl. I, riglit) _
ovcrlie consolidateJ glacial till; somc are up to Indianola soils arc used for tirobcr and for i
''0 perccnt \cilton icry gra�eliv loam�• sancl; and develol�mciit.
some are about 15 percent included areas of l:verett
soils where slopes arc morc gentic than 5 percent InJianola loa�u�• fii�e sand, d to 15 percent sl
and where thcy are steeper than 15 percent. {InC) .---'ihis un�ulating anJ rolling soil has cor
17�is [verett soil i� uscd for timbcr and pasture slopcs. It is ncar tlic edges of upland terraces
and for urban development. Capabi2ity unit VIs-1; Arcas rangc from 5 to more tliaii 100 acres in siz
woodland group 3f3. Representativc profile of Indianola loamy fir
� sand, 4 to 15 percent slopes, in forest, 1,000 f
Everctt gravell sandv loam, 15 to 30 ercent iaest and �00 fcet south of tltie norti�cast corner
slopes EvB .--Tliis soil occurs as long, narroN scc. �2, T_ 25 N., it. 6 F•.. :
areas, mostly along draiiiageuays or on short slopes
between terrace benclies. It is similar to Cverett 01--3/4 inclt to 0, leaf litter.
gravelly sandy loam, 0 to 5 percent s2opes, but in B21ir--0 to 6 inches, brown (lOYR 4/3) loamy fin
�nost places is stc.iier and more gravelly. sand, brown (lOYR 5/3) dry; massive; soft�
Soils included with this soil in mapping make up very friable, nonsticky, nonplastic; snany
no �nore than 30 percent of the total acreage. 5ome roots; slightly acid; clear, smooth boimda
areas are up to 10 percent Alderwood soils, which 4 to 8 ir►ches thick.
overlie consolidated glacial till; some are up to S B22ir--6 to 15 inches, dark yeilowish-brown (l0Y
percent thc 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 £riable, nonsticky, no
and some are about 15 percent included areas of glastic; common roots; slightly acid; clea
Everett soils ahere slopes are less than 15 perceni. 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.SY 5/4
_ is moderate to severe. loamy Eine sand, yelloxish brown (lOYR 6/4
Host of Lhe acreage is used for timber. Capa- dry; massive; soft, very friable, nonstick
bility ur►it VIe-1; woodland group 3f2. nonplastic; common roots; slightly acid;
gradual, smooth boundary. 12 to l7 inches
Evereti-Alderwood avelly sandy loams, 6 to 15 thick.
percent slopes {EwC .--'Ihis mapping unit is about C2--30 to 60 in d�es, olive (5Y S/4) sand, 2ight
. equal parts Everett and Alderwood soils. The soils . broWnish gray (2.5Y G/2) dry; single grain
are rolling. Slopes are dominantly 6 to 10 percent, loose, nonsticky, nonplastic; few roots;
but range fraa gentle to steep. Most areas are slightly acid. Many feet thick.
irregular in shape and range fro�n 15 to 100 acres
or more in size_ In areas classified as Everett 7here is a thin, very dark broti+n A] horizon a'
soils, field examinaiion and geologic maps indicate the surface in some pIaces_ 7he H horizon range•
16
dry; massive; slzghtly hard, very friabie; medium, .subangular blocky structure; haxd�
nonsticky, nonplastic; few roots; neutral, friable, slightly sticky� slightly plasLic
cammon roois; mediian acid; clear, smooth
'['he A horizvn ranges from very dark grayish brown boar►dary. 17 to Z1 inches thick. '
to very dark brown. The C horizon consists of layers C2--29 to 42 inches, dark grayish-brown (ipyR 4�
of silt loam, very fine sandy loam, sandy loam, and grayish-brown {2_SY 5/2) silt loa� a d
� losmy sand, and sand; the thickness of each layer thin lenses of very fine sandy loan►, lig�t
varies. Mottles occur at a depth below 30 to 40 brownish gray {2.5Y 6/2) dry; massive; sIi
inches in some places. ly hard, very friable, nonsticky, nonpl�t
Some areas are up to 25 or 30 percent inclusions com�aon roots; slightly acid; clear, s�nooth
of somewhat poorly drained Briscot, Oridia, and VPood- boundary. IU to 15 inches thick.
inville soils; and some are up to 10 percent the C2--42 to 60 inches, grayish-brown {2.5Y S/� si
poorly drained Puget soils. Total inclusions do not loam, light brownish gray (2.5Y 6/2) dry�
exceed 30 percent. massive; hard. friable, sticky, plastic; �
Permeability is moderate. 'Ihe effective rooti�g mon roots; medium acid.
depth is 60 in�hes or more. A seasonal r+ater table -
- is at a depih o£ 3 to 4 feet in places. Available 'fhe $ and C I�orizons are mostly silt loam and
water capacity is high. Ranoff is sioi�, and the very fine sand}• loam and liave lenses of silty �l
erosion i�azard is sliglit. The liazard of strcare over- loam and fine sandy loam. The C horizon is dark
� f3ow is sliglit to severc, depending on the amount of grayisl� brown, grayish broi�n�, or dark brown.
f2ood protection pro��iJed. Some areas are up to 5 percent included Qoorl
'I'his soil is usod nostlti- for ro<< crops. Capahil- drained !'uget soils; xn� some are 10 to 15 perce
ity unit IIw-1; woallanJ group 301. the co�.�ewhat S�oorlv �lrainec2 Orictia anJ Ilriscot s
' Also included wit(� tltis soii in mapping are arca
oE the ��oorly drai�icd tfoo�linv'sllc silt loam and
Nooksack Serics Ecw areas oi a Wuodi�ivillo silty c2ay loa�n, in�
soils makc up no more than 15 4�crcent of the.tot
The Nooksack scries is maJe up o£ ��ell-drained 1�r�ag�-
soiis tttiat formed in alluvium in river valIcys, Permcal�ility is moder3tc. 'I'he effectivc rooi
under a cover of grass, conifers, and hard�aoo�ts. Jepth is GO inches or more. A seasonal �rater ta
5lopes are 0 to 2 perceiii. 7'!ie an��ual precipiiation is at a deptl� of 3 to 4 fec;i in places. Availab
is 35 to 55 inches, anJ tltie mean annua2 air tempera- �+ater ca�>;►city is hi�h. Itunoff is slo�r, and the
ture is about 50° F. Tlic frost-frce scason is about erosion hazard is slight. Stream overflo�� is a
190 days. Clevatio�i ranges from about sca Ievel to erate to severe hazard.
500 feet. This soil is used for row crops a�id pastvre a
In a representative profile, the soil is very for urban Jevelopment. Ca��aUility unit IIa-2; u
� dazk grayish-brown, dark grayish-broti.m, and 'grayish- land group Zol.
brown silt loam to a depth of 60 1RCI1C5 or morc.
Nooksack soils are used for row croPs and pasture
aud for urban devclopment. Norma 5eries
'Ihe Norma series is made up of pooriy drained ,
Nooksa�k silt loam (Nk).--This nearly level soii soils thai fozmed in ailuviwn, under sedges, gra
is in long, narrow areas that range from 5 to about conifers and hardiaoods. 1liese soils are in bas
300 acres in size. Slopes are Zess than 2 percent. on the glaciated uplands and in areas aloi,g tte
Representative profile of culiivated Nooksack stream bottoms. 5lopes are 0 to 2 percent. The
silt loa�o, 1,80d feet east and S00 feet south of the annual precipitation is 35 to 60 inches, and the
west quarter corner of sec. 4, T.�24 N., R. 7 E.: mean annual air temperature is about SO° F. The
frost-£res season is 150 to 200 days. Elevation
Apl--O to 2 inches, very' dark grayish-brown (lOYR ranges from about sea level to 600 feet.
3/2) silt loam, grayish brown (lOYR S/2} dry; In a representative profile, the surface layc
few, fine, faint, dark yello++ish-brown (20YR biack sandy loaa► about 10 inches Lhick_ The sut
� 4/4) mottles; weak, thin, platy structure; is dark grayish-brown and dark-garay sandy loam a
siightly hard, very friable, nonsticky, non- ex[ends to a depth of 60 inches or more_
plastic; many roots; slightly acid; abrupt, Norrna soz2s are used mainly for pasture. If
smooth boundary. 2 to 3 inches tl�ick. drained, they are used for row crops.
Ap2--2 to 11 inches, very dark grayish-brown (lOYR
3/2) silt ioam, grayish brown {�OYR 5/2) dry; Norma sandy toam (No).--This soii occurs as �
weak, coarse, prismatic stnicture; sligh[ly ZS to 300 feet ��ide. Slopes are less than 2 pe�
, hard, very friab2e, nonsticky, nonplastic; Areas are leve3 or concave and range from 1 to f
common roots; slighily acid; abrupt, smooth lOp acres in size. '
boundary. 8 to 10 inches thick, Representative profile of Norma sandy loam, i
BZ--11 to 29 inches, dark grayish-broNn (2.5Y 4/2) pasiure, 725 feet east and SO feeL north of the
silt loam, light brownish gray {2_5Y 6/2) dry; south quarter corner o£ sec. 31, T_ 20 N. . R.
weak, medium, prismatic stn�cture and weak, 7 E- :
�
20
pp_-4 Lo 10 inches, Ulack (lOYR 2/1) sandy loam, thick. The next layer is yellowish-red sphagnum
dark grayish brown (lOYR 4/2) dry; moderate, peat that extends to a depih of about 60 inches.
fine, granular stnicture; slightly hard, very Orcas soils are used �ostly as wildlife habitat.
friable, slightly sticky, slightly plastic;
many roots; s2ightly acid; abn►pt, smooth Orcas_peat {Or).--This Ievel or slightly concave
�� boundary. 10 to 22 inches thick. soil is in irregularly shaped areas that range from �
f g21g--10 to 30 inches, dark grayish-bman (2.5Y 4/2) 2 to about 10 acres in size. Slopes are less than 1
� sandr loam, lighi bmwni.sh.gray (2_SY 6/2) percent_
; �ry; many, medium, prominent, yellowish-red Representative profile of Orcas peat, under wild
(SYR 4/8) and brown (7.SYR 4/4) mottles, vexy cranberxies, 600 feet north and 650 foet west of the
, pale brown (14YR 7/4} and reddish yel3ow east quarter corner of sec. 8, T. 24 N., R. 6 E.:
{7.SYR 5/8) dry; thin platy structure; hard,
very friable, nonsticky, nonplastic; few roots; Oil--O to 6 inclies, dark reddish-brown (5YR 3/2)
' slightly acid; clear, wavy boundary. 19 to 24 sphagnwa peat, very pale brown (IOYR 7/3) dry;
inches thick. soft, spongy; many roots; extremeiy acid;
gZ2g--30 to 60 inches, dark-gray (5Y 4/1) sandy -clear, smootft boundary. b to 8 inches thick_
loam, light gray (SY 7/I) dry; coiramon, fine, Oi2--6 to 60 inches. yellowish-red (SYR S/6, 4J6,
prominent, strong-broi,�i (7.5YR 5/G) and 4/8) sp}�agnum peat, very pale brown {iOYR 7/4}
reddish-ycllo�r (7.SYR ti/b) mott2es, vellowish dry; soft, spongy; few roots; extremcly acid.
broKn (lOYR 5/3) and ��aic bro��i {?.5Y 7/4) dry; �
massi�•c; slightl�• har�l, ��cr�• friahlc, nonsticky, 7'he Oil horizon ranges from dark reddish hrown to
nonpla�tic; fe+� roois; �lightl}� acid_ reddish hlack. t?nl�• slight decomposition has oc-
- - curreJ. 7'!ir Oi= hori=on is uni('onaly ;��l�a;;nwu pc:t
Thc :1 hor5�un r�nga� I'r�;;i blac}. to ���r�• .l:irk that ranges from dark reddish hro�;n thro��gh ycllo�;-
brobn an� i.ti :i� nnic!i �s 15 ��crcent sra�•cl_ 1'he R ish red to ver�• ��ale brotrn.
.fed hori=on commonlv is sai�Jp 2oam tl�;et in places is Soroe areas mapped are up to 20 percent included
stratifzed witl► silt loa�a ;u�d lo�m�• sanJ. It is as Scattic and l'ukui2a mucks, and somc arc up to S ��cr-
much as 35 percent graLel in soine placc�. Tlie [i cent the wet Bellingllam soils.
�, herizon zs motticd gi•:iy, Jark gr�y, and dark grayisit PermeaUilzty is very rapid. Therc is a water
� broxn. table ai or closc to thc surEace for scvcral month;
Some areas arc up ta 5 percc�it includeJ Seattic, cach year. In areas whcre the rrater table is �on-
Tu):wila, and Shalcar soils; as�d somc are up to 5 trolled. thc effective rooting depih is 60 inchcs
�- percent Alden�ood an�f l:vcrctt soils� at tf�e slightly or more. In undrained areas, rooiing depth is
higher elevations. in tl►e area uorth»est of Auburn, restricted. 71ie available �rater capacity is hi�h.
� in the Green River Valley, there are areas of Morma Runoff is ponded, and tl�ere is no erosion ha2ard_
soils tliat have an organic surfacc laycr as tl�ick as 7}►is soi2 is used mostly as wildlife habitat.
; 12 inciies in some places. Also inc2uded are small Capability unit VFIIw-1; no woodland classification.
I areas of Norma soils tliac ]iavc a silt loam surface
layer.
Pcrrneabili[y is moderatcly rapid. 77ic scasonal
uater table is at or near tlie surface. In drained Uridia Series
, areas, the effective rooting deptli is 60 inches or
l' more. In undrained areas, ro�ting depth is restr*ct- The Oridia series. is made up of somewhat poorly
ed. The available water capacity is moderate2y higii drained soils that formed in alluvium in river
to high. Runoff is slow, and thc erosion hazard is valleys. Slopes are 0 to 2 percent. The annual
slight. Stream overflota is a severe hazard in pxecipitation is 35 to SS inches, and the mean annu-
places. _ aI air temperature is about SO' F. The frost-free
This soil is used mostly for pasture. Drained season is about 200 days. Elevation ranges from
, areas are used for row crops. Capability unit IIiw-3; about 0 to 85 feet.
is rroodland group 3w2. In a representative profile, the surface layer is
i�� dark grayish-brrnrn sili Ioam about 9 inches thick.
j� 'fhe subsoil is grayish-brown, dark grayish-brown,
Orcas Series
and gray silt loam and silty clay loam that extends
The Orcas series is made up of very poorly drained to a depth of 60 inches or more.
organic soils that formed in sphagmnn moss and small Oridia soiis are used for rou crops and pasture
amounts of labrador tea and cranberry plants. These and for urban development.
r �s soils are in basins on the undulaiing, rolling
�nt. glaciated uplands. 5lopes are 4 to 1 percent. Annu- Qridia silt loam (Os) .--Thzs gently undulating
�ut al precipitatzon is 35 to 60 inches, and the mean • soil is in irregularly Shaped areas. Slopes are '
annual air temperature is about 50° F. The £rost- Iess than 2 percent. Areas range frorn 10 to more
free season is i60 to 280 days. Eievation ranges than 200 acres in size.
from 1Q0 to S00 feet. Representative profile of Orid'za si1L loam, in
In a representative profile, the surface layer is pasture, BSO feet north, 620 feet east o£ the
dark reddish-brokn spl�agnum peat about 6 inches southwest corner of sec. 12, T. 22 N., H. 4 E. :
21
4.0 FLOW CONTROL AND WATER QUALITY
FACILITY ANALYSIS AND DESIGN
4.0 FLOW CONTROL Al\TD WATER QUALITY FACILITY ANALYSIS AND DESIGN
The project will include the construction of storm drainage, roadway and utility improvernents to
serve the proposerl lots as well as construction of wetland mitigadon irnprovements and the
tightlining of a portion of the drainage channel on proposed Lot 1. Future development of the
individual lots will occur under separate land use applications and building permits. Level 2 Flow
Control detention criteria will be used far the detenrion require�nt for the starmwater
collected and routed to the detention pond. The basic water quality menu will be used to engineer
the water quality facility according to the King County standards. The detention facility is located
in the southemmost portion of the site and will discharge at the natural location on the downstream
path.
7546.01 B.doc[JPJ/ath]
_�=/,L�f ���
L�✓�I Z _FI O�J C�v -��f"�a 1
KCRTS Command '` 1 �e�G1/d�► � �' � S , �
INFORMATION about this program
�j- �Co - 03
------------------------------ '
KCRTS Command
CREATE a new Time Series
------------------------
Production of Runoff Time Series
Project Location : Sea-Tac
Computing Series : 7546pre.tsf
Regional Scale Factor : 1.00
Data Type : Reduced
Creating Hourly Time Series File
Loading Time Series File:C: \KC_SWDM\KC_DATA\STTP60R.rnf .
Till Pasture 3 .28 acres
Total Area : 3.28 acres
Peak Discharge: 0.396 CFS at 6:00 on Jan 9 in Year 8
Storing Time Series File: 7546pre.tsf .
Time Series Computed
KCRTS Command
Enter the Analysis TOOLS Module
Analysis Tools Command
----------------------
Compute PEAKS and Flow Frequencies
----------------------------------
Loading Stage/Discharge curve:7546pre.tsf .
Flow Frequency Analysis
--------------------------------------------------------
Time Series File:7546pre.tsf
Project Location:Sea-Tac
Frequencies & Peaks saved to File:7546pre.pks .
Analysis Tools Command
----------------------
RETURN to Previous Menu
-----------------------
KCRTS Command
CREATE a new Time Series
------------------------
Production of Runoff Time Series
Project Location : Sea-Tac
Computing Series : 7546dev.tsf
Regional Scale Factor : 1.00
Data Type : Reduced
Creating Hourly Time Series File
Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG60R.rnf .
Till Grass 0 .71 acres
Loading `Pime Series File:C:\KC_SF7DI�\KC_DATA\STET60R.rnt .
Impervious 2.57 acres
---------------
Total Area : 3 .28 acres
Peak Discharge: 1.36 CFS at 6:00 on Jan 9 in Year 6
Storing Tir.te Series File:7546dev.tsf .
Time Series Computea
KCRTS Command
Enter the Analysis TOOLS Module
-------------------------------
Analysis Tools Commar_d
----------------------
Compute PEAKS and Flow Frequencies
----------------------------------
Loading Stage/Discharge curve:7546dev.tsf .
Flow Frequency Analysis
--------------------------------------------------------
Time Series File:7546dev.tsf
Project T,ocation:Sea-Tac
Frequencies & Pea�cs saved to Fi"�e:7546dev.pks .
Analysis Tools Command
----------------------
Compute Flow DURATION and Exceedence
------------------------------------
Loading Time Series File:7546pre.tsf .
Computing Flow Durations
Durations & Exceedence Probabilities to Fi�e:754btarget.dur .
Analysis Tools Corcmiand
----------------------
COMPARE Flow Durations
CANCELLED
Analysis Tools Command
-----------------------
RETURN to Previous Menu
-----------------------
KCk'^S Command
Size a Retention/Detention FACILITY
-----------------------------------
Edit Facility
Loading Time Series File:7546dev.tsf .
Time Series Found in Memory:7546dev.tsf .
Saving Retention/Detentior. Facility File:7546stream.rdf .
Starting Documentation File:c:\kc_swdm\7773\3-1-02\7546stream.doc .
Time Series Found in Memory:7546dev. tsf .
Edit Complete
, Retention/Detention Facility Design
Flow Frequency Analysis
Time Series File:7546pre.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----F1ow Frequency Analysis-------
Flow Rate Rank Time of Peak -- - Peaks - - Rank Return Prob
(CFS) {CFS) Period
0.231 2 2/09/Oi 18:00 0.396 1 100.00 0.990
0.086 7 1/05/02 16:00 0.231 2 25.00 0.960
0.211 3 2/28/03 3:00 0.211 3 10.00 0.900
0 .022 8 3/24/04 19:00 0.197 4 5.00 0.800
0.118 6 1/05/05 8:00 0.190 5 3 .00 0.667
0.297 4 1/18/06 16:00 0.118 b 2.00 0.500
Q.I90 5 11/24/06 4:00 0.086 7 1.30 0.231
b,396 1 1/09/08 6:00 0.022 8 1.10 0.091
Computed Peaks 0.391 50.00 0.980 I
I
Flow Frequency Analysis
Time Series File:7546dev.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. 686 6 2/09/O1 2:00 1.36 1 100.00 0.990
0.581 8 1/05/02 16:00 6.951 2 25.00 0.950
0.821 3 12/08/02 18:00 0.621 3 10.00 0.900
0.653 7 S/26/09 2 :00 Q.781 4 5.00 0.800
0.781 4 10/28/04 16:00 0.731 5 3.00 0.667
0.731 5 1/18/06 16:00 0.686 6 2.00 0.500
0.951 2 10/26/06 0;00 0.653 7 1.30 0.231
1.36 1 1/09/08 6:00 0.581 8 1_10 0.091
Computed Peaks 1.23 50. 00 0.980
Flow Frequency Analysis
Time Series File:7546rdout,tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
0 .223 2 2/a9/O1 20:00 0.882 3.67 1 100.00 0.990
0 . 056 7 12J28/O1 18:00 0 .223 3.51 2 25.00 0.960
0.155 4 3/06/03 22:00 0.179 3.19 3 10 .00 0.900
0 .053 8 8/26/04 7:00 0.155 2 .80 4 5.00 0.800
O.1Q2 6 1/05/05 15:00 0.152 2.75 5 3 .00 0.667
0.152 5 1/18/06 23:00 0.102 2.19 6 2 .00 0.506
0_179 3 11/24/06 B:00 0.056 1.90 7 1.30 0.231
0.882 1 1/09/08 10:00 0.053 1. 68 8 1. 10 0.091
Computed Peaks O.b62 3 . 63 50.40 0.980
Retention/Detentivn F�cility
'I'ype of Faczlity: Detention Pond I
Side Slope: 2 .00 H:1V
Pond Bottom Length: 138.50 ft
Pond Bottom Width: 69.25 ft
Pond Bottom Area: 9591. sq. ft
Top Area at 1 ft. FB: 13655. sq. ft
0.313 acres
EffecCive Storage Depth: 3 .50 ft
Stage 0 Elevation: 375.50 ft
Storage Volume: 38887. cu. ft
0.893 ac-ft
Riser Head: 3 .50 ft
Riser Diameter: 12. 00 inches
Number of orifices: 2
Full Head Pipe
Or-�fice # Height Diameter Discharge Diameter
(ft) {in) (CFS) (in)
� 0.00 1.22 0.076
2 2.00 1.90 0.120 4.0
Top Notch Weir: None
Outflow Rat_ng Curve: None
Stage Elevation Storage Discharge Percolatior. Surf Area
{ft) (ft} (cu. ft) (ac-�t) (cfs) (cf s) (sq. �t)
C.00 375.50 0. 0.000 0.060 0.00 9591.
0.01 375.51 96. 0.002 0.005 0. 00 9599.
0.03 375.53 268. 0.007 Q.005 0.00 9616.
0 .04 375.54 384. 0_009 0.008 0.00 9624.
0 .05 375.55 481. 0.011 0.009 0.00 9633 .
C .06 375.56 577. 0.013 0.010 0.00 9641.
0.08 375.58 770. 0.018 0.011 0.00 9658 .
0.09 375.59 867. 0.020 0.012 0.00 9666.
0.10 375.60 963. 0.022 Q.013 0.00 9674.
0.20 375.70 1935. 0.044 0.018 0.00 9758.
0.30 375.80 2915. 0.067 0.022 0.00 9842.
0.40 375.90 3903. 0.090 0.026 0.00 9926.
0.50 376.00 4900. 0.112 0.029 0.00 10011.
0.60 376.10 5905 . 0.136 0.031 0.00 10095.
0 .70 376.20 6919. 0.159 0.034 0.00 10181.
0 .80 376.30 7942. 0.182 0.03b 0. 00 102b6.
0 . 90 376.40 8973. 0.206 0.038 0. 00 10352 .
1.00 376.50 10012. 0.230 0.040 0.00 10438.
1.10 376.b0 110b0. 0.254 0.042 0.00 10525.
1.20 376.70 12117. 0.278 0.044 0.00 10611.
1.30 37fi.80 13182. 0.303 0.046 0.00 10698. �
1.40 376.90 14257. 0.327 0.048 0.00 10786.
1_50 377.00 15340. 0.352 0.049 0. 00 10874.
1.60 377.10 16431. 0.377 0.051 0. 00 10962 .
1.70 377.20 17532. 0.402 0.053 0.00 11050. �
1.80 377.30 18691. 0.428 0.054 0.00 11339.
1.9fl 377 .40 197b0. 0.454 0.056 0.00 11228.
2 .00 377.50 20887. 0.479 0.057 0 .00 11317 .
2.02 377.52 21113. 0.485 0.058 O.OU 11335.
2 .04 377 .54 21340. 0.490 0.061 0.00 11353 . �
2 .06 377.56 21568. 0.495 0.065 0.00 11371.
2. 08 377 .58 21795. 0.500 0.070 0.00 11389.
2 .10 377 .60 22023. 0.506 0.077 0.00 11407. �
2 .12 377 .62 22251. 0. 511 0.085 0.00 11425. I
2. 14 377.64 22480. 0.516 0.094 0. 00 11443.
2.16 377 .b6 22709. 0.521 0 .098 O.OQ 11461. I
2 .18 377 .68 22939. Q.527 0. 101 0.00 11479. '
2 .28 377 .78 24091. 0.553 0.113 0.00 1i569.
2 .38 377 .88 25252. 0.580 D. 122 O.QO 1i660.
2 .48 377.98 26423. 0.607 0.131 O. QO 11750 .
2 .58 378.08 27602. 0.634 0.139 0. 00 11842.
2 .68 37B.18 28791. 0.661 0_147 0.00 11933 .
2.78 378.28 29989. 0. 688 0.154 0. 00 12025.
2 .88 378.38 31196. 0.716 0.1E0 0.00 12117.
2 . 98 378.48 32412. 0.744 0.167 0.00 12210.
3 . 08 378.58 33638. 0.772 0.173 0.00 12302.
3 .18 378.68 34873. 0.801 0.176 0. 00 12396.
3.26 378.78 3b127. 0.829 0.184 0. 00 12489.
3 .38 378.88 37371. 0 .658 0.189 0.00 12583.
3 .48 378.98 38634. 0.887 0.194 0.00 12677.
3 .50 379.00 38887. 0.693 0.195 0 .00 1269b.
3 . 60 379.10 40162. 0.922 0.508 0.00 12�90.
3 .70 379.20 41946. 0.951 1.080 0.00 12885 .
3 . 80 379.30 42739. 0.981 1.810 0.00 12980.
3 .90 379.40 44042 . 1.011 2 .610 0.00 13075 .
4 . 00 379.50 45354. 1.041 2.890 0.00 i3171.
4 .10 379.60 46676. 1,072 3.150 0_00 13267.
4 .20 379.7Q 480Q7. 1.102 3.390 O.QO 13364.
4.30 379.80 49348. 1.133 3.610 0.�0 13460 .
4.40 379.90 50699. 1.164 3.820 0.00 13557.
4.50 380.00 52060. 1.195 4.020 0.00 13655.
4 .60 380.10 53430. 1.227 4.210 0.00 13752.
4 .70 38Q.20 54810. 1.258 9.390 0.00 13850.
4.80 380.30 56200. 1.290 4.560 0.00 13949.
4.90 38Q.40 57600. 1.322 4.730 0. 00 14047.
5 .00 380.50 59010. 1.355 4.890 0.00 14146. �
5 .10 380.60 60429 . 1.387 5.050 0. 00 14245 . �
5 .20 380.70 61659. 1.420 5.200 0.00 14345 .
5 .30 380.80 63298. 1.453 5 .340 0.00 14445.
5 .40 380.90 64748. 1.48b 5.490 0.00 14545 .
5 .50 381.00 66207. 1.520 5.630 0.00 146A6.
