HomeMy WebLinkAbout03370 - Technical Information Report TECHNICAL INFORMATION
REPORT
FOR '
THE PLAT of CHERIE LANE II ',
S. 34TH PL. & Wells Ave. S.
Renton, Washington 98059
October 200b; Revised 2007
Prepared for:
MR. STEVEN BECK � � g��
AMBERWOOD, LLC pg _
19129 SE 145T" STREET � -
REtiTO'�, WASHINGTO:v 98059
Prepared by: �
Brant A. Schweikl, P.E.
��•07
REPORT #05043
"I hereby state that this Storm Drainage Report for The Plat of Cherie Lane II has been
prepared by me or under my supervision and meets the standard of care and expertise
which is usual and customary in this community of professional engineers. I understand
that the City of Renton does not and will not assume liability for the sufficiency.
suitability or performance of drainage facilities prepared by me."
This analysis is based on data and records either supplied to, or obtained by, Schweikl
and Associates, pllc. These documents are referenced within the text of the analysis. The
anal}�sis has been prepared utilizing procedures and practices within the standard
accepted practices of the industry.
The Plat of Cherie Lane II
Parcel Numbers 2923059040 & 29230�9188
STORM DRAINAGE REPORT
TIR Section 1 - Project Overview
The nine lot Plat of Cherie Lane II is located west of the intersection of Wells Avenue �
South and South 34`h Street, in Renton, Washington. The project lies with in the Black
River subbasin of the Duwamish- Green River Basin. The project consists of two
existing parcels, Lot 8, Parcel # 2923059040 & Tract A, #2923059188 of the Stiegmen
Short Plat, City of Renton SP (LUA-98-026), 1.75 acres & 1.19 acres, respectively. The
overall proposed project consists of two existing parcels (Parcel No. 2923059040) and
Tract A(Parcel No. 2923059188). The parcels are 76,401 sf and 47,301 sf in size,
respectively. Currently the site is undeveloped and contains three existing wetlands, two
of which appear to be of jurisdictional size, Wetlands "A" & "C". Wetland "B"is small
and has been deemed a non jurisdictional wetland and is proposed to be filled with this
proposal. The two parcels are divided by an existing City of Renton undeveloped and
unopened right-of-way for South 34`� Street. The South 34`h Street ROW is undeveloped
but has sanitary sewer and storm drainage utilities installed along the length of the ROW.
The surrounding land uses include the single-family residential Plat of VVinsper I to the
north, the single-family residential developments of the Stiegman SP and Winsper I to the
east, the plat of Cherie Lane I (under construction) to the south and
unplatted/undeveloped parcels of land to the west.
The project will not include the existing portions of the S. 34th Street right-of-way
(ROW) that that will remain undeveloped and unopened. The project proponents
presented the City with a point's paper that showed that the most feasible east-west
public ROW extension between Wells Ave. S. and Talbot Road S. is the future extension
of the S. 34`h Place (Cherie Lane I). Therefore the existing restrictive covenant that was
applied to the underlying Stiegman Short Plat (LUA-98-026, SHPL-H, ECF) will be
rescinded and the project will not be required to improve the existing S. 34`h Street ROW.
The project proposes to dedicate an additional 7 feet of south portion of Parcel.#
2923059188 along the S. 34`" Place ROVb' to accommodate a 42 foot public ROVV and 32
foot street width. The proposed access for all six (6) proposed single-family lots (R-8
Single-Family Residential) via the existing S. �4`h Place public ROW. There is also a
small sliver of land that line along the north boundary line of Lot 3 that will be dedicated
to the City of Renton as ROW.
The project proposes to plat the two existing parcels into 6 single-family residential lots
in the R-8 Residential zone, two wetland tracts, Tracts "A" & �'B" to be presen�ed, and a
Tract "C" the project's stormwater detention tract. �11 lots will directly front off of
South 34`h Place (Cherie Lane II) and receive all of their utility ser��ices from the S. 34`�'
Place ROVJ, except for their sanitary sewer service for Lot 6 that w-il1 connect to the
existing 8"f� Soos Creek sanitary sewer main located in the existing S. 34`h Street ROW.
The project also proposes to utilize wetland buffer averaging to configure the existing
wetland bu�ers to better suite the development of the property and preserve Wetlands
"A" and `'C" in the proposed Wetland Tract B that will have a Native Grow-th Protection
Easement applied to the tract. The Wetlands Report by Alder NW will address the
wetland buffer averaging plan that will add approximately 6,712 sf of additional wetland
buffer area Tract B wetland buffers of VVetland A and B.
The 2005 King County Surface Water Design Manual (KCSWDM) is the storm drainage
regulatory manual adopted by the City of Renton. In accordance with the 2005
KCSV�'DM, Figure 1.l.2.A Flow Chart for Determinin�vpe of Draina�e Review
RecLuired, was utilized to determine the type of drainage review that the project is subject
to. The results of the storm drainage review type was determined to be a Full Drainage
Review, because the project proposes greater than 10,000 sf of new impervious surface
and greater than 7000 sf of land disturbing activity.
The King County Soils Survey Maps provided by the United States Department of
Agriculture Soil Conservation Service were reviewed to determine the soil characteristics
vvith the project sub basin with respect to the soils susceptibility to landslides and erosion
and its capability for groundwater recharge and surface water runof£ Upon review there
is no soil survey mapping available for area.
TIR Section 2 —Conditions and Requirements
The project will receive its complete plat conditions and requirements once the plat has
completed it Preliminary Plat submittal process, Hearing and SEPA review. The
preliminary plat submittal has been created with respect to the City of Renton 1�lunicipal
Code and the 2005 King County Surface Water Design Manual (KCSWDM).
TIR Section 3 — Offsite Analysis
The project's Level One Downstream Analysis was conducted on Sunday October 16cn
The weather at the time of the downstream analysis fie(d investigation was approximately
�9 degrees and overcast. See enclosed Level One Downstream Analysis report.
Resource Review
The available resources were revie�ved and a summarv of the resource research follows:
The project does not lie in either a FEMA flood plain, a Critical Drainage Area or an
adopted Basin Plan.
The King County Sensitive Areas portfolio was reviewed with the use of the ivlap
�vebsite and there area no sensitive areas located onsite. There are a few sensitive areas
in the surrounding vicinity. 1.) There is an area of Coal vline hazard located to the south
of the proposed project in the Plat of Cherie Lane II; 2.) Downstream, west of Talbot
Road South there is an area of SAO Erosion identified along the slopes that descend from
the uphill properties to the valley floor along Highway 167; 3.) There is a Class 2
Salmonid stream located downstream of the project approximately 1400 lf, at the valley
floor elevation adjacent to Highway 167; 4.) The Panther Lake SAO Wetland area is
located upstream east of the project approximately 3600 lf. See the enclosed iMap
printout.
The DNRP Drainage Complaints located in the immediate vicinity downstream
properties were researched and there were two that were near the path of the projects
downstream. The first was first complaint was a Case # 1990-0353, a diversion that is
now closed that is located on Parcel 3023059071. 3340 Talbot Road S. The second is
Case #191-0929, flooding (Type C and SR) that is now closed that is located on Parcel
3023059041, 3400 Talbot Road S.
The existence of three wetlands onsite was noted during the wetland reconnaissance by
Alder NW and in their wetland report. Two of the wetlands, Wetlands '`A" & "C" will be
preserved in wetland tracts and Wetland "B", is a smaller non-jurisdictional wetland that
will be filled as part of this proposal.
Field Investi�ation
The project site and downstream existing storm drainage infrastructure was inspected on
Sunday October 16`h at 9:30 am. The projects upstream storm drainage infrastructure
includes the existing public storm drainage conveyance and detentions systems associated
with the Stiegmen Short Plat and Winsper Div 1. The City of Renton has an existing
12"(� conveyance system within the existing 42' wide S. 341h Street ROW that conveys
public stormwater from Wells Ave S. to the west parcel line of Cherie Lane II. From the
existing Type I catch basin along the western parcel boundary the public storm water
flow is conveyed southward in an 18"(� diameter pipe to the southwest corner of the
parcel where flows enter an existing Type 2 catch basin within the S. 34`h Place ROW.
The downstream investigation commences at the existing Type 2 catch basin within the
S. 34�' Place ROW' (PT"A") where the conveyance system also collects the detained
storm��-ater runoff from the large detention/water quality vault for the Plat of Cherie Lane
I. From PT"A" the downstream path is an 18"� ADS N-]2 pipe approximately 180 lf
��-est���ard to PT"B" a Type 1 catch basin in Parcel 30230�9108 in an area that has been
recently graded in conjunction with the Plat of Cherie Lane I. The grade in to the CB is
2.3% and the grade out is 7.9%The Type I CB's sump is full of sediment and the
stormwater runoff is flowing clear. The depth of invert is 3.30 feet on the outlet and the
CB has a solid grate. From PT"B" the stormwater continues westward approximately 57
If in the 18"4� storm drainage pipe to PT"C", another Type 1 CB. Thc CB has a depth to
invert of 4.85 feet (outlet), has a solid lid and its sump is full of sediment, with the flow
still running clear.
From PT"C", the downstream path continues to the west in an 18"� steel pipe
approximately 618 lf to the a Type 2 CB, PT"D", adjacent to the east edge of the Talbot
Road S. ROW. The Type 2 CB has a solid lid and lies within a graded private access that
extends eastward back to PT"A". The graded private access is over grown with
blackberry and other vegetation and has a small ditch section along the northern side of
the access up against the northerly slope to the established gravel driveway within Parcel
302305971. The difference in elevation between the two graded accesses varies between
0-6 feet as they ascend the slope. There is also a corresponding small driveway drainage
swale along the southerly driveway access to Parcel 302305971. The CB at PT"D" there
is an 18"Q� LCPE entering from the existing easterly Talbot Road S. roadside ditch that
collects the uphill stormwater runoff from the slopes east of Talbot Road S. as far north
as S. 32"d St. The 18"Q) pipe is at 7.5% slope. The CB also has the 18"(�7 steel inlet from
the Cherie Lane I and II projects to the east and the 18"Q) steel outlet ��'�a, 2.5% to the
south.
The 18"� outlet from PT"D" the conveys stormwater runoff south to a Type 1 CB,
PT"E", 90 feet to the south located in the asphalt paved shoulder of the Talbot Road S.
The Type 1 CB has a 12"f� steel pipe exiting the structure to the west, crossing under
Talbot Road S. The available ma�cimum head that can be developed on the 12"Q) pipe is
3.6 feet and the pipe has a slope of approximately 2.4%. The existing CB downsizes the
conveyance system from 18"� to 12"f� which could potentially cause a restriction in the '�
system capacity at PT"E". The maximum Q with respect to an inlet condition that could I
be discharged with the maximum head is approximately 6.8 cfs prior to overflow of the !�,
roadway. If overflow was to occur during the extreme storm events if would not develop '
depths of greater than approximately 3 inches prior to sheet flowing across the Talbot
Road S. in a broad crested weir that should not impede emergency vehicle traffic. There
are no apparent indications of the western roadside slope that there have been major
overtopping incidents of the CB and the Talbot Road S. roadway section.
The 12"fD steel culvert from PT"E" extends approximately 45 lf to the west side of �I
Talbot Road S. to PT"F", where the pipe discharges to a heavily vegetated board crested '
swale at an approximate slope of 5-7%. The swale is a semi to fully forested swale that
continues westward to PT"G", the end of the downstream analysis. See Offsite Analysis �
Drainage System Table, Reference Section B-8. '
TIR Section 4 — Flow Control and Water Quality Analysis and Design
The written conclusions from the Pre-application meeting conducted at the City of
Renton indicates that the Plat of Cherie Lane II will be required to provide Flow Gontrol
to the Level 2 Flow Control levels as promulgated in the 2005 King County Surface
Water Design �1anua1 (KCSWDM).
The project proposed to develop 0.88 acres of e�isting area of the project with the single-
family residential development. The developed basin contains 0.56 acres of impen'lOL1S
surfaces (structures, driveways, pavement, and sidewalks) and has 0.32 acres of
developed lawn and landscaping, totaling 0.88 acres. The determination of the
impervious area for the residential building area is considered to be 75% of the total lot
area and the remainder shall be la��-n and landscaping. (See calculations)
The clean stoml�vater runoff from the proposed single-family structure on Lot 6 (0.06
acres) and a portion of the pervious lawn will be directed to VVetland A for the purpose of
recharge of the wetland and its buffer. See the Wetland Recharge Basin Map, B-2, for a
analysis of the wetland recharge capacity. Over the years the upland developments have
cutoff the natural surface flows that most likely have in the past been the source of the
recharge and creation of the wetlands located within the Cherie Lane II project site.
From our review of past design documents for the uphill developments we found that
there was no attempt nor requirement for the developments to provide equivalent ���etland
recharge the flows to the wetland, therefore the marked decrease in the delineated
wetland area that we found during our wetland study compared to the 1998 Stiegman
Short Plat w�etland delineation. The runoff coefficient analysis indicates that the release
of the proposed Lot 6 stormwater runoff flows will not totally equate to the potential
recharge basin area that was lost during the past upland development, but contributes to
re-establishing past nature conditions to the greatest extent possible for the Cherie Lane II
development.
The KCRTS hydrologic modeling software that the 2005 KCSWDI�1 requires engineers
to utilize in sizing of flow control facilities (detention facilities) will be used to determine
the project detention requirements. The City of Renton has adopted the 2005 KCSVVDM
as the City's storm drainage manual.
The site basin information was input into the KCRTS modeling program and the analysis
�� performed and a considerable amount of effort was made to have the project's Duration
Comparison Analysis met the acceptable design parameters as stated in the KCRTS
Computer Software Reference Manual. The program has a few modeling parameters that
appear to have inhibited our model for meeting all of the approval tolerances associated
with the Duration Comparison .4nalysis. First the first cutoff parameter of being less
than zero could not be met due to the fact that the minimum orifice is limited to 0.50" (�.
We were also unable to meet the 10% tolerance on the negative side (unable to discharge
enough) due to the fact that the program only allows for 3 orifices. Therefore the facility
is effectively oversized due to the limitations of the program. We also believe that with
the smaller projects the resulting significantly small flows make it substantially more
difficult to meet the 10% tolerance from the design event. Take for example the 100 —
year existing storm event of 0.070 cfs. A 10°ro tolerance would only be 0.007 cfs, which
is approaching an insignificant and an unobtainable level of flo��� regulation. The 10°io
tolerances for the lesser design flo���s are even smaller and even more difticult to model.
The KCRTS model results indicatcs that the required volurne is 10.668 cf and the
proposed vault proposes to include 10,897 cf to the top of the over flo��� riser.
The proposed flow control facility will be located in a separate detention tract at the south
west corner of the project. The facility is proposed to be an underground detention/water
quality wet vault with the following dimension configurations that are set to maximize
site usage and the detention and water quality design requirements of the KCSWDM with
respect to the available tract area set aside. The dimensions provide an equivalent storage
volume to that of the preliminary KCRTS calculations but provide for a deeper and
longer vault than what automatically calculated by the KCRTS modeling software.
�
The preliminary permanent water quality volume for the wet vault is calculated with
respect to Section 6.4.1.1 of the 200� KCSVVDM for the Basic wetpond criteria.
Wetpool volume = Vb=f"`(0.9A; + 0.2�A�a+ O.lOA�f+0.l0Ao�*(R/12)
Where, Vb= wetpool volume (c�
�� f= volume factor
A; = area of impervious surface (s fl
A�g= area of till soil covered with grass (s�
A�f= area of till soil covered with forest (s�
Ao= area of outwash soil covered with grass or forest (s fl
R= rainfall from mean annual storm event (inches)
(refer to attached Figure 6.4.1.A KCSWDM)
Therefore, Vh=3[(0.9(24,394) + 025(13,939))(0.47",�12)] �
Vh=2991 cf(required}
The proposed detention iwater quality vault would be 78'(L) x 22'(W) x approximately
15'(D) w�ith 3,432 cf of the bottom four feet of Cell lof the vault being set aside as water
quality wetpool storage. The discharge from the facility would be to the newly installed
Type 2 CB just to the north of the Cherie Lane I detentiorv'water quality vault located in
the cul-de-sac at the western end of the new S. 34`h Place public right-of-���ay. ,
TIR Section 5 — Conveyance System Analysis and Design ���
The project proposes to install two Type I catch basins in the northerly flowline of S. 34`h I'i
Place to collect stormwater from the pavement and tie in the roof drain lines from the �'
proposed structures and convey the runoff to the detention vault for treatment and flow ',
control. The all public storm drainage pipe is proposed to be 12''�3. The capacity of the '
storm drainage system will utilize a Rational Method tilannings barrel capacity analysis '�,
assuming that the entire developed area draining to the pond is conveyed through the
system. The analysis will be performed on the systems critical pipe, the pipe �vith the
shallo���est slope or the pipe bet�vezn CB#1 and CI3�?. This is a very cons�rvative since
the Rational Method of analysis inherently provides large peak values than the other
acceptable conveyance system analysis methods.
The analysis indicates that the maximum Rational pipe capacity is 7.54 cfs at 100% depth
of flow in the minimum sloped pipe (5.19%), while the maximum design storm e��ent is
the 100-year 24-hour Type 1 A which develops a peak flow of only 1.61 cfs. The actual
KCSVVD'_v1 design storm event is the 25-year 24-hour Type 1 A which develops a peak
flow of only 1.45 cfs.
Special Requirements Analysis
The Special Requirements #1 - #5, of Section 1.3 of the 2005 KCSWDM do not apply to
the project.