Yyd Tnflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 1.36 ******* 0.88 3.67 379.17 41001. 0.941
2 0.69 0.23 0.22 3.51 379.01 39060. 0.895
3 0.70 ******* 0.18 3.19 378.69 35018. 0.80�
4 0.82 ******* 0.16 2.80 378.30 30242. 0.694
5 0.73 ******* 0.15 2.75 378.25 296b5. 0.681
6 0.44 ******* 0.10 2.19 377.69 23014. 0.528
7 0 .58 ****�** 0. 06 1,90 377.40 19784. 0.454
8 0 . 65 ******* O. QS 1.68 377.18 17294. 0.397
----------------------------------
Rou�e Time Series tnrough Facility
Inflow Time Series File:7546dev.tsf
Outflow Time Series File:7546rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 1.36 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.882 CFS at 10:00 on Jan 9 in Year 8
Peak Reservoir Stage: 3.67 Ft
Peak Reservoir Elev: 379.17 Ft
Peak Reservoir Storage: 41001. Cu-Ft
. 0.941 Ac-Ft
Flow Frequency Analysis
Time Series File:7546rdout.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) {CFS) (ft) Period
0.223 2 2/09/O1 20: 00 0.882 3 .67 1 100 .00 0.990
0.056 7 12/28/01 18 ;00 0.223 3 .51 2 25 . 00 0.960
0 .155 4 3/Ob/03 22:00 0.179 3 .19 3 10 .40 0.900
0.053 8 8/26/Q4 7:00 0.155 2.8Q 4 5 .00 0.804
0.102 6 1/05/05 15:00 0.152 2.75 5 3 ,00 0.667
0.152 5 1/18/06 23:00 0.102 2 .19 6 2 .00 0.500
0 .179 3 11/24/06 8: 00 0.056 1.90 7 1.30 0.231
0.882 1 1/Q9/08 I0:00 0.053 1.68 8 1.10 �.091
Computed Peaks 0_662 3 .63 50.d0 6.980
Flow Duration from Time Series File:7546rdout.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS � $ �
0.003 33689 54,940 54.940 45.060 0.451E+40
0.009 5293 8.632 63.571 36.429 0.364E+00
0.016 5150 8.399 71.970 28.030 0.280E+00
0 .022 4744 7.736 79.706 20.294 0.203E+00
0 .028 3744 6.106 85.812 14.188 0,142E+00
0.034 3305 5.390 91.202 8.798 0.880E-01
0.041 2033 3.315 94.517 5.483 0.548E-01
0.047 1402 2.286 96.804 3.196 0.320E-01
0.053 989 1. 613 98.417 1.563 0.158E-01
0.060 5b1 0.915 99.331 0.669 O.b69E-02
0.066 b4 0.104 99.436 Q.564 0.564E-02
0.072 31 0.051 99.486 0.514 0.514E-02
0. 078 21 0.034 99.521 0.479 0.479E-02
O. a85 16 0.026 99.54? 0.453 0.453E-02
� 0.091 12 0. 020 99.566 0.434 0.434E-02
0 .097 26 0. 042 99.609 0.391 0.391E-02
0.103 31 0.051 99.659 0.341 0.341E-02
0.110 21 0.034 99.693 0.307 0.307E-02
0.116 16 0.62b 99.720 0.280 0 .280E-02
0.122 13 0.021 99.741 0.259 0 .254E-02
0.128 23 0.038 99.778 0.222 0.222E-02
0.135 23 0.038 99.816 0.189 0.184E-02
0 .141 20 0.033 99.848 0 .152 0.152E-02
0 .147 16 0.026 99.874 0 .126 0.126E-02
0.154 16 0.026 99.901 0.099 0.995E-03
0.160 12 0.020 99.920 0.080 0 .799E-03
0.166 12 0.020 99.94Q 0.060 0.603E-03
0.172 11 0.018 99.958 0.042 0.424E-03
0.179 10 0.016 99.974 0.026 0.2b1E-03
0.185 5 0.008 99.982 0.018 0.179E-03
0.�91 6 0.010 99.992 0 .008 0.815E-04
0.197 4 0.007 99.998 0.002 0.163E-04
0.204 0 0.000 99.998 0.002 0.163E-04
0.210 0 0.000 99.998 0.002 0.163E-04
0.216 0 0.000 99.998 0. 002 0.163E-04
0.222 0 0.000 99.998 0. 002 0.163E-04
Flow Duration from Time Series File:7546pre.tsf
Cutoff Count Frequency CDF Exceedence_Probability
Ci F.S % % %
0.059 60766 99.097 99.097 0.903 0.903E-02
0.067 123 0.2d1 99.297 0.703 0.703E-02
0.075 70 0.114 99.411 0.589 0.589E-02
0.083 48 0.078 99.490 0.510 0.510E-02
0.091 48 0.078 99.568 0.432 0.432E-02
0.100 41 0.067 99.635 0.365 0.365E-02
0.108 36 0.059 99.693 0.307 0.307E-02
0.116 25 0.041 99.734 0.266 0.266E-02
0.124 27 0.044 99.778 0.222 Q.222E-02
0.132 26 Q.042 99.821 0.179 0.179E-02
0.140 20 0,033 99.853 0.147 0.147E-02
0.148 16 0.026 99.879 0.121 0.121 E-02
0.156 15 0.024 99.904 0.096 0.962E-03
d.164 10 0.016 99.920 0.08� 0.799E-03
0.172 12 0.020 99.940 0.060 Q.603E-03
0.181 12 0.020 99.959 0.041 0.408E-03
0_189 7 0.011 99.971 0.029 0.294E-03
0.197 5 0.008 99.979 0.021 0.212E-03
0.205 4 0.007 99.98� 0.015 0.147E-03
0.213 3 O,OQS 99.990 0.010 0.878E-04
0221 2 0.043 99.993 0.007 0.652E-04
0.229 3 0.005 99.998 O.Q02 Q.163E-04
0.237 1 0.002 100A00 0.000 O.O00E+00
0.245 0 0,000 100.000 0.000 O.O00E+00
0.253 0 0.000 100.000 0.000 O.O00E+00
0.262 0 0.000 100.000 0.000 O.O00E+00
0.270 0 �.000 100.00Q 0.000 O.O00E+00
0.278 0 a.000 100.000 0.000 O.00OE+pO
0.286 0 0.000 100.000 0.000 O,O00E+00
0.294 0 0.000 100.Q00 0.000 O.00OEf00
0.302 0 0.000 1 Q0.000 0.000 O.O00E+00
0.310 0 O.OQO 100.000 0.000 O.O00E+04
0.318 0 O.OflO 100.000 0.000 O.O00E+00
o.s2s o o.000 �oo.aoa a.000 o.000E+oo
0_334 0 p.000 100.000 O.d04 O.O00E+00
0.343 0 0.000 100.000 Q.004 O.O00E+00
Flow Duration from Time Series File:7546rdaut.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS % % %
0.003 33689 54.940 54.940 45.060 0.451 E+00
0.009 5293 8.632 63.571 36.429 0.3fi4 E+00
0.016 51 b0 8.399 71.970 28.03Q 0.280E+00
0.022 4744 7.736 79.706 20.294 0.203E+00
0.028 3744 6.106 85.812 14.188 0.142E+00
0.034 3305 5.390 91202 8.798 0.880E-01
0.041 2033 3_315 94.517 5.483 0.548E-01
0.047 1402 2.286 96.804 3.196 0.320E-01
0.053 989 1.613 98.417 1.583 0.158E-01
0.060 561 0.915 99.331 0.669 0.669E-02
0.066 64 0.104 99.436 0.564 d.564E-02
0.072 31 0.051 99.486 0.514 0.514E-02
Q.078 21 0.034 99.521 0.479 0.479E-02
0.085 16 0.026 99.547 0.453 0.453E-02
O.fl91 12 0.020 99.566 0.434 0.434E-02
0.097 26 0.042 99.609 0.391 0.391 E-02
0.103 31 Q.051 99.659 a.341 0.341 E-02
0,110 21 0.034 99.693 0.3d7 0.307E-02
0.116 16 0.026 99.720 0.280 0.280E-02
0.122 13 0.021 99.741 0259 0.259E-02
0.128 23 0.038 99.778 0222 0222E-02
0.135 23 O.R38 99.816 0.184 0.184E-02
0.141 20 0.033 99.848 0.152 0.152E-02
0.147 16 0.026 99.874 0.126 fl.126E-02
0.154 16 0.026 99.901 0.099 0.995E-03
0.160 12 0.020 99.920 0.080 0.799E-03
0.166 12 0.020 99.940 0.060 0.603E-03
0.172 11 0.018 99.958 0.042 0.424E-03
0.179 10 0.016 99.974 0.426 02fi1 E-03
0.185 5 0.408 99_982 0.018 �.�79E-03
0.191 6 O.d10 99.992 0.008 0.815E-04
0.197 4 0.007 99.998 0.002 0.163E-04
Q204 0 0.000 99.996 0.002 Q.163E-04
0.210 0 0.000 99.998 0.002 0.163E-04
0.216 0 0.000 99.998 0.002 0.163E-04
0.222 0 0.000 99.998 0.002 0.163E-04
Duration Comparison Anaylsis
Base File: 7546pre.tsf
New File: 7546rdout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New $Change ProbabiliCy Base New �Change
0.060 � 0.88E-02 0.67E-02 -24.1 � 0.88E-02 0.060 0.057 -5.1
0.073 � 0.62�-02 0.51E-02 -1B.8 � 0.62E-02 0.073 0 . 062 -19.7
0.08b � 0.48E-02 0.45E-02 -6.8 � 0.48E-02 0. 086 O.a78 -9.6
0. 099 , a.37E-02 0.37E-02 2 .2 � 0.37E-02 0. 099 0.101 1.5
0.113 � Q.28E-02 0.29E-02 2.9 � 0.28E-02 O.i13 0.116 2.6
0.126 � 0.21E-02 0.24E-02 12.4 � 0.21E-02 0.126 0.131 3.8
0 .139 � 0.15E-02 0. 16E-02 6.6 � 0.1�E-02 0.139 Q.142 2.1
0 .152 � O.10E-02 0.10E-02 -1.6 � O.10E-02 0.152 0.152 -0.1
0.166 � 0.78E-03 0.62E-03 -20.8 � 0.78E-03 0.166 0.161 -3 .1
0.179 � 0.42E-03 0.24E-03 -42.3 � 0.42E-03 0.179 0.172 -3 .7
0.192 � 0.24E-03 O.b5E-04 -73 .3 ( 0.24E-03 0.192 0.180 -6 .5
0.206 � 0.15E-03 Q.16E-04 -88.9 � 0.15E-03 0.206 0.188 -8 .7
0_219 � 0. 65E-04 0.16E-04 -75.0 � 0.65E-04 0.219 0.193 -11.6
Maximum positive excursion = 0.006 cfs ( 5.0$)
occurring at 0.124 cfs on the Base Data:7546pre.tsf
and at 0.130 cfs on the New Data:7546rdout.tsf
Maximum negative excursion = 0 .012 cfs (-15.4$)
occurring at 0.075 cfs on Che Base Data:754bpre.tsf
and at 0.064 c`s on the New Data:7546rdout.tsf
�HAU
� �►l�s� PRELIMINARY
'� x POND STAGE STORAGE WORKSHEET
o �
r
y�G� '� ��` .
T� fp
NC ENG�N�
PROJECT NAME: Ribera-Balko Short Plat PROJ#: 7546
LOCATION: Renton,WA DATE: 4/15/2003
CLIENT: Ribera-Balko Enterprises BY: PAT
RE: POND 1
DEPTH CELL1 CELL2 BOTH NCREMENT TOTAL SURFACE
STAGE FT FTZ FI'2 FT2 VOLUME FT3 VOLUME FT3 ID
382.0 1.0 14,952 14,952 14,392 79,139 TOP
381.0 1.0 13,831 13,831 13,290 64,748 MWSL
380.0 1.0 12,748 12,748 12,226 51,458
379.0 1.0 11,704 11,704 11,201 39,232
378.0 0.5 10,698 10,698 5,084 28,031
377.5 0.5 3,211 6,425 9,636 4,567 22,948 STATIC
377.0 1.0 2,843 5,787 8,630 7,698 18,381
376.0 1.0 2,171 4,595 6,766 5,916 10,683
375.0 1.0 1,575 3,490 5,065 4,297 4,768
374.0 0.5 1,057 2,472 3,529 471 471 ��
373.5 826 1,99b 2,822
POND SUMMARY
STATIC W.S. EL.= 377.50
WATER QUALITY VOLUME 22,948 CF
MAX.WATER SURFACE EL. 381.0
DETENTION VOLUME= 41,800 CF
4/15/2003 Page 1 of 1 7546-storm.xls
Size the wet pond:
V� _ ({0.9)(A;)+(0.25)(A,�)] (0.039)
_ [(0.9)(2.57)+ (0.25)(0.71)] {43,560)(0.039)
= 4�231 cf
Ve = 3(V� _ (3)(4,231) = 12,693 cf
�sa6.o�a.a�Im�iBml
5.0 CONVEYANCE �YSTEM ANALYSIS
AND DESIGN
5.0 CONVEYANCE SYSTEM ANALYSIS AND DFSIGN
The conveyance system will be designed in accordance with the KCWSWDM and shall be routed
as shown on the engineering design plans. Sine the site is less than 10 acres, the rational method
was used far the calculations with a 25-year precipitation of 3.45 inches, an initial time of
concentration of 6.3 minutes,and a Manning's "N" value of 0.014.
7546.018.doc[3PJ/ath]
7� �5
BAR('HAUSEN GONSULTING ENGINEERS-PIPE FLOW CALCUTATOR
iaing the Ratlonal Method&Mannln�Fomxilo
VONG COUNTV DESIGN FOR 25 VEAR STORM
JOB NAIvE: RIBERA/9A1K0 NOiE:EMER DEFAULTS AND STORM DATA BEFORE BEGINNING
JOBY� 7546 DEFAUITS C= OA rr- 0014
� FILE NO.:7546-25.XLS d- 12 Tc= 6.3
M ContrrtxAlnp Area(Ac) 61d-Deslpn Fbw(cfs) COEF}IC�NTS FOR THE RATIONAL MEfHOD•Ir"-E9UATIpN
C=Runoff Coetficieni Qf.Full Capoc�ty FIOw(Cf5) SfORM Ar &
Tc�iime of ConcenhaTfon(mm) Vd.Veloclty a�De9pn Flow(fps) 2YR 1.58 0.58
I=InteMHy Ot Tc(n1/fv) Vf.VelocMy of F�II Flpw(ip5) 10Yf2 244 0.64 PREGP= 3.45
d�Dbmeter of Fipe On) s.Slope of pipe(96) 25YR 2.66 0.65 Ar= 2.66
L=Lenqth oi Plpe(ft) n=ManNr�RouAhnes CoeiticleM bOVR 2.76 0.45&= 0.65
p..worer oeram ar ed pn� Ttd Ttovsl iime of Vtl(min) 100YR 261 0.63
Ff��JM TO A s L tl Tc n C SUlvi A A•C SUM A•C I 9d Qf Qd/611 D/d D Vf Vd Tt
....�. �.�� �-a�����m���� a-------------�5mz .,me.ve e�en.. .............. .�e.e_ .��. °aa��� _e�e� ---em....,.,..see�:..m..
CBl C92 OJ6 2.40 15D 12 6.3 0.014 0.&5 076 0.65 O.bS 2.77 1 J9 5.12 0.350 0.408 4.00 6.53 5,96 0.42
C62 CB3 0.57 1.07 15p 12 6J 0.014 0.&5 },33 O.AS 1.13 2.66 3Al 3.A2 0.E79 OJ25 B.70 4.36 4.91 0.51
C83 CB4 D.70 1.09 750 15 72 0.014 O.BS 2.D3 0.60 1.73 2S4 4.38 6.26 0,699 0.616 9.24 SJ1 5.52 0.45
CB4 POND D.ve 10.30 32 lb 7J 0.014 0.9 2.07 0.85 2.57 2.44 627 19,24 0.326 0.343 5.89 15.60 14.06 OA4
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6.0 SPECIAL REPORTS AND 5TUDIES
6.0 SPECIAL REPORTS AND STUDIES
Included in the special reports and studies is the Wetland Delineation Report describing the on-site
wetland and its impacts to the site. Please reference this report for more detailed information.
754b.o18.doc[1P]/ath]
sentr e
� SHANNON �aWILSON, INC. ��;��
���� GEOTECHNICAL AND ENYIRONMENTAL CONSULTANTS sairrr�ovis
T ' - EG.iTnN
� �
December 28, 1998
Mr. Tim O'Kane
. : NW Retail�Partners,LTD
604 University St., Suite 3012
Seattle,WA 98100
RE: PRELIMINARY WETLAND DELINEATION,RIBERA PROPERTY,RENTON,
WASHINGTON
Dear Mr. O'Kane:
Shannon& Wilson, Inc. perf'ormed the preliminary wetland delineation as described in our
contract dated October 22, 1998. �
The objectives of this project are:
1. Cornplete a wetiand delineation and stream classification for the site;
2. Prepare a sensitive area report describing any wetlands and streams found on site, and
discussing the City of Renton's regulations regarding development near wetlands and
streams.
The enclosed report describes the results of our study. If you have any questions, please call me
at(20b) 695-6738.
Sincerely,
SHANNON & WILSON,INC.
�� �
Katie L. Walter
Senior Wetland Scientist
" ACD:KLW/arz
Enclosure: Preliminary Wetland Delineation, Ribera Property, Renton, Washington
T1838-02.hr.dodpec/am
. d00 iJORTii 34TH STREET•SUITE 1GC• T-IgSH-OZ
?.�. EiOX 30C"s03
SEA i TLE. �VRSHINGTON 9E3103
2C6•632•8020 FAX 20Fi•633•6777
T�rJ: i�800•E33•638B
� . SHANNON F�WILSON,INC.
) EXECUTIVE SUMMARY
Shannon &Wilson, Inc., condncted a preliminary wetland delineation on property owned by
Diane Ribera within the City of Renton boundaries, in King Couniy, Washington (NEl/4 of
Section 15, Township 23 N, and Range 5 East). The property is approximately 9.2 acres in size,
and located in the southeast quadrant of Northeast 4�' Street and Union Ave. NE,Renton
�(H'ighlands), Washington.
Two wetlands were identified and delineated on the Ribera property using the Cerps of
Engineers Wetland DelineationManual (1987). Both were associated weth Maplewood Creek,
which flows along the weskern and southern boundary of the properiy. Both wetlands were
flagged and surveyed. Based on the City of Renton's Wetland Management code,both wetlands
woutd be considered Category III wetlaads. The City of Renton requires a 25-foot buffer from
the wetland edge if this site is developed. A review of existing sensitive area maps by King
County, the City ofRenton, and ths U.S. Geological Survey {U.S. Dept. of Interior, Fish& �
Wildlife}I�Tational Wetland Inventory did not indicate any wetlands on the site. However,
Maplewoad Creek was identified by all of the sources of information. A 25-foot buffer is
required on Maplewood Creek. Because the creek is contained within the wetland area, the
, wetiand buffer of 25 feet would extend beyond the creek buffer and govern the extent of
development on the site.
risss-0z.�t.a��P�u„ T-1858-02
i
i SHA�1iVON�V11�LSON.I�lC. '
,,_` _ . .
` TABLE OF CONTENTS I
Pa e I
S
EXECUTIVESLTMMARY..........................................................................................................i
�
1.0 INTRODUCTION .............................................................................................................. 1
1.1 Scope of Services.....-•.................................................................................................1
1.2 Site Location and Description .....................................................................................1
2.0 MET�-IODS................................................................
.........................................................2
3.0 DOCIJMENT REVIEW...................................................................:...................................3
4.0 WE'TI..AND AREAS AND STREAM............................... ...............................................3 .
4.1 Wetland A...................................................................................................................4
4.2 Wetland B...................................................................................................................4 ..
4.3 Wetland Buffer ...........................................................................................................5
4.4 Stream.... ...........................................................................5
..........................................
5.0 WETLAND �ND STREAM REGULATIONS....................................................................6
r5.1 Wetland Rating............................................................._.............................................6 I
6.0 CLOSURE ...............................................................................6 �i
............................................
i
7.0 REFERENCES ....................... ..........._....... .......................................................................8 I
LIST OF FIGURES
Figure No. �
1 Vicinity Map
2 Wetland Inventory Maps
3 Soils Map
4 Wetland Delineation Map
,
ziase-az.,�e.a�p���► T-1858-02
ii
TABLE OF CONTENTS (cont.) SHA►�1i1l�OP�F��NILS�N,IMC.
. LIST OF APPENDICES
APPENI7IX A WETLAND DELTNEATION METHODOLOGY
APPENDIX B WETLAND F7ELD DATA SHEETS
APPENDIX C IlViPORTANT TNFORMATION ABOUT YOUR WETLAND
DELINEATION/MITIGATION AND/OR STREAM CLASSIFICATION
REPORT
I
T1838-02.iptdoc/peclun T-1858-02
tll
S�-IA�i�ON F�W�LSON,lNC.
PRELIMINARY WETLAND DELINEATION
RIBERA PROPERTY
RENTON, WASHINGTON
1.0 INTRODUCTION
Shannon& Wilson, Inc. conducted a prelirninary wetland delineation on a 9.2 acre site, owned
by Diane Ribera, within the City of Renton boundaries, in King County, Washington(NEl/4
Section 15, Township 23 N,Range 5 East). The fieldwork was conducted on November 20,
1998. This work was performed to provide a preliminary wetland delineation as requested by
Tim O'Kane ofNW Retail Partners,LTD.
1.1 Scope of Services -
The scope of services for this project was limited to two main tasks. Tf�c first task was to
com�lete a wetland delineation and stream assessment for the site. The second was ta prepare a
sensitive area report describing any wetlands and streams found on site.
Wetlands and streams were identified and classified based on the 1487 Corps of Engineers
Wetland Delineation Manua(, and the City of Renton's Wetlands Managemeni Code. This report
includes a review of available information pertaining#o the site such as the City of Renton
wetland maps and Wetiand Management Code,King County Soil Survey, and the National
Wetland Inventory Maps. This report aiso includes a summary of the City of Renton's
regulations regarding development near wedands and streams. The location of existing wetlands
and streams are presented on a surveyed site map.
2.2 Site Location and Description
The subject property is located on Northeast 4�' Stree�t, at its intersection with Union Avenue NE,
in Renton, Waslungton(Figure 1)_ The site is approximately 9.2 acres in size. Maplewood
Creek flows south along the west border of the site, and exits the site thraugh the middle of the
southem border. The site is bounded by Northeast 4�' Street on the north, and mixed use
properties on the east,west, and south. Property south of the sitc has besn fiiled creating an
approximately 15-foot rise along the south property line. Generally, site topography slopes
down gently toward the southwest side of the property. Historically, portions of the property
may have been cleared and filled. C�rrently there are two occupied retrtal houses along the north
Tisss-os.�e.ao����am T-1858-02
1
i
S#-�A�fi�#ON F�1�/lLSON,INC.
f side of the property. The eastern half of the property is densety farested, and in the western half
there are a few willow and spirea patches along the creek, but the predominant vegetation is
Scots broom, hlackberry, and reed canarygrass.
2.0 METHODS
�The two components of a wetland investigation, review of existing information and evaluation of
fie�d conditions, were both utilized to make a wetland determination. Both aspects ofihe
investigation are necessary to account for seasonal and historical changes to the land, but a
wetland determination can only be made with the support of data from a fieId reconnaissance.
BackgrQund information pertaining to the wetland site was collected and reviewed for its
usefulness_ These information sources included: � .
► U.S.Fish and Wildlife Service National Wetland Inventory Map of Renton, Washington
Quadrangle, I:24,OOU scale(U.S.Department of the Interiar, 1988);
► U.S. Geological Suroey Map of Rer►ton, Washington Quadrangle, 1:24,000 scale(U.S.
Geological Survey, 1994);
► U.S. Soil Conservation Service(SCS) Soil Survey ofKing County Area, Washington—
Sheet No. 1 I (iJ.S.Department of Agriculture, 1979);
► King County Sensi#ive Areas Map Folio— Sheet No. 9 (King County Environmental
Division, 1990}; '
► City of Renton Building Regulations, Chapter 32, Wetlands Management Code
(Publishing, Inc., 1998).
�
Katie Walter and Amy Dearbom conducted the greliminary wettand delineation an November
2U, 1998. The wetland was delineated using methads described in the 1987 Army Corps of
Engineers Wetland Delineation Manual(U.S. Army Corps of Engineers, 1987}, and
supplemented by the DOE 1997 Wetland Delineation Manual (Washington State Depar#ment of
Ecology, 1997). The site was walked to determine if norma� condirions exist and to idendfy
pIant community types and wetland classification types present. Wetland presence was
determined by canducting a Routine Method Delineation.
Data points were selected with consideration to plant community types and wetland ciassification
features. Data was col3ected at each point on vegetation, soils, and hydrology. Corresponding
Tisss-oz.�c.ao�P�,m T-1858-02
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S1-IA�INOJ��WlLSO�V,I�f�.
`� upiand and wetland plats were recorded to more accurately deternune the boundaries af on-site
wetlands. � �
The triple parameter approach was used, which acknowledges the presence of vegetation, soil
conditions, and hydrologic conditions. Under this methodology, vegetation, soils, and hydrology
are each evaluated to determine the presence or absence of wetlands. Based on the use of this
�method, an area is considered to be a wetland if each of the following are met: (1) dominant
hydrophytic vegetation is present in the area; (2)the soils in the area are hydric; and(3)the
necessary hydrologic conditions within the area are met. (Appendix A}
3.0 DOCUMENT RE'VIEW
Neither the U.S.Fish and Wildlife Service National Wetland Inventory M,ap {Rentoq
Washington) nor the City of Renton Wetland Inventory Map indicate the presence of any
wetiands on or near the site (Figure 2). Maplewood Creek appears on both maps, arid is
classified as Riverine, intermittent, streambed, seasonally flooded (R4SBC)on the National
Wetlands Inventory Map.
' The King County Soil Survey {Soit Conservation Service, 1979) (Figure 3}maps the site as
containing Alderwood gravelly sandy loam, AgC, with 6-15 percent slopes. This series is
considered moderately well drained, with a weak to strongly consolidated substratum within
approximately 24 to 40 inches below the surface. Runoff is slow to medium, and the erasion
hazard is maderate. This soil type is considered non-hydric on the Washington State list of
hydric soils. However, as much as three percent of the areas mapped as Alderwood gravelly
sandy ioara, 6-15 percent have inclusions af the poorly drained Norma, Bellingham, Seattle,
Tnkwita, and Shalean soils. These soil inclusions are all considered hydric soil.
4.0 WETLAND AREAS AND STREAM
Two wetlands were identified on the property from the field reconnaissance conducted (Fig►are
4). Both are associated with Maplewood Creek, which flows along the western anc! sauthern
baundary ofthe property. Wettand boundaries were primarily established based on the
vegetation and top�graphic changes as well as the presence of standing water and hydric soil
indicators. While data were recorded from five data plots: two upland plots and three wetland
plots, several other soil pits and sites were examined to established the wetland boundary. Data
T1858-02.rptdoc/pec/am T-1858-02
3
SHANNON�WILSON,INC
�) sheets are included in Appendix B. Based on USFWS Classification of Wetlands in Deepwater
Habitats of the Urtited States(1992)both wetlands are palustrine, scrub-s}wb (PSS)wetland
communities.
4.1 Wetland A
Wetland A is located along the western property boundary and is associated with Maplewood
Creek. The wetland is vegetated with a thin scrub-shrub stratum over a thick herbaceous gass
understory. .Reed canarygrass{Phalaris arundinaceae) and bent grass (Agrostis spp.) dominate
the herbaceous stratum. Ti�ere are patches of hard hack(Spirea douglasii), red osier dogwoad
(Cornus stolonifera), willow (Salix spp.), and red alder{Almrs rubra) found in the scrub/shrub
stratum. The shrubs are more heavily concentrated immediately adjacent to the stream. The
plant indicator status (Appendix A, Table A I} for plant species found within this wetland
ranged�from FAC to FACW, which meets the criteria for hydrophytic vegetation.
Soils were analyzed for color, texture, and moisture content. In general, the soils abserved in
and adjacen#to Wetland A were sandy loam, gravelly sandy loam, and very graveIly sandy loam,
with pockets of large gravel or fill. Weiland plots contained tow-chroma soils. Soil coIor was
`�
very dark gay(lOYR 3/1) 0-6 inches and black(lOYR 2/1} 6-I6 inches in data plot 1, and dark
grayish brovm 0-8+ inches (IOYR 4/2)in data piot 4. These are indicators of hydric soils. The
soils were saturated within 12 inches of the surface or inundated with as much as six inches to a
foot of water in level areas. The creek was overflowing its banks during our site visit, and
appeared to overflow routinely. Thus,wetland hydrology criteria was assumed to persist for a
sufficient duration to satisfy the hydrologic criteria. WetIand boundaries were primarily
established based on the topogaphic and vegetative change as welt as on presence of standing
water and hydric soil indicators. Mach of this wetland has been disturbed in the past as
evidenced by ditching of creek, oid fill piles, and wetland pfant communities indicative of
disturbed conditions, such as canarygrass and blackberry.
4.2 Wetland B
The wetland is thickly vegetated,with a dense scrub-shrub understory. Aspen (Populus
tremuloides), willow(Salix spp.), snowberry(Symphoricorpus albus), and Pacific Ninehark
(Physocarpus capitatus) dominate the scrub/shrub stratum. The herbaceous stratum is composed
of sIough sedge(Carex obnupta). The disturbed wetland edge is dominated by himalayan
blackberry(Rubus discolar). The wetland/upland edge along the undisturbed portion of the
T1858-02.rptdocJpedam T-�gsg-�2
4
! '
� SHANNON�WILSON.lNC.
�� wetland had a very distinct vegetative transition, going from the wetland plants described above
to a dense cover of salal (Gaultherra shallon) and Oregon gape(Berberis nervosa). The plant
indicator status for plant species found within this wetland ranged from FACU to OBL, but the
predominate vegetative community was OBL to FACW. The dominant plants in wetland B meet
the criteria for hydrophytic vegetation.
Soils were analyzed for color,texture, and moisture conte� The soils observed within the
wetland were gravelly sandy loam, with pockets of large gravei or fill and organics. Wetland
plots contained low-chroma soils. Soil color was very dark gray(2.SY 3/1)0-9 inches, arid dark
brown (lOYR 3/3) 9+inches in data plot 5. These are indications of hydric soit. These soils
were saturated. The western and southern edge of this wetland had been bermed mostly cutting
offthe hydrologic connection to the stream. The berm also acted to impound water in the
wetland. Based on these field conditions,the wetland hydrology criteria was assumed to persist � �
for sufficient duration to satisfy the hydralogic criteria. , •
4.3 Wetland Bnf�'er " �
The vegetatian of the adjacent upland buffer is comprised of Hirnalayan blackberry (Rubus
,
discolor), reed canarygrass (Phalaris arrmdinacea), Scot's broom{Cytrsus scoparius}, Canada
' thistle {Cirsium arverrse), and common tansy(Tanacetum vulgare) as well as many varieties of
pasture grass. The soits were comgrised of gravelly sandy]oam and very gravelly sandy Ioam,
and were not saturated. There was some evidence of past human disturbance to the area, such as
tire tracks and garbage.
4.4 Stream
Maplewood creek flows in a southerly d'uection thraugh the west side of the property. The west
side of the creek bank slopes up very steeply,but the east side has a very gradual slope, which
was flooded at the time of our site visit. The creek enters the north side of the properiy through a
culvert under Northeast 4�'Street and roughly flows parallel to the western border of the
property. It then flows easterly appro�umately along the southern border of the property, and
leaves the property to the south halfway along the southern property border. The channel was
ditched along most of the onsite reach at some time in the past.
Maplewood Creek is a tributary to the Cedar River. Our study did not involve an investigation
of fish use of the stream. However, a review of existing information indicates the stream is
ephemeral, going dry during the summer. Also, the creek is reported to have fish migration
T 18S 8-62.rpt.doc/pedam T-185 8-02
5
SHAI��lON�VIJILSO�V,tNC.
� barriers downstream of the projeci area. This tributary erners the Cedar River after passing
through Maplewood Golf& Country Club, and passing under State Route 169. Thus,
anadromous salmonids are not likely to be present in this section of the stream.
5.0 WETLAND AND STREAM REGULATIONS
�A comprehensive rating system for wetlands is contained in the City of Renton Wetlattd
Management section of the Building Regulation Code. For each wetland rating given by the City
of Rentan, there is a buffer setback required. The buffer should surround the delineated wetland,
and should not be impacted by develogment unless mitigation for impacts are provided.
5.I Wetland Rating
Wetland A was classifced as a Category 3 wetland.for the following reasons. The wetland is
greater than 5000 square feet and, in the past, has been disturbed through ditching, fiIling, and . �
ctearing of vegetation. Wetland B was classified as a Category 3 wetland because it is less than
5000 square feet and it does not meet any of the criteria listed in Category i or 2 wetlands.
Category 3 wetlands, as listed in the Renton Wetlands Management regulations, require 25-foot
,
buffers.
Steams are regulated within the City of Renton Building Regulations and require 2S foot buffers
from the edge of ordinary high water. Ordinary high water in this stream would likely be
considered the edge of the ditched bank. La�nd clearing or tree cutting is not permitted by the
City of Renton within these buffers. Because the stream is contained within#he wetlas►d, the
wetland buffer wauld extend beyond the stream buffer and govern the extent of deveiopment on
the site.
6.0 CLOSURE
The findings and conclusions docnmented in this report have been prepared far specific
application to this project, and have been developed in a manner consistent with that level of care
and skiIl normally exercised by members of the environmental science prafession cunently
practicing under similar conditions in the area, and in accordance with the terms and conditions
set forth in our agreement. The conclusion and recarnmendations presented in this report are
professionat opinions based on interpretation of information currently available to us, and are
Tsass-oz..�c.a����.m T-1858-02
� 6
S�ANNON�W1LSflN,iNC,
'� made within the operational scope,budget, and schedule cor►strainis of this project. No
warranty, express or implied, is made. .
Weiland boundaries identified by Shannon&Wilson are considered to be pretiminary until the
Corps and/or tlie Iocal jurisdictional agency validate the flagged wetland boundaries. Validation
afthe wetland boundary by the regulating agency{s)provides a certificatian,usually written,that
the wetland boundaries verified are the boundaries that will be regulated by the agency(s)until a
specified data or until the regulations are modified. Only the regulating agency{s) can provide
this certification.
Since wetlands aze dynamic communities affected by both natural and human activities, changes I
in wetland boundaries may be expected;therefore, wetland delineations cannot remain valid for
an indef nite period of time. The U.S. Army Corps of Engineers typically recognizes the validity
of wetland delineations far a period of five years after completion ar�d the Ci�y of Renton for
only two years. Developr�ez�t activities on a site two years after the completion of this wetland ��
delineation report may require revision of the wetland delineation. In addition, changes in
gflvernment code,regutations, or laws may occur. Because of such changes beyond our control,
our observations and conclusions regarding this si#e may need to be revised wholly or in part.
SHANNOl�i & WII.SUN,INC.
�� .� �a;�
Katie L. Walter, P.W.S.
Senior Wetland Biologist
Ci
Amy C. D born
Environmental Scientist
T1858A2.rpt.doc/p�clam T-1858-02
7
s�v�on��uv��sosv.��c.
7.0 REFERENCES
City of Renton, 1998, City of Renton building regulations: Code Publishing, Inc., Seattie, Wash.
Cowardin,L.M., and others, 19'79, Classifications of wetlands and deepwater habitats of the
United States:U.S.Fish and WiIdlife Service Pubiication FWS/OSB-79/31.
King County Environmental Division,Parks,Planning and Resources Department, 1990,King
County wetlands inventory: Volume 2 East.
U.S. Army Corps of Engineers, 1987, Corps of Engineers wetlands delineation manual:
�cksburg, Miss., U.S. Army Engineer Waterways Experiment Station, Technical Report
Y-87-1.
U. S. Department of Agriculture, Soil Conservation Service, 1979, Soil survey of King Couniy, �
Washington. .'
U.S. Departmeni of the Interior,Fssh and Wildlife Service, 1988,National wetland inventory
map: Renton,Washington, Quadrangle.
, 1993,Nationai list of plant species that occur in wetlands:Northwest (Region 9),
Biotogicai Report 88 (26.9}.
U.S. Geological Survey, 1994, USGS topographical map: Renton, Washington, Qvadrangle.
Washington State Department of Ecology, 1997, Washington State wedands identification and
delineation manual: Publication#96-94, Washington State Department ofEcology,
Olympia, Wash.
i
siasa-oz.�c.a�r�am T-1858-02
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Ribera Property
Renton, Washington
�o� VECINITY MAP
Reproduced with permission granted by THOMAS BI20S.MAPS� ,
This map!s capyrighted by THOMAS BROS. MAPS�. li is November 1998 7-1858-02 '
unlawfu!to copy or reproduce all or any part thereof,whether for
personal use orresale,without permission. A!I righis reserved. SHANNON � WILSON, INC_ ��G, �
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:. ,.� 455 �� G1 t q `::•:•, ::�•~�.l=�,a�� e �:`4..'�?�r'• «' a *'�1.
} �� 9 �t= _Y �..:. ;Pa'- �:;,' , _ .',. . � . �� '�
'*�i. �:h:':.:'. � , -
: r' - - �C � i . � sa� `'•.�.�����.�_• � ♦+c1 •�,Akf � rPatk
' �, � ,�'O� ♦ •�`�� ' �6� Y . .
1 . 'Os � � .I ._ � ._ ..
.�ou£ ��+a `�b�` - . ... ^
� ' .w 4 . ..
0 1!2 �
Scafe in Milss
Ribera Property
Renton,Washington
NOTE SOILS MAP
Map based on a soil survey 1:24 OUO map,part o#a set
published in 1972 by the Uniled States Department of . Novernber 1998 T-1858-02
Agricullure,S�il Conservation Service and the Washingtion
Agricullural Experirnent'Station. SHANNON � WILSON, INC. FIG. 3
GeobcMfc�l�nd Envkenmentd Consuhanb
�I�ETLANI� S URVEY
A PORTI�N OF THE N�V 1/4 OF THE NW 1/4 OF SEC. 15, TWP. 23N. , RNG.'� �E.,W.M•
' � CITY OF RENTON, KING C�UNTY, WASHINGTOI�I
Culvert SE 128th St. (King Co.) � �
� � + NE 4ih St. {Renton)
�~~-- , � �
U �L_ I ,
Centerline of � x
' � I Maplewood Creek /
� 1 ♦� � — J o lao �oo
� � . 0 $
� Culvert � '� � � � �
�� , �
' SP2 � , � `
� 1 � � � � .
I �� �, � \ . . � � C21�.� .
l 1 <\ ,etland 'A' J � 1� '
� , \ � , \ � `
` 1 1 } • Wetfand/Creek Buffer � �� �
/ � �� , SPi ; (25-feet) � \
. � � }1 � � �e - .
J � _ � rtical Datum.
. .� � r,/ ( ` �— '� l �.. > ` � City of Renton. .
� , �
. �� ` `� saa j � } ,
� �
�c ` � � , � Cen�re 30$21fl Pacific Hw�r South
��� � � � • Fede C253)a941�75226003
-� o ♦ � � 4- P0111t�
�- � �( � 1 � �
t � � � � -
\ \ � � � �° q Surveying
�—�c � � - � �
� ` ` � � -� � D%��' K MAIN N LARSON
� \ ��\ � ►V e�l a n d "B" ` � D� �a� xo:
SP4 �� � t � Dec. 22. 1998 1490
� f � l . / � . � � . �z-z3 ��
� � �— J � C SP5 � � � � 1" _ �00 ' DRe►'ntc H� 149U
� /� � �.
� f N ,�
LEGEND � � � � � , / D��pE ��S yS� Ribera Prop�rty
`� t . = Sa , � Renfon,Washingtan
i �� \ x
• SP1 Soil Plot Locafion J •
0
• ,,,
sr F�tstE��' �� WETLAND DELINEAT[ON MAP
-.---- Creek/Ditch Centerline / � � I ' .r 9 4 �
——---- Wetland/Creek Buffer � ��� LA�� S
December 1998 T-1858-02
o�ts�s 12-15-1999 -
—'�— Wetland Edge SHANNON 8 WILSON,�Nc. FIG. 4
. ' Gevfe�heueat snd Emironmen�al Consunar�ls
SHA�l�30N��NILSON,IidC.
APPENDIX A'
WETLAND DELINEATION METHODOLOGY
;
T-1858-02
SNA1VNo�!�IJVILSOId,INC.
APPENDIX A
WETLAND DELINEATION METHODOLOGY
TABLE OF CONTENT5
Page
A.1 WETLAND VEGETATI�N.......................................................................................A 1
A2 HYDRIC SOII..S ..................................................................................... ..A-2
..................
A.3 WETLAND HYDROLOGY ....................................................................................•-•A-2
A.4 REFERENCES................................................................�---�---._.......:..........................A-4
LIST OF TABLES
Table No.
A-1 Definitions Of Plant Indicator Status................................................................A-5
A-2 Hydric Soil Indicators......................................................................................A b
A-3 Hydrologic Regimes And Wetland Characteristics...........................................A-7
T1853-0].rpt.AppA doc/pedam T-1853-O 1
A-i
- �'-�1N01��WILSO�l,INC.
� ,} -
APPENDIX A
WETLAND DELINEATION METHODOLOGY
The triple-parameter approach of the Corps of Engineers Wetland Delineation Marlual(Corps of
�Engineers, 1987)was used to delineate the wetlands on site described in this report. Under th'ss
methodology, vegetation, soils, and hydralogy are each evaluated to deternune the presence or
absence of wetlands. Based on this methodology, an area is considered to be a wetland if each of
the following are met: (1) dominant hydrophytic vegetation is present in the area; (2)the s�ils in
ihe area are hydric; and{3)the necessary hydrologic conditions within the area are met.
A determination of wetland presence was made by conducting an on-site rautine method .
delineation. Both upland and wetland plots were recorded to more accurately determine the
boundaries o�on-site wetlands. Wetland boundaries were determined by conducting a walk- �
through inspection of the properiy.
A.1 WETLAND VEGETATION
Hydrophytic plants aze plant species specially adapted for saturated and/or anaerobic conditions.
These species can be found where environmental conditions have a significant duration and
frequency of inundation,which produces permanently ar periodicalty, saturated soils.
Hydrophytic species, due to morphological, physiological, and reproductive adaptations, have
the ability to grow, effectively compete, reproduce, and thrive in anaerobic soil. The U_S. Army
Corps of Engineers{Corps) and the U.S.Fish and Wildlife Service(USFWS)has assigned an
indicator status to many plant species,which is based on the estimated probability of the species
existing under wetland canditions. Plants are categorized as Obligate(�BL),Facultative
Wetland (FACV�,Facultative(FAC}, FacuItative Upland (FACI,J), and Upland (tTPL). Species
with an indicator status of OBL,FACW, or FAC are considered to be adaptive to saiwated
and/or anaerobic (i.e., wettand) conditions and are referred to as hydrophytic vegetation{Table
A-1).
The approximate percentage of cover for each of the different plant species occumng within the
tree, shrub, and herb strata were determined�within a plant community. .Dominant plant species
are considered to be those having the greatest relative basat area{woody overstory), geatest
height (woody understory), and greatest percentage of areai cover (herbaceoas understary}.
T1853-01.tpt.AppAdoc/pcdam T-1 853-0 i
A-1
- SHA�NON�W1LS�Al.INC.
The indicatar status of the daminant plant species within each of#he vegetative strata is used to
determine the presence of hydrophytic vegetaiion near each data point. A data point was
considered to have hydrophytic vegetation of greater than 50 percent of the dominant piant
species within the area had an indicator status of OBL,FACW or FAC.
A.2 HYDRiC SOIIS
Hydric soils are defined as those that are saturated, flooded, or ponded long enough during the
groi�ving season to develop anaerobic conditions that favor the growth and regeneration of
hydrophytic vegetatian. As a result of anaerobic conditions, hydric soils exhibit characteristics
directly observable in the field, including high organic matter content, greenish or bluish gay
color(gley formation), accumulation of sulfidic material, aquic soil moisture regimes, spots of
orange or yellow color{mottling}, and dark soil cQlors(low chromas) (Table A-2).
Throughout a large portion of the area delineated as weiland, identification of hydric soils was ��
aided through observation of surface hydrologic characteristics and indicators of wetland .
hydrology{i.e., inundation and saturation). The e�rtent of hydric soils was defined through direct
soi! observation within several data poiunts, placed both inside and outside the wetland. Soil
observations were completed within soil holes dug with a shovel to a depth of at least 18 inches
below the e�sting ground surface. Soil orgaruc and mineral eontent was estimated visually and
texturally. Soil colors were deternnined thraugh analysis of the hue, value and chroma best
represented in the M�ansell Soil Color Chart (Gretag McBeth, 1994). A soil chroma of 2 in
combination with soil mottling, or a soil chroma of 1 without mottiing, typica}ly indicates a
hydric soil if within 10 inches of the surface, or directly below the A horizon.
A.3 WETLAND HYDROLQGY
Hydrologic conditions identifying wetland characteristics orcur.during periods when the soils are
inundated permanently or periodically, or when the soil is continuously satwated to the surface
for suf�icient duration to develop hydric soils and support vegetation typically adapted far life in
periodically anaerobic soil conditions. Wetland hydrology criteria were considered to be
satisfied if it appeared that the soil was seasonally inundated or saturated to the surface for a
consecutive number of days greater than or equal to 12.5 percent of the growing season
(Table A-3). The gowing season begins when the soil reaches a ternperature of 41 degrees
Fahrenheit in the zone of root penetration. The growing season in low elevations in western
Washington is typically considered to be from March i to October 31 (244 days) (Washington
State Department of Ecology, 1997}.
T1853-Q 1.rptAppAdoc/pedam T-18 53-O 1
A-2
SHANNON�VViLSON,iNC.
;
The hydrology was evaluated by direct visual observation of surface irrundatiori or soil saturation
in test plots. According to the 1987 Manual, "for soil saturation to impact vegetation, it must
occur within a major portion of the root zone (usuaIly within 12 inches of the surface)of the
prevalent vegetation." Therefore,if saturated soils or endicators were observed witivn 12 inches
of the surface, positive indicators of wetland hydrotogy were noted.
The area near each data point was examined for additional indicators of wetland hydrology.
These indicators include watermarks, scour areas, drift lines, sediment deposits, and drainage
patterns. Areas where positive indicators of hydrology were noted were assumed to contain
wetland hydrology.
T1853-01.rptAppAdoc/peclam T'I853-0�
A-3
s�.�vNo��v��soN.�Nc.
� A.4 REFERENCES
Gretag McBeth,rev. ed., 1994,M��sell soil color charts:New Windsor,NY 12553.
U.S. Army Corps ofEngineers, 1987, Corps ofEngineers wet�and delineation manual:
Bicksburge, Miss., U.S. Army Waterways Experiment Station, Tech. Report
Y-8.7-1.
U.S. Department of Interior, Fish and Wildlife Services, 1993, National list of plant species that
occur in wetlands: Northwest(Region 9), Biological Report 88 (26.9) (Revised 1993)
1989.
Washington State Department of Ecology, 1497,Washington State wetlands identification and
delineation manual: Washington State Department of Ecolagy, PubIication#96-9994,
Olympia, Wash.
T1853-01.rptApplLdodpeclam T-1853-01
A-4 �
Si-�ANNON�WILSON.INC.
)
" TABLE A-1
DEFIIVITIONS OF PLANT INDICATOR STATUS
Plant Indicator Status Categories
► Obligate Wetland Plants(OBL)—Plants that occur in wetlands, under natural conditions,
appro�cimately 99%of the time.
► Facultative Wetland Plants(FACV�—Plants that occur nn wetlands approxirnately 6�-99%of
the time.
► Facu}tative(FAC�—Plants that are as likeiy to be found in wetlands as in non-wetlands;
approximately 34—66%of the time in either.
► Facultative Up1and Plants{FACin—PIants that occur in non-wetlands approximately 1-33%of �
the time. .
► Obligate Upland Plants (UPL)—Plants#hat occur in non-wetlands,under natural conditions,
approximateIy 99%of the time.
► No Indicator(1�TI)—Species which have not been given an indicator status,and assumed to be
`� upland. '
�
� Source: NaUonal List Of P1ant Species That�ccur In Wetlands:Northwest(Region 9). U.S.Fish
and Wildlife Service Biological Report 88(26.9). (Revised 1993) 89p.
T1853-01.rptAppAdodpcdam T-1853-01
A-5
s��votv�U��.so�v,�r�c.
;
- 1
� TABLE A-2
HYDRIC SOIL INDICATORS
� HYDRIC INDICATOIt DIAGNOSTIC CRITERIA
► Organic Content >50%by volume (constitutes organic soil)
► Sulfidic Material "Rotten egg"odor
> Soil Co]or Matrix Chroma of 2 or less in mottled soils
� Matrix Chroma of 1 or less in unmottied soils
Gleyed colors
► Water Saturation Soil saturated at 0.5, 1.0, or 1.5 feet from the surf`ace
(depending on the soil drainage class and permeability) for a
sign'ificant period during the growing season.
► Soil Color Definitions Hue: Indicates the dominant spectral color(i.e., red,
yellow, green, blue, and purple).
Value: Measure of degree of darkness or lightness of the
color.
Chroma: Measare of the purity or strength of the color.
Source: Environmenta)Laboratory, 1987, Corps of Engineers Wetlands Delineation Manual
TechnicaI Report Y-87-1,U.S.Army Waterways Experiment Station,Vicksburg,
Mississippi.
T1853-01.ryt.AppA doc/pcdun T-1 gs3-��
A-6
t
S�iANNON�WILSON,lNC.
�
-. �
TABLE A-3
HYDROLOGIC REGIMES AND WETLAND CHARACTERISTICS
, '�� � �uraiio�af�nu�d,�tEon ��'ef�a�rd
J � {
: ����; 33C�?��f�nurlrl9f�fln ar��t�raf�p�t s,�s'>$�;furaf�un* �°l��� Chxra�tei'l��'iC� �
Permanently inundated(open water)** 100 present
Semipermanently to nearly pern�anently innndated z 75-< 100 present
or saturated **'�
Regularly inunctated or saturated z25 -<75 usually prese�
Seasonally urundaied or saturated z 12.5 -<25 often present
�rregularly inundated or saturated z 5 -< 12.5 often absent
Intermittendy or never iarundated or saturated <5 absent
Notes:_
* Percem of growing season ,
** Inundation>6.6 feet mean water depth �'
*** Inundaiion s 6.b feet mean water depth
T1853-01.ryt AppAdodpec/am T-185 3-O 1
A7
SHANNON�WIL.SQN.INC.
2
APPENDIX B
WETLAND FIELD DATA SHEETS
T-1858-02
- Data PoinG�of^`rJ
DATA FORM
� ' . ROUTfNE`YETLAND DETER1ViINATIOY n
,. . +-Z' ' U.0-�
�
Projcct/Site: Q tbtr✓�. � O� �_ s�..�. � Date: I► .
ApplicandOvvner. '.. C;ry;• o�
InvcSti ator. - �r�O �r! J�ti#� ?- I b 5 6 'a 2-� � Counry:'� rt`e
� Statc:�
Havc vegetarion, soils,or hydrology bccn disturbcd: Yes � �
Is thc azca a potendal Problcm Area: Yes "�
fnecded,e lain on rtvcrsc.) � • �
VEGETATION �
Dominant Plan�t Sro�cie$ tratum °/ oov�er i;ndicat�r pom'rnan�Plant Species Stratum °/a ver lndicator
��2�?.o:S�K'�R"�Lri�'l�Q � ro� `(� � �.
- 2. � . � .
3. 3.
4. 4.
5. � S. .—„ .
6. 6.
7. 7. "
�8. • 8.
Ptrcent o{Dominant Spccies tl�at are OBI, �
FACW or FAC exce t FAC-). •-Dominani s ccics. / �
1 � `,
;'Cowardin Classification: �a���4-rv: ���.�: (�a/h,�,t.U�:+�/��'`
Remarks: �o�,¢{� �,:i,� °a� ���;�i�t�.�' )t�i. �,,.: �. � t`.±.�F`US ��'J'�': -
.� HYDROLOGY . :
_ Recordtd�ata(Dcscn�be in Remarks): Wtttand Hydrology Indicators '
- �Scream,Lake�or Tide Gag�
. ,,,_.Aeriat Photograph " �nc�daled
Other � Saturatcd in Upper 12 Inthes
- � No Recorded Data Avaifable ` Water Marks _
� Water Lina -
� . ^ Stdimrnt Deposiu
Field Obserti�atiflrLs: ,�, Drainage Patt�rns in Wctlands
Depth of Surface Water, {in.) . � — a 2���001�'��"�Upper-�
i
Dep�h�o Free Wazer in Pir. � (in.} Watu-Ssained L�aves
Depth to Saturai�d Soi[: �� (in.) _ ��So1 Survcy Data "
� - ` Othcr( lain in Remarks)
Remukx UJ��, z� c�`• �c�. ��I c�� ,7p.�� ,��:( �t..E•K-'� �"a j�j� 1 S r Gt c���zC.��.
=� �'�:�i C.� 56t r �a� 1.�.?,��Csl .�v1��k :'Lk G�] �P.�l�jU ,
� k 1 _
� � � - ' � . � • Data Poinr of
- SOILS - ' : . . . -
Map Unit Name• �LG�(W�d� �-sSt� Drainaga Class: .� z� � . � )
� Fie1d Observa6oRs � '
Taxonomy(Subgoup): Confirm Mapped Type? ' Y No ..
Profiie DescriedQn: � �
Depth Ma�ix Color Mottle Cofors Mottle Texture.Cancrelions.
�inc eslh (Munsell�oist) j�'funsetl Moisil A�tmdancelConirast RhitAsvheres.ete.
� � ,. . � `� � ,, �.t1'�,�w�.
�
f 1 1 U �a" 1 � f f� 15��1�e�� 1 d�'vvl�
Hydric Soil Indicaton: ' � � • .
,r Histosol ,_, Conctetions � _
� N'istic Epipedon ` _, HigE�Organic Content in Surfau Layer �
. ,r Suifidic Odor ..,_ Organic Streaking, "� _ .
� , �,t-'Probable Aquic Moisture,Regima • _ Listod on Local Hydric Soils I,ist � ,
_ Reducing Con� _,., Listed on Naoonal Hydric Soils List
� Gleyed o I:ow-C`fvoma�prs _ 4thu(Exptain in Remarks}.
�� .- `
�� �i``�sa�.S �b�..� ,� � � � t �Z ►��.� � - .
Remarks: C y .� ��SW C� 1�`- !rt� ��"
WETLAND DETERMINATION • �
. Hydrophytie Vegesarion Praent? a No . �
Hydric Soils Prescnt? No � Is this DaLa Point Within a Wetland? Yes No -
Wetland Hydrolo Present?, es No �
R��: A� �d � +��,"b��- � �� �� ' .
�_�- - (� - #�-- �` - '
�-'� �..- -��1�� l V" 1'i'i G-�j(, �Q rrJ F'�' � Ltrl�tti.. t�'�11� "�►�,p"'� r . ;
R-2.93/DA7AFR2rtfiRN-U:d/Jinc . ..
� ' � Data Poin� .Z af 5
DATA FORM �
;
� � � ROUTiNE�YETLAND DETERMINATIO�i� �f�4-�
� - . . • � .
PrajccVSitc: 12rb[�d.�•�. �D '���t.¢. � � Datc: til
Applicant/Owncr. . / -- City:���.
Irtvcsti ator. Ata 1L�,v,� JQ�#: 7'�bSf�-�'7 Z County: E�
Havc vegetation,soils, or hydrology bccn disturbed; Ycs � State: 1AJY�' �
Is thc arca a potential Probltru Arca: Ycs o
(If needed, e lain on rcvcne.) . � . . �
VEGETATION � '
mi ant PI t eci Stratum ° v icator pominant Plant Sflecies ��rr % ve Indicator
t. ,i� ��, �r ,�" ��-G11 1.
2. [�t�,{r:,.G u.Z fn*:`P-�- U � �u ' 2• '
3. � SO�c � 3. -
4. v' N _� r.�=� 4.
,.
5. S. - _ ..
6, 6.
7. • 7. .
..$. • 8.
Pereent of Dominant Specia that ar�OBL, �y � �
FACW or FAC exce t FAC-). `-Dominant s ecies. ' ,
- Cowardin Classification: r,B�r..�
Remarks: I� 2 '� � };,�►-'��td�'� ��D�
HYDROLOGY , .
,_„_ Recorded Data(Descnbe in Remarks): Wetland Hydrology indicaton -
" w Stream,Lake,or Tide Gage .
� � . Aorial Photogra�h ',_ Inundated� -
r Othet � . ,_, Susuated in Upper tZ Inches
• � No Recorded Dasa Available _ Watcr Mu1:s
- ,_. Water Lina •
F'ield Obser�ations: � Scdi:nent Deposits
� Drainage Paatrns in Wedands
Ikpsh of Surface Wafer, ��) . �����°Ot��tls in Upper
Depth to Free Waur in PiG 1 + ('ir�.) • � Water-Staincd Leavcs
Depth to Sahuatcd Soil: I'7-� (in.) � [,�Soil Survcy Data
� Other(Ex Iain in Remarlcsl �
Remarks: i w�t�v1 CL�tz•�-- -
,.
i ���- �� i w �:[� pY �v� sL1����t 4v t G��v�1S 5
��
. . � _ . Data Poin� of
• . . - .
- SOII.S . , : ; . . . _ ,
Map Unit Namc: D�t.Ih�D`D c� �� ' Drainage Class: 11�1� ��(_:P/fi� . . . : '
� Field Observations �
Taxonomy(Subgroup): Con&rm Map�ed Type? �" � No ._ �
Profile Descri�tion:
Depth Matrix Color Motde Colors Mottie Texture.Concretions.
finchesl fMumell Mois1] fMunsei)Moistl Abundance/Contrast Rhizosnheres.etc. -
p--� 1Q� l .3 Z `3��nd �v�, .
T �
�--`� � � �1� � � ��v�tu �n+� 1 s�,v�.
�1 �1 rf. '�?i ' �N.v�1 aY�v►-c�.�,.�vwt� .
Hydric So�7 Indicators: • . - •
Hisiosol _ Concretions �
,_,_, H'isdc Epipedon ,; Hig,h�Organic Conta�t in Surfau I.ayer
. Sutfidic Odor _ Organic Strealcing_ - .
� . _ Probable Aquic MoistureReg'urn • .r Listed on l..oca)Hydrie Soils List
� Reducing Conditions ,_ Listod oa Nationa!Hydric So�7s List
_ GIryed ar Low-Chrorna Colors _, Othu(ExpIain in RemarkS).
Ranarks: . .
WETLAND DETERMINATION �
Hydtophytic Vegctarion Praent?.. � . ,
Hydric Soi1s PrescncT Ya Is this Data Point�thin a WetlandT Yes No
Wttland H drolo Presern? Ya o � �
Remarks: � � '
. .. �.
R-2-43/DA7AfRM/IRFi-tl•dldg.r � .. `
. ' � Data Poin�,�4f,�
. � �
DATA FORM
' - - : ROUTINE tiYETt.AI�ID DETERMINATIOV.
. - �, -� .• • � - .
.,
PtojceVSite• _ Qi �iPii.t- ! D IC74.t-t..` • � Date: �r .
ApplicanVOwner. - � City:' �.eMfa�v�
Investi ator. Job#• `r�1 b5 - G� County:� .
Statc:_�
Have vegetation, soils� or hydroiogy been disturbed: Yes o ' •
Is the area a potcntial Problcrn Area: Yes o
� {If nccdcd, cx lain on rcvcnc.) •
VEGETATION '
I?ominant Plant Sp�cie£ tratu °/ ver icator pominant Plant Snecies asu °/ ver I ' to
1.T�1 '_ � 1.
Z, c�.l� t � � F�U Z, -
3. �1 '� � �u SA�CL� 3.
4. 1/� '1 � �Ac 4,
5.`TlM 4h Lo �ii�d+� � _;�, S. .
6. 6.
7. 7. �
-g_ . g -
Pacent of Dominant Specia thai are OBi„ •����
FACW or FAC excc t FAC-). •-Domir►arit s ecia. -
- .'�Cowardin Clusificaoon:
Runarks: �j r �?i�twS �
� HYDROLOGY �
_ Recorded Data(Describe in Rcmarks): Wettand Hydralogy Indicasors �
' . . �Strearn.Lake�w Tide Gage
, ,_Aerial Photograph � ',_ Inundated
Othu „�`5anuated en Upper 12 lnchu
• �No Recorded Data Available _ Wattr Marlcs
_ Water Lina �
�eld Obsen�ations: � ._. Scdiment Deposiu
, _ Drainage Patterns in Wetlands
Depth of Surface Water, t'/(o {�� — Oxidized Root Charu�els in Upper
� Depth to Fres Water in PiC �1'I (',r�) �2 Incl�a
D t}�to Salurated Soil: � .—. Water-Stained Loavrs
� {� � ,.r Local So�l S�wty Data
' � � Other(Ex iain in Remarksl .
Remarks: '' .. �
. - ` . .' � . Dala Poi�n� of
SOILS � :� , . _ . . . _
Map Unii Name• '�'���U/d�����'�i Dtainage Class: Y�fi� � J� ' - � �
" � - �eld Observations . , _
Taxonomy(Subgronp): Confrm Mapped Type? �" � No : .. �
Profile Descrir n�•on; . . . � .
Depth Matrix Color Mottle Colors Morile Texture,Concretions, .
��j iNJunsel)Mois11 iM�mseq Moistl AbundancelContr Rhizosnl�� etc. .
(� - I� �t�� 3 l e--�..�....
2� ��� _�p�� 1� Q ,� G�� ,�C�? �-
t5-r 1� � S c��d �:�...
v ��
- .
Hydric Soil Indicatorr. � . .
Histosol . _�Concr�aons � .. '
,� }Iistic Epipedon ._.., High Organic Content in Surface Layer � �
- Sulfidic 4dor Organic Streaking : .. � �� `
' , � Probabfo Aquic Moisrive,Regime • _ Lisi�d on Local Hydric Soils List � .
� Reducing Conditions ^ Lisled on National I-Iydric Soils List -
_ Glryed or Low-Chroma Colors _ Other(Explairt in Remarks).
Remarks: �I � . . .
t �
WETLAND DETERMINA?10N •
- Hydrophyac Vesetaaon Praent? � � No .
Hydtic Soils Prescnt? Ya � Is this DaW Point Wi�hin a Wcdand? Yes No �
Wtdand H drolo PraeM? Ya o
Remarks: , - "`"�.t�i�`°'-► . . . "-�^'�, �r` �„-�.t . :
� �, . �>�� 6�r`�.��--.�,..! �ikt.� . .
Q,,�..�"�� ��`' o-�. _
. . f . . .
,
, . � ;
. -�_-
R-2•73/DATAFF2I.�VJRJi-Ikdldg�. ..
/
. � .
. . . �
� -- - • Data Point: L�of
DATA FORM �
ROUTINE WETLAND DE7:�RMITIATION
���' .- -�
ProjectlSite: - Q����- ��tQ Date• I-�O � � �
AppIicant/Owner: City: �z n _
Invesdgator: J - I ta -o� County: _K��, _
Have vegetation, soils, or hydrology been disturbed: Yes State: V�V�
Is the azea a potential Problem Area: Yes o
(If needed, explain on reverse.}
VEGETATION
Dominant Ptant Species Stratna� Cove tcator pominant Plant Svecies Stratum Cover Indicator
1. �,l 1 n%4�-iS 51v l c•�� Fiit 1, �
2. f h a f ru;S�C,,r�.d,l,[ �GW 2.
3. aih�i,f rt�Lx'n �L 3.
4. 4.
5. - 5.
6. 6. �
7. 7.
8. 8.
; Perceut of Dominant Species that are OBL, o�
FACW or FAC(ezcept FAC-). *-Dominant species. �� /t7
Cowardin C[assi�cation: ����L'�' �
R�x� s� r�dt� ��� . �
HYDROLOGY
_ Recorded Data (Descnbe in Remarks): Wetlaad Fiydrology Indicators
_Stream, I.aka� or Tido Gage
Aarial Photograpb � Inundated
r Other Saturated in Upper I2 Inches
X No Recorded Data Avaitable � Watec Marks
` Water Lines
Field Obscrvations: _ Sediment D�posits
_,,,, Drainage Patferas in Wedands
, Oudizad Root Channela ia Upper
Dcpth of Surface Wat�er: l. (ia.) 12 inches .