Summary
In summary, the project proposes to install an underground detention and water quality
vault to address the Level 2 Flow Control detention requirements. The vault w�ill be
located in a separate detention tract west of proposed Lot 1. The vault will be designed
with the appropriate water quality dead storage to provide large basic treatment. The
project also performed a downstream analysis Core Requirement #2, to support our
projects storm drainage design and found that the downstream appears to have sufficient
capacity to convey the design storm event. There downstream did discover that there is a
conveyance system pipe downsizing that occurs along the eastern edge of Talbot Road
South prior to cross under the public right-of-vvay that could possibly overtop the road
during the 100 year event, but would not cause any damage to residential structures or ,
infrastructure. Our proposed project will be providing flow control and will not increase
the discharges to the existing downstream conveyance system. Therefore the before
mention pipe system downsizing will not exacerbated by the development of the Cherie
Lane II development. The adopted City of Renton storm drainage manual, the 2005 King
County Surface Water Design Manual criteria requires that the project prepare a Full
Drainage Review. The project will be designed with respect to and in accordance with
the requirements of the 2005 KCSWDM.
KING COUNTY. W'ASHIVGTON, SLRFACE WATER DES1Gv MANliAL �_�z%�
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
�ic��� 1
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
Project Owner ��F�� _� Project Name G�Y�,�,�.� �,� �
Phone ����� ��j DDES Permit#
Address Location Township �'3
S Range ��
Project Engineer cclf.�K(, Section 2q
Company ��•�L(� Site Address W,�LL E���_
Phone %25 — 5• � ST
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
Landuse Services ❑ DFW HPA ❑ Shoreline
Subdivison / Short Subd. / UPp Management
❑ COE 404
❑ Building Services ❑ DOE Dam Safety � Structural
M!F/Commerical / SFR RockeryNault/
❑ Clearing and Grading � FEMA Floodplain
❑ ESA Section 7
❑ Right-of-Way Use ❑ COE WeUands
❑ Other ❑ Other
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report Site Improvement Plan (Engr. Plans)
Type of Drainage Review ull Targeted ! Type(circle one): Full Modified /
(circle): arge Site mall Site
Date (include revision /D G D r o Date (include revision
dates): dates):
Date of Final: Date of Final:
Part 6 ADJUSTMENT APPROVALS
Type(circle one): � Standard / omplex / Preapplication ! Experimental/ Blanket
Description: (include conditions in TIR Section 2)
Date of A roval:
2005 Surface Water Design Manual 1/1/OS
l
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MAvliAL �'��
�
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
Communiry Plan : f�ENTD�
Special District Ove�lays:
Drainage Basin: ,t�Uu�P�-nn v�H-�i2 1 �i V E_j�
StormwaterRequirements: �!-��/Qc�� , ��,,, L�12otJ
Part 9 ONSITE AND ADJACENT SENSITIVE AKEAS
��
❑ River/Stream ❑ Steep Slope
❑ ke ❑ Erosion Hazard
�etlands ����(�,_+�i ,�lo��'�p�>�, ❑ Landslide Hazard
❑ Closed Depression ❑ Coal Mine Hazard '
❑ Floodplain ❑ Seismic Hazard _,,,,�
❑ Other ❑ Habitat Protection
❑
Part 10 SOILS
Soil Type Slopes� Erosan Potential
f�'�G —/� �Vl o,;���°��
❑ High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
❑ Additional Sheets Attached
�
2005 Surface Water Design Manual 1/1105
2
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ��}.�
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 11 DRAINAGE DESIGN LiMITATiONS
REFERENCE LIMITATION!SITE CONSTRAINT
0 Core 2-Offsite Analvsis oN�
❑ Sensitive/Critical Areas /V
❑ SEPA �Y���
❑ Other
❑
❑ Additional Sheets Attached
�I
Part 12 TIR SUMMARY SHEET rovide one TIR Summa Sheet er Threshdd Discha e Area
Threshold Discharge Area:
name or descri tion ^"
Core Requirements (all 8 apply)
Dischar e at Natural Location Number of atural Dischar e Locations: I
Offsite Analysis Level: 1 2 / 3 dated: D
Flow Control Level: 1 / 3 or Exemption Number
incl. facili summa sheet Small Site BMPs
Conveyance System Spill containment located at: '' hu�-�
Erosion and Sediment ConVol ESC Site Supervisor: �..o�ro2, F.,�„-.�:,��,�D��
Contact Phone: '
After Hours Phone:
Maintenance and Operation Responsibility: Private / ublic
If Private, Maintenance L R uired: Yes / No
Financial Guarantees and Provided: Yes / No
Liabilit
Water Quality Type: Basi Sens. Lake / Enhanced Basicm / Bog
(include facility summary sheet) or Exemption No.
Landsca Mana ement Plan: Yes / No
S cial Re uirements as a licable
Area Specific Drainage Type: CDA/SDO/MDP/BP/LMP/Shared Fac./None
R uirements Name:
Floodplain/Floodway Delineation Type: Major ! Minor / Exemption K None
r
100-year Base Flood Elevation (or range): `��A
Datum: i�1��
Flood Protection Faalities Describe: �j I�
!
S�urce Control Describe landuse: ���,�`�'�'f� v t rJG L� T=ft-+� ��`
{comm./industrial landuse} pescribe an structural controls: � ��
Y N��J t-�a T
2005 Surface Water Design Manual U1/OS
3
KING COUI�TY, WASHINGTON, SURFACE WATER DESIGN MANliAL ,]���
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
�
Oil Controi High-use Site: Yes / o
Treatment BMP: �
Maintenance Agreement: Yes / No
with whom?
Other Draina e Structures
Describe: �,,,,�.N� ��i'�d�r�-�csyJ W�T'Jh�-ccT �NQ ? �'Y,�� � G3� G�,vr�yh�
�� �i`C S?Y�+ti(
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
�l� learing Limits l� Stabilize Exposed SurFaces ,
over Measures lJ R move and Restore Temporary ESC Facilities Ii
l� Perimeter Protection Clean and Remove All Silt and Debris Ensure �
�U affic Area Stabilization � �Peration of Permanent Facilities i
diment Retention Flag Limits of SAO and open space I
preservation areas II
�urface Water Control ❑ pther I
' �Ust Control II
� Construction Se uence ��
Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facili Summa and Sketch
Flow Control T /Descri tion Water Qual� T /Descri tion
Md����
❑ Detention ° � ❑ Biofiltration
❑ Infiltration �ld Wetpool Vk.c.C�'
❑ Regional Faality ❑ Media Fittration
❑ Shared Facility ❑ Oil Control '
❑ Small Site BMPs l� Spill Control T o� 1 G3
❑ Other ❑ Small Site BMPs
❑ Other
;
�
2005 Surface Water Design Manual I/1/OS
4
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DESCRIPTIONS OF 'hlE SOILS
This section describes the soil series and aap- Alderwood soils are used for tinber, pasture,
ping wiits in the King County Area. Eseh soil berries, rwr craps, and urban develapnent. They
series is described and thea each napping tmit in are the aost exteasive soils in the survey area.
that series_ tkiless it is specifically mentioned
otherwise, it is to be asst�ed that what is stated Alder+ood avelly sandy loan, 6 to 15 xent
about the soil serie3 holds uue for the aapping sloQes --This soil is rolling.. Areas are
imi u in that series. Thus, to get full infosaauon irreYular in shape and range fraw 10 to about 600
about any one napQing umit, it.is necessary to read acres in size_ '
both the deseription of the napping imit �d the Representative profile of Alderrood gravelly
d�scriptioa of the soil series to rihich it beleatgs. s�dr lo�, 6 to 15 perceset slopes, in woodland,
An ieQort�t part o� the description of each 450 feet�east �d 1,300 feet south of the north
soil series is the soil profile, that is, the quarter corner of sec. 15, T. 24 N., R. 6 E.:
sequence of layen fra� the surface dawnvard to �
rock. or other uaderlyi.ng �aurial. Each stries Al--0 to 2 indies, very dark broxn (lOYR 2/2)
contains two deseriptions of this profile. Zhe gravelly s�dy loa�, dark grayish brovn
fint is brief and in tex�s fasiliar to the Iayvan. (lOYR 4/2) dry; weak, fine, granular struc-
T'he seca�d, datailed and in tedmical�tea�s, is for �re; slightlr hard, friable, noasticky,
scientisu,, eagineers; and others who need to aake no�lastic; �au�► roots; strongly acid;
thomugh and precise studies of soils. Ihtless it abrupt, xavy boundarp. 1 to 3 inches thick.
is othexrrise stated, the colon given in the 62--2 to I2 inches, dark-b:wo (IOYR 4/3) gravelly
descriptians are those of a soist SD1I. sandy loa. brw+n (lOYR 5/3) dry; �od$rate,
As ientio�ed i.n the sectiot► "Hor '�is S�avep Nas sedi�, snbaagular blocky structure; slightly
Made," not all napping tmits are aeabers of a soil hard, friable, nonsticky, nos�plastic; aany
series. Urban land, for exaipla, dnes not bela�g roots; str�gly acid; clear, wavy baundary.