Depth to Free Water ia Pit: (�•) Water-Scained Leaves
Depih to Saturateci So�: (�•) ^ I,ocai Soil Survey Data
Other(Ezplain ia Remarks)
� Remarks:
- �
Data Point: of
SOIIS
Map IInit Name: �(�w UJD� �L Diainage Class: �,jf��G� �l��e,�,�_
' � •Field Observations
Taxoaomy (Subgronp): Confirm Mapped Type? � No
�ofile Description=
Depth Matriz Color Mottle Colors Moule Texhue, Concreti�s,
inches (Munsell Moist) (Munsetl Moist) Abundance/Contrast Rhizosaheres, etc.
(�_.�� (Q � r l S/ C�*v J��
xy��so��a��r��:
�istosol _ con�ntions ;
_ H'istic Epipedon _ �High Organic Content ia Surface Layer
Sulfidic Odor _ Organic Streaking
,� Probable Aquic Moisture Regime r Listed on Local Hydric Soils List -
_ Reducing Conditions _ Listed oa National Iiydric Soils List
_ Gleyed or Low-C�roma Colors . _ Other(ExpIain in Remarks)
. Remarks: �-�"'� �
wEzz.Axn nEz�e�vaTTorr -
Hydrophytic Vegetation Present2 No '
Hydric So�7s Pr�swt? ' No Is this Data Point Withia a Wetland? � No
Wettaaa Fiydroiogy Preseac? No
Remarks: BpcM � � �dtiJ(/�'�'eyy�,� f�,�rt',r'�.c � �c,✓. � , T"+d �'�`�-
��t � � ��AL%�/�.i� ,/�`��'G � '� �f-ViPo � .
�
������-QY1 ' '�` `:�G�
, > I
8-2-93/DATA.FRM/IRFi-lkd/dgw
� Data PoinG,�of�
� DATA FORM
� • • ROUTINE�YETLAND DETERhiINAT'IOY ��" � , ,
ProjecdSite• �i�� �D'lL�� • Date• � ��� �
ApplicariVQwner. -- City:'-��P.++�o,., �
Invcsri ator. �r T��-w Job#• -! ��a Counry: !G�H�
Statc: (�/{,,,T
H�ve vcgetation, soiIs,or hydrology bccn distwbcd: Yes '
is the arca a potcntial Problcm Area: Yu o
{1f necde�e lain on revcne.) � �
VEGETATION � - ' `
pqminant Plant S�ecies tu °/ v�r dicato porri nant Plant Species Stratvm % v Indicator
t. !Lt.�� �t�.�� t'�- ►� .�L2 OB L 1.
• 2.�6a�z.- Fl P�i-�t_� �U �i�C�U- 2. ' .
3. 3. , ..
4. 4. .
S, 5: " . -
6. 6.
7. 7.
..g. ' 8-
Pucent of Dominant Spetia that are OBi.,
FACW or FAC exce t FAC-�. •-Dominant ocia. �-���a
t .
� '�Cowardin Classihcation: ��.Ltrti�1�.•^-�
. _
Remarkr. � 1�fvi.c.� t,l'p�u'�� U�'�-� i�f�•�/�_ � j�,�1-�Lc�SPL� -
v
HYDROLOGY _ _
_ Recorded Data(Dacnbe in Remarks): Wetland Hydrotogy Indicators �
' _Strcam,Lalce,or Tidc Gagc
. _Aerial Phosognph ',_ lr�undat�d
�Ocher � Sanirated in Upper 12 Inchcs
• � No Recorded Data Availabfe " _ Watcr MarS:s
� ,� Water Lines � .
Field Obsenations: Sedimrnt Dtposiu
,..� Drainage Pattcros ia Wetlands .
D th af Surfate Waftr: —. Oxicliztd Root Charuicls in Upper
_ � � ��� � 12lnchas
Depth 10 Free Wator in Pir (in) _ Watu-Stained I.eaves
Depth to Saturatcd SoiI: (in.) _ I.oca!Soil Survcy Data
� � � Otlitt(Ex lain in Remarks)
. . �D • •
. Remarks: � ' ,J L - .
� , �1'l�Q .'�-C �'j r� , . DfLt.t� rJr oY�t�� � �"1't.t�� � I�� l�I,�-��--
. aKk.(.� c���p ..
' ' � Data Poia� of
. SOILS . � :' . . . . - i
Map Unit Name: r-i-F l.�.t U,b}�` _ ��� Drainage Class: VLlD� �.t.f��� � - � I
� Fiefd Oburvations ' � �
Taxorwmy(Subgoup}: Confirm Mapped Type? es No - :. '
Profile Descrintion� . . - �
Depth Matrix Color Monle Co1ors Mottle Texture,Conuetions, .
(inchesl {MunsdE Mois�) {Munsell Moist] AbwdansdContrut $��;a�svheres.de.
a-� a.s ! W
I � V � f�1� �
� �_� �
�
� �
HY�C SOI�IIII�1C2tO15: . - +� '
_ HJS1050I r,,,� COI3CItbOAS •
_ Histic Epiptdon � High Organic Content in Surfau Layer �
. . Sulfidic Odor _ Organic Streaking. ; ,
' , Y Probable Aguic Moisture�tegime - ",_Listed on Local Hydric Soils List
Reducing Cond'itior�s •� Listed oa National Hydric Soits List
� Gleyed or Low-Chroma Cotors _ Other{�cplain in Remarks). �
Remarks: + J, (r �, �t •
ti�'� ��. , �D�V � C!a�v nrc.z ��vy�� .
WETLAND DETERE44iNATiON � � .
- Hydrophytic Vegetabon Present? Ws' No _
Hydcic Soils Prescnt? No � ls this Data Point�thin a Wetland7 �_../ Ne .
Wetland Hydrolo Prestnt? a No �
Remarks: �-Ct -{'Lti�C.tr �5 YY1t�'P • . . I
�a����
. �
R-2-911DAT/1t72MfTR1�T-IYd/Jgw I
. �' �
SH��fVNON�WILSON.lNC.
. ; j �
APPENDIX C
IMPORTANT INFORMATION ABOUT YOIIR
WETLAND DELINEATION/11�II'I'IGATION
AND/OR S�'REAM CLASSIFICATTON REPORT
,
T-�858-02
� SHANNON & WlLSON, INC. Auachmcnt w Rcport T-1858-02 Page i of 2
���" Geotechnical and Environmental Consultanis Datod: December 28, 1998
� 'ro: Mr. Tim O'Kane
� - NW Retail Partners, LTD
Important Information About Your Wetland Delineation/Mitiga�ion
and/or Stream Classification Report
A WETLANDlSTREATi REPORT IS BASED ON PROJECT-SPECIFIC FACTORS.
Wetland delineation/mitigation and stream classiScation reports are based on a unique set of project-speci8c factors. These
typically include thc general nature of the project and property involved, its size, and its configuratioa; historical use and
practice; the location of the project on the site and its orientation; and the level of additional risk the client assumed by virtue of
limitations imposed upoa the exploratory program. The jurisdiciion of any particular wetland/stream is determined by the
regulatory authority(s)issuing the permit.(s). As a cesult, one or mone agencies wilt have jurisdiction over a particular wetland or
stream with sometimes confusing regulations. It is necessary to involve a consultant who understands which agency(s) has
jurisdiction over a particular wetlaad/stxeam and what the agency(s) permittin�g requitements are for that vaetland/st�am. To help
reduce or avoid potentis! costly problems, have the consultant determine how any factors or regulations (which can change �
subsequent to the ieport) may affect the recammendations.
Unless your consultant indicates othecwis� your report should not be used:
> If the size or configuration of the proposed pmject is alten;d.
�j ► If the location or orientation of the proposed project is modi6ed.
' ► If there is a change of ownership.
► For applicatioa to an adjacent site.
► For construction at an adjacent site or on site.
► Follawing floods� earthqualoes, or other acts of nature.
Wetlandlstieam consultants cannot accept responsibility for pmblems that may develop if chey are not consuIted after factors consideied
in their reports have changed. Theiefore, it is incumbent upon you to notify your consultant of any factors that may�have changed
prior to submission of our Snal report.
Wetland bouadaries identified and stream classifications made by Shannon & Wilson are considered preliminary uah7 va}idated by
the U S. Army Corps of Engineeis (Corps) and/or the local jurisdictional agency. Validation by the regulatiqg agency(s)provides
a certi8cation,usually written, that the wetland boundaries verified are the boundaries that will be regulated by the agency(s) until
a specified date, or until the regulations are modified,and that the stream has been pmperly classi8ed. Only the regulatir�g agtacy(s)
cau pravide this certificahon.
MOST WETI,AND/STREAl►s "FINDINGS" ARE PROFESSIONAT,ESTIi1�ATE5.
Site e�cploratiou identifies wetland/stieam conditions at only those points where samples are takeu and whea they are takeu, but the
physical means of obtaining data preclude the determination af precise conditions Consequently, ihe in&>xmation obtainal is imtended
to be sufficiently accurate for design, but is subject to interpietation. Additionatlx data derived through sampling and subsequent
laboratory testing are eact:apolated by tha consultant wbo thcn �enders an opinion about werall conditions, the lt�ly reaction to
praposed construction activiry, and/or appropriate design. Even under optimal ci�umstances, actual conditions may differ from ihose
',ought to exist because no consvltant,no matter haw qualified,and no exploration program,no matter haw comprehensive,can reveal
�hat is hidden by earth, rock, and time. Nothing can be done to prevent the unanticipated�but steps can be taken to help reduce
�eir impacts For this reason� most experienced owners retain their consultants through the constructioa or wetland mitigation/stream
classification stage to identify variances, to conduct additional evaluations that may be needed.and to recommend solutions to problems
encounte�eci on sit�
Page 2 of 2
WETLAND/STREAM CONDITIONS CAN QiANGE.
. . .
�ince natpral systems are dynamic systems affected by both natural processes and human activitie� changes in wedand boundari�, �
and st�am conditions�ay be expected. Ther�'ore, delineated wetland boundaries and stceam classifications cannot remain valid fol. �
an indefinite period of time. Tha Corps typically recogai�es the validity of wedand delineations fo� a period of five years after
completian. Some city and counry agencies recogni�e the validity of w�edand delineations for a period of t�o years. If a period of
years have passed since the w�tlandlstieam report was completed, the awner is adviseci to have the consultant reeaamine the
wetland/st�am to determine if tho classificatioa is st�11 accurate.
Constructioa operations at or adjacent to the site and natuial events such as floods, earthquakes, or water fluctuations may also affect
conditioas and�thvs, the continui�g adequacy of the wetland/stieam report. Thc consultaat should be kept agprised of any s�ch events
and shouId be consulted to determine if additional evaluation is necessary.
THE WETLAND/STREAM REPORT XS SUBJECT TO MISINTERPRETATZON.
Costly problems can occur when plans are developed based on misinierp�etation of a wetland/stseam report. Tb help avoid these
problems, the consultant should be retained to work with other appropriate professionals to ea�plain relevant wetland,stream,geological,
and other findings,-and to review the adequacy of p]ans and specifications relati�e to these issues.
DATA FORMS SHOULD NOT BE SEPARATED FROM THE REPORT: _.
Final data focros are developed by the consultant based on interpc�tadon of field sheets (assembled hy site personnel) and laboreiory
evaluation of field samples. OnIy final data forms customarily are included in a report. Tl�ese data forms should not, under any
ci�umstances, be drawn for inclnsion in other drawings because drafters may commit enors or omissions in the transfer process.
Alihough photographic reproduction eliminates this problem� it does nothing to reduce the possibility of misinterp�eting the forr�
When this occurs, delays, disputes, and unanticipated costs are frequently the result. .
1
,
To re�uce the l�lihood of data form misinterpietation, contractors, engineeis, and plannecs should be given ready access to the
complete report. Those who do not provide such access rnay proceed under the tnistalo�n imp:ession that simply disclaimi�g
responsibility for the aceuracy of information always insulates them from attendant liability Providing the best ava�7able infnrmation
to coatractors, engineers, and planners helps prevent costty problems and the adversarial attitudes that aggravate them to a
dispmportionate scale.
READ RESP(?NSIBILITY CLADSES CLOSELY.
Because a wetlaad detineation/st�eam classification is based e�ctensively on judgment and opinion,it is far less eaact than other desiga
disciplints This situation has resulted in wholly unwarraated claims being lodged against consultants To help pnevent this problem,
consultants have developed a number flf claases for use in written transmittala These are not exculpaiory cIsuses designcd m foisi
ths coasultant's liabilities onto someons-else; rather, they are definiti�e clauses that identify where the consultant's responsi�bilities
begin and end. Theu use helps alI parties iavolved recognire their individaal iesponsibilities and take appmpriate action. Same of
these definitiue clauses are l�cely to appear in your report, and you are encouraged to read them closely. Yovr consultant will be
pleased to give full and frank answers to your questions
THERE MAY BE OTHER SfEPS YOY7 CAN TAKE TO REDUCE RISK.
Your consultant wiIl be pleased to discuss other techniques or designs tbat can be einployed to mitigate the risk of delays and to pmvide
a variety of slternatires that may be bene6cial to yout project.
Contact yoar consultant for further information.
a-6-9s-wEr-Rrt:9aintzcxtv��ric
4/98
�
�
�
��/
h�
W
�
�
�
E-�
0
0
.
�
__ ___
7.0 OTHER PERMITS
• Clearing and Grading Permit
• Building Permit
• Utility Permit
'7546.OlS,doc[7PJ/athl
8.0 ERaSION AND SEDIMENTATION C4NTROL
ANALYSIS AND DESIGN
8.0 EROSION AND SEDIMENTATION CONTROL ANALYSIS AND DESIGN
The pmposed project will include clearing and grading of the existing property to provide the
proper base for constructing approved buildings. Erosion control �easures, including defining
clearing limits, perimeter protection, traffic area stabilization, sediment reten�ion, surface water
controls and cover measures, will be udlized to prevent sediment transport from the site. Both
temporary and permanent erosion measures will be implemented during and after construction.
7546.018.doc[JPlJath]
9.0 BOND QUANTITIES, FACILITIES
SUMMARIES, AND DECLARATION
OF COVENANT
10.0 OPERATION5 AND MAINTENANCE
MANUAL
KING COUNTY, WASHINGT�N, SURFACE WATER DESIGN MANUAL
APPENDIX A
MAINTENANCE STANDARDS FOR
PRIVATELY MAINTAINED DR.AINAGE FACILITIES
NO. 1 -DETEMION PONDS
Maintertance Detect Conditions When Maintenance Results Expected When
Componeni Es Needed Maintenanee Is Performed
Generat Trash�Debris Any trash and debris wh�h exceed 1 cubiC foot Trash and debris cieared from site.
per 1,000 square feet(this is abouE equal to the
amount of trash fE would talce to flN up one
standard size office garbage can). tn general,
there should be no visual evfdence of dumping. .
Poisonous Vegetation Any pasonous or nuisance vegatation which No danger of pofsonous vegetation
may consMute a hazard to County personnel or where County personnel or the
the pubtic. publtc mfght normaliy be.
(CoordEnation with Seattl�Kng
Cour�ty Hea{th Depariment} .
Pollution Oil,gasoline,or other contaminants of one No contaminar�ts present other than
gallon or more or any amount found that coutd: � a surface film. (CoordinaUon wfth
1}cause damage to plant,animal,or marine life; 5eatile/Kng County Health
2)constftute a fire hazard;or 3)be flushed Deparlment)
downstream during rain storms.
Unmowed Grass/ If facility is bcated in private residential area, When mowing is needed,
Ground Cover mowing is needed when grass sxceeds 18 grassJground cover should be
inches in height In otlter arQas,the general mowed to 2 inches in height
poticy is to make the pond site match adjacent Mowing of selected higher use
ground cover and terrain as long as�ere is no areas rather than the entire slope
interference witli the function oF the facility. may be aoceptable for some
� situations.
Rodent Holes Any evidence of rodent holes'rf tacili�Is acting Rodents desb'oyad and dam or
as a dam or be�ir►,or any evider�ce o wate� berm repalred. (Coordination with
piping through dam or berm vla rodeni holes. SeatUe�Cing County Health
Departrnent}
Insects When insects such as wasps and homets 1�sects destroyed or removed from
intertere with mairrtenance activitles. site.
7ree Growlh Tree growth does not atlow maintenance access Trees do not hinder maintenance
or inie�feres with matMenance activity(i.e.,slope activities. Selectively cuttivate Uees
m�wing,siR removal,vactorEng,or equipment such as alders for 6rewood.
movements). If trees ere not(nterfering with
access,leave trees alone.
Slde Slopes of Pond Erosion Eroded damage over 2 inches deep where Slopes should be stabillzed by
cause of damage is still present or where tl�ers using appropriate erosion corrtrol
is potenUal for contlnued eroslon. measure(s);e.g.,rodc
reinforcement,partting of grass,
compac0on.
Storage Area S�ment Acamufated sediment that exCeeds 10%ot the Sedlment cteaned out to designed
. designed pond depth. pond shape and depth;pond
reseeded i[necessary to oontroi
erosion.
. Pond Dikes Settlements Any part ot dike which has settled 4 inches lower Dike should be built back to the
than the design eEevatlon. design elevation.
Emergancy Rock Missing Only one layer of rock exists above naUve sotl In Replace rodcs to design standards.
Overflow/Spillway area five square feet or larger,or arry exposure
pt native soll at the top of out flow path of
spfllway. Rip-rap on inside slopes need not be
replaced,
1998 Surface Water Design Manual 4/1/98
A-1
APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES
NO.4-CONTROL STRUCTURFJFLOW RESTRICTOR
Nfaf�tenance Defect Condition When Maintenance is Needed Resuits Expected When
Component Maintenance is Performed
General Trash and Oebris Distance between debris b�id-up and bottom of All trash and debris removed.
(Encludes Sediment) orifice plate is tess than 1-1/2 feeL
Structural Damage Structure is not securely attached to manhote wall Structure securely attached to
and ouqet pipe strucWre shoufd snpport at least wall and outlei plpe.
1,000 Ibs of up or down pressure.
Struciure is not in u�right position(allow up to Structure in correct posiUon.
10%from plumb).
Connections to outlet pipe are not watertigt►t and ConnecHons to outlet pipe are
shovr signs of rust. water Sghh,structure repaired or
repfaced and works as
designed.
Any holes--other than desig�ed holes—in ihe Structure has no ho1e5 other
shucture. than designed holes.
Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as
designed.
Gate cannot be mnved Lp and down by one Gate moves up and down easify
maintenance person. and is watertight
Ct►afn leading to gate ls missing or damaged. Chain is in place and works as
designed.
Gate is rustad over 50°�of its surface area. Gate is repafred or replaced to
meet design standards..
Orifiice Plate Damaged or Missing Control device is not worlcing properly due to Plate is in place and works as
missing,out of place,or bent orlfice plate. designed. ;
Obstructions Any trash,debris,sediment,or vegetarion ?fate is free oE all obstructions
btoddng the plate. ar�d works as desic,�ed.
Overflow Pipe Obstructions My Vash or debris blocking(or having the Pipe is free of ad obstructions
potential oi blocking)the overilow pipe. and works as desa�ed.
, Pdantwle See'Gosed Detention Systems"Standards No.3 See"Closed Detention Systems'
Standards No.3
Catch Basin See'Catch Baslns'Standa►ds No.5 See'Catch Baslns"Standards
No.5
�
91I/98 7998 Surface Water llesign Manual
A-4
APP�AfDIX A MAIN7ENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACii,TT1ES
NO. S-CATCH BASINS �
-- Malntenance Defect Conditions When Maintenance is Needed Results Expected When
Component Malntenance ts pertormed
General Trash&Debris Trash or debris of more Shars 1/2 cubic foot which is No Trash or dsbris located
(lncludes SedimeM) located immediately in ftont of the catch basin immediately in froM of catch
opening or is Wodcing capacity of the basin by basin opening.
more than 10'�
Trash or debrfs(in the basin)that exceads 1/3 the No trash or debris in the cabch
depth from the bottom of basin to invert the bwest basin.
pipe into or out of the basin.
Trash or debris in any iniet or outlet pipe blocking Inlet and ouUet pipes free of
more than 1/3 of its height trash or dabris.
Dead aNmals or vegetation that could generate No dead animals or vegetatlon
odors It►at coutd cause complaints or dangerous present withln the catch basin.
gases{e.g.,methane).
DeposiLs ot garbage exceedEng 1 cubic foot in No condition present which
votume would attrad or support the
breeding of insects or rodents.
Structure Damage to Comer of frame extends more than 3J4 inch past Frame is even with curb.
Frame and/or Top Slab curb iace into the street(If applicable).
Tap slab has holes larger than 2 squa�e inches or Top slab is free ot holes and
cracks wider than 1/4 inch{intent is lo make sure cracks.
all materia!is running irtto basin).
Frame not sitting flush on top slab,i.e.,separation Frame is sitUng flush on top
of more than 3/4 incli of the hame from the top slab.
slab.
Cracks in Basiq WallsJ Cradcs wfder than 1!2 inch and longer than 3 feei, Basin replaced or repaired to
Bottom any evEdence of so7 particles entering catch basin desfgn standards.
through cradcs,or maintenance pers�n judges thai
structure is unsourxi.
Cracks wider lhan 1!2 tnch and bnger than 1 foot No cradcs more than 1/4 inch
at the joint of any inlet/outlet pipe or any evidence wide at the joint of ir�leUouUet
of sofl particles eritering catch basin thraugh pipe.
cradcs.
Se�menU Basin has settled more than i inch or has rotated Basln replaced or repaired to
Misafignmeni more than 2 inches out of alignment design standards.
ti_
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A-5
APPENDIX A MAINTENANCE SfANDARDS FOR PRIVATELY MAINT'AINED DRAINAGE FACILIT7ES
NO. 5-CATCH BAStNS(COM'lIYUE�
Maintenance Defect Co»ditions When Maintenance is Needed Resutts Expected When
Camponent Maintenance is performed
Fire Ftazard Presence of chemicaks such as natural gas,al and No flammable chemicaks
gasoline. present.
Vegetadon Vegetation growing across and block)ng more than No vegetation bbcl6ng opening
109'a of the basin op�ing. to basin.
Vagetation growing in inletloutiet pfpe joints that is No vegetetion or root growth
more than six inches tall and less than six inches present
apart.
Pollution Nonflammable chemicals of more than 1/2 cubic toot No poHution pteseni other than
per three feet of basin length, surface�1m.
Catch Basin Cover Cover Not in Place' Cover is missing or onty partial[y in placa.Any open Catch basi�cover is closed
catch basin requires maintenance.
Locking Mechanlsm Mechanlsm camot be opened by on mainienance Mechanism opens with proper
Not Working person wfth proper tools.8olts into trame have less toob.
than ir2 inch of thread.
Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one
Remove appfying 801bs.ot Gft;intent is keep cover hom ma�tenance person.
seating off access to maintenance.
Ladder i_adder Rungs L'adder is unsafe due to missing rungs,misalignment, l.adder meets design standards
Unsafe rust,cracks,or sharp edges. and albws mair�tenance person
safe access.
Metal Grates Grate wtth opening wider ihan 7/8 inch. Grate opening meets design
Qt Applicable) standards.
Trash and Debris 7rash and debris that is blodcing more than 20%of Grate free oi trash and debrfs_ �
graie surface. ;
Damaged or Grate missing or braken member(s)of the grate. Grate is in place and meets
Missing. design standerds.
NO.s DEBRIS BARRIERS(E.G.,TRASH RACKS)
Malntenance Defect Condltlon When Maintenance is Needed ResufL Expected When
Components Maintenance Is Pe�formed.
General Trash and Debris Trash or debris tt�at is plugging more than 20°Jo oi Barrier clear to receive capacity
the openings in ihe barrier. How_
Metal Damagad!Missing 6ars are benf out of shape more than 3 inchas. Bars ln ptace with no bends more
Bars. than 3/4 fich.
Bars are missing or entire barrier missing. Bars in pkace according to
deslgn.
Bars are foose and rust is causing 50%deterioration Repair or replace barrier to
� to any part of barrier. design standands.
� .
` �
9/1/98 1998 Surface Water Design Manual
A-6
APPENDIX A MAIN'TEI�tANCE STANDARDS FOR PRNATELY MAINTAINED DRAINAGE FACILITTES
NO. 8- FENCING
Maintenance Defect Conditlons When Maintenance is Needed Results Expected When
Components Maintenance is Pertormed
General Missing or Broken Any defect in the fence that permits easy entry Parts in place to provide adequate�
Parts to a facility. security. :.
�s;
Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that
inches wide permitting an opening under a exceeds 4 inches in height.
fence.
LNire Fences Damaged Paris Post oui of plurnb more than 6 inches. Post plumb to within 1-i/2 inches.
Top rals beM more than 6 inches. Top rait Nee of bends greater than
1 inch.
Any part o(fence(induding post,top rails,and Fe�ce is aligned and meets deslgn
fabric)more lhan 1 foot out of deslgn alignment. standards.
Missing or loose tenslon wire. Tension wire in place and holding
tabric.
Missing or loose barbed wire�hat is sagging Barbed wire in place with less than
more than 2-112 inches between posts. 3/4 inch sag between post
Extension arm mtssing,broken,or bent out ot Extension arm tn place wtth no
shape more than 1 1/2 inches. bends larger thar�3/4 inch.
Deteriorated Paint or Part or parts that have a rusting or scating Structurally adequate posts or
ProtecUve Coating conditlon tTtat has aifected struclural adequacy. parls with a uniform protective
coating. •
Openings�Fa6ric Openings in fabric are such that an 8-lnch- No opentngs ln fabric.
diameter ball could fit through.
NO. 9-GATES t,
Maintenance Defect Conditions When Malntenance is Needed Results Expected When
Component _ Ma3ntenance is Perforrned
Generat Qamaged or Missing Missing gate or lo�long devices. Gates and Locking devices in
Members p1ace.
Broken or missing hk►ges such that gate cannot Hinges intact and lubed.Gate is '
be easily opened and closed by a ma'citenance wocking treety.
persan.
Gate is out of plumb more than 6 inches and date is aUgned and veRicsi.
more than 1 foot out of design alignrnent
Missing stretcher bar,slretcher bands,and tiss. Stretcher bar,bands and tles In
place.
Openings in Fabric See'Fenang'S�ndard No.8 See'Fencing'Standard No.8
�
�
9/1/98 1998 Surface Water Des�gn Manuai
A-8
_ __ _ __ . I
APPENDIX A MAJNTENANCE STANDARDS FOR PRIVATELY MAINTAIAIID DTtAINAGE FACII.TRES i�
NO. 10-CONVEYANCE SYSTEMS(PiPES& DtTCHES) ;
. Maintenance Defect Coroditions When Mairrtenance is Needed Results Expected When '
- Component Maintenance is Performed
Pipes Sediment&Debris Accumulated sedimer►t that exceeds 20%of the Pipe cleaned of all sediment
_ diameter of Ute pipe. and debris.
Vegetation Vegetadon that reduces free movement oi water Ap vepetation removed so water
through pipes. flows freely through pipes.
Damaged Protective coaUng is damaged;nrst is causing Pipe repaired or replaced.
more than 50`Yo deterioraUon to any part ot pipe.
Any dent that decreases the cxoss section area of Pipe repaired or replaced.
pipe by more than 20%.
Open Ditches Trash&Debris Trash and debfis exceeds 1 cublc fooi per 3,000 Trash and debris cleared from
square feet of ditch and slopes. dRches.
Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned!flushed of all
design depth. sediment and debris so that it
matchea design.
vegeration Vegetation that reduces free movemeM of water Water Nows freely through
through ditches. ditches.
Erosion Damage to See`Ponds'Standard No.1 See"Ponds'Standard No.1
Slopes ,
Rock l.ining Out of Mafrotenance person can see native soU beneath Replace rodcs to design
Place or Mlssfng{If the rodc lining. standards.
Applicable).
Gatch Basins See'Catch Baslns:Sffindard No.5 See"Catch Basins"Standard
No.5
Debris Barriers See"Debris Barriers'Standard No.6 See"Debris Barriers'Standard
(e.g.,Trash Rack) No.6
N0. 11 -GROUNDS{LANDSCAPINC)
Maintenance Defect Condltlons When Maintenance fs Needed Resutts Expected When
Component Maintenance is Performed
General Weeds Weeds growing in more than 2096 of the landscaped Weeds present in less than 5°k
{Nonpoisonous) area(Vees and shrubs onty). of the landscaped area.
Safety Hazard Any presence of potson fvy or other poisonous No pasonous vegetation
vegetation. present�landscaped area.
'Frash or Litter Paper,cans,botttes,t�ta)ing more than i cubic foot Area clear of Iltter.
� within a landscaped area(trees and shrubs only}01
1,000 square feet
7rees and Shrubs Damaged Limbs or parts of treas or shrubs that are splft or Trees and shrubs witfi less than
broken which aifect more than 259'0 of the total 596 of toia!foliage with split or
foliage of the tree or shrub. broken timbs.
� Trees or shrubs that have baen blown down or Tree or shrvb in piace free of
knocked over. infury.
Trees or shrubs whlch are not adequately supported Tree or shrub in place and
or are leaning over,causing exposure of the roots. adequately supported;remove
any dead or diseased treas.
1998 Surface Water Design ManuaE 9/1/98
A-9
APPENDIX A MAIMENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAIIVAGE FACIIu1TIES
NO. '!2-ACCESS ROADS/EASEMENTS
Maintenance Defect Condition When Maintenance is Needed Resufts Eupected When
Component Meintenance ls Pestormed
General Trash and Debris Trash and debris exoeeds i cubic foot per 1,000 Roadway iree of debris which
square feet i.e.,trash and debris would fill up could damage tires.
one standards slze garbage can.
Blodced Roadway Debris which could damage vehicle tires(glass Roadway free of debris which
or metal). coufd damage tires.
Any obstruction which reduces clea�ance above Roadway overhead dear to 14 feet
road surface to(ess than 14 feet high.
My obstruction restricting the access to a 10 to Obstruction removed ta allow at
121ooS width for a dFstance of more than 12 feet least a 12 toot access.
or any point restricdng access to tess than a 10
foot width.
Road Surface Settlement,Potholes, When any surNace defeci exceeds 6 inches in Road surface unlformly smooth
Mush Spots,Ruts depth and 6 squaze teet in area In generai,any with no evidence ot seEtlement,
surface defect which hinders or prevents potholes,mush spots,or ruts.
mafnte�ar�ce access.
Vegetation in Road Weeds growing in the road surtace that are Road surface free ot weeds taller
Surface more than 8 inches tatl and less than 8 inches than 2 inct�es.
tal!and less than 8 inches apart wiih(n a 400-
square foot area.
Modular Grid Bui1d-up of sediment mildly contaminated with Removal of sediment and d"rspasai
Pavement petrofeum hydrocarbons. in keeping with Health Departrnent
recommendations tor mildly
cor►taminated soils or caich basin
sediments.
5houlders and Erosion Damage Erosbn within 1 #oot of the roadway more than e Shoulder free ot erosion and `
D'Rches inches wtde and fi inches deep. maiching ihe sarrou�ding road. ,
Weeds and 8rush Weeds and brush exceed 18 inches in heighi or Weeds and brush cut to 2[nches
hinder maintenance access. in he3ght or cleared in such a way
as to allow maintenance access.
1.
•�.:
9/1/98 1998 Surface Water Design Manual
A-10
APPENDIX A MAINTENANCE STANDARDS FOR PRNATELY MA[NTAINED DRAINAGE FACILPIIES
C.) Wetpflnds
Mafntenance Defect Cortdltlan When Mainienance is Needed Results Expected When
Component Maintenance is Per#ormed
Wetpond � Vegetation VegetaUori such as grass and weeds need ta be Vegetation shoukd be mowed to
mowed when it starts to impede aesthetics of por�d. 4 to 5 inches in height. Trees
Mowing is generaUy required when height exceeds and bushes should be removed
18-inches.Mowed vegeiation should be removed where fhey are interfering with
trom areas where it could enter the pond,eflher pond maintenance activities.
when the pond level rises,or by rainfall runoff.
Trash and Debris Accumuladon that exceeds i CF per i 000-S�of Trash and deb[is removed trom
pond area pond.
1nieU Oudet Pipe InieU Outlet pipe clogged wiih sediment and!or No dogging or blocicage in the
debris material. fnlet and outlet piping.
Sediment Sediment accumulaUons in pond bottom that Removal of sediment from pond
Accumulation in Pond exceeds the depth of sediment zone plus 6-inches, bottom.
Bottom usualty the first ceA.
Oil Sheen on Waher Prevalent and vis�le oil sheen. Removal of sediment from pond
bottom.
Erosion Ero�on of the pond's side slopes and/or scouring of Slopes should be stab9lized by
the pnnd bottom,that exceeds&inches,or where using proper erosion control
continued erosion(s prevalent. measures,and repair methods.
Setttement of Pond My part af these components that has settied 4- Dike!berm is repeired to
Dike/Berm inches or lower than the design elevafion,or speclflcations.
inspector detemtines dikel berm is unsound.
Rock Window Rock w+ndow is clogged with sedimen4 �ndow is free of sed9ment and
debris.
Overilow Spillway Rxk is missing and so31 is exposed at top of Replace rocks to specifications. 't`
spillway or outside slope. _-
1
9/2/98 1998 Surface Water Design Manual
A-12
APPENDIX B
Geotechnical Report
Associated Earth Sciences, Inc
� Associated Earth Sciences, Inc.
cao � � �
Serving th.e Pacific NortFitivest Since �g81
December 16, 2013
Project No. KE130602A
Lozier Development, LLC
1300 114'h Avenue SE, Suite 100
Bellevue, Washington 98004
Attention: Mr. Paul G. Ebensteiner
Subject: Subsurface Exploration, Geologic Hazards, and
Preliminary Geotechnical Engineering Report
Whitman Court Townhomes
351 Whitman Court NE
Renton, Washington
Dear Mr. Ebensteiner:
We are pleased to present these copies of our preliminary report for the referenced project.
This report summarizes the results of our subsurface exploration, geologic hazards, and
geotechnical engineering studies, and offers preliminary recommendations for the design and
development of the proposed project. Our report is preliminary since project plans were under
development at the time this report was written. VVe should be allowed to review the
recommendations presented in this report and modify them, if needed, once final project plans
have been formulated.
We have enjoyed working with you on this study and are confident that the recommendations
presented in this report will aid in the successful completion of your project. If you should
have any questions, or if we can be of additional help to you, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland Washington I
' Bruce L. Blyton, . .
Senior Principai ngineer ,
BLB/pc .
KE130602A2
Projxts1201306021KE\W P
Kirkland ■ Everett ■ Tacoma
425-827-7701 425-259-0522 253-722-2992
www.aesgeo.com
,� , ,. �
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GeotechnicaCEngineering Associated Earth Sciences, 111C.
Serving the Pacific Northtivest Since 1g8i
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Subsurface Exploration, Geologic Hazards, and
11�ater R.esources Preliminary Geotechnical Engineering Report
`i, t WHITMAN COURT TOWNHOMES
_ . �
� Renton, Washington
;�.,.,_
� .
�.
� Prepared for
Env ironmentaC.?�cs essme�n.ts
and Remedia.tion Lozier Development, LLC
.
� Project No. KE130602A
,� December 16, 2013
Su.rtainab�e DeveCop�a�ent Services
` "�:
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GeoCogic .�Issessments
SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND
PRELIMINARY GEOTECHl�ICAL ENGINEERING REPORT
WHITMAN COURT TOWNHOMES
Renton, Washington
Prepared for:
Lozier Development, LLC
1300 114th Avenue SE, Suite 100
Bellevue, Washington 98004
Prepared by:
Associated Earth Sciences, Inc.
911 5`� Avenue
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
December 16, 2013
Project No. KE130602A
Subsurface Exploration, Geologic Hazards, and
Whitman Court Townhomes Preliminary Geotechnical Engineering Report
Renton, Washington Project and Site Conditions
I. PROJECT AND STI'E CONDITIONS
1.0 INTRODUCTION
This report presents the results of our subsurface exploration, geologic hazards, and
preliminary geotechnical engineering siudies for the proposed Whitman Court Townhomes ,
project. The site location is shown on the "Vicinity Map," Figure 1. The approximate
locations of exploration pits completed for this study are shown on the "Site and Exploration
Plan," Figure 2. Logs of the subsurface explorations completed for this study are included in
the Appendix.
l.l Purpose and Scope
The purpose of this study was to provide geotechnical engineering design recommendations to
be utilized in the preliminary design of the project. This study included a review of selected
available geologic literature, excavation of six exploration pits, and performing geologic
studies to assess the type, thickness, distribution, and physical properties of the subsurface
sediments and shallow ground water. Geotechnical engineering studies were completed to
establish recommendations for the type of suitable foundations and floors, allowable foundation
soil bearing pressure, anticipated foundation and floor settlement, pavement subgrade
recommendations, and drainage considerations. This report summarizes our fieldwork and
offers preliminary recommendations based on our present understanding of the project. We
recommend that we be allowed to review the recommendations presented in this report and
revise them, if needed, when a project design has been �nalized.
1.2 Authorization
Our work was completed in general accordance with our scope of work and cost proposal
dated November 8, 2013. This report has been prepared for the exclusive use of Lozier
Development, LLC, and its agents, for specific application to this project. Within the
limitations of scope, schedule, and budget, our services have been performed in accordance
with generally accepted geotechnical engineering and engineering geology practices in effect in
this area at the time our report was prepared. No other warranty, express or implied, is made.
2.0 PROJECT AND SITE DESCRIPTION
This report is based on review of a conceptual site plan prepared by GMS Architectural Group,
The project, as we understand it, consists of the construction of mulrifamily residential
housing, with associated access and parking, at the existing property located at 351 Whitman
December 16, 2013 ASSOCIATED EARTH SCIENCES, INC.
JPUpc-KE130601�2-Projecrs12013U6021KE1WP Page 1
Subsurface F�ploration, Geologic Hazards, and
Whitman Court Townhomes Preliminary Geotechnical Engineering Repon
Renton, Washington Project and Site Conditions
Court NE in Renton, Washington. In addition to the proposed housing, a bank building is
planned for the northernmost portion of the site. We understand that previous grading
activities have occurred at the subject site, including the constxuction of a storm water pond,
and that the existing pond is currently under considerarion to provide storm water storage for
the currently-proposed project. Also, we understand that infiltration of storm water is
currently under consideration for the area of the proposed bank at the north end of the site.
The subject site encompasses three parcels (King County Parcel Nos. 5182100020,
5182100021, and 5182100022) totaling roughly 5.13 acres in size. The site fronts the south ;
side of NE 4`h Street and the west side of Whitman Court. The topography of the site is '
generally flat-lying to gently sloping downward to the west and south, and is currently
vegetated with grass. A wetland, delineated by others, is located along the western portion of
the site. The southem portion of the site extends eastward, up a moderate slope, along the
southern boundary of an adjacent post office property. The subject site appears to have been
previously developed, with a storm water pond at the southwest portion of the site and utility
stub-outs extending onto the site from Whitman Court.
3.0 SUBSURFACE EXPLORATION
Our field study included excavating a series of exploration pits to gain subsurface information
about the site. The various types of sediments, as well as the depths where characteristics of
the sediments changed, are indicated on the exploration logs presented in the Appendix. The
depths indicated on the logs where conditions changed may represent gradational variations
between sediment types in the field. Our explorations were approximately located in the field
relative to known site features shown on the topographic site plan. The locations of the
exploration pits are shown on Figure 2.
The conclusions and recommendations presented in this report are based, in part, on the
exploration pits completed for this study. The number, locations, and depths of the
explorations were completed within site and budgetary constraints. Because of the nature of
exploratory work below ground, interpolation of subsurface conditions between field
explorations is necessary. It should be noted that differing subsurface conditions may
sometimes be present due to the random nature of deposition and the alteration of topography
by past grading and/or filling. The nature and extent of any variations between the field
explorations may not become fully evident until construction. If variations are observed at that
time, it may be necessary to re-evaluate specific recommendations in this report and make
appropriate changes.
December 16, 2013 ASSOCIATED EAR7N SCIENCES, INC.
JPL/pc-KE13(X02A2-Projerts1201306021KEIWP Page 2
Subsurface Exploration, Geologic HaZards, and
Whitman Court Townhomes Preliminary Geotechnical Engineering Report
Renton, Washington Project and Site Conditions
3.1 Exploration Pits
Exploration pits were excavated with a track-mounted excavator. The pits permitted direct,
visual observation of subsurface conditions. Materials encountered in the exploration pits were
studied and classified in the field by a representative from our firm. All exploration pits were
backfilled immediately after examination and logging. Selected samples were then transported
to our laboratory for further visual classification.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplished
for this study, visual reconnaissance of the site, and review of selected applicable geologic
literature. Because of the nature of exploratory work below ground, interpolation of
subsurface conditions between field explorations is necessary. It should be noted that differing
subsurface conditions may sometimes be present due to the random nature of deposition and
the alteration of topography by past grading and/ar filling. The nature and extent of any
variations between the field explorations may not become fully evident until construction.
4.1 Stratigraphy
Fill
Fill soils (soils not naturally placed) were encountered at the locations of exploration pits EP-1
through EP-4 to depths ranging from 2 to 5 feet below the ground surface. Fill encountered
generally consisted of loose to medium dense silty fine to coarse sand with gravel. The
encountered fill generally included scattered organics, wood debris and, at exploration pits
EP-1 and EP-4, other assorted debris, such as plastic pieces, concrete and rubber. At EP-1
through EP-3, the fill was underlain by a 6-inch-thick buried topsoil layer. The exact extent
and depth of fills can vary widely over short distances. Fill is also expected in unexplored
areas of the site. Due to their variable depth, density and organic content, we recommend that
the existing fill soils be evaluated at the time of foundation excavation to determine the
suitability of the e�sring fill for foundation support.
�ashon Recessional Outwash
At exploration pits EP-5 and EP-6, and below the fill at EP-1 through EP-4, Vashon
recessional outwash sediments were encountered, extending to a depth of 7.5 feet below the
ground surface at EP-6, and beyond the depths explored of 8 to 12 feet below the ground
surface at the remaining exploration pits. The outwash sediments were deposited by meltwater
streams flowing from the receding Vashon glacier approximately 10,000 years ago. The
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Subsurface Exploration, Geologic Hazards, and
Whitmaaz Coun Townhomes Preliminary Geotechnical Engineering Repon
Renton, Washington Project and Site Conditions
outwash material consisted primarily of a medium dense, moist to wet, fine to coarse sand with
gravel, gravel beds, and varying amounts of silt. This unit is generally suitable for support of
light to moderately loaded foundations and for pavement subbase when properly compacted as
discussed in this report.
Vaslao�a Lodgement Till
Sediments encountered below the Vashon recessional outwash at EP-6 generally consisted of
very dense silry fine to medium sand with graveL We interpret these sediments to be
representative of Vashon lodgement till. The Vashon lodgement till was deposited directly
from basal, debris-laden glacial ice during the Vashon Stade of the Fraser Glaciation
approximately 12,500 to 15,0(}0 years ago. The high relative density of the unweathered till is
due to its consolidation by the massive weight of the glacial ice from which it was deposited.
The Vashon lodgement till extended below the depth explored.
4.2 Geologic Mapping
Review of the regional geologic map titled Geologic Map of King County, compiled by Derek
B. Booth et al., dated May 2006, indicates that the area of the subject site is underlain by
Vashon lodgement till (Qvt), with Vashon recessional outwash (Qvr) mapped in the vicinity.
Our interpretation of the sediments encountered at the subject site is in general agreement with
the regional geologic map.
4.3 Hydrology
We encountered ground water seepage in exploration pits EP-1, EP-2 and EP-4 at depths of
10 feet, 11.5 feet and 10 feet, respectively, below the ground surface. We expect ground
water seepage across much of the site to be limited to interflow. Interflow occurs when
surface water percolates down through the surficial weathered or higher-permeability
sediments and becomes perched atop underlying, lower-permeability sed'unents. It should be
noted that the occurrence and level of ground water seepage at the site may vary in response to
such factors as changes in season, precipitation, and site use.
4.4 Laboratory Test Results
Grain size analysis tests were completed oYi two samples selected froizl the exploratiol�s
Results are included in the Appendix.
Deeember 16, 2013 ASSOCIATED EARTH SCIENCES, INC.
1PUpc—KE130602A2—Projecfst201306021KE1WP Page 4
Subsurface F�ploration, Geologic Hazards, and
Whitman Coun Townhomes Prediminary Geotechnical Engineering Report
Renton, Washington Geologtc Hazards and Mitigalions
II. GEOLOGIC HAZARDS AND MITIGATIONS
The following discussion of potential geologic hazards is based on the geologic, slope, and
ground and surface water conditions, as observed and discussed herein. The discussion will be
limited to seismic and erosion issues.
5.0 SEISMIC HAZARDS AND MITIGATIONS
Earthquakes occur regularly in the Puget Lowland. The majority of these events are small and
are usually not felt by people. However, large earthquakes do occur, as evidenced by the
1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude
event. The 1949 earthquake appears to have been the largest in this region during recorded
history and was centered in the Olympia area. Evaluation of earthquake return rates indicates
that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given
20-year period.
Generally, there are four types of potential geologic hazards associated with large seismic
events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and
4) ground motion. The potential for each of these hazards to adversely impact the proposed
project is discussed below.
5.1 Surficial Ground Rupture
Based on the reviewed geologic map, the project site is located approximately 3 miles to the
south of the Seattle Fault Zone. Recent studies by the U.S. Geological Survey (USGS) (e.g.,
Johnson et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington,
Geology, v. 22, p.71-74; and Johnson et al., 1999, Active Tectonics of the Seattle Fault and
Central Puget Sound Washington - Implications for Earthquake Hazards, Geological Society of
America Bulletin, July 1999, v. 111, n. 7, p. 1042-1053) have provided evidence of surf'icial
ground rupture along a northern splay of the Seattle Fault. The recognition of this fault is
relatively new, and data pertaining to it are limited, with the studies still ongoing. According
to the USGS studies, the latest movement of this fault was about 1,100 years ago when about
20 feet of surficial displacement took place. This displacement can presently be seen in the
form of raised, wa�e-cut beach terraces along Alki Point in West Seattle and Restoration Point
at the south end of Bainbridge Island.
The recurrence interval of movement along this fault system is still unknown. However, due
to the distance between the subject site and the Seattle Fault Zone, the potential for surficial
ground rupture is considered to be low during the expected life of the structures, and no
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Subsurface Exploration, Geologic HaZards, and
Whitman Coun Townhomes Preliminary Geotechnical Engineering Repon
Renton, Washington Geologic Hazards and Mitigations
mitigation efforts beyond complying with the current 2012 International Building Code (IBC)
are recommended.
5.2 Seismically Induced Landslides
It is our opinion that the potential risk of damage to the proposed development by seismically
induced slope failures is low due to the lack of steep slopes in the project area.
5.3 Liquefaction
Liquefaction is a process through which unconsolidated soil loses strength as a result of
vibrations, such as those which occur during a seismic event. During normal conditions, the �
weight of the soil is supported by both grain-to-grain contacts and by the fluid pressure within
the pore spaces of the soil below the water table. Extreme vibratory shaking can disrupt the
grain-to-grain contact, increase the pore pressure, and result in a temporary decrease in soil
shear strength. The soil is said to be Iiquefied when nearly all of the weight of the soil is
supported by pore pressure alone. Liquefaction can result in deformation of the sediment and
settlement of overlying structures. Areas most susceptible to liquefaction include those areas
underlain by non-cohesive silt and sand with low relative densities, accompanied by a shallow
water table.
The subsurface conditions encountered at the site pose little risk of liquefaction due to
relatively high density and lack of shallow ground water. No detailed liquefaction analysis was
completed as part of this study, and none is warranted, in our opinion.
5.4 Ground Motion
Structural design of the buildings should follow 2012 IBC standards using Site Class "C" as
- defined in Table 20.3-1 of American Society of Civil Engineers (ASCE) 7 — Minimum Design
Loads for Buildrngs and Other Structures.
6.0 EROSION HAZARDS AND MITIGATIONS
As of October 1, 2008, the Washington State Department of Ecology (Ecology) Construction
Storm Water General Permit (also known as the National Pollutant Discharge Elimination
System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control
(TESC) inspections and turbidity monitoring of site runoff for all sites 1 or more acres in size
that discharge storm water to surface waters of the state. We provide in the following sections
recommendations to address these inspection and reporting requirements, should they be
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triggered. The following sections also include recommendations related to general erosion
control and mitigation.
The TESC inspections and turbidity monitoring of runoff must be completed by a Certified
Erosion and Sediment Control Lead (CESCL) for the duration of the construcrion. The weekly
TESC reports do not need to be sent to Ecology, but should be logged into the project Storm
Water Pollution Prevention Plan (SWPPP). Ecology requires a monthly summary report of the
turbidity monitoring results signed by the NPDES permit holder. If the monitored turbidity
equals or exceeds 25 nephelometric turbidity units (NTtn (Ecology benchmark standard), the
project best management practices (BMPs) should be modified to decrease the turbidity of
storm water leaving the site. Changes and upgrades to the BMPs should be documented in the
weekly TESC reports and continued until the weekly turbidity reading is 25 NTU or lower. If
the monitored turbidity exceeds 250 N'I'U, the results must be reported to Ecology via phone
within 24 hours and corrective actions should be implemented as soon as possible. Daily
turbidity monitoring is continued until the corrective actions lower the turbidity to below
25 NTU, or until the discharge stops. This description of the sampling benchmarks and
reporting requirements is a brief summary of the Construction Storm Water General Permit
conditions. The general permit is available on the internet'.
In order to meet the current Ecology requirements, a properly developed, constructed, and
maintained erosion control plan consistent with City of Renton standards and best management
erosion control practices will be required for this project. Associated Earth Sciences, Inc.
(AESI) is available to assist the project civil engineer in developing site-specific erosion control
plans. Based on past experience, it will be necessary to make adjustments and provide
additional measures to the TESC plan in order to oprimize its effectiveness. Ultimately, the
success of the TESC plan depends on a proactive approach to project planning and contractor
implementation and maintenance.
The most effective erosion control measure is the maintenance of adequate ground cover.
During the local wet season (October 1S` through March 316�, exposed soil should not remain
uncovered for more than 2 days unless it is actively being worked. Ground-cover measures
can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled
concrete, or mature hydroseed.
Surface drainage control measures are also essential for collecting and controlling the site
runoff. Flow paths across slopes should be kept to less than 50 feet in order to reduce the
erosion and sediment transport potential of concentrated flow. Ditch/swale spacing will need
to be shortened with increasing slope gradient. Ditches and swales that exceed a gradient of
about 7 to 10 percent, depending on their flow length, should have properly constructed check
dams installed to reduce the flow velocity of the runoff and reduce the erosion potential within
' http://www.ecy.wa.gov/programsJwq/stormwater/construction/constructionfinalpermit.pdf
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the ditch. Flow paths that are required to be constructed on gradients between 10 to 15 percent
should be placed in a riprap-lined swale with the riprap properly sized for the anticipated flow
conditions. Flow paths constructed on siope gradients steeper than 15 percent should be placed
in a pipe slope drain. AESI is available to assist the project civil engineer in developing a
suitable erosion control plan with proper flow control.
Silt fencing should be utilized as buffer protecdon and not as a flow-control measure. Silt
fencing should be placed parallel with topographic contours to prevent sediment-laden runoff
from leaving a work area or entering a sensitive area. Silt fences should not be placed to cross
contour lines without having separate berm/swale flow convol in front of the silt fence.
6.1 Erosion Hazard Miti�ation
To mitigate the erosion hazards and potential for off-site sediment transport, we would
recommend the following:
1. Construction activity should be scheduled or phased as much as possible to reduce the
amount of earthwork activity that is performed during the winter months.
2. The winter performance of a site is dependent on a well-conceived plan for control of
site erosion and storm water runoff. The TESC plan should include adequate ground-
cover measures, access roads, and staging areas to maintain a workable site. The
contractor should implement and maintain the required measures as necessary through
all phases of site work. A site maintenance plan should be in place in the event storm
water turbidity measurements are greater than the Ecology standards.
3. TESC measures for a given area to be graded or otherwise worked should be installed
soon after ground clearing. The recommended sequence of construction within a given
area after clearing would be to install sediment traps and/or ponds and establish
perimeter flow control prior to starting mass grading.
4. During the wetter months of the year, or when large storm events are predicted during
the summer months, each work area should be stabilized so that if showers occur, the
work area can receive the rainfall without excessive erosion or sediment transport. The
required measures for an area to be "buttoned-up" will depend on the time of year and
the duration the area will be left un-worked. During the winter months, areas that are
to be left un-worked for more than 2 days should be mulched or covered with plastic.
During the summer months, stabilization will usually consist of seal-rolling the
subgrade. Such measures will aid in the contractor's ability to get back into a work
area after a storm event. The stabilization process also includes establishing temporary
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storm water conveyance channels through work areas to route ntnoff to the approved
treatment facilities.
5. All disturbed areas should be revegetated as soon as possible. If it is outside of the
growing season, the disturbed areas should be covered with mulch, as recommended in
the erosion control plan. Straw mulch provides a cost-effecrive cover measure and can
be made wind-resistant with the applicarion of a tackifier after it is placed.
6. Surface runoff and discharge should be controlled during and following development.
Uncontrolled discharge may promote erosion and sediment transport. Under no
circumstances should concentrated discharges be allowed to flow over the top of
steep slopes.
7. Soils that are to be reused around the site should be stored in such a manner as to
reduce erosion from the stockpile. Protective measures may include, but are not
limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the
use of silt fences around pile perimeters. During the period between October ls` and
March 31S`, these measures are required.
8. On-site erosion control inspections and turbidity monitoring (if required) should be
performed in accordance with Ecology requirements. Weekly and monthly reporting to
Ecology should be performed on a regularly scheduled basis. A discussion of
temporary erosion control and site runoff monitoring should be part of the weekly
construction team meetings. Temporary and permanent erosion control and drainage i
measures should be adjusted and maintained, as necessary, for the duration of project �
construction.
It is our opinion that with the proper implementation of the TESC plans and by field-adjusting
appropriate mitigation elements (BMPs) throughout construction, as recommended by the
erosion control inspector, the potential adverse impacts from erosion hazards on the project
may be mitigated.
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III. PRELIMINARY DESIGN RECOMMENDATIONS
7.0 INTRODUCTION
Our exploration indicates that, from a geotechnical standpoint, the parcel is suitable for the
proposed development provided the recommendations contained herein are properly followed.
The foundation bearing stratum is relatively shallow, and conventional spread footing
foundations may be utilized for the proposed structure. Consequently, foundations bearing on
either the medium dense to very dense natural sediments, or on structural fill placed over these
sediments, are capable of providing suitable building support. The inf'iltration of storm water
into the soils underlying the fill encountered below the proposed parking area for the bank at
the north end of the site may be feasible based on our preliminary explorations and laboratory
testing.
The site is underlain by existing fill material which varies in thickness, density, and content.
Based on this variability, we recommend that the foundation subgrade soils be evaluated during
excavation to determine the suitability of the existing fill for foundation support. If foundation
areas determined to be underlain by existing fill that are deemed unsuitable for foundation
support, we recommend that the existing fill be removed and replaced, as described in the
following sections of this report.
8.0 SITE PREPARATION
Existing buried utilities, vegetation, topsoil, and any other deleterious materials should be �
removed where they are located below planned construction areas. All disturbed soils should
be removed to expose underlying, undisturbed, native sediments and replaced with structural
fill, as needed. All excavations below final grade made for clearing and grubbing activities
should be backfilled, as needed, with structural fill. Erosion and surface water control should
be established around the clearing limits to satisfy local requirements.
Once clearing and grubbing activities have been completed, existing fill, where encountered,
should be addressed. We recommend that existing fill be removed from below areas of
planned foundations to expose underlying, undisturbed native sediments, followed by
restoration of the planned foundation grade with structural fill. Where deemed necessary
removal of existing �11 should extend laterally beyond the building footprint by a distance
equal to the depth of overexcavation. For example, if existing fill is removed to a depth of
2 feet below a planned footing area, the excavation should also extend laterally 2 feet beyond
the building footprint in that area. Care should be taken not to disturb support soils of existing �
foundations. Support soils should be considered those soils within a prism projected
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downward and outward from e�cisting footings at inclinations of 1H:1V (Horizontal:Vertical).
Where existing fill must be removed and replaced with structural fill, conventional shallow
foundations may be used for building support. The required depth and extent of removal
should be determined by an AESI representative in the field based on actual conditions
encountered during excavation.
8.1 Site Drainage and Surface Water Control
The site should be graded to prevent water from ponding in construcrion areas and/or flowing '
into excavations. Exposed grades should be crowned, sloped, and smooth drum-rolled at the
end of each day to facilitate drainage. Accumulated water must be removed from subgrades
and work areas immediately prior to performing further work in the area. Equipment access
may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly
increased if drainage efforts are not accomplished in a timely sequence. If an effective
drainage system is not utilized, project delays and increased costs could be incurred due to the
greater quantities of wet and unsuitable fill, or poor access and unstable conditions.
We anticipate that perched ground water could be encountered in excavations completed during
construction. We do not anticipate the need for extensive dewatering in advance of
excavations. The contractor should be prepared to intercept any ground water seepage entering
the excavadons and route it to a suitable discharge location.
Final exterior grades should promote free and positive drainage away from the building at all
times. Water must not be allowed to pond or to collect adjacent to foundations or within the
immediate building area. We recommend that a gradient of at least 3 percent for a minimnm
distance of 10 feet from the building perimeters be provided, except in paved locations. In
paved locations, a minimum gradient of 1 percent should be provided, unless provisions are
included for collecrion and disposal of surface water adjacent to the structures.
8.2 Subgrade Protection
To the extent that it is possible, existing pavement should be used for construction of staging
areas. If building construction will proceed during the winter, we recommend the use of a
working surface of sand and gravel, crushed rock, or quarry spalls to protect exposed soils,
particularly in areas supporting concentrated equipment traffic. In winter construction staging
areas and areas that will be subjected to repeated heavy loads, such as those that occur during
construction of masonry walls, a minimum thickness of 12 inches of quarry spalls or 18 inches
of pit run sand and gravel is recommended. If subgrade conditions are soft and silty, a
geotextile separation fabric, such as Mirafi SOOX or approved equivalent, should be used
between the subgrade and the new fill. For building pads where floor slabs and foundation
construction will be completed in the winter, a similar working surface should be used,
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composed of at least 6 inches of pit run sand and gravel or crushed rock. Construction of
working surfaces from advancing fill pads could be used to avoid directly exposing the
subgrade soils to vehicular traffic.
Foundation subgrades may require protection from foot and equipment traffic and ponding of
runoff during wet weather conditions. Typically, compacted crushed rock or a lean-mix
concrete mat placed over a properly prepared subgrade provides adequate subgrade protection.
Foundation concrete should be placed and excavations backfilled as soon as possible to protect
the bearing surface.
8.3 Proof-Rolling and Subgrade Compaction
Following the recommended clearing, site stripping, and planned excavation, the stripped
subgrade within the building areas should be proof-rolled with heavy, rubber-tired construction
equipment, such as a fully loaded, tandem-axle dump truck. Proof-rolling should be
performed prior to structural fill placement or foundation excavation. The proof-roll should be
monitored by the geotechnical engineer so that any soft or yielding subgrade soils can be
identified. Any soft/loose, yielding soils should be removed to a stable subgrade. The
subgrade should then be scarified, adjusted in moisture content, and recompacted to the
required density. Proof-rolling should only be attempted if soil moisture contents are at or
near optimum moisture content. Proof-rolling of wet subgrades could result in further
degradation. Low areas and excavations may then be raised to the planned finished grade with
compacted structural fill. Subgrade preparation and selection, placement, and compaction of
structural fill should be performed under engineering-controlled conditions in accordance with
the project specifications.
8.4 Overexcavation/Stabilization
Construction during extended wet weather periods could create the need to overexcavate
exposed soils if they become disturbed and cannot be recompacted due to elevated moisture
content and/or weather conditions. Even during dry weather periods, soft/wet soils, which
inay need to be overexcavated, may be encountered in some portions of the site. If
overexcavation is necessary, it should be confirmed through continuous observation and testing
by AESI. Soils that have become unstable may require remedial measures in the form of one
or more of the following:
1. Drying and recompaction. Selective drying may be accomplished by scarifying or
windrowing surficial material during extended periods of dry and warm weather.
2. Removal of affected soils to expose a suitable bearing subgrade and replacement with
compacted structural fill.
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3. Mechanical stabilization with a coarse crushed aggregate compacted into the subgrade,
possibly in conjuncrion with a geotextile.
4. Soil/cement admixture stabilization.
8.5 Wet Weather Conditions
If construction proceeds during an extended wet weather construction period and the
moisture-sensitive site soils become wet, they will become unstable. Therefore, the budget for
site grading operations should consider the time of year that construcrion will proceed. It is
expected that in wet conditions additional soils may need to be removed and/or other stabilization
methods used, such as a coarse crushed rock working mat to develop a stable condition if silty
subgrade soils are disturbed in the presence of excess moisture. The severity of construction
disturbance will be dependent, in part, on the precautions that are taken by the contractor to
protect the moisture- and disturbance-sensitive site soils. If overexcavation is necessary, it
should be confirmed through conrinuous observarion and testing by a representative of our firm.