to a soil series, but n�rertheless. is listed in 9 to 14 in�es thick_
alphabetic order along xith the soil series. B3--12 to Z7 ine]ies, grayish-brorm (2.5Y S,/2)
Following the nave of each aappiag imit is a- gravelly sandr loa�, light gray (Z.SY 7/2)
sysbol in parenttuses. Tliis syabo2 ident�ifies the dry; samy, sediia, distiact aottles of light
sapping �mit m the detailed soil sap. Listed at olive brown (2_SY 5/6); hard, friable, non-
the end of each descriptioa of a napping imit is the stirky, noaplastic; aany roots; mediia acid;
capability imit and voodl�d group in vhich the abrupt, wavy boundary. 12 Lo 23 inches thick.
aapping imit has been placed. The woodland desig- IIC--27 to 60 inches, gra�rish-brown (2.SY 5/2),
nauon and the page for the description of each reakly to strongly co�solidated till. Iight
capability unit can be foimd by referring to the gray (2_5Y 7/2) dry; co�on, aediu�, distinct
"Guide to Mapping Uaits" at the back of this siu�vey. =ottles of light olive hrown aad yella+ish
The acreage and proportionate exteat of each bra+n (2.5Y S/6� �d lOYR S/6); �assive; no '
sapping imit are shown in table I. Id�y of the roots; Qedita acid. Many feet thick.
terns �sed in desciibing soils can be found in the
Glossary at the end of this surve�r, and �ore de- The A horizaa ranges fx�a� very dark brovn to
tailed infornauoa about the teainclog�► and methods d�k bro+ai. '1�►e B horizon is dark brown, grayish
of soil mapping can be obtained fra� the Soil Swever bivwtt, and dark yella+ish brown. The consolidated
Maaual (19). C horizaa, at a depffi of 24 t� 4Q iaches, is Qostly
gtayish bro�+n aottled xith yellowish bram. So�e
Alderwood Series IaY'« � �e C horizan slake in xater. In a few
_ areag, thera is a thin, gray oz grayish-brwn A2
The Alde�rwood series is aade ug of aodezatelr horizan_ In �ost arezs, this horizm has been
well drained soils that have a xeakly cansolidated destroyed thrwgh logging aperations; -
to strongly caa�solidated substrat�a at a depth of Soils included r►ith this soil in mapping make up
24 to 40 inches. These soils are o�n uplands. They no �ore tLazi 30 pereait of the total acreage. Some
' foxaed wder conifers, in gluial deposits. Slopes areas are up to 3 percent the poorly drained Nor'a�
are 0 to 70 percent. The anaual precipitation is Bellingha, Seattle, lY�kwila, and Shalcar soils;
35 to 60 inches, most a£ which is rainfall, bets+ean sa�e are up to 5 perce�nt the very gravelly Everett
October and Mav. The mean annuai air tmperattae is and Neiltan wils; and so■e are up to 15 percent
about 50" F. 1he frost-free sessan is 150 to Z00 Alderwod soils that have slopes more gentle or
� days. Elevatien ranges froa 100 to 8U0 feet. steeper than 6 to 15 percent. Sa�e areas ia New-
In a representative profile, tht surface layer castle Hills are 25 percent Beausite soils, sa�e
and subsoil an very dark brown, dark-brora, and nurtheast of Duvall are as �ch as 25 percent Ovall
grayish-broxn gravelly sandy loaa about 27 inches soils, and so�e in the vicinity of Dash Point are
thick_ 'The substratua is grayish-broMm, rreakly 10 percent Indianola and 1Citsap soils. Also
consolidated to strongly cmisolidated glacial till included are s�all areas of Alderwood soils that
that extends to a depth of 60 inches and nore, have a gravellr loas surface laYer and subsoil.
8
Permeability is moderately rapi.d in the surface Arents, Alderwood Material '
layer and subsoil and very slow in the substratim.
Roots penetrate easily to the consolidated substra-
ttm vhere they tend to mat on the surface. Some . Arents, Alderwood material consists of Alderwood
—^^*s entar the substratun through cracks. Nater soils that have been so disturbed through urban- �
s on top of the substraum.in xinter. Available izatian that they no longer can be classified �ritn
r capacity is la+. Rxmoff is slar to medi�, the Aldexwood series. Thrse soils, however, have
and the�hazard of erosian is aoderate. a�y sisalar features. The upper part of the soil�
This soil is used for ti�er, pasture, berries, to a depth of 20 to 40 inches, is brn�ru to dark- �
and rov ervps, �d for �ubaa develo�ent. Capability brorn gravellr s�dy lo�a. Belor this is a grayish-
uait IVe-2; woodland group 3d1. bra�n, cousolidated aad impervious substratu�.
� Alderwood velly sandy loas, 0 to 6 ercent Slopes geaerally range fro� 0 to 15 percent.
slopes (AgB .-- s soil is nearly leve an '�ese soils are used for urban developaent. i
imdulating: It is similar to Aldeswood gravelly
sandy loa�, 6 to 15 percent slapes, but in places �q�u, plde�rood �aterial� 0 to 6 rcent sl es �
iu surface layer is 2 Lo 3 inchrs thicker. Areas
(A�B .--In �any areas "s soil i.s leveZ, as a
aze irregular in shape and range fra� 10 acres m result of shaping dxain� constniction for uri�an
slightly aore thaa 600 aeres in size. ��lities. Aress are rect�►galar ia shape and
S�e araas aze as �uch as 15 pe=cent includad r�� fr� 5 a�� � 8�t 400 aeres in size.
Noaa, Belliagham, 'hikwila, aad Shalcar soils, all ����ye �file of Areats, Alderwood
of which are poorly drained; aad soae areas in the saterial � to 6
vicinity of En�ciai+ are as �ch as i0 percem� � P�mt slopes, in an urban area.
Buckley soils. 1,300 fe�t rest �d 350 feet sauth of the northeast
Rimoff is slw, �►d the erosia� hazard is coraer of sec. 23, T. 25 H., R. 5 E.:
slight. 0 to 26 inches, dark-brorn [lOYA 4/3) gravelly
n►is �aerwooa soii is �ea f� r.i�er, ��, ��, 1�,,, �e isrowa (lOYR 6/3) drY;
berries, aad row crops, and for �abazi devela�aeaL. �sire; slightly hard, very friable, non-
Capability imit IVe-2; waodland graup 3d2. �i�
y, ncmplastic; aany roots; aedi� acid;
Alderxood gravellr saad lo� 15 �o '30 ait abnipt, ssoad► boimdary. 23 to 29 inches
slapes (AgD .--DeQ to e stratta ia s soil thi�.
varies xithin short distances, bnt is c�only 26 to 60 inches, grayish-brown (2.5Y 5/2) weakly
about 4U inches. Aress are elo�gated aad range consolidated to strongly consolidated glacial
fra0 7 to about 250 acres in size. till, light bro�mish gray (2.SY 6/Z) dry;
Soils included rrith this soil in aapping nake co�on, medi�, pTominent �ottles of yellarish
up no more than 30 percent of the total acreage. broxn (lOYR S/6) moist; massive; no roots;
�e �as are up to 25 percent Everott soils thzt sedi�a acid. I�fany feet thick.
�ve slopes of 15 to 30 percent, and sa�e aress are .
up to 2 percent Bellinghas, Narna, and Seattle soils, The upper, very friable part of the soil extends
which are in depressions. Some areas, especially to a depth of 20 to 40 inches and ranges from dark
on Squak Mountain, in Nexcastle Hills, and north of grayish broxn to dark yella+ish br�own.
Tiger Mountain, are 25 perc�t Beausite and Ovall Sone aress are up to 30 percent in�luded soils
soils. Beausite soils are imderlain by sandstoae, that are si�ailar to this soil material; but either
and Qvall soils by andesite. shallarer or deeper over the cospact substratua;
Rimoff is =ediim, and the erosioa hazard is and sa`e areas are 5 to 10 percent very gravelly
severe. The slipQage potential is soderate. Everett soils and sandy Indianola soils.
This AZden�ood soil is used nostlr for tiaber. This Arents, Aldezxood soil is noderately xell
Sa�e areas on the lower parts of slapes are used drained. Pexaeability in the upper, disturbed soil
for pastur�_ Capability �mit VIe-2; roodlaad group saterial 'u aoderately rapid to �oderate2y slar,
3d1. dapending on its co�paction during construction.
The substrat�n is vei7r slarly peiaeab3e. Roots
Alderwood and ICits soils, very st (J1k�l.-- penetrate to and tend to aat on the surface of the
'Ihis mapping unit is t 50 percent Alden�+ood ca►solidated substrat�. Soae roots enter the
gravelly sandy 20� and 25 penait ICitsap silt substratea throngh cracks. Mater ,aves on top of
lo�. Slopes are 25 Lo 70 perca�t. Distributioa �e �stratia in t�rinter. Available water ca aei
of the soils varies greatly rrithin short distances. is la+. Rimoff is slor, and the erosia� hazard isy
About 15 perce�t of saoe 'apped areas is an s2ight.
included, ucm�ed, very deep, 'oderately coarse 7hu soil is used for urban developsent. Ca-
textured soil; and about 10 percent of so�e areas
is a very deep, coarse-textured Indiannla soil. P�ility unit IVe-2; voodland group 3d2,
Drainage and perneability vary. Rtmoff is rapid
to very rapid, and the erosion hazazd is severe to � Arents, Alderwood material, 6 to 25 ercent
very severe. The slippage potential is severe. slopes Am -- is soil as convex slopes. Areas
These soils are used for timber. Capability are rectangular in shape and range from 10 acres to
unit VIIe-I; woodland group 2d1. about 450 acres in size.