8.6 Temporary and Permanent C�Zt Slopes
In our opinion, stable construction slopes should be the responsibility of the contractor and
should be determined during construction. For estimating purposes, however, we anticipate
that temporary, unsupported cut slopes in the existing fill or recessional outwash can be made '
at a maximum slope of 1.SH:1V or flatter. Temporary slopes in lodgement till deposits may
be planned at 1H:1V. As is typical with earthwork operations, some sloughing and raveling !
may occur, and cut slopes may have to be adjusted in the field. If ground water seepage is �I
encountered in cut slopes, or if surface water is not routed away from temporary cut slope
faces, flatter slopes will be required. In addition, WISHA/OSHA regulations should be
followed at all times. Permanent cut and structural fill slopes that are not intended to be ;
exposed to surface water should be designed at inclinations of 2H:1 V or flatter. All permanent
cut or fill slopes should be compacted to at least 95 percent of the modified Proctor maximum ,
dry density, as determined by American Society for Testing and Materials (ASTIVn:D 1557, ;
and the slopes should be protected from erosion by sheet plastic until vegetarion cover can be I
established during favorable weather. i
8.7 Frozen Subgrades
If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to
thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation
components. Alternatively, the frozen material could be stripped from the subgrade to reveal
unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen
soil should not be reused as structural fill until allowed to thaw and adjusted to the proper
moisture content, which may not be possible during winter months.
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9.0 STRUCTURAL FILL
All references to structural fill in this report refer to subgrade preparation, fill type and
placement, and compaction of materials, as discussed in this section. If a percentage of
compaction is specified under another section of this report, the value given in that section
should be used.
After stripping, planned excavation, and any required overexcavation have been performed to
the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to
receive �11 should be recompacted to 90 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. If the subgrade contains silty soils and too much
moisture, adequate recompaction may be diff'icult or impossible to obtain and should probably
not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with �
washed rock or quarry spalls to act as a capillary break between the new fill and the wet
subgrade. Where the exposed ground remains soft and further overexcavation is impractical,
placement of an engineering stabilization fabric may be necessary to prevent contamination of
the free-draining layer by silt migration from below.
After recompaction of the exposed ground is tested and approved, or a free-draining rock
course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as
non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose
lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the
back�ll should be placed and compacted in accordance with current City of Renton codes and
standards. The top of the compacted fill should extend horizontally outward a minimum
distance of 3 feet beyond the Iocations of the roadway edges before sloping down at an angle
of 2H:1 V.
The contractor should note that any proposed fill soils must be evaluated by AESI prior to their
use in fills. This would require that we have a sample of the material 72 hours in advance to
perform a Proctor test and determine its field compaction standard. Soils in which the amount
of fine-grained material (smaller than the No. 200 sieve) is greater than approximately
5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensirive.
Use of moisture-sensitive soil in structural fills should be lunited to favorable dry weather
conditions. The native and existing fill soils present on-site contained variable amounts of silt
and are considered moisture-sensirive. In addition, construction equipment traversing the site
when the soils are wet can cause considerable disturbance. If fill is placed during wet weather
or if proper compaction cannot be obtained, a select import material consisting of a clean,
free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil
with the amount of fine-grained material limited to 5 percent by weight when measured on the
minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve.
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A representative from our firm should inspect the stripped subgrade and be present during
placement of structural fill to observe the work and perform a representative number of
in-place density tests. In this way, the adequacy of the earthwork may be evaluated as filling
progresses, and any problem areas may be corrected at that time. It is important to understand
that taking random compaction tests on a part-time basis will not assure uniformity or
acceptable performance of a fill. As such, we are available to aid in developing a suitable
monitoring and testing program.
10.0 FOUNDATIONS
For footings bearing d'uectly on the medium dense to very dense natural sediments, or on
structural fill placed over these materials, as described above, we recommend that an allowable
foundation soil bearing pressure of 2,500 pounds per square foot (ps fl be utilized for design
purposes, .including both dead and live loads. An increase of one-third may be used for
short-term wind or seismic loading.
Perimeter footings should be buried at least 18 inches into the surrounding soil for frost
protection. However, all footings must penetrate to the prescribed bearing stratum, and no
footing should be founded in or above organic or loose soils. All footings should have a
minimum width of 18 inches. ,
It should be noted that the area bound by lines extending downward at 1H:1V from any footing
must not intersect another footing or intersect a filled area that has not been compacted to at '
least 95 percent of ASTM:D 1557. In addition, a 1.SH:1V line extending down from any
footing must not daylight because sloughing or raveling may eventually undermine the footing.
Thus, footings should not be placed near the edge of steps or cuts in the bearing soils.
Anticipated settlement of footings founded as described above should be on the order of �/ inch
or less. However, disturbed or otherwise unsuitable soil not removed from footing excavations
prior to footing placement could result in increased setdements. All footing areas should be
inspected by AESI prior to placing concrete to verify that the design bearing capacity of the
soils has been attained and that construction conforms to the recommendations contained in this
report. Such inspections may be required by the governing municipality. Perimeter footing
drains should be provided, as discussed under the "Drainage Considerations" section of this
report.
10.1 Drainage Considerations
Foundations should be provided with foundation drains placed at the base of footing elevation.
Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by
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washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity
discharge away from the proposed building. Roof and surface runoff should not discharge into
the footing drain system, but should be handled by a separate, rigid, tighdine drain. In
planning, exterior grades adjacent to walls should be sloped downward away from the
proposed structure to achieve surface drainage.
11.0 FLOOR SUPPORT
Floor slabs can be supported on suitable native sediments, or on structural fill placed above
suitable native sediments. Floor slabs should be cast atop a minimum of 4 inches of clean,
washed, crushed rock (such as S/a-inch "chip") or pea gravel to act as a capillary break. Areas
of subgrade that are disturbed (loosened) during construction should be compacted to a
non-yielding condition prior to placement of capillary break material. Floor slabs should also
be protected from dampness by an impervious moisture barrier at least 10 mils thick. The
moisture barrier should be placed between the capillary break material and the concrete slab.
12.0 FOUNDATION WALLS
All backfill behind foundation walls or around foundation units should be placed as per our
recommendations for structural fill and as described in this section of the report. Horizontally
backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be
designed using an equivalent fluid equal to 35 pounds per cubic foot (pcfl. Fully restrained,
horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid
of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1V should be designed
using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained
conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil
should be added to the wall height in determining lateral design forces.
As required by the 2012 IBC, retaining wall design should include a seismic surcharge
pressure in addition to the equivalent fluid pressures presented above. Considering the site
soils and the recommended wall backfill materials, we recommend a seismic surcharge
pressure of SH and lOH psf, where H is the wall height in feet for the "acrive" and "at-rest"
loading conditions, respectively. The seismic surcharge should be modeled as a rectangular
distribution with the resultant applied at the mid-point of the walls.
The lateral pressures presented above are based on the conditions of a uniform backfill
consisting of excavated on-site soils, or imported structural fill compacted to 90 percent of
ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the
pressure acting on the walls. A lower compaction may result in settlement of the slab-on-grade
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or other structures supported above the walls. Thus, the compaction level is critical and must
be tested by our firm during placement. Surcharges from adjacent footings or heavy
construction equipment must be added to the above values. Perimeter footing drains should be
provided for all retaining walls, as discussed under the "Drainage Considerations" section of
this report.
It is imperative that proper drainage be provided so that hydrostatic pressures do not develop
against the walls. This would involve installation of a minimum, 1-foot-wide blanket drain to
within 1 foot of finish grade for the full wall height using imported, washed gravel against
the walls. A prefabricated drainage mat is not a suitable substitute for the gravel blanket drain
unless all backfill against the wall is free-draining.
12.1 Passive Resistance and Friction Factors
Lateral loads can be resisted by friction between the foundation and the natural glacial soils or
supporting struciural �11 soils, and by passive earth pressure acting on the buried portions of
the foundations. The foundations must be backfilled with structural fill and compacted to
at least 95 percent of the maximum dry density to achieve the passive resistance provided
below. We recommend the following allowable design parameters:
� Passive equivalent fluid = 350 pcf
� Coefficient of friction = 0.30
13.0 DRAINAGE CONSIDERATIONS
All retaining and perimeter foundarion walls should be provided with a drain at the base of the
footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed
pea gravel. The level of the perforations in the pipe should be set at or slightly below the
bottom of the footing grade beam, and the drains should be constructed with sufficient gradient
to allow gravity discharge away from the buildings. In addition, all retaining walls should be
lined with a minimum, 12-inch-thick, washed gravel blanket that extends to within 1 foot of the
surface and is continuous with the foundation drain. Roof and surface runoff should not
discharge into the foundation drain system, but should be handled by a separate, rigid, tightline
drain. In planning, exterior grades adjacent to wa11s should be sloped downward away from
the structure� to achieve surface drainage.
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14.0 PRELIMINARY INFILTRATION EVALUATION
Much of the subject site is underlain by �11 material that is not a suitable infiltration receptor.
However, the grain-size analysis test results for samples collected below the fill at the
proposed bank parking area at the north end of the site indicate fines contents ranging from �
roughly 8 to 9 percent of the fraction passing the No. 10 sieve. The classification of the
samples tested most closely �ts the texture class "sand" referenced in Table 3.7 in the 2005
Washington State Department of Ecology Stormwater Management Manual for Western
Wash�ngton (Ecology Manual). For preluninary planning purposes only, this material has an
uncorrected short-term infiltration rate of 8 inches per hour, with an Estimated Design
(long-term) Infiltration Rate of 2 inches per hour. Should a design infiltration rate be needed
for site-specific design, we recommend that AESI perform infiltration testing using a
large-diameter infiltrometer, generally corresponding to the procedure described as a pilot
infiltration test (PIT) in the Ecology Manual, at the proposed infiltration locarion(s) prior to
final design in order to provide site-specific rates of infiltration. The PIT test(s) should take
place at the bottom elevation of the proposed infiltration system. AESI is also available to
conduct cation exchange capacity or organic content testing of site soils for in situ treatment of
storm water, if requested.
The suitability for the in�ltration of storm water can be limited by the presence of a seasonal
high water table. For seasonal high water table monitoring, we recommend that AESI install a
pressure transducer connected to an automatic data logger in a well point which would be
installed to less than 10 feet in depth. After the well point has been completed, we will
develop the well and record the initial depth to ground water. The data logger would record
hourly water levels, and would be installed and left in place for up to approximately 1 year to
capture ground water levels during the coming winter and the following summer. Bimonthly
hand measurements of the water level in the well would be collected in conjunction with
downloading of water level data recorded by the data logger. The data would be downloaded,
entered into a spreadsheet, compensated for barometric pressure effects, and calibrated with
the manual water level measurements.
15.0 PAVEMENT SUBGRADE RECOMMENDATIONS
Site prepararion for areas to be paved should consist of excavating to remove the topsoil and
the loose portion of the upper soils, exposing the underlying stable sediments. Since the
density of the upper soils is variable, random loose areas may exist, and the depth and extent
of stripping can best be detemuned in the field by the geotechnical engineer. In addition, the
subgrade should be slightly crowned to drain toward the edges of the paved area. After the
area to be paved is excavated, the exposed ground should be recompacted to at least 95 percent
December 16, 2013 ASSOCIATED EARTH SCIENCES, INC.
JPL/pc -KE130602A2-Projects1201306021KPIWP Page 18
Subsurface Exploration, Geologic Hazards, and
Whimaan Coun Townhomes Preliminary Geotechnica!Engineering Repon
Renton, Washington Preliminary Design Recommendations
of ASTM:D 1557. If required, structural fill may then be placed to achieve desired subbase
grades. The appropriate pavement section may then be placed over the prepared subgrade.
16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
Our report is preliminary since project plans were not finalized at the time this report was
written. We recommend that AESI perform a geotechnical review of the plans prior to final
design completion. In this way, we can confirm that our earthwork and foundation
recommendations have been properly interpreted and implemented in the design.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundation system depends on proper site preparation and
construction procedures. In addition, engineering decisions may have to be made in the field
in the event that variations in subsurface conditions become apparent. Construction monitoring
services are not part of this current scope of work. If these services are desired, please let us
know, and we will prepare a cost proposal.
�'e have enjoyed working ���ith you on this study and are confident that these recommendations
will aid in the successful completion of your project. If you should have any questions or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
J�E�. s�r�,
� r v�ns v o2
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Jeffrey P. aub, L.G., L.E.G. Bruce L. Blyton, P.E.
Senior Project Engineering Geologist Senior Principal Engineer
Attachments: Figure 1: Vicinity Map
Figure 2: Site and Exploration Plan
Appendix: Exploration Logs
Laboratory Testing
December l6, 2013 ASSOCIATED EARTH SCIENCES, INC.
JP1./pc-KE130602A2-Projects1201306021KE1A'P Page 19
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� °o ° Well-graded gravel and Terms Describing Relative Density and Consistency
� o o GW ravel with sand,little to �2�
LL �o 0 0 0 9 Dens SPT blowsffoot
m � o no fines Very Loose 0 to 4
� o � ;o a o 0 o Poorly-graded gravel Gra ned Soils �ium Dense 0 to 30
� � � o 0 0 0 o GP and gravel with sand, Dense 3o to 5o Test Symbols
� � � °°°°° Very Dense >50 G=Gra�Size
0 0 0 0 0 0 0 little to no fines
a p Z o,o 0 o M=Masture Content
0 0 � � p Consistency SPT�Z�blows/foot A=Atterberg Limits
z Silty gravel and silry •
G v � Very Soft 0 to 2 C=Chem(cal
o � ��a • . GM gravel with sand ��e' Soft 2 to 4 DO=Dry Density
m � •� � . 0. 0 Grained Soils Medium 5tifi 4 to 8 K=Permeabil i t y
'� g° � .,�e Stiff 8 to 15
� � � Clayey gravel and Very Stiff 15 to 3�
" � N G� clayey gravel with sand Hard >3�
� W
� � Corr�ponent Definitions
� � Well-graded sand and Descriptive Term Size Ranqe and Sieve Number
� gyy sand with gravel,little Boulders Larger than 12'
� LL d to no fines Cobbles 3'to 12'
c
°7 " ' Gravel 3"lo No.4(4.75 mm)
y � a� �'..-'.�''. Poorl raded sand
m > � -,: Y-9 Coarse Gravel 3"to 3/4`
c�n v � w ��::-�.• SP and sand with gravel, Fine Gravel 3/4'to No.4(4.75 mm)
� m v _ - little to no flnes Sand No.4(4.75 mm)to No.200(0.075 mm)
� � z° Coarse Sand No.4(4.75 mm}to No. 10(2.00 mm)
� � � Silty sand and Medium Sand No.10(2.00 mm)to No.40(O.Q25 mm)
� � y �- �:" SM siliy sand with Fine Sand No.40(0.425 mm)to No.200(0.075 mm)
m m a .. .,• .
V o a � ._: :: gravel Silt and Ciay Smaller than No.200(0.075 mm)
u�
b � � sc Clayey sand and �3�Estimated Percentage Moisture Content
� ^�� .� clayey sand with gravel Percentage by Dry-Absence of moisture,
Component �/yeight dusty,dry to the touoh
Silt,sand silt, raveil sllt, Trace <5 Sfightly Molst-Perceptible
y g Y Few 5 to 10 moisture
�, o M� silt with sand or ravel
> "' g Little 15 to 25 Moist-Damp but no visible
v� � � ; , With -Non-primary coarse water
o �� Clay of low to medum constituenis: > 15°.6 Very Moist-Water visible but
`" U m -Fines content between not free draining
Z � � �� plasticit�r;silty,sandy,or
gravelly clay,lean clay 5%and 15% Wet-Visfbie free water,usually
y Y3 J irom befowwaterteble
a �a __ Organic clay or silt ot low Symbols
� � _ oL plasticiry Blows/s°or
o - - 5ampler portlon of 5' Cemern grout
� — Type surtace seel
� ElasUc silt,clayey sift,sitt 20`OD / Sampler Tvpe
o v�th mlcaCeous or m DescripHon Bentonfte
� m MH diatomaceous fine sand or Split-Spoon � u� seal
N� Sempler 3.0"OD Spfit-Spoon Sampler : : Feter peck wrih
y �� silt (SP'n 325'OD SpGt-Spoon Ring Sampler c,� ; c�blank casi�g
� Clay of high plasticity, �
'o a"' sandy o�gr8veily clay,fat Bulk sample '�SecW°n
d � = CH 3.0`OD Thin-Wall 1'ube Sampler ='S�reer�ed casing
� 10 E clay with sand or gravel ` (inciuding Shelby tube) = °f�fD�P
� � � Grab Sample :•+�+�h r�lter padc
� � ' i�ii�i O Po�tion not recovered �- End cap
� � ��,,�, Organic clay or silt of
� '' ;%;;i; oH medium to high ti� �,�
i�,i� Percentage by dry weigM Depth of ground water
�i���i� plasticity � (SP�Standard Penetration Test t ATD=At time of drilling
(ASTM D-1586) ,� Static water level(date)
,,� � Peat,muck and other �3� 1n General Accordance with
w�ro pT highly organlc soils Standard PracGce for Descripdon �� Combined USCS symbols used for
=o �� and Ident'rficetion oi SoUs{ASTM D-2488) fines between 596 and 159b
�
� Ctassificadons of sofls in thls report are based on visual ffeld andlor laboretory observations,which include densitylconsistency,moisture condNbn,graln size,and
„ plasUcity esGmates and should no!be construed to Imply fleld or�eboratory lesttng unless presented herefi.Visuaknanual end/w laboratory dassificatlon
� methods af ASTM D-2487 and D-248B were used as an ident�caUon guide for the U�iFed SoB Ciassification System,
>
S
� Associated Earth Sciences, Inc.
" EXPLORATION LOG KEY FIGURE A1
Y � '� � �
O
�
O
LOG OF EXPLORATION PIT NO. EP-1
� This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI}for the named project and should be
� read together with that report for complete interpretation.This summary applies only to the location of this trench at the
m time oi excavation.Subsurface conditions may change at this locatfon with the passage of time.The data presented are
o a simpification of actual conditions encountered.
DESCRIPTION
Fill
1 Loose to medium dense, moist, brown and gray, silry fine to coarse SAND, with gravel, scattered
organics, burned wood fragments, plastic and rubber pieces, concrete.
2
3
4
5 Buried Topsoil
6 Vashon Recessional Outwash
Loose to medium dense, moist, reddish brown (5.5 to 6.5 feet) to brown,fine to coarse SAND,with
gravel.
7
8 Medium dense, moist to wet, brownish gray, GRAVEL, with sand,with silt.
9
10
Bottom of exploration pit at depth 10 feet
1 1 Seepage at 10 feet. No caving.
12
13
14
15
16
17
18
19
m nn
G l!
0
N
� Whitman Court Townhomes
�
o Renton, WA
�
a
� �o ed b Associated Earth Sciences, Inc. Project No. KE130602A
� gg y: JPL
a Approved by: =:� � � � � 11/21/13
�
U
v
LOG OF EXPLORATION PIT NO. EP-2
� This log is part of the report prepared by Associated Earth Sciences, Inc.(AESI)for the named proJect and should be
� read together with that report for complete interpretation.This summary applies only to the locafion of this trench at the
m time of excavation.Subsurface condifions may change at this location with the passage of time.The data presented are
o a simplfication of actual conditions encountered.
DESCRIPTION
Fill
Loose to medium dense, moist, brown and gray, silty fine to coarse SAND,with gravei,wood debris
� and scattered organics.
2
3 Buried Topsoil
4 Vashon Recessional Outwash
Loose to medium dense, moist, reddish brown (3.5 to 4.5 feet)to brown, fine to coarse SAND, with
gravel.
, 5
�
I 6
i 7
�
'I 8
9
10
11
12 Bottom of e�loration pit at depth 11.5 feet
Seepage at 11.5 teet. No caving.
I 13
� 14
� 15
16
17
18
19
�
s
N
� Whitman Court Townhomes
E
o Renton, WA
�
a
N Associated Earth Sciences, Inc. Pro ect No. KE130602A
o Logged by: JPL �
a APProved by: � ,� � � � 11/21/13
�
U
Y
LOG OF EXPLORATION PIT NO. EP-3 �
� This log is part of the report prepared by Associated Earth Sciences, Inc.(AESI)for the named project and should be
t read together with that report for complete interpretation.This summary applies only to the location of this trench at the
� time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are
o a simplfication of actual conditions encountered.
DESCRIPTION
Fili
Loose to medium dense, moist, brown and gray,silty fine to coarse SAND,with gravel,wood debris
1 and scattered organics.
2 Buried Topsoil
3 Vashon Recessional Outwash
Loose to medium dense, moist, reddish brown, silty SAND, with gra�el.
Medium dense, moist, brownish gravel,fine to medium SAND,trace gravei.
4
5
6
� Medium dense, moist, brownish gray, GRAVEL, with fine to coarse sand.
8
9
10
�� Medium dense, moist, brownish gray, fine to medium SAND, with silt, with gravel.
12
Bottom of e�loration pit at depth 12 feet
13 No seepage. Caving 4 to 6 feet.
14
15
16
17
18
19
�
s
N
� Whitman Court Townhomes
E
o Renton, WA
�
a
N Associated Earth Sciences, Inc. pro'ect No. KE130fi02A
� Logged by: JPL �
�, Approved by: �� � � � � 11/21/13
a
U
LOG OF EXPLORATION PIT NO. EP-4
� This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI)for the named project and should be
L read together with that repor�for com�lete interpretation.This summary applies only to the locaflon of this trench at the
� time of excavation.Subsurface conditions may change at this location with the passage oi time.The data presented are
o a simplfication of actual conditions encountered.
DESCRIPTtON
Fill
Loose to medium dense, moist,brownish gray, silty SAND,with gravel.
1
2
Loose to medium dense, moist, brown, silty SAND, with gravel, with wood debris, plastic, concrete,
3 and scattered organics.
4
Vashon Recessional Outwash
5 Loose to medium dense, moist, reddish brown, fine to medium SAND,with silt,with gravel.
6
� Loose to medium dense, moist to wet, brown,fine to medium SAND, with silt, with gravel.
8
9
I
I 10
IBottom of exploration pit at depth 10 feet
, 11 Seepage at 10 feet. No caving.
12
13
14
15
�
16
17
ia
19
" zv
N
�' Whitman Court Townhomes
a
� Renton, WA !
�
a
g99 Y. JPL Associated Earth Sciences Inc. Project No. KE130602A
� Lo ed b �
� ao � � �
a APproved by: --�� �"' ye 11/21/13
�
U
Y_'_
LOG OF EXPLORATlON PIT NO. EP-5
� This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI)for the named project and should be
L read together with that repor�for com�lete interpretation.This summary applies only to the locafion of this Vench at the
� time of excavation.Subsurtace conditions may change at this location with the passage of time.The data presented are
o a simpification of actual conditions encountered.
DESCRIPTION
Topsoil
� Vashon Recessional Outwash
Loose to medium dense, moist, reddish brown, fine to medium SAND,with gravel.
2 Medium dense, moist, brownish gray,fine to medium SAND, with gravel.
3
4
5 Medium dense, moist, brownish gray,fine to coarse SAND,trace gravel.
6
7
8
Bottom of exploration pit at depth 8 feet
9 No seepage. No ca�ing.
10
11
12
13
14
15
16
17
18
19
�—��
s
�
N
� Whitman Court Townhomes
E
� Renton, WA
-�,
a
o Logged by: JPL Associated Earth Sciences, Inc. project No. KE130602A
� � � � � �
a APProved bY� � 11/21/13
�
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Y—_
LOG OF EXPLORATION PIT NO. EP-6
� This log is part of the report prepared by Associated Earth Sciences, Inc.(AESI)for the named project and should be
� read together with that repoft for complete intetpretation.This summary applies only to the location of this trench at the
� time of excavation.Subsurtace conditions may change at this location with the passage of time.The data presented are
� a simplfication of actual conditions encouniered.
DESCRIPTION
Topsoil
1 Vashon Recessional Outwash
Loose to medium dense, moist, reddish brown to brown, fine to medium SAND,with silt, with gravel,
with roots.
2
3 Medium dense, moist, brownish gray, fine to medium SAND, with gravel.
4
5
6
7
Vashon Lodgement Till
8 Very dense, moist, brownish gray, silty fine to medium SAND,with gravel.
9
Bottom of exploration plt at depth 9 feet
10 No seepage. No caving.
11
12
13
14 I
15 �
16
17
18
19
� ^^ ---
s
��
N
� Whitman Court Townhomes
E
o Renton, WA
�
a
N Associated Earth Sciences,Inc. pro'ect No. KE130602A
� Logged by: JPL �
a APProved by: r� � � f � 11/21/13
�
U
GRAIN SIZE ANALYSIS - MECHANICAL
Date Sampled Praject Project No. Soil Description
12/6/2093 Whitman Court Townhomes KE130602A Gravel with sand trace silt
Tested By Location EB/EP No Depth
MS Onsite EP-1 7'
1/dt.of moisture wet sample+Tare 434.87 _ Totai Sample Tare 508.26
Wt.of moisture d Sample+Tare 424.21 =Total Sample wt +tare 1893.45
Wt.of Tare 900.61 Total Sample Wt 1385.2
Wt.of moisture D Sam le 323.6 Total Sample Dry Wt 1341.0
Moisture% 3%
S ecification Re uirements
Sieve No. Diam. mm Wt. Retained %Retained % Passin Minimum Maximum
3 76.1 0.0 100.0 - -
2.5 64 0.0 1�0.0 - -
2 50.8 0.0 100.0 - -
1.5 38.1 137.39 10.2 89.8 - -
1 25.4 410.38 30.6 69.4 - -
3/4 19 :599.76 44J 55.3
3l8 9.51 707,62 52.8 47.2
#4 4.76 780.38 56.2 41.8
#8 2.38 901.93 67.3 32J
#10 2 934.63 69.7 30.3
#20 0.85 1059.75 79.0 21.0
#40 0.42 _ 1213.17 90.5 9.5
#60 0.25 1272;61:- '- 94.9 5.1
#100 0.149 -' 1291.19 - ---- 96.3 3.7
#200 0.074 1304.58 97.3 2.7
#270 0.053 1307.18 97.5 2.5
US STANDARD SIEVE NOS.
3" 3/q• N0.4 N0.16 N0.40 N0.200
100
80
�
C 6O
lL
+.
C
d
U
d 40
a
20 '
0
100 10 1 0.1 0.01
Gravel Sand Silt and Clay
Coarse Fine Coazse Medium Fine
Graln Size,mm
ASSOClA TED EARTH SC/ENCES, IIVC.
911 5th Ave.,Suite 700 Kirkland,WA 98033 425-827-7701 FAX 425-8275424
GRAIN SIZE ANALYSIS - MECHANICAL
Date Sampled Project Project No. Soil Description
12/6/2013 Whitman Court Townhomes KE130602A Gravel with sand trace silt
Tested By Location EB/EP No Depth
MS Onsite EP-1 9.5'
Wt.of moisture wet sample+Tare 424.15 Total Sample Tare _ 393.94 -
Wt.of moisture d Sam le+Tare 403:07 Total Sample wt +tare 1450,55 _ - '
Wt.of Tare 98.15 Total Sample Wt 1056.6
Wt.of moisture D Sam le 304.92 Total Sample Dry Wt 988.3
Moisture°/a 7%
S ecification R uirements
Sieve No. Diam. mm Wt. Retained % Retained % Passin Minimum Maximum
3 76.1 = 0.0 100.0 - -
2.5 64 0.0 100.0 -
2 50.8 0.0 100.0 - -
1.5 38.1 132.44 13.4 86.6 - -
1 25.4 175.94 17.8 82.2 - -
3/4 19 261.46 26.5 73.5
3/8 9.51 458.66 46.4 53.6
#4 4.76 61-7.45 62.5 37.5
#8 2.38 7Q7:26 ' 71.6 28.4
#10 2 725.86 73.4 26.6
#20 0.85 806.13 81.6 18.4
#40 0.42 892.64 90.3 9.7
#60 0.25 -:, 941.52 -- 95.3 4.7
#10Q 0.149 954.51 96.6 3.4
#200 0.074 961.94 97.3 2.7
#270 0.053 964 97.5 2.5
US STANDARD SIEVE NOS. �
3" 3/4" N0.4 N0.16 N0.40 N0.200
100
80
�
c 60
LLL
.-�
C
d
u
d 40 -
a
20 i
0
100 10 1 �.1 0.01
Gravel Sand Silt and Clay
Coarse Fine Coarse Medium Fine
Grain Size,mm
ASSOCIATFD EARTH SCIENCES, INC.
911 5th Ave.,Sulte 100 Kirkland,WA 98033 425-827-7701 FAX 425-827-5424
,�- _
`
APPENDIX C
Operations and Maintenance Manual
KING COUNTY, WASHINGTON, SURFACE ���ATER DESIGN MANUAL
APPENDIX A
MAINTENANCE REQUIREMENTS FOR FLOVV
CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 1 -DETENTION PONDS
Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When
Component Maintenance Is Performed
Generat Trash 8�Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site.
per 1,000 square feet(this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
_ Poisonous Vegetation Any poisonous or nuisance vegetation which may No danger of poisonous vegetation
or Noxious Weeds constitute a hazard to County personnel or the where County personnel or the
public. public might normally be.
Coordination with Seattle-King
County Health Department
Contaminants and Oil,gasoline,or other contaminants of one gallon No contaminants present other than
Pollution or more, or any amount found that could: a surface film. (Coordination with
1)cause damage to plant,animal, or marine life; Seattle/King County Health
2)constitute a fire hazard;or 3)be flushed Department)
downstream during rain storms.
Unmowed if facility is located in private residential area, When mowing is needed,
Grass/Ground Cover mowing is needed when grass exceeds 18 grass/ground cover should be
inches in height. In other areas,the general mowed to 2 inches in height.
policy is to make the pond site match adjacent Mowing of selected higher use areas
ground cover and terrain as long as there is no rather than the entire slope may be
interference with the function of the facility. acceptable for some situations.
Rodent Holes Any evidence of rodent holes if facility is acting Rodents destroyed and dam or bertn
as a dam or berm,or any evidence of water repaired. (Coordination with
piping through dam or berm via rodent holes or Seattle/King County Heaith
other causes. Department)
Insects When insects such as wasps and hornets Insects destroyed or removed from
interfere with maintenance activities. Mosquito site. Mosquito control: Swallow
complaints accompanied by presence of high nesting boxes or approved larvicide
mosquito larvae concentrations(aquatic phase). applied.
Tree Growth Tree growth threatens integrity of berms acting Trees do not hinder maintenance
as dams,does not allow maintenance access,or activities. Harvested trees should
interferes with maintenance activity(i.e.,slope be recycled into mulch or other
mowing,silt removal,vactoring,or equipment beneficial uses(e.g.,alders for
movements). If trees are a threat to berm firewood).
integrity or not interfering with access, leave
trees alone.
2005 Surface��1'ater Design Manua]—Appendix A 1:'�4�2005
A-]
APPENDIX A MAINTENANCE REQUIREMENTS FLOVI'CONTROL,CONVEYANCE,AND V4'Q FACILITIES
NO. 1 -DETENTION PONDS
Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When
Component Maintenance Is Performed
Side Slopes of Pond Erosion Eroded damage over 2 inches deep where cause Slopes should be stabilized by using
of damage is still present or where there is appropriate erosion control
potential for continued erosion. measure(s);e.g.,rock
reinforcement, planting of grass,
Any erosion observed on a compacted berm compaction.
embankment.
If erosion is occurring on compacted
berms a licensed civil engineer
should be consulted to resolve
source of erosion.
Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment cleaned out to designed
designed pond depth. pond shape and depth; pond
reseeded if necessary to control
erosion.
Liner Damage Liner is visible and has more than three Y.-inch Liner repaired or replaced.
(If Applicable) holes in it.
Pond Berms(Dikes) Settlement Any part of berm that has settled 4 inches lower Dike should be built back to the
than the design elevation. Settling can be an design elevation.
indication of more severe problems with the berm
or outlet works. A licensed civil engineer should
be consulted to determine the source of the
settlement.
Emergency Tree Growth Tree growth on emergency spillways create Trees should be removed. If root
Overflow/Spillway biockage problems and may cause failure of the system is small(base less than 4
and Berms over 4 berm due to uncontrolled overtopping. inches)the root system may be left
feet in height. in place. Othervvise the roots should
Tree growth on berms over 4 feet in height may be removed and the berm restored.
lead to piping through the berm which could lead A licensed civil engineer should be
to failure of the bertn. consulted for proper bertn/spillway
- restoration.
Emergency Rock Missing Only one layer of rock exists above native soil in Replace rocks to design standards.
Overflow/Spillway area five square feet or larger,or any exposure
of native soil at the top of out flow path of
spiliway. Rip-rap on inside slopes need not be
replaced.
1,24i2005 ?00� Suri�ace�'�'ater Dcsign:�4anual—Appendix.4
A-2
APPENDIX A MAIKTEN.ANCE REQU1REh9ENTS FOR FLOVI'CONTROL,CONVEl'ANCE,AND V4'Q FACILITIES
NO. 4-CONTROL STRUCTUREIFLOW RESTRICTOR
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Pertormed
General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed.
(Includes Sediment) orifice plate is less than 1.5 feet.
Structural Damage Structure is not securely attached to manhole Structure securely attached to wall
wall and outlet pipe structure should support at and outlet pipe.
least 1,000 Ibs of up or down pressure.
Structure is not in upright position(allow up to Structure in correct position.
10%from plumb).
Connections to outlet pipe are not watertight and Connections to outlet pipe are water
show signs of rust. tight;structure repaired or replaced
and works as designed.
Any holes—other than designed holes—in the Structure has no holes other than
structure. designed holes.
Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as
designed.
Gate cannot be moved up and down by one Gate moves up and down easily and
maintenance person. is watertight.
Chain/rod leading to gate is missing or damaged. Chain is in place and works as
designed.
Gate is rusted over 50%of its surface area. Gate is repaired or repfaced to meet
design standards.
Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and works as
missing,out of place,or bent orifice piate. designed.
Obstructions Any trash, debris, sediment,or vegetation Plate is free of all obstructions and
blocking the plate. works as designed.
O�erflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions and
potential of blocking)the overflow pipe. works as designed.
Manhole See"Detention Tanks See"Detention Tanks and Vaults"Table No.3 See"Detention Tanks and Vaults" �
and Vaults° Table No. 3
2005 Surface R'ater Design tilanual–Appendix A 1/24 �i�(i;
A-j
APPEND(a A MAINTENANCE REQUIREMENT5 FLOW CONTROL,CONVEYAI�CE,AND WQ FACILITIES
NO. 5-CATCH BASINS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is perfortned
General Trash&Debris Trash or debris of more than'/z cubic foot which No Trash or debris located
(Includes Sediment) is located immediately in front of the catch basin immediately in front of catch basin
opening or is biocking capacity of the basin by opening.
more than 10%.
Trash or debris(in the basin)that exceeds'/3 the No trash or debris in the catch
depth from the bottom of basin to invert the basin.
lowest pipe into or out of the basin.
Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of trash or
more than'/3 of its height. debris.
Dead animals or vegetation that could generate No dead animals or vegetation
odors that could cause complaints or dangerous present within the catch basin.
gases(e.g., methane).
Deposits of garbage exceeding 1 cubic foot in No condition present which would
volume. attract or support the breeding of
insects or rodents.
Structure Damage to Corner of frame extends more than'/.inch past Frame is even with curb.
Frame and/or Top curb face into the street(Ii applicable).
Slab
Top slab has holes larger than 2 square inches Top slab is free of holes and cracks.
or cracks wider than'/.inch(intent is to make
sure all material is running into basin).
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than'/.inch of the frame from
the top slab.
Cracks in Basin Cracks wider than'/2 inch and longer than 3 feet, Basin replaced or repaired to design
� Walls/Bottom any evidence of soil particles entering catch standards.
basin through cracks,or maintenance person
judges that structure is unsound.
Cracks wider than YZ inch and longer than 1 foot No cracks more than '/4 inch wide at
at the joint of any inleUoutlet pipe or any the joint of inleUoutlet pipe.
evidence of soil particles entering catch basin
through cracks.
SettlemenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to design
Misalignment more than 2 inches out of alignment. standards.
Fire Hazard Presence of chemicals such as natural gas,oil No flammable chemicals present.
and gasoline.
Vegetation Vegetation growing across and blocking more No vegetation blocking opening to
than 10%of the basin opening. basin.
Vegetation growing in inleUoutlet pipe joints that No vegetation or root growth
is more than 6 inches tall and less than 6 inches present.
apart.
Pollution Nonflammable chemicals of more than Yz cubic No pollution present other than
foot per three feet of basin length. surface film. '
Catch Basin Cover Cover Not in Place Cover is missing or only partially in place.Any Catch basin cover is closed
open catch basin requires maintenance.
Locking Mechanism Mechanism cannot be opened by on Mechanism opens with proper tools.
Not Working maintenance person with proper tools. Bolts into
frame have less than Y:inch of thread.
� Cover DifficuR to One maintenance person cannot remove lid after Cover can be removed by one
Remove applying 80 Ibs. of lift; intent is keep cover from maintenance person.
sealing off access to maintenance.
Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, Ladder meets design standards and
misalignment, rust, cracks,or sharp edges. allows maintenance person safe
access.
1i24i2005 2005 Surface Water Design Manual—Appendix A
A-6
APPEI�DIX A MAINTENANCE REQUIREMENTS FOR FLOR CONTROL,COl`VEYANCE,AND��1�Q FACILITIES
NO. 5-CATCH BASINS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is performed
Metal Grates Unsafe Grate Grate with opening wider than�/e inch. Grate opening meets design
(If Applicable) Opening standards.
Trash and Debris Trash and debris that is blocking more than 20% Grate free of trash and debris.
of grate surface.
Damaged or Missing. Grate missing or broken member(s)of the grate. Grate is in place and meets design
standards.
NO. 6-DEBRIS BARRIERS (E.G., TRASH RACKS)
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Perfortned.
General Trash and Debris Trash or debris that is plugging more than 20% Barrier clear to receive capacity
of the openings in the barrier. flow.
Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more
Bars. than'/+inch.
Bars are missing or entire barrier missing. Bars in place according to design.
Bars are loose and rust is causing 50% Repair or replace barrier to design
deterioration to any part of barrier. standards.
NO. 7- ENERGY DISSIPATERS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed. �
External:
Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks to design standards.
Rock area five square feet or larger,or any exposure
of native soil.
Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20%of the Pipe cleaned/flushed so that it
Sediment design depth. matches design.
Not Discharging Visual evidence of water discharging at Trench must be redesigned or
Water Properly concentrated points along trench(normal rebuilt to standards.
condition is a"sheet flovW'of water along trench).
Intent is to prevent erosion damage.
Perforations Plugged. Over Y�of perforations in pipe are plugged with Clean or replace perforated pipe.
debris and sediment.
Water Flows Out Top Maintenance person observes water flowing out Facility must be rebuilt or
of"Distributor"Catch during any storm less than the design storm or redesigned to standards.
Basin. its causing or appears likely to cause damage.
Receiving Area Over- Water in receiving area is causing or has No danger of landslides.
Saturated potential of causing landslide problems.
Internal:
Manhole/Chamber Wom or Damaged Structure dissipating flow deteriorates to Y:or Replace structure to design
Post. Baffles,Side of original size or any concentrated worn spot standards.
Chamber exceeding one square foot which would make
structure unsound.
2005 Surface N'ater Design Manual—Appendix A 1124�_'U05
A-7
APPENDIX A A9AINTEN.ANCE REQCIREMEN7�S FOR FLOVd CONTROL,CONVEYANCE.AT�D Vl'Q FACILITIES
NO. 10-CONVEYANCE PIPES AND DITCHES
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Pipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment and
diameter of the pipe. debris.
Vegetation Vegetation that reduces free movement of water All vegetation removed so water
through pipes. flows freely through pipes.
Damaged Protective coating is damaged; rust is causing Pipe repaired or replaced.
more than 50%deterioration to any part of pipe.
Any dent that decreases the cross section area Pipe repaired or replaced.
of pipe by more than 20%.
Open Ditches Trash 8 Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from
square feet of ditch and slopes. ditches.
Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all
design depth. sediment and debris so that it
matches design.
Vegetation Vegetation that reduces free movement of water Water flows freely through ditches.
through ddches.
Erosion Damage to See"Detention Ponds"Table No. 1 See"Detention Ponds"Table No. 1
Slopes
Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design standards.
Place or Missing(If the rock lining.
Applicable).
NO. 11 -GROUNDS (LANDSCAPING)
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
General Weeds Weeds growing in more than 20%of the Weeds present in less than 5%of
(Nonpoisonous, not landscaped area(trees and shrubs only). the landscaped area.
noxious)
Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation present in
vegetation. landscaped area.
Trash or Litter Paper,cans,bottles,totaiing more than 1 cubic Area clear of litter.
foot within a landscaped area(trees and shrubs
only)of 1,000 square feet.
Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5%
broken which affect more than 25%of the total of total foliage with split or broken
foliage of the tree or shrub. limbs.
Trees or shrubs that have been blown down or Tree or shrub in place free of injury.
knocked over.
Trees or shrubs which are not adequately Tree or shrub in place and
supported or are leaning over,causing exposure adequately supported; remove any
of the roots. dead or diseased trees.
2005 Surfac�W'ater Desien I�lanual—.Appendis ;1 I!24!200� �
:1-9
APPEI�DIX A h9AINTENANCE RbQU1REMEN'I�S FLOV4'CONTROL.CONVE�'ANCE,AND w`Q FACILITIES
NO. 12-ACCESS ROADS
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which could
square feet(i.e.;trash and debris would fill up damage tires.
one standards size garbage can).
Blocked Roadway Debris which could damage vehicle tires(glass Roadway free of debris which could
or metal). damage tires.
Any obstruction which reduces clearance above Roadway overhead clear to 14 feet
road surface to less than 14 feet. high.
Any obstruction restricting the access to a 10-to Obstruction removed to allow at
12-foot width for a distance of more than 12 feet least a 12-foot access.
or any point restricting access to less than a 10-
foot width.
Road Surface Settlement, Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth with
Mush Spots, Ruts depth and 6 square feet in area. In general, any no evidence of settlement,potholes,
surface defect which hinders or prevents mush spots, or ruts.
maintenance access.
Vegetation in Road Weeds growing in the road surface that are more Road surFace free of weeds taller
Surface than 6 inches tall and less than 6 inches tall and than 2 inches.
less than 6 inches apart within a 400-square foot
area.
Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal
Pavement petroleum hydrocarbons. in keeping with Health Department
recommendations for mildly
contaminated soils or catch basin
sediments.
Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and
Ditches inches wide and 6 inches deep. matching the surrounding road.
Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches in
hinder maintenance access. height or cleared in such a way as to
allow maintenance access.
1-2-1;�20115 200i Surface�'��ater Ue;ign Manu�l-;lppendia A
A-10
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL.CONVEYANCE,AND��'Q FACILITIES
NO. 24-CATCHBASIN INSERT
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Pertormed
Catch Basin Inspection Inspection of inedia insert is required. Effluent water from media insert is
free of oils and has no visible sheen.
Sediment When sediment forms a cap over the insert No sediment cap on the insert
Accurnulation media of the insert and/or unit. media and its unit.
Trash and Debris Trash and debris accumulates on insert unit Trash and debris removed from
Accumulation creating a blockage/restriction. insert unit. Runoff freely flows into
catch basin.
Media lnsert Water Saturated Catch basin insert is saturated with water,which Remove and replace media insert
no longer has the capacity to absorb.
Oil Saturated Media oil saturated due to petroleum spill that Remove and replace media insert.
drains into catch basin.
Service Life Exceeded Regular interval replacement due to typical Remove and replace media at
average life of inedia insert product. regular intervals,depending on
insert product.
1 i24/2005 2005 Surface Water Design:vtanual—Appendix A
A-20
APPENDIX D
Conveyance Analysis
StormShed3G Output
APPENDIX D
Conveyance Analysis
StormShed3G Output
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Appended on: Tuesday,November 25,2014 10:23:55 A�9
Layout Report: Whitman Court
Event Precip (in)
2 yr 24hr 2.50
25 yr 24 hr 3.40
;1 OO�yr ?4hr 3.90
Reach Records
Record Id: EX#03
Section Shape: Circular
Uniform Flow Method: Manning's �oefficient: 0.009
Routing Method: Travel Time Shift Contributing H��d
DnNode POND UpNode EX-CB #03
Material unspecified Size 18 in Diam
�
Ent Losses Groove End w/Headwall i
Length 35.00 ft Slope 0.54% �
Up Invert 378.19 ft Dn Invert 378.00 ft
Conduit Constraints
Min Vel 1VIax Vel Min Slope Max Slope Min Cover �
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across i17H 0.00 ft Ex/Infil Rate 0.00 in,'hr
Record Id: EX#04
Section Shape: I Circular
Uniform Flow Method: Manning's Coefficient: � 0.009
Routing Method: Travel Time Shift Contributing Hyd '
DnNode r- N-007 UpNode EX-CB #04 ,
Material unspecified Size 18 in Diam �I
Ent Losses Groove End w/I-Ieadwall
Length 84.00 ft Slope 1.01%
Up Invert 379.85 ft Dn Invert 379.00 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft j
Drop across MH 0.00 ft Eae/Infil Rate 0.00 in/hr
Record Id: EX#OS
jSection Shape: ; Circular
Uniform Flow Method: Manning's Coefficient: j 0.009
Routing Method: Travel Time Shift Contributing H,yd
DnNode EX-CB #04 UpNode EX-CB#OS
Material Closed Conduits, Concrete Pipe Size 12 in Diam
Ent Losses Groove End w/Headwall
i
Length 18.00 ft Slope 2.50% �
Up Invert 386.68 ft Dn Invert 386.23 ft ;
Conduit Constraints i���'
_;�
AZin Vel Max Vel Min Slope Max Slope Min Cover
�2.00 ft/s 15.00 ft/s 0.50% � 2.00% 3.00 ft
Drop across MH 0.00 fr EaJInfil Rate 0.00 in/hr !
Record Id: EX#06
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.009
Routing AZethod: Travel Time Shift Contributing H,yd
DnNode EX-CB #04 UpNode EX-CB #06
Material Closed Conduits, Concrete Pipe Size 12 in Diam �
Ent Losses Groove End«�/Headwall
Length 13.00 ft Slope 40.31%
Up Invert 385.05 ft Dn Invert 379.81 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.00 ft Ex/Infil Rate � 0.00 in/hr I
Record Id: EX#07
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.009
Routing Method: Travel Time Shift Contributing Hyd
DnNode EX-CB #04 UpNode EX-CB #07
Material unspecified Size 12 in Diam
IEnt Losses Groove End w/Headwall
;Length 116.00 ft Slope 0.91%
Up Invert 380.87 ft Dn Invert 379.81 ft
I�
Conduit Constraints
j Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr
Record Id: EX#08
Section Shape: Circular
�Uniform Flow Method: Manning's Coefficient: 0.009
iRouting Method: Travel Time Shift Contributing H��d
�DnNode EX-CB #07 UpNode EX-CB #08
jMaterial unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 20.00 ft Slope 5.95%
Up Invert 382.31 ft Dn Invert 381.12 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across AZH 0.00 ft E�e/Infil Rate 0.00 in/hr
Record Id: EX#09
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.009
Routing Method: Travel Time Shift Contributing Hyd
DnNode EX-CB #07 UpNode EX-CB #09
Material Closed Conduits, Concrete Pipe Size 12 in Diam
;Ent Losses Groove End «-!Head�all
Length 13.00 ft Slope 30.77%
Up Invert 387.09 ft Dn In��ert 383.09 ft
Conduit Constraints
Min Vel Max Vel Min Slope Ma� Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.00 ft Eac/Infil Rate 0.00 in/hr
Record Id: EX#10
Section Shape: Circular '
Uniform Flow Met6od: Manning's Coefficient: 0.009 �
—i
Routing Method: Travel Time Shift Contributing Hyd
DnNode EX-CB #07 UpNode EX-CB #10
Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 185.00 ft Slope 0.61%
Up Invert 382.61 ft Dn Invert 381.49 ft
Conduit Constraints
i
Min Vel Max�'el Min Slope Max Slope Min Cover ��,
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft i
Drop across ATH 0.00 ft E�Infil Rate 0.00 in/hr ;
Record Id: EX#11
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.009 �
Routing Method: Travel Time Shift Contributing Hyd �
DnNode EX-CB#10 UpNode EX-CB #11
Material Closed Conduits, Concrete Pipe Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 21.00 ft Slope 8.00%
Up Invert 384.01 ft Dn Invert 382.33 ft
Conduit Constraints
Min Vel Max Vel Min Slope � Max Slope Min Cover '�
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
�IDrop across MH � 0.00 ft Ex/Infil Rate , 0.00 irL'hr
Record ld: EX#12
Secdon Shape: Circular I
'Uniform Flow Method: Manning's Coefficient: 0.009
�Routing Method: Travel Time Shift Contributing Hyd (
iDnNode EX-CB #10 UpNode EX-CB#12
;1�laterial Closed Conduits, Concrete Pipe Size 12 in Diam
�Ent Losses Groove End w/Headwall
Length 14.00 ft Slope 9.29%
Up Invert 383.82 ft Dn Invert 382.52 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr
Record Id: P-001
Section Shape: Circular I
Uniform Flow Method: � Manning's Coefficient: 0.009
Routing Method: Travel Time Shift Contributing Hyd
DnNode EX-CB #03 UpNode N-001
Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 27.00 ft Slope 6.70%
Up lnvert 380.50 ft Dn Invert 378.69 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.00 ft E�Infil Rate 0.00 in/hr
Record Id: P-002 '��
Section Shape: Circular � ���
Uniform Flow Method: Manning's Coefficient: 0.009
Routing Method: Travel Time Shift Contributing Hyd
DnNode N-001 UpNode N-002
Material unspecified Size 12 in Diam I,
Ent Losses Groove End w/Headwall
Length 41.00 ft Slope 4.83%
Up Invert 382.48 ft Dn Invert 380.50 ft �
Conduit Constraints
�,,
Min Vel Max Vel Min Slope Max Slope Min Cover '
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft �
Drop across MH I 0.00 ft E�Infil Rate 0.00 in/hr
Record Id: P-003
Section Shape: I Circular
Uniform Flo«�Method: Manning's jCoefficient: � 0.009 �
Routing Method: Travel Time Shift Contributing H,yd
DnNode N-001 UpNode N-003
Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 54.00 ft Slope 1.72%
Up Invert 381.43 ft Dn Invert 380.50 ft
Conduit Constraints
AZin Vel Max Vel Min Slope Ma� Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.00 ft E�e/Infil Rate 0.00 in/lu-
Record Id: P-004
Section Shape: Circular �
�
I
Uniform Flow Method: Manning's Coefficient: 0.009
Routing Method: Travel Time Shift Contributing H,yd
DnNode N-003 UpNode N-004
Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 41.00 ft Slope O.S l°�o
Up Invert 381.64 ft Dn Invert 381.43 ft
Conduit Constraints
Min Vel bZax Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
,Drop across MH 0.00 fi ,Ex/Iafil Rate � 0.00 in,-1�r
Record Id: P-005
Section Shape: Circular
�Uniform Flow 111ethod: Manning's Coefticient: 0.009
Routing Method: Travel Time Shift Contributing Hyd
!DnNode N-003 UpNode N-005
';Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length � 214.00 ft Slope 1.70%
Up Invert 385.16 ft Dn Invert 381.52 ft
Conduit Constraints
, Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
,Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr
Record Id: P-007
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.009
Routing Method: Travel Time Shift Contributing Hyd ;
i
DnNode EX-CB #03 UpNode N-Oa7
Material unspecified Size 18 in Diam
Ent Losses Groove End w/Headwall
Length 67.00 ft Slope 0.91%
Up Invert 379.00 ft Dn Invert 378.39 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft �
Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr
Record Id: P-007A
Section Shape: Circular
Uniform Flow 111ethod: Manning's Coefficient: 0.009
Routing Method: Travel Time Shift Contributing Hyd
DnNode N-007 UpNode N-007A
A4aterial unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 28.00 ft Slope 2.79%
Up Invert 380.77 ft Dn Invert 379.99 ft
Conduit Constraints
Min Vel Max Vel 1�1in Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.00 ft E�Infil Rate 0.00 irv'hr ,
Record Id: P-008
r---
Section Shape: � Circular �
Uniform Flow Method: Manning's Coe�cient: � 0.009
Routing Method: Travel Time Shift Contributing Hyd
DnNode N-007A UpNode N-008
Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 100.00 ft Slope 1.53%
Up Invert 381.17 ft Dn Invert 379.64 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50°/u 2.00% 3.00 ft
Drop across MH �0.00 ft Ea►/Infil Rate 0.00 in/hr
Record Id: P-009
Section Shape: Circular
Uniform Flow Nlethod: Manning's Coefficient: 0.009 !
Routing Method: Travel Time Shift Contributing Hyd
DnNode N-018 UpNode N-009
Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 70.00 ft Slope 0.50%
Up Invert 384.48 ft Dn Invert 384.13 ft
Conduit Constraints �i
Min Vel � Max Vel Min Slope Max Slope Min Cover
2.00 ft/s � 15.00 ft/s 0.50% 2.00% 3.00 ft i
J!
Drop across 1�ZH 0.00 ft Ea�/Infil Rate 0.00 in/hr
Record Id: P-010
Section Shape: I Circular
Uniform Flow Method: Manning's jCoefficient: � 0.009
Routing Method: � Travel Time Shift Contributing Hyd
DnNode EX-CB #08 UpNode N-010 !
I
Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length , 35.00 ft Slope 0.60%
Up Invert 382.52 ft Dn Invert 382.31 ft
Conduit Constraints
Min Vel � Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across A'IH 0.00 ft Ex/Infil Rate 0.00 in/hr
Record Id: P-011
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.009 j
Routing 117ethod: Travel Time Shift Contributing Hyd
DnNode N-010 UpNode N-011
�Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 58.00 ft Slope r 0.62%
Up Invert � 382.88 ft Dn Invert ; 382.52 ft
�
Conduit Constraints
Min Vel Max`'el Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across AZH � 0.00 ft Ex/Infil Rate 0.00 in�hr
Record Id: P-012
Section Shape: Circular
iUniform Flow Method: Manning's Coefficient: 0.009
I,Routing Method: Travel Time Shift Contributing Hyd
jDnNode N-011 UpNode N-012
;Material � unspecified Size 12 in Diam
;Ent Losses i Groove End w/Headwall
Length 63.00 ft Slope 0.60%
Up Invert 38326 ft Dn Invert 382.88 ft
Conduit Constraints
� Min Vel Max`'el Min Slope Max Slope 117in Cover
�
2.00 ft/s 15.00 fr/s 0.50% 2.00% 3.00 ft
�Drop across MH 0.00 ft E�Infil Rate 0.00 in/hr
Record Id: P-Ol3
�Section Shape: Circular
Uniform Flow Met6od: Manning's Coefficient: 0.009
Routing Method: Travel Time Shift Contributing Hyd
DnNode N-012 UpNode N-013
Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 35.00 ft Slope 0.54%
Up Invert 383.45 fr Dn Invert 383.26 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
�.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr
Record Id: P-014
Secdon Shape: � Circular '
Uniform Flov►�Method: Manning's 'Coefficient: 0.009
Routing Method: Travel Time Shift Contributing H,yd
DnNode N-012 UpNode N-014
111aterial unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 28.00 ft Slope 0.64%
Up Invert 383.44 ft Dn Invert 383.26 ft
Conduit Constraints
RZin Vel Max Vel Min Slope Max Slope AZin Cover
2.00 ft/s 15.00 ft/s 0.50°/u 2.00% 3.00 ft
Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr
Record Id: P-015
Section Shape: � Circular i
�— ---- --
Uniform Flow Method: Manning's �Coefficient: ; 0.009
Routing Method: Travel Time Shift Contributing H�d
DnNode N-014 UpNode N-015
�
Material unspecified Size 12 in Diam !
Ent Losses Groove End w/Headwall
Length 16.00 ft Slope 0.50% II
Up Invert 383.52 ft Dn Invert 383.44 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft �
Drop across MH � 0.00 ft Eu/Infil Rate 0.00 in/hr
Record Id: P-016
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: � 0.009
Routing Method: Travel Time Shift Contributing Hyd
DnNode N-015 UpNode N-O]6
Material � unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 40.00 ft Slope 0.50°/a
Up Invert 383.72 ft Dn Invert 383.52 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
� 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
i
Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr
Record Id: P-017
Section Shape: Circular
�
Uniform Flow Method: Manning's Coefficient: j 0.009
Routing Method: Travel Time Shift Contributing Hyd
DnNode N-016 UpNode N-017
Material unspecified Size 12 in Diam
jEnt Losses Groove End w/Headwall
Length 41.00 ft Slope 0.49°/a ,
iUp In��ert 383.92 ft Dn Invert 383.72 ft
Conduit Constraints
i Min Vel Max Vel A'Iin Slope Max Slope Min Cover '
; 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft �
i
Drop across MH 0.00 ft Ex/Infil Rate 0.00 in,�hr �I
Record Id: P-018
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.009
Routing 1Vlethod: Travel Time Shift Contributing Hyd
DnNode N-017 UpNode N-018 I
�
Material unspecified Size 12 in Diam I
Ent Losses Groove End w/Headwall ��
Length 42.00 ft Slope 0.50%
Up Invert 384.13 ft Dn Invert 383.92 ft
Conduit Constraints
� Min Vel Max Vel Min Slope Mau Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% �-3.00 ft
Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr
Record Id: P-019
Section Shape: ; Circular �
Uniform Flow Method: Manning's �Coefficient: j 0.009 ,
Routing Method: Travel Time Shift Contributing Hyd
DnNode N-018 UpNode N-019 I
Material unspecified Size 12 in Diam �
�
Ent Losses Groove End��/Headwall
Length 37.00 ft Slope 0.50%
Up Invert 384.32 ft Dn Invert 384.135 ft
Conduit Constraints �
Min Vel Max Vel Min Slope Max Slope Min Cover i
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.00 ft E�Infil Rate 0.00 in/hr
Record Id: P-020
Section Shape: Circular I
Uniform Flow Method: Manning's Coefficient: 0.009 I
Routing Method: Travel Time Shift Contributing Hyd '
DnNode N-009 UpNode N-020 '
Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 47.00 ft Slope 0.49%
Up Invert 384.71 ft Dn Invert 384.48 ft
Conduit Constraints �
Min Vel Max�'el Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% � 2.00% 3.00 ft I
�Drop across MH � 0.00 ft ,Ex/Infil Rate � 0.00 in.!hr ,
Record Id: P-021
Section Shape: Circular I
Uniform Flow Method: Manning's Coefficient: 0.009
Routing Method: Travel Time Shift Contributing Hyd
DnNode N-020 UpNode N-021
Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 76.00 ft Slope 0.50%
Up lovert 385.09 ft iDn In��ert 384.71 ft
Conduit Constraints
Min Vel Max Vel Min Slope 111ax Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr
Record Id: P-022 !
Section Shape: Circular I
Uniform Flo�r� Method: �Manning's Coefficient: 0.009
Routing Method: Travel Time Shift Contributing Hyd
DnNode N-011 UpNode N-022
Material unspecified Size 12 in Diam
Ent Losses Groove End w/Headwall
Length 93.00 ft Slope 0.51%
Up Invert 383.35 ft Dn Invert 382.88 ft
Conduit Constraints
i Min Vel Max Vel Min Slope 11'Iax Slope Min Cover
j 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across 11'IH 0.00 ft Ex/Infil Rate 0.00 in/hr
Node Records
Record Id: EX-CB #03
Descrip: Prototype Record Increment 0.10 ft �i
Start El. 376.37 ft Max El. 386.54 ft
Void Ratio 100.00 ��
Condition Existing Structure Type CB-TYPE 2-48 �
Ent Ke Groove End w/Headwall(ke=0Z0) Channelization No Special Shape
Catch 0.00 ft Bottom Area 12.5664 sf
MH/CB Type Node
Record Id: EX-CB #04
Descrip: Prototype Record Increment 0.10 ft
Start El. 379.73 ft Max El. 389.87 ft
Void Ratio 100.00 �
Condition Existing Structure Type CB-TYPE 2-48
Ent Ke Groove End v��/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 12.5664 sf
MH/CB Type Node
Record Id: EX-CB #05
Descrip: Prototype Record Increment 0.10 ft
Start El. 386.68 ft Max El. 389.69 ft �
Void Ratio 100.00 ��
�
Condition �Proposed Structure Type CB-T'YPE 1 �
I
Ent Ke Groove End`y�'Headwall(ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: EX-CB #06
Descrip: Prototype Record Increment 0.10 ft I
Start El. 385.05 ft Max El. 389.69 ft �
Void Ratio 100.00 I
Condition Proposed Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH CB T}pe'��de I
Record Id: EX-CB #07
Descrip: Prototype Record Increment 0.10 ft
Start El. 380.87 ft Max El. 392.74 ft
Void Ratio 100.00 r
Condition Existing Structure Type CB-TYPE 2-48
Ent Ke Groove End w/Headwall(ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 12.5664 sf
MH/CB Type Node
Record Id: EX-CB #08
iDescrip: �Prototype Record �Increment 0.10 ft
;Sta E— 382.04 ft Max El. 392.99 ft I
�Vo�d ia oR 100.00 �
�,Condition Existing Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20} Channelization No Special Shape
�Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: EX-CB #09
Descrip: Prototype Record Increment 0.10 ft
Start El. 387.09 ft Max El. 392.48 ft
Void Ratio 100.00 ( !,
Condition Existing Structure Type CB-TYPE 1 I
Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: EX-CB #10
Descrip: Prototype Record I�icrement 0.10 ft �
Start El. 382.33 ft Max El. 389.24 ft �
Void Ratio 100.00 �!