10
Proj. ] 5043
CHERIE LANE II
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2
Basin: Duwamish - Green River-West Subbasin Name: Black River Subbasin Number:
Symbol Drainage Drainage Slope Distance Existing Potential Observations of field
Component Type, Component from site Problems Problems inspector, resource
Name, and Size Descri tion dischar e reviewer, or resident
see map Type:sheet flow,swale, drainage basin,vegetation, % '/.ml=1,320 ft. constrictions,under capacity,ponding, tributary area,likelihood of problem,
stream,channel,pipe, cover,depth,rype of sensitive overtopping,flooding,habitat or organism overflow pathways,potential impacts
pond;Size:diameter, area,volume destruction,scouring,bank sloughing,
surface area sedimentation,incision,other erosion
A Site discharge Project site drainage - 0 None None Cherie Lane 1 CB, Outlet
location, Southwest Developed will be from vault connects in here
corner of property. discharged to Type 2
CB
A-B Channel Flow, Type 1 CB, Solid Lid, 2.3% 0'-180' Newly graded None The CB sump was full of
18"f�N-12 pipe, IE -3.30 ft for installation sediment, low flow runoff
of pipe, at the flowing clear.
time of
Downstream
the hydro
seeding had
not established
B-C Channel Flow, Type 1 CB, Solid Lid, 7.9% 180'-257' None None The CB sump was full of
18"� Steel pipe IE -4.85 ft (outlet) sediment, low flow runoff
flowin clear.
C-D Channel Flow, Type 2 CB, Solid Lid, t15% 257'-618' None None None
18"Q) Steel pipe Eastern edge of Talbot i
Road S. '
D-E Channel Flow, Type 1 CB at Pt E 2.5°/a 6l 8'-708' None None CB Clean
18"QJ Steel pipe IE (in)�3.6 ft
1 �
Pro'. _.� .15043
E-F Channel Flow, Type 1 CB at Pt E 2.4% 708'-753' Pipe Flow Capacity Max. Capacity before
12"Q� Steel pipe IE (in)�3.6 ft Downsizing restriction overtopping f6.8 CFS,
maximum depth at CB of
�3"
F-G Channel Flow, Heavily forested to 5-7% 753'- None None Good Condition
Broad crested semi forested natural 1350'
shallow swale. swale
2
�
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TECHNICAL INFOI�;��IATION
REPORT
STORM DRAINAGE DETENTION AND
WATER QUALITY FACILITY
CALCULATIONS
Cherie Lane II - #05043 Hydrology Area Calculations
BASIN AREA CALCULATIONS FOR DETENTION SYSTEM
Single-Family Residential Lot Area
AREA Area (sfl % Impervious Impervious (ac) Pervious (ac)
Lots 1-5 25,920 75 0.45 0.15
Road 2263 100 0.05
Sidewalk 2500 100 0.06
Lot 6 (lawn) 2958 0 0.07
Tract C 4077 0 0.10
37,718 0.56 0.32
0.88 ac
Note: Lot 6 roof area is providing compensating flow for recharging the Wetland A.
See Wetland Recharge basin Map B-2
05043-Storm AREAS 1.xls 1/22/2007
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— — � -- --� n ,-- ----�r--�r ---�--*-- , - - � - » - R N EXIST NG BASIN AREA W ov�
��.
-___. . ���� 'l �l f'---- �� . .. �__+____�__ _ : � -BO SINCLE FA�IILV RESIDENTIAL �S
-- ------ `'- ��"—��� 1 01 ACRES FOREST Ti
_. _. . ——_ .—�.r——� —+- M-+�-���-- � --'^-"i- `__.`� -- -� � ��N 7 � 'g��� . LL (NSPF) C�i e'
� �
. _. . .___ o---•--� �-a----.-� �-- -�-- -�-�i�- � --�---�- � a� f a �-3 � � i 0 � y- Z m �W�
_ _ - ,, - � : _ � _-'`. �` _ � � ._ i I NUMBER OF LOTS a � o�q
-- '
_ _ I ---� _ - �._ _-_ � - ' , , ;' s�X PROPOPSED BASIN AREA J�< $��
+s � ;: , `` '�Y�u.�p _a � _ � 5 , r_ ;�
nvn��ai�nc � � � � .�4� � ' a a - -4- : 0.56 ACRES IAIPERNWS W Os ��
•��.....+� „��,� � � �,�� , � : ,,��, � I � .„,,,�,. �� i ; BUILDING FOOTPRINT AREA 0.32 ACRES LAWN/LANDSCAPING � ;
a{�inwi�ii+ eW�in � �� � � �� �� �
. '7 ;�i�a R �� I I�� _ �� 9 , �� 2D00 SF PER LOT TOTAL = 0.88 ACRES �y, �^�
�-.`�. � �� ���` � �a � � I�� � � VOL �500 SF�LOT DRIVEWAY) ��0 �
i �.`�\ } � \ �� IJ =W�
I� � ' v��
-� ,i '; ,_�� �I 3�
...�. 1 , � �
; �
, o
�
I�� �
,� � �
� � i� 15 14 13 � w r�et � — fA
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a�cae g �{ �
— — _ I� � jj y� , o
/ ��' � � � i �,� Des�qnsd: BAS
� UTILITIES ��cketl BAS
�'^' � �i � �- NATURAL CAS PUGET SOUN� ENERGY
�'���'* j � _ -I_S� T + ��' I -" ELECTRIG7Y: PUGET SOUNO ENERGY De�� 01/22/07
I I �/1 , ';' ; , s naEE oN�' co�i�cnsr cna� CALL 48 HOURS
;� Jo0 No.: 06043
� : �, � ` / ' � ,�� �� _ ,�__ '�4! �'�, ;.� , �� �, . _ � � � i � '± � . wn�: arr oF R��-oH BEFORE YOU DIG nsa a.
�. � �. '�---_ -�..�•. '\ , �`-��`. ; .._ �`_ ._� �7I� / PL/A —`---`.y_•"`..+--5 �---' .. .� L%,.. '` �.}�i ` � � •.i ��. ..��� .-� SEWlER: SOOS CREEK WATER k SEWER DISiF21CT 6 t N �
FIRE DISTRICT: CITY OF RENTON 1-800-424-5555 D��
SCALE� 1"� 40� D '�,
1 O� i Sh00t6 �.
�
KCRTS - E uivalent Flows II�
q �
Equivalents for 2 year ',
Year Till-Forest Till-Lawn Till-Imp Till-Forest Till-Lawn Till-Imp ',
1 0.5700 0.1124 �
100 0.081 0.212 0.472 1.7544 1 0.1968 ,
25 0.063 0.114 0.363 8.8929 5.0813 1 �
10 0.049 0.092 0.296 '
5 0.047 0.089 0.296
3 0.041 0.082 0.259
2 0.028 0.049 0.246
1.3 0.017 0.045 0.243
1.1 0.002 0.019 0.213
50 0.075 0.179 0.436
KCRTS Equivalent Flows.xls
- 705 South 9t^Street
' S hweikl d� A Suite 303
- C SSOCIQteS�pllc Tacoma,WA 98405
Civil Engineering, Project .�fanagernent and Cnnszrltirzg Phone:(253) 272-445 I
Fax: (252) 272-4495
Cherie Lane II -05043
Pre- Developed Basin Input—PREDEV_1
? : ! � ~ �
Land Use Type ?
Area (acres]
Till Forest .88
Till Pasture U.OUO
Titl Grass 0.000
Outwash Forest 0.000
Outwash Pasture 0.000
Ouiwash Grass 0.000
Wetland 0.000
Impervious 0.000
Scale Factor 1.000
Time Step
r Hourly �l 15-minute
Data Type
....................,
'�� Reduced `� :Historic
Compute Total Area
Reduced is 8 years simulating Historic record
' - 705 South 9� Street
• ,S hweikl & f� Suite 303
- C SSOCIRtBS�pUc Tacoma,WA 98405
Civil Engineering, Project.�lanagen�ent and Consi4lting Phone:(253) 272-4451
Fax: (252) 272-4495
Cherie Lane II -05043
Pre- Developed Basin Input-PREDE�'_1
_ �ow r�eq:�e:-��y �na�ys�s ��y='2a�S�� �Li Co�`���le��..