Condition Existing Structure Type CB-TYPE 2-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 12.5664 sf
MH/CB Type Node I
Record Id: EX-CB #11
Descrip: Prototype Record Increment 0.10 ft
Start El. 384.01 ft Max El. 389.08 ft
Void Ratio 100.00 �
Condition Existing Structure Type CB-TYPE 1
Ent Ke Groo��e End���/Head�vall (ke=o.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: EX-CB #12
Descrip: Prototype Record Increment 0.10 ft
Start El. 383.82 fi Max El. 389.04 ft
Void Ratio 100.00 �
Condition Existing Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: N-001
Descrip: Prototype Record Increment 0.10 ft
Start El. 380.50 ft Max El. 386.75 ft
Void Ratio 100.00 �
Condition Proposed Structure Type CB-TYPE 2-48
Ent Ke Groove End w/Headwall (ke=020) Channelization No Special Shape
Catch 0.00 ft Bottom Area 12.5664 sf
MHICB Type Node
Record Id: N-002
Descrip: Prototype Record Increment 0.10 ft
Start El. 382.48 fr Max El. 386.31 ft
Void Ratio 100.00 � �
Condition Proposed Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall(ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: N-003
Descrip: Prototype Record Increment �10 ft
Start El. 381.43 ft Max EL r387.29 ft
Void Ratio 100.00 (
Condition Proposed Structure Type CB-TYPE 2-48
Ent Ke Groove End w/Headwall (ke=020) Channelization No Special Shape
Catch 0.00 ft Bottom Area 12.5664 sf
MH/CB Type Node
Record Id: N-004
Descrip: Prototype Record Increment 0.10 ft
Start El. 381.64 ft Max El. 387.70 ft
Void Ratio 100.00 �
Condition Proposed Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: N-005
jDes nc p �Prototype Record Increment �0.10 ft ''
Start El. 385.16 ft Max El. 396.35 ft
Void Ratio 100.00 �
Condition Proposed Structure Type CB-TYPE 2-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 12.5664 sf
MH/CB Type Node
-__-'__ I
Record Id: N-007
Descrip: Prototype Record Increment 0.10 ft
Start El. 379.00 ft Max El. 387.53 ft
Void Ratio 100.00 ��
Condition Proposed Structure Type CB-TYPE 2-48
Ent Ke Groove End w/Head«�all (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 12.5664 sf
MH/CB Type Node
Record Id: N-007A
Descrip: IPrototype Record Increment 0.10 ft �
Start El. 379.64 ft Max El. 387.70 ft
Void Ratio 100.00 �i
Condition Proposed Structure Type CB-TYPE 2-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape i
Catch 0.00 ft Bottom Area 12.5664 sf
MH�CB T}��pe Node
Record Id: N-008
Descrip: Prototype Record �crement 0.10 ft ;
Start El. 381.17 ft Max El. 386.17 ft
Void Ratio 100.00 �
Condition Proposed Structure Type CB-TYPE 1 I
Ent Ke Groove End w/Head���all (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf �
MH/CB Type Node �
Record Id: N-009
Descrip: jPrototype Record Increment �0.10 ft
Start El. 384.48 ft Max El. 387.81 ft ,
Void Ratio 100.00 �
Condition Proposed Structure Type �CB-TYPE 1 �
Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: N-010
Descnp: �Prototype Record �lncrement 0.10 fl '
Start El. 382.52 ft Max El. 392.10 ft �
Void Ratio 100.00 � �I
�Condition Proposed Structure Type CB-TYPE 2-48
F,nt Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 12.5664 sf
MH/CB Type Node I
Record Id: N-011
Descrip: Prototype Record Increment 0.10 ft
Start El. 382.88 ft Max El. 388.35 ft
Void Ratio 100.00 � I
,Con� dition Proposed Structure Type CB-TYPE 2-48 ,
�
�,Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 12.5664 sf
MH/CB Type Node
Record Id: N-012
Descrip: Prototype Record Increment 0.10 ft
�Start El. 383.26 ft Max El. 387.73 ft
IVoid Ratio 100.00 �
Con o Proposed Structure Type CB-TYPE 1
�Entr Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
�MH/CB Type Node
Record Id: N-013
Descrip: Prototype Record Increment 0.10 ft
Start El. 383.45 ft Max El. 387.95 ft
Void Ratio 100.00 �
Condition Proposed Structure Type CB-TYPE 1
Ent Ke Groo��e End w/Headwall(ke=020) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: N-014
Descrip: Prototype Record Increment 0.10 ft
Start El. 383.44 ft Max El. 388.56 ft
Void Ratio 100.00 �
Condition Proposed Structure Type CB-TYPE 1
Ent Ke Groove End wlHeadwall(ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf �
MH/CB Type Node � ,
Record Id: N-015
Descrip: Prototype Record Increment 0.10 ft
Start El. 383.52 ft Max El. 388.43 ft
Void Ratio 100.00 (
Condition Proposed Structure Type CB-TYPE 1
Ent Ke Groove End w/Head«�all (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: N-016
Descrip: Prototype Record Increment �0_.10 ft i
Start El. 383.72 ft Max El. 388.05 ft ;
Void Ratio 100.00 (
Condition Proposed Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall(ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
�-- — — — —
iI�7H%CB Type Node '
Record Id: N-017
Descrip: Prototype Record rIncrement �0.10 ft '�,
Start El. 383.92 ft Max El. 387.64 ft I
Void Ratio 100.00 ,��
Condition Proposed Structure Type CB-TYPE 1 �
Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape �
Catch 0.00 ft Bottom Area 3.97 sf '
MH/CB Type Node
Record Id: N-018
jDescrip: Prototype Record jlncrement �0.10 ft
Start El. 384.13 ft Max El. 387.62 ft ,
Void Ratio 100.00 �';
Condition Proposed Structure Type CB-TYPE 1 '
Ent Ke Groove End���/Headwall (ke=0.20) Channelization No Special Shape '�
Catch 0.00 ft Bottom Area 3.97 sf '
MH'CB Type Node '
Record Id: N-019
Descrip: Prototype Record �Increment 0.10 ft
Start El. 38432 ft Max El. 387.20 ft
Void Ratio 100.00 �'
Condition Proposed Structure Type CB-TYPE 1 I
Ent Ke Groove End w/Headv��all (ke=0.20} Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: N-020
Descrip: Prototype Kecord jI�lcrement �0.10 ft '
Sta��3R4.71 ft ��7a� EI. 387.17 ft �
� Void Ratio 100.00 (
Condition Proposed Structure Type CB-T'YPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape 'i
Catch 0.00 ft Bottom Area 3.97 sf I
MH/CB Type Node j
Record Id: N-021
Descrip: ;P�ype Record Increment �0.10 ft
Start El. 385.09 ft Max El. 38731 ft
Void Ratio 100.00 �''
Condition Proposed Structure Type CB-TYPE 1 �
Ent Ke Groove End w/Headwall (ke=020) Channelization No Special Shape ;
Catch 0.00 ft Bottom Area 3.97 sf i�
MH'CB Type I�rode
Record Id: N-022
� -
Descrip: Prototype Record (Increment �0.10 ft
�Sta El 38335 ft Max El. 387.22 ft
Void Ratio 100.00 (
Condition Proposed Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape
Catch 0.00 ft Bottom Area 3.97 sf
MH/CB Type Node
Record Id: POND
r—;
�Descrip: Prototype Recard Increment�0.10 ft �
Start El. 374.00 ft Max El. ftg5.00
Void Ratio 100.00 ��—��
Dummy Type Node
� Contributing Drainage Areas
Record Id: B ex-OS
SeattleRecord Id: B ex-06
Design Method Rational IDF Table:
SeattleRecord Id: B ex-11
Design Method Rational IDF Table:
� SeattteRecord Id: B ex-12
Design Method � Rational � IDF Table:
SeattleRecord Id: B-001
Design Method Rational IDF Table:
SeattleRecord Id: B-002
; Design Method Rational IDF Table:
I SeattleRecord Id: B-003
' Design Method Rational � IDF Table:
SeattleRecord Id: B-004
Design Method i Rational IDF Table:
SeattleRecord Id: B-005
Design Method Rational IDF Table: �,
SeattleRecord Id: B-007A �I
Design Method Rational IDF Table:
SeattleRecord Id: B-008
Design Method Rational IDF Table:
SeattleRecord Id: B-009
Design Method Rational IDF Table:
SeattleRecord Id: B-010
Design Method Rational IDF Table:
i
SeattleRecord Id: B-011
Design Method Rational IDF Table:
SeattleRecord Id: B-012
Design Method Rational IDF Table:
SeattleRecord Id: B-013
Design Method Rational IDF Table:
SeattleRecord Id: B-014
Design Method Rational IDF Table:
SeattleRecord Id: B-016
Design Method Rational IDF Table:
SeattleRecord Id: B-018
Design Method Rational IDF Table:
SeattleRecord Id: B-019
Design Method Rational IDF Table:
�
SeattleRecord Id: B-020
; Design A'Iethod Rational IDF Table:
�
i
SeattleRecord Id: B-021
Design Method Rational IDF Ta61e:
SeattleRecord Id: B-022
Design Method Rational IDF Table:
SeattleRecord Id: B-ex-09
Design Method Rational IDF Table:
SeattleRecord Id: B-ex-10
Design Method Rational IDF Table:
SeattleRecord Id: B-ex-3
Design Method Rational IDF Table:
SeattleRecord Id: B-ex-4
Design Method Rational IDF Table:
Seattle
Design Method Rational IDF Table:
i
Licensed to: Engenious Systems, Inc.
, i
Appended on:Tuesday,November 25,2014 3026:22 AM
ROUTEHYD []THRU [Whitman Court] USING [25 yr]AND [Seattle] NOTZERO RELATIVE RATIONAL
Rational Method analysis
Reach ID Area(ac) TC�min) i(in/hr) Flow(cfs) ��SQ Full ratio nDftp�th Size nVel(ft/s) fVel(ft/s) CArea
P-005 0.24 6.3 2.5549 0.3858 6.7298 0.0573 0.1625 12 in Diam 4.6521 8.5686 B-005
P-004 0.33 6.3 2.5549 0.5761 3.693 0.156 0.2667 12 in Diam 3.4252 4.7021 B-004
P-003 0.59 7.0667 2.4016 0.9474 6.7718 0.1399 0.2525 12 in Diam 6.086 8.6221 B-003
P-OD2 0.3 63 2.5549 0.5404 11.3397 0.0477 0.1483 12 in Diam 7.4332 14.4382 B-002
P-001 0.98 7.2146 23749 1.6161 13.3567 0.121 0.2352 12 in Diam 11.4747 17.0062 B-001
EX#12 0 0 D 0 15.7242 0 0 12 in Diam NaN 20.0206 B ex-12
EX#il 0 0 0 0 14.595 0 0 12 in Diam NaN 18.583 B ex-il
EX#10 0.2 6.3 2.5549 0.3935 4.0302 0.0976 0.211 12 in Diam 3.2588 5.1314 B-ex-10
P-022 0.17 6.3 2.5549 0.3079 3.6684 0.0839 0.1956 12 in Diam 2.8421 4.6708 B-022
P-021 0.14 6.3 2.5549 0.2057 3.6488 0.0564 0.1612 12 in Diam 2.5091 4.6457 B-021
P-020 0.18 6.8048 2.4509 0.2696 3.6121 0.0746 0.1847 12 in Diam 2.7028 4.5991 B-020
P-009 0.3 7.0947 2.3964 0.4913 3.6488 0.1346 0.2478 12 in Diam 3.2401 4.6457 B-009
P-019 0.2 6.3 2.5549 0.3602 3.6488 0.0987 0.2121 12 in Diam 2.9622 4.6457 B-019
P-018 0.69 7.4547 2.3333 1.1305 3.6488 0.3098 0.3816 12 in Diam 4.1041 4.6457 B-018
P-017 0.69 7.6253 2.3051 1.1168 3.604 0.3099 0.3817 12 in Diam 4.054 4.5887
P-016 0.8 7.7938 2.2781 1.2552 3.6488 0.344 0.4044 12 in Diam 4.2159 4.6457 B-016
P-015 0.8 7.952 2.2535 1.2417 3.6488 0.3403 0.4021 12 in Diam 4.2025 4.6457
P-014 0.9 8.0154 2.2439 1.3946 4.1374 0.3371 0.4001 12 in Diam 4.7518 5.268 B-014
P-013 0.36 6.3 2.5549 0.6285 3.8021 0.1653 0.2747 12 in Diam 3.5863 4.8409 B-013
P-012 1.33 8.1136 2.2292 2.0453 4.0077 0.5103 0.5063 12 in Diam 5.1263 5.1027 B-012
P-011 1.5 8.3185 2.1995 2.283 4.0654 0.5616 0.5362 12 in Diam 5.3234 5.1762 B-011
P-010 1.55 8.5001 2.174 2.3403 3.997 0.5855 0.55 12 in Diam 5.2875 5.0892 B-010
EX#08 1.55 8.6104 2.1589 2.3241 12.5869 0.1846 0.2912 12 in Diam 12.2258 16.0261
EX#09 0 0 0 0 28.6232 0 0 12 in Diam NaN 36.4442 B-ex-09
EX#07 1.75 8.6376 2.1553 2.6521 4.9224 0.5388 0.523 12 in Diam 6.38 6.2675
EX#05 0 0 0 0 8.1589 0 0 12 in Diam NaN 10.3882 B ex-05
EX#06 0 D 0 0 32.7608 0 0 12 in Diam NaN 41.7123 B ex-06
EX#04 1.87 8.9407 2.1156 2.8042 15.304 0.1832 0.435 18 in Diam 6.5917 8.6603 B-ex-4
P-008 0.12 63 2.5549 0.1099 6.3827 0.0172 0.0913 12 in Diam 3.0739 8.1267 B-008
P-007A 0.27 6.8422 2.4437 0.3397 8.6125 0.0394 0.1355 12 in Diam 5.3289 10.9657 B-007A
P-007 2.14 9.1531 2.089 3.0593 14.5162 0.2108 0.4676 18 in Diam 6.5067 8.2145
EX#03 3.24 9.3247 2.D682 4.6327 11.2098 0.4133 0.6722 18 in Diam 6.0394 6.3434 B-ex-3
HGL Analysis
From To Node HG EI ft A Junct Loss Adjusted
Node � � PP(ft) Bend�ft) (ft) HG EI(ft) Max EI(ft)
380
EX-CB#03 POND 380.1605 0.0465 0.0331 0.0163 380.1633 386.54
N-001 EX-CB#03 381.2562 ------ 0.1324 0.2131 381.6017 386.75
N-003 N-001 381.9943 ------ 0.0025 0.0762 382.073 387.29
N-005 N-003 385.5011 ------ ------ ------ 385.5011 396.35
N-004 N-003 382.2744 ------ ------ ------ 382.2744 387.7
N-002 N-001 382.8748 ------ ------ ------ 382.8748 386.31
N-007 EX-CB#03 380.2462 0.6747 0.0198 0.0651 379.6564 387.53
EX-CB#04 N-007 380.7381 ------ 0.�097 ------ 380.7478 389.87
EX-CB#07 EX-CB#04 381.9711 ------ 3.2072 0.3054 385.4836 392.74
EX-CB#10 EX-CB#t07 385.4906 ------ ------ ------ 385.4906 389.24
EX-CB#12 EX-CB#10 0 ------ ------ ------ 0 389.04
EX-CB#11 EX-CB it10 0 ------ ------ ------ 0 389.08
EX-CB#08 EX-CB�t07 385.6874 0.1379 0.1913 ------ 385.7408 392.99
N-010 EX-CB#OS 385.9782 0.1312 0.1912 ------ 386.0382 392.1
N-011 N-010 386.3092 0.1053 0.129 0.0124 3863453 388.35
N-022 N-011 386.3514 ------ ------ ------ 386.3514 387.22
N-012 N-011 386.5706 0.049 0.055 0.0151 386.5918 387.73
N-014 N-012 386.6709 0.0388 0.0006 ------ 386.6327 388.56
N-015 N-014 386.6886 0.0397 0.0073 ------ 386.6562 388.43
N-Olb N-015 386.7275 0.0314 0.0029 ------ 386.699 388.05
N-017 N-016 386.7558 0.0322 0.0065 ------ 386.7302 387.64
N-018 N-017 386.7889 0.0061 0.0006 0.0027 386.7861 387.62
N-009 N-018 386.7998 0.0018 0.0001 ------ 386.798 387.81
N-020 N-009 386.8012 0.0011 0.0012 ------ 386.8013 387.17
N-021 N-020 386.8038 ------ ------ ------ 386.8038 387.31
N-019 N-018 386.7919 ------ ------ ------ 386.7919 387.2
N-013 N-012 386.6089 ------ ------ ------ 386.6089 387.95
EX-CB#09 EX-CB#07 0 ------ ------ ------ 0 392.48
EX-CB#05 EX-CB#04 0 ------ ------ ------ 0 389.69
EX-CB#06 EX-CB#04 0 ------ ------ ------ 0 389.69
No approach losses at node N-008 because inverts and/or crowns are offset.
N-007A N-007 381.0828 ------ 0 ------ 381.0828 387.7
N-008 N-007A 381.3442 ----- ------ ----- 381.3442 386.17
Conduit Notes
Reach HW HW/D Q��5) TW Depth �(ft) Dn(ft) Comment
Depth(ft) ratio (ft)
EX#03 2.1605 1.4403 4.63 2 0.827 0.6722 Outlet Control
P-001 0.7562 0,7562 1.62 1.4733 0.54 0.2352 SuperCrit flow,Inlet end controls
P-003 0.5643 0.5643 0.95 1.1017 0.4084 0.2525 SuperCrit flow,Inlet end controls
P-005 0.3411 0.3411 0.39 0.553 0.2566 0.1625 SuperCrit flow,Inlet end controls
P-004 0.6344 0.6344 0.58 0.643 0.3154 0.2667 Outlet Control M1 Backwater
P-002 0.3948 0.3948 0.54 1.1017 0.3052 0.1483 SuperCrit flow,Inlet end controls
P-007 1.8562 1.2375 3.06 1.7733 0.6653 0.4676 Outlet Control
EX#04 0.8881 0.5921 2.8 0.6564 0.6358 0.435 SuperCrit flow,Inlet end controls
EX#i07 1.1011 1.1011 2.65 0.9378 0.6984 0.523 SuperCrit flow,Inlet end controls
EX#10 4.0091 4.0091 0.39 3.9936 0.2593 0.211 Outlet Control
EX#08 4.5674 4.5674 2.32 4.3636 0.6524 0.2912 Outlet Control
P-010 3.6682 3.6682 2.34 3.4308 0.6548 0.55 Outlet Control
P-011 3.7892 3.7892 2.28 3.5182 0.6465 0.5362 Outlet Control
P-022 3.4715 3.4715 0.31 3.4653 0.2286 0.1956 Outlet Control
P-012 3.6906 3.6906 2.05 3.4653 0.613 0.5063 Outlet Control
P-014 3.411 3.411 1.39 3.3318 0.4999 0.4001 Outlet Control
P-015 3.2486 3.2486 1.24 3.1927 0.4702 0.4021 Outlet Control
P-016 3.2075 3.2075 1.26 3.1362 0.4729 0.4044 Outlet Control
P-017 3.0358 3.0358 1.12 2.979 0.4449 0.3817 Outlet Control
P-018 2.8689 2.8689 1.13 2.8102 0.4478 0.3816 Outlet Control
P-009 2.6698 2.6698 0.49 2.6561 0.2906 0.2478 Outlet Control
P-020 2.3215 2.3215 0.27 2.318 0.2135 0.1847 Outlet Control
P-021 2.0938 2.0938 0.21 2.0913 0.186 0.1612 Qutlet Control
P-019 2.6569 2.6569 0.36 2.6511 0.2477 0.2121 Outiet Controi
P-013 3.3489 3.3489 0.63 3.3318 0.3301 0.2747 Qutlet Control
P-007A 0.3128 0.3128 0.34 0.2403 0.2403 0.1355 SuperCrit flow,Inlet end controls
P-008 0.1742 0.174Z 0.11 1.4428 0.1338 0.0913 SuperCrit flow,Inlet end controls
Engenious Systems,Inc.
Engenious Systems,Inc.
Appended on:Tuesday,November 25,2014 10:29:05 AM
ROUTEHYD []THRU [Whitman Court] USING [100 yr] AND [Seattle) NOTZERO RELATIVE RATIONAL
Rational Method analysis
Reach ID Area(ac) TC(min) i(in/hr) Flow(cfs) ��fSQ Full ratio �`ftjth Size nVel(ft/s) fVel(ft/s) CArea
P-005 0.24 6.3 3.209 0.4846 6.7298 0.072 0.1816 12 in Diam 4.9752 8.5686 B-005
P-OQ4 0.33 6.3 3.209 0.7236 3.693 0.1959 0.3002 12 in Diam 3.6485 4.7021 B-004
P-003 0.59 7.0169 3.0259 1.1937 6.7718 0.1763 0.2838 12 in Diam 6.5062 8.6221 B-003
P-002 03 6.3 3.209 0.6787 113397 0.0599 0.1659 12 in Diam 7.9414 14.4382 B-002
P-001 0.98 7.1552 2.9939 2.0374 13.3567 0.1525 0.2635 12 in Diam 12.3246 17.0062 B-001
EX#12 0 0 0 0 15.7242 0 0 12 in Diam NaN 20.0206 B ex-12
EX#11 0 0 0 0 14.595 0 0 12 in Diam NaN 18.583 B ex-11
EX#10 0.2 6.3 3.209 0.4942 4.0302 0.1226 0.2366 12 in Diam 3.4785 5.1314 B-ex-10
P-022 0.17 6.3 3.209 0.3867 3.6684 0.1054 0.2186 12 in Diam 3.0457 4.6708 B-022
P-021 0.14 6.3 3.209 0.2583 3.6488 0.0708 0.1802 12 in Diam 2.6818 4.6457 B-021
P-020 0.18 6.7723 3.085 0.3394 3.6121 0.0939 0.2071 12 in Diam 2.8875 4.5991 B-020
P-009 0.3 7.0436 3.0197 0.619 3.6488 0.1697 0.2782 12 in Diam 3.4707 4.6457 B-009
P-019 0.2 6.3 3.209 0.4525 3.6488 0.124 0.2379 12 in Diam 3.1615 4.6457 B-019
P-018 0.69 7.3798 2.9439 1.4263 3.6488 0.3909 0.4346 12 in Diam 4.3558 4.6457 B-018
P-017 0.69 7.5405 2.9096 1.4097 3.604 0.3911 0.4347 12 in Diam 4.3029 4.5887
P-016 0.8 7.6993 2.8767 1.5851 3.6488 0.4344 0.4611 12 in Diam 4.4792 4.6457 B-016
P-015 0.8 7.8481 2.8468 1.5686 3.6488 0.4299 0.4584 12 in Diam 4.4672 4.6457
P-014 0.9 7.9078 2.8351 1.762 4.1374 0.4259 0.4559 12 in Diam 5.0541 5.�68 B-014
P-013 0.36 6.3 3.209 �.7894 3.8021 0.2076 0.3�93 12 in Diam 3.8188 4.8409 B-013
P-012 1.33 8.0001 2.8172 2.5848 4.0077 0.645 0.5843 12 in Diam 5.4234 5.1027 B-012
P-011 1.5 8.1937 2.78Q7 2.8864 4.0654 0.71 0.6226 12 in Diam 5.6146 5.1762 B-011
P-010 1.55 8.3659 2.7494 2.9597 3.997 0.7405 0.6411 12 in Diam 5.5647 5.0892 B-010
EX#08 1.55 8.4707 2.7308 2.9397 12.5869 0.2336 0.3283 12 in Diam 13.1009 16.0261
EX#09 0 0 0 0 28.6232 0 0 12 in Diam NaN 36.4442 B-ex-09
EX#07 1.75 8.4962 2.7263 3.3548 4.9224 0.6815 0.606 12 in Diam 6.7383 6.2675
EX#05 0 0 0 0 8.1589 0 0 12 in Diam NaN 10.3882 B ex-05
EX#06 0 0 0 0 32.7608 0 0 12 in Diam NaN 41.7123 B ex-06
EX#04 1.87 8.7831 2.6774 3.5489 15.304 0.2319 0.4907 18 in Diam 7.0625 8.6603 B-ex-4
P-008 0.12 63 3.209 0.138 6.3827 0.0216 0.1017 12 in Diam 3.2932 8.1267 B-008
P-007A 0.27 6.8061 3.0767 0.4277 8.6125 0.0497 0.1513 12 in Diam 5.7159 10.9657 B-007A
P-007 2.14 8.9813 2.6451 3.8737 14.5162 0.2669 0.529 18 in Diam 6.9553 8.2145
EX#03 3.24 9.1419 2.6197 5.868 11.2098 0.5235 0.771 18 in Diam 6.4127 6.3434 B-ex-3
II�
HGl Analysis
From To Node HG EI(ft) App(ft) Bend(ft) �unct Loss Adjusted Max EI
Node (ft) HG EI(ft) (ft)
380
EX-CB#Q3 POND 380.2575 0.0746 0.053 0.026 380.2619 386.54
N-001 EX-CB#03 381.385 ------ 0.1513 0.243 381.7792 386.75
N-003 N-001 382.0772 ------ 0.0028 0.0864 382.1664 387.29
N-005 N-003 385.5465 ------ ------ ------ 385.5465 39635
N-004 N-003 382.4036 ------ ------ ------ 382.4036 387.7
N-002 N-001 382.9306 ------ ------ ------ 382.9306 38631
N-007 EX-CB#03 380.3948 0.7745 0.0228 0.0743 379.7174 387.53
EX-CB#04 N-007 380.872 ------ 0.0044 ------ 380.8763 389.87
EX-CB#07 EX-CB#04 382.1491 ------ 0.3006 0.0284 382.4782 392.74
EX-CB#10 EX-CB#07 383.0061 ------ ------ ------ 383.0061 389.24
EX-CB#12 EX-CB#10 0 ------ ------ ------ 0 389.04
EX-CB#11 EX-CB#10 0 ------ ------ ------ 0 389.08
EX-CB#Q8 EX-CB#07 383.4879 ------ 0.306 ----- 383.7939 392.99
N-010 EX-CB#O8 384.1736 0.2097 0.3056 ------ 384.2695 392.1
N-011 N-010 384.7026 0.1682 0.206 0.0197 384.7602 388.35
N-022 N-011 384.7699 ------ ------ ------ 384.7699 387.22
N-012 N-011 385.12 0.0782 0.0879 0.0239 385.1537 387.73
N-014 N-012 385.2801 0.0619 0.0009 ------ 385.2191 388.56
N-015 N-014 385.3082 0.0632 0.0116 ------ 385.2566 388.43
N-016 N-015 3853703 0.05 0.0046 ------ 385.3249 388.05
N-017 N-016 385.4155 0.0512 0.0103 ------ 385.3746 387.64
N-018 N-017 385.4681 0.0096 0.0009 0.0043 385.4637 387.62
N-009 N-018 385.4853 0.0029 0.0001 ------ 385.4825 387.81
N-020 N-009 385.4878 0.1117 0.1302 ------ 385.5063 387.17
N-021 N-020 385.6369 ------ ------ ------ 385.6369 387.31
N-019 N-018 385.4727 ------ ----- ------ 385.4727 387.2
N-013 N-012 385.1807 ------ ------ ------ 385.1807 387.95
EX-CB#09 EX-CB#07 0 ------ ------ ------ 0 392.48
EX-CB#05 EX-CB#04 0 ------ ------ ------ 0 389.69
EX-CB#06 EX-CB#04 0 ------ ------ ------ 0 389.69
No approach losses at node N-008 because inverts and/or crowns are offset.
N-007A N-007 381.1254 ------ 0 ------ 381.1254 387.7
N-008 N-007A 381.3667 ------ ------ ------ 381.3667 386.17
Conduit Notes
Reach HW HW/D Q�`fs) TW Depth Dc(ft) Dn(ft) Comment
Depth(ft) ratio (ft)
EX#iO3 2.2575 1.505 5.87 2 0.9353 0.771 Outlet Control
P-001 0.885 0.885 2.04 1.5719 0.612 0.2635 SuperCrit flow,Inlet end controls
P-003 0.6472 0.6472 1.19 1.2792 0.4606 0.2838 SuperCrit flow,Inlet end controls
P-005 0.3865 0.3865 0.48 0.6464 0.2886 0.1816 SuperCrit flow,Inlet end controls
P-004 0.7636 0.7636 0.72 0.7364 0.355 0.3002 Outlet Control M1 Backwater
P-002 0.4506 0.4506 0.68 1.2792 0.3435 0.1659 SuperCrit flow,Inlet end controls
P-007 2.0048 1.3365 3.87 1.8719 0.7529 0.529 Outlet Control
EX#04 1.022 0.6813 3.55 0.7191 0.7191 0.4907 SuperCrit flow,Inlet end controls
EX#07 1.2791 1.2791 3.35 1.0663 0.7839 0.606 Super�rit flow,Inlet end controls
EX#10 0.3961 0.3961 0.49 0.9882 0.2915 0.2366 SuperCrit flow,Inlet end controls
EX#08 1.1779 1.1779 2.94 1.3582 0.7354 0.3283 SuperCrit flow,Inlet end controls
P-010 1.8636 1.8636 2.96 1.4839 0.7378 0.6411 Outlet Control
P-011 2.1826 2.1826 2.89 1.7495 0.729 0.6226 Outlet Control
P-022 1.8899 1.8899 0.39 1.8802 0.2569 0.2186 Outlet Control
P-012 2.2401 2.2401 2.58 1.8802 0.6892 0.5843 Outlet Control
P-014 2.0201 2.0201 1.76 1.8937 0.5651 0.4559 Outlet Control
P-015 1.8682 1.8682 1.57 1.7791 0.5316 0.4584 Outlet Control
P-016 1.8503 1.8503 1.59 1.7366 0.5345 0.4611 Outlet Control
P-017 1.6955 1.6955 1.41 1.6049 0.5027 0.4347 Outlet Control
P-018 1.5481 1.5481 1.43 1.4546 0.5058 0.4346 Outlet Control
P-009 1.3553 13553 0.62 1.3337 0.3274 0.2782 Outlet Control
P-020 1.0081 1.0081 0.34 1.0025 0.2402 0.2071 Outlet Control
P-021 0.5469 0.5469 0.26 0.7963 0.2089 0.1802 Outlet Control M1 Backwater
P-019 1.3377 1.3377 0.45 1.3287 0.2786 0.2379 Outlet Control
P-013 1.9207 1.9207 0.79 1.8937 0.3714 0.3093 Outlet Control
P-007A 0.3554 0.3554 0.43 0.2705 0.2705 0.1513 SuperCrit flow,Inlet end controls
P-008 0.1967 0.1967 0.14 1.4854 0.1516 0.1017 S�perCrit flow,Inlet end controls
Engenious Systems,Inc.