_ ,I�me Series F=�1e: predev 1 . tsf P9ean= -1 . 6 i 2 StdDev= bl. 2 j2
?_c-ect Location:Sea-_ac Skew= -C. 129
---Annlld� P2aK Flcw Rates--- ----�lcw �requency Ar.alysis-------
--ow Rate Ranx Ti:r.e of ?eak - - Peaks - - Rank �eturn Frcb
(CFS; (CFS; Period
�. 026 16 2/16/49 22:00 C.0�9 1 89.5� G . 989
�. C51 5 3/^;3/50 i6:G0 0.0�6 2 32 . 13 0. 969
C.C56 2 2/C9/51 :8:00 0.053 3 19.58 0. 949
C.Oi7 32 1/30/52 9:00 0.052 4 14 .08 0. 929
0.014 4"� 1/18/53 19:00 0. 051 5 10. 99 0. 909
u.020 26 1/06/54 6:00 0. 043 6 9.01 0. 8�G
0.035 9 2/0�/55 21: �0 O. C41 7 7 . 64 0.869
u.030 12 12/20/55 1?:OC O. C3? 8 6. 63 0.849
0.023 21 12/09/56 15:OC O. C35 9 5 . 86 0. 829
' 0.025 20 '_/16/58 2G:OC O. C35 10 � .24 0 .80G
�.020 23 '_;29/59 3:00 O. G35 11 4 .75 0.?�9
�.�37 8 li/2C/59 2_:CO 0. 03C 12 4 .34 0.76G
;'. 020 22 2;24/6- 1�:C0 0.03G 13 3 . 99 0 .749
�. 012 44 1/03%62 i:00 0.029 14 3 .70 0.?29
�. 016 36 ;1/25;62 �4 :00 0.027 15 3.44 � .709
C.C20 27 1/�'i/64 "�8 :00 0. 026 16 ? .22 0 .69�
C�.Gi9 39 �l/30/64 =2:G0 0.026 17 ?. �3 C . 6?:;
O.Olei 38 li C6/o6 3:0� C.026 lts 2 . �5 0 .65;�
u.035 10 1/i9%&7 i9 :��0 C.025 19 2 .70 G.63�;
0.02G 29 2/03/68 22:00 C .025 20 2. 56 0.61�
0.020 28 12/03/68 1?:00 C .023 21 2 . 44 0 .59�
0.017 34 1/13/70 23:00 C.020 22 2 .32 0.5i�
0.014 42 12/06/70 8:00 C.020 23 2.22 0.55C
0.041 � 2/28/72 3:OC C.020 24 2. 13 0 .53�
0.019 29 �/i3/?3 5:OC 0.020 25 2 . �4 0 .�1�
�.020 25 "�/i5/�9 2: �C G.020 26 1 . 96 0 .49:;
J.030 �3 12/26/i4 23: �G O.�J2G 27 1 . 89 0 . 4�;
:7.Oi9 30 i2%02/�� 2C: OC C. �20 �8 1 .�2 � . 4�;
,�. OG2 50 �/�4/�7 19:OG O.Oi9 29 1 .7� 0 . 43;_
�. ��'c 3, ":2;l�i�i 1 . .�C C. :,�9 3G i .70 0. 4� �
C. O:G �6 2/12/�9 8:�C G.::iB 3� 1 . 64 0 .39;'
., . C26 �d ;211�i79 B:�G 0. �1� �� 1 .59 0. , .,
� . C�4 4C �2!26%80 �:CG G. �i7 33 1 .5d_ 0. 3�:;
� . C26 1, "_0!�6/8� 1.5:C0 0. ��7 �� 1 . 49 0. 3�:
C. G25 i9 i%05/B3 8:00 O.Oi7 �� � . 45 0.3_
C . 017 35 1i24/B4 i'�:CO C.016 36 ; .91 0.29=
G. COS 48 2/li/�35 6:CG C .u^16 3? : .3? 0.2�--
' �.C43 6 1/18/80 20:CG G.Olo 38 � .33 0.25_
.C�� _� ".1. � _."��0 7 . �C C . :�� . 39 _ .3� C ._�_
� Created on I!1Bi200?9 5i 00 Ph9 OSOd3 PREDEV l.doc
�
I - 705 South 9�Street
� �'� ,.�chweikl & f�ssociates llc Suice 303
� p Tacoma,WA 98405
Ci��il Engineering, Project.11anagement and Consulting Phone:(253) 272-4451
Fax: (252)272-4495
' Cherie Lane II -05043 '
I Developed Basin Input—DEV_1 III
' - � - � �
Land Use Type ?
, Area (acres�
Till Forest 0.000
: Till Pasture 0.000
�
Till Grass 0.32
Ouiwash Forest O.00D
Outwash Pasture 0.000
Ouiwash Grass 0.000
Wetland D.D00
Impervious 0.56
Scale Factor 1.000
Time Step
% Hourly 15-minute
Data Type
�'� Reduced � Historic
Compute Total Area
Enter area for this land use type, 0.0 if NONE
. 705 South 9�Street
�' .Sch weikl & Associates !Ic Suite 303
� p Tacoma,WA 98405
Civil Engineering, Project:�lanagement and Consulting Phone:(253) 272-4451
Fax: (252) 272-4495
Cherie Lane II -05043
Pre- Developed Basin Input-DEV_1
�lcw Freq�.:e:��y Ana:ysis �ogPearscr. I,I Coef�icients
Time Series File:dEV 1 . tSf �^ean= -0.�88 StdDev= 0. 109
Project Locat�on:Sea-=ac Skew= 0.440
---Annual Peak Flow Ra�es--- -----Flow Frequer.cy r,nalysis-------
Flow Rate Rank Time of Pea;c - - Peaics - - Rar.k Return Prob
(CFS) (CrS) Period
0.167 21 2/16/49 2�: C0 0.294 1 89. 50 0. 989
0.276 2 3/03/50 16:C0 0.276 2 32. 13 0. 969
0. 1�0 20 2/09/51 2:00 0.268 3 19. 58 0. 999
0. 134 �� 10/15/51 13:00 0.266 4 14 .08 0. 929
0. 128 44 3/24/53 15:G0 0.232 5 10. 99 0.909
O. i56 2i 12/19/5s 19:G0 0.232 6 9.Oi 0. 889
O. i61 23 =1/25/54 2:C0 0.214 7 ?. 64 �.869
0. 15; 24 "�1/18/55 1�:G0 0.21C 8 6. 63 0. 849
0. 186 15 i2/G9/56 19 :00 0.2C6 9 5.86 �.829
0. 164 22 12/25/57 16:00 0. �98 10 5 .24 �. 809
0. 122 47 11/i8/58 13:00 0. "�92 1� 4 .75 0.789
C. 157 2� 11/20/59 5:00 0. 191 12 4 .34 �.i69
C. 140 36 2/14/61 21:00 0. ,�90 13 3. 99 0.749
0.138 39 li/22/61 2:00 0.�89 14 3.70 0.729
0_ 139 37 12/15/62 2:00 0. "�86 15 3. 44 0_709
�. 156 26 12/31/63 23:00 0. ,,62 16 3.22 0.690
0. 140 35 12/21/64 4 :00 O. 1Bi 17 3.03 0.670
0. 141 34 1/05/66 16:00 0.1$0 18 2 .85 0.650
0.219 7 11/13/66 19:00 0.1?6 19 2 .70 0. 630
0.232 5 8/24/68 16:00 O.i70 20 2. 56 0. 610
0. 129 43 12/03/68 16:00 0.167 2i 2.94 0.590
0. 142 33 1/13/70 22:00 �. �64 22 2.32 0.570
0. 135 39 12/06/70 8:00 0. :61 23 2.22 0.550 I
0.210 8 2/27/72 ?:00 �. "�57 24 2. 13 0.530
0. 125 46 i/13/73 2:00 0. �5i 25 2.04 0.51C
0. 150 28 11/28/�3 9:00 �. �56 26 1. 96 G.490
0.198 �.0 12/26/?9 23:00 �. 156 2? 1.69 C.470
0.�28 =5 12/^u2/;5 20:0� �. �5G 28 : . 82 C.45�
0.�5G 3C 8/26/7? 2:00 O. 1�C 29 :. 75 C.�3�
0.206 9 9/17/-8 2:00 0. "��C 30 i.70 C. 410
O.i81 l; 9/08/79 15:00 O. i47 31 �. 69 C. 390
0. �82 "�6 12/14/79 21:00 O. i9ei 32 �. 59 C. 370
0. 192 11 il/21/80 11:00 0. 142 33 �. 59 C. 3�0
0.266 9 i0%06/81 0:00 0.�91 39 1.49 0.330
0. 189 �9 10/28/82 i6:00 0. 140 35 1. 95 0.310
0. 150 29 1/03/89 1:00 0. 140 36 1. 91 0.291
0. 130 42 6/06/85 22:00 0. 139 37 1.37 0.271
0. 180 �8 1/18/86 16:00 0. 138 38 1. 33 0.251
0.232 6 10/26/86 0:00 0. 1?:, 39 1 . 30 G.�31
Created on I120l2007 1:44:00 PM 05043 DEV I.doc
O. iO3 49 11/11/87 0:00 0. 134 40 1 .27 0.211
0. 134 91 8/21/89 17:00 O. i39 41 1.24 G.191
C.294 i i/09/90 0':00 0. 130 42 1.2''� C. i?1
0.268 3 11/24/90 8:00 0. 129 43 1. 18 G. �51
0. 147 31 1/27/92 15:00 C. 128 44 1. 15 G. �31
�. 096 50 11/Cl/92 i6:00 C. 128 45 1. 12 O. ill
0. 112 48 11/30/93 22:00 G. 125 46 1. 10 0.091
0. 146 32 �1/30/99 4 :00 G. 122 4� 1.08 0.071
0. 190 13 2/08/96 ��:00 G. 1�2 48 �.05 0.051
O. ��E i9 1/02!9? 6:OC G. 103 49 "_.03 0.031
0. _91 i� i�, ��9. 9^ i.. . �C C . ,ab �J =. 01 G.Oli
Computed Peaks 0.315 100.00 0. 990
Computed Peaks 0.288 50.00 0.980
Computed Peaks 0.261 25.00 0.960
Computed Peaks 0.227 10.00 0.900
Computed Peaks 0.220 8.00 0.875
Computed Peaks 0.200 5.00 0.800
Computed Peaks 0.160 2.00 0.500
Computed Peaks 0.134 1.30 0.231
Created on 1/20/2007 1:44:00 PM 05043 DEV I.doc
- 705 South 9w Street
' S h weik! & A Suite 303
- C SSOC[QtCS�p��C Tacoma,WA 98405
('i��i/ F.nKineerin�l. Pruject�Llunagement and Consulting Phone:(253) 272-4451
Fax: (252)272-4495
Cherie Lane II -05043
PRF.DEV 1 vs DF.V 1
Return Period
2 5 10 20 50 100
i _—- ' ' ' - ' ----'
__ --- --
DEV__1 pks in Sea Ix
• PREDEV_1.pks
.Q..., ._ . . . ...
10'1 ..__—___— ._ ' . ._ --_—'__"_'__._ —__ .
•
� • • • �
U 1r...t.. ...
a� • .� � ♦,
a, . •♦
r �����•
U �
� ♦1������♦
� � * ������ ,
� • ♦.��
♦
�� — _ _" "__ _-"-F-� _--'__-__.._-_" -....___ _—__-__-.--.____. _. ... _ '_ _'....
♦ ♦
♦
�0 3 � _._'_�-1
1 2 5 10 20 30 40 50 60 70 BO 90 95 98 99
Curtulati�e Probabiity
osoa3 PRrncv i �s��v i do�
- 705 South 9�' Street
' ►s hweikl & A Suite 303
- C SSOCIQteS� p��C Tacoma,WA 98405
C�vil Engineer•irrg, Project_llanagement ar7d Constrlting Phone:(253) 2�z-a45 i
Fax: (252) 272-4495
Cherie Lane II -05043
TARGET INPUT
? - � � - � � - - �'� i.J
Time Series File is predev_l.tsf ?
Output File is TARGET_l.dur
Type of Intervals
�-' Stage � Discharge
Number of Intervals 35
Interval Size 0.0015 �
First Inter�al 0.011�
User Specified Intervals `
_ ___ �
Compute Flow Durations
******* means the MINIMUM will be used
- 705 South 9u Street
� S h weik! & A Suite 303
. C SSOCIIIIeS, pllc Tacoma,WA 98405
Civil Erlgincering, P)'OJL'Ct .11anugernent and Const�lting Phone:(253) 272-4451
Fax: (252)272-4495
Cherie Lane II -05043
R/D Facility Definition File - Vault 1
Stage Discharge Storage Perm-Area
(Ft) (CFS) (Cu-Ft) (Sq-Ft)
. . �uCO 0 . ���G � " 0, C
. �
Q. O1C0 O. 00i 16. 8 0.0
J.0200 C. 00', 33. 6 0.0
0, 03C0 C.00= 5C . 4 0.0
� .04C0 O.00i 67 .2 0.0
�'.0500 O.001 84 . 0 0.0
'��. i900 0.003 319.2 0.0
:i.3400 0.004 �71 .2 0.0
_i.9900 0. 005 823.2 C.0
J. 6400 0. 005 �07�.'_ u^.0
;;.7900 0. 006 132� . : C.0
,�. 9300 0.007 i562.3 0,0
i .C800 O.CO? �9�9 .3 0.0
1.230C O.008 2066.3 C.0
1. 380C 0. 008 2318 .3 0.0
1.5200 0.008 2553. 5 C.0
1. 6700 0.009 2805.5 0.0
�.8200 0.009 3057 .5 G.0
_. 9700 0. 010 3309.4 0.0
2. 1100 O.O1C 3544 . 6 G. �
�.260G 0. �10 3796. 6 C.0
�. 91C0 0.011 9�98. 6 �.0
:. 56C0 0.011 4300. 6 0.0
�. 71C0 0. 011 4552. 6 C.0
i. 85G0 C. Oli 9787.8 0.0
3. 0000 C. 012 5039.8 ^v.0
3. 1500 �. 012 5291 .7 0.0
�. 3000 ^v. 012 5543.� C.0
3.9900 0. 013 5778. 9 C.0
3. 5900 0. 013 603C.9 C.0
�. E500 0. 013 6"�31.? C.0
� . 6600 0. 013 6�98.5 �.0
�. 6700 0.014 6'_E5.3 0.0
� . 6800 G. O1� 6"�82. 1 C.0
� . 0900 O.Oi4 E:98.9 C.0
3.7C00 0. 015 6215.7 0.0
3. 8400 0. 016 E45C. 9 C.G
�. 9900 0.018 6702. 9 0.0
1 . 1400 O.Oi9 E954 . 9 0.0
� .2900 0.019 7206. 9 0. 0
� . 4900 C. 020 7458.8 G. 0
� . 5800 0. 02_ 7699 .0 0. 0
; .73G0 G.022 %9�6.G O. 0
. '?F?�`l . "��� �+= . , .
�reat�d un I 1`i�ufi? 11:?��ilU:1!�1 V,AI�I.T I duc
5.OG00 0 . �23 8399. 6 C. �
5.0"�0^u C.023 8416.4 C. �
5. �20C G.024 L�433.2 ., . ,
J.O3UO U.UzJ 89J�.'J ., . 0
5.G4C0 0.02? �966.8 0. 0
5.0500 0.028 �4�3. 6 0. 0
5.0600 0 .028 �5C0. 4 0. 0
5.0700 0. 028 8517 .2 0. 0
5.2200 C. C33 8769.2 0.0
5. 360C O.Q36 9004 .4 0. 0
5.Si0C G.G�9 92�6. 4 O. u^
�. 66C0 G.041 950B . 3 C. �
�.81C0 O.C43 9?60.3 0. �
5. 9600 0.045 _0012.3 O.G
6. 1000 O.C4? 1024? .5 0.0
6. 1400 0.09? 10314 .7 0.0
6. 1700 0.098 10365. 1 0. 0
6. 1900 0.048 10398 .i 0. 0
6.2200 0. 049 10449. 1 0. 0
6.24CC C. 05G 1GS82.? 0. 0
6.2`'00 0.052 1Q533. i O. G
6. 30CG 0.054 iG583.5 0. 0
6.32G0 0.057 106i�. "� 0. 0
6.3500 u.060 1066?.� -' ' 0. 0
6.�500 0.309 %4$35.5 0. 0
6.5�G0 0. 933 ilOG3.5 0.0
6. 6�00 1 . 66 =11?1.5 0. 0
6.7500 2. 46 i1339.5 0.0
6.850C 2.?4 11507 .5 0.0
6. 950C 3. �0 11675.4 0.0
?. 05�G 3.2� 11843.4 C.0
7. 15CC 3. 95 1201"�.4 O.0
7. 2500 3 . 66 12179. 4 0. �
?.35C0 3. 85 12347 . 4 C. 0
? . 45C0 4 . 09 12515. 4 �. 0
?. 5500 4 .21 12683. 4 �.0
7. 6500 4 . 38 12851. 4 0.� ,
�.?500 4 . �5 13C'�9.4 �.0
7.8500 4 . 71 1318?. 4 0. �
7. 9�00 4 .86 13355. 4 C. 0 ',
8. 05G0 5. G1 1s��3. _ _ . �
1G�. 00 Base �'aci��ty E�e��°ct-�..
O.0 Mi;_utes/�nc:�. Ave�ace ___...-�,_._�
4 Fa^i�'_ity Type
6. 350G0 �epta ;f�)
O. G0000 Slcpe - Hcrizcn�ai Ccmp��er._
-1.COOGO �anx v�dID2tc�/R.lsc (t�;
3 N�:T.ber cf Or�fices
6. 35�u� 2iser :ead ;ffi;,
12.p�C� riiser �ia:�e`�:�r
F Bc�tom Perm�able (icgica� ;
F Sides Permeab=e ,'.log��ca,� ,'
T Nctched riser ;icgical;
T Triangular t�otch (lcgicai;
2u. 00�JC _�:��t�h ar_gie (�egr�e�,
c�zar���n �;�i�,_on? ii:���ou:�nt v,a���.�r i.d,,�
(specl-yi �iser cLficw rat�r.g cGrt.�e fi��ename
76.3600 Facility Lenqth (ft)
1679. 92 Facility Bottom Area (sq ft)
0 Pr;mary Hydrograpl:
dev l .tsf F:ydrograph & inflow TS fiie
_d���:� �___�ow TS file
2 Year
1_E4 F.our
. ^OCCu;;E-01 I'arget peak discnarge rate
4- Year
3148 Hour
-; . �99:+90E+15 Target oea;c discharge rate
41 Year
Y�4 Hcur
_ _:_+�:��E+:5 Target peak d_s:.l:arg� rate
48 �ear
��4 4 :iour
-�. 99999CE+15 Target peak discharge rate
42 Year
=9�0 Hour
-� . +����G�-15 Target peak discharge rate
�? Year
:�� Hour
-���. 99999�E+1.5 Target peak d-_scharge rate
2"� Year
2836 Hour
-�. 99999CE+15 Target peak discnarge rate
0 Year
34�9 Hour
-� . 9°9y90E-15 Targe� peak discharge rate
� Iteration Startir.g Menu se��ecticn
� �teration Startir.g �rvi:�dcw
_� I`era_i�n ='_:�a� ��]�:�;oo-�
0.00000 Orifice height (ft) ,
0.500000 Orifice diameter (in) • '
�. � �837c-�1 Orifice ��scha�ge ;�fs)
3.65000 Orifice height (ft) ,
0.500000 Orifice diameter (in) �I
. 11i398r.-�= Orifice discl:arge (c_`s;
5.00000 Orifice height (ft)
0. 830000 Orifice diameter (in)
�• . 217060E-01 Orifice discharge (c�s)
0. 19000 Notch hei�ht
� �_eate Docurr.ent Eile
T Calculate Peaks
= View ?eaks
�' Not�fy when peak dates crar.�e
r ciot rea;cs
i Calcu�a�e Duraticr.
F view dsrations I
T Plct �uration
F Plct Pea;c Stage
F P1ot ;�uration Stace
rciou�.pks Feak fi�_e 1
idout.dur ��uration f�-ie 1
!specify) Peak file 2
(specify) Duration f•�le �
�I
Created on 1/19/2007 I 1:22:00 AM VAULT_I.doc I
;specify) Peak file 3 '
�ARGEi.dur DLration f�le � i
;snec'_fy; Peak fi_e . �
ispecify; L�ration fiie 4
� CalcLiate Vo�ume
1G% 1/ 0 0:00 Volume Sta�t �a��
10/30/ 0 23: 00 Volume End Da_�
F Calculate D/S Compliance
dsout i./S Compliar.ce Cu�P�s� =�1�
(specify) D/S Tribstary file
;specify) Reservoir �iie
C.00OOC D/S Compiia:�ce La�:
'L PCC is d:scrarge cernp�'�ia�ce e=�� �r,:�? .
Creat�d��n I�19���)il- I I �3���(,':�h4 ��:Al I f I .loc
- 705 South 9�h Screet
�' ►Sch weikl & f�ssociates p!!c Su ite 303
� Tacoma,WA 98405
Civil Engineering, Project_�Ianagement and Consulting Phone:(253) 272-445 I
Fax: (252)272-4495
Cherie Lane II -05043
RDOUT - Discharge from detention Vault
Flcw =recL2ncy Analysis LogPearsoz III Ccef��cier.ts
Time Series File: rdOut. tBf Mean= -1. 750 StdDev= 0.218
Project Location:Sea-Tac Skew= 0. 89?
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Ra�e Rank T�r.te of Pea:{ - - Pea;cs - - Ran;c Return Prob
;CFS} CrS; (fti Period
0.011 39 2/22/49 13:�G O. C59 6.34 1 89.50 0. 989
0.019 1� 3/05/50 7 :C0 O. C51 6.25 2 32. 13 0. 969
0.059 1 2/09/51 20:C0 0.045 . 5. 95 3 "�9.58 0. 949
0.011 46 2/04/52 ;:00 0.093 5.79 4 14 .08 0. 929
0.015 28 1/18/53 22:00 0.042 5.?5 5 10.99 0. 909
0.013 31 1/06/59 12:00 0.041 5.67 6 9.01 0.889
0.013 34 2/08/55 9:00 0.040 5.55 7 7 . 64 0.869
0.022 11 1/06/56 12:00 0.039 5.50 8 6. 63 0.849
G.Ci3 32 2/26/�7 4 :00 �.039 �.49 9 5.86 0.829
G.018 22 1/1?/56 7:00 �.033 �.24 10 5.24 0.8C9
G.012 38 1/24/59 "�6:00 0.022 4 .84 11 4 .75 0.789
0.043 4 11/21/59 3:00 0.022 4 .?4 12 4 .34 0.769
0.020 15 11/24/60 1? :OC C.02i 9 . 63 13 3. 99 0.749
0.011 47 12/24/61 6:00 0.021 9 .59 14 3.70 0.729
0.015 27 1�/26/62 11:OC 0.020 4.47 15 3.94 0.7C9
0.019 20 11/19/63 17 :00 0.020 4 .41 16 3.22 0. 690
0.022 12 12/O1/64 8 :00 0.019 9 .23 17 3.03 0. 6i0
C.013 35 1/0?/66 4 :00 G.019 4 . 17 18 2.85 0. 650
C.018 21 12/13/66 15:00 0.019 4 . "�4 19 2.?0 0. 630
0.013 33 1/20/68 20: 00 C.019 9 .09 2G 2.56 0. 610
0. 012 36 12/li/68 8 : ;,0 0.018 9 .03 21 2.94 0.590
0.016 26 1/27/70 4 : C0 0.018 9 .03 22 2 .32 0.570
0. 016 24 12/G7/70 11: C0 0. 0�� 3.88 23 2.22 0.550
0.039 8 3/06/72 22:G0 0. ��6 3.87 24 2 . 13 0.53C
O.C21 13 12i26/i2 7 :OG O.Oi6 3.81 25 2.04 0.51C
0.017 23 1/16/79 19:00 O. C16 3.80 26 1. 96 0.990
0.012 3? 12/2i/?4 1�:00 O. C_5 3.75 2? ,,.89 0.9?0
0.019 29 12/09/75 3:00 0. 0=5 3.70 28 1.82 0.450
O.G10 98 8/26/7� 7:00 O.C19 3. 68 29 1.?5 0.930
O.G19 18 12/�5/77 19:00 O.Oi4 3.6? 3C �.70 0.41C
O.C1� 99 2/��2/?9 18:C0 0. �:3 3..56 31 1. 64 0. 39C
O.G92 5 12/"�7/79 20:00 O. C�3 3.55 32 ,� .59 0. 37C
O.G14 30 12i30/80 22:00 O. Oi3 3.54 33 1.54 G.�50
0.033 10 10/06/81 18:00 0. 0:3 3.48 39 � .49 0. �30 '
0.016 25 1/08/83 3:00 O. C�3 3.40 35 1.�5 0.310 '
0.011 99 12/10/83 19:00 O.Ci2 3.32 36 1 . 41 G.291
O.G11 9G 11/C4/84 i:00 0.012 .1.25 3% 1 .37 0.271
0.021 14 1/19/86 1:C0 0.012 2. 90 38 1 .33 �.2�1
0.039 9 11/29/86 �:r,0 0.01�� 2.88 39 1 .30 0.2�1
O.011 9: 12/'�C/8�' � :CG C.O1� 2.88 40 1 .27 0.2i"� '
Crcated on Ul9/2007 9:57:00 AM 05043 rdout.doc i
I
0.011 92 =1/05/88 22:00 �.01; 2.86 41 1.24 0. 19i
�.045 3 1!09!90 :9 :OC O. C;1 2.7C 42 1.21 0. 171
O.C40 � 4/05/91 6: C0 0. 011 2 .57 43 i. 18 0.151
0.019 �9 1/31/92 6:G0 0.011 2. Si 44 1. 15 C .131
0.011 45 1/26/93 4 :00 0.01� 2. 40 45 1. 12 C."111
0.010 50 2/i7/94 22:00 0.�1"� 2.36 46 1. 10 0.091
0.020 16 12/27/94 8:OC 0.0"�1 2.35 4i 1.G8 0.0?i
O.G51 2 2/09/96 4 :C0 0.010 2 .20 48 1.05 O.C51
0.091 6 1,i02/9? 12: G0 O.O1C 2.C9 49 =.03 0 .�31
u.Gl� 43 _C�3C�!9? 1�: Ou 0.010 _. 96 5C _ . �1 ,, .C�1
Computed Peaks 0.078 6.36 100.00 0.990
Computed Peaks 0.062 6.35 50.00 0.980
Computed Peaks 0.049 6.22 25.00 0. 960
, Computed Peaks 0. 035 5.31 10.00 0. 900
Computed Peaks 0.032 5.20 B.00 0.875
Computed Peaks 0.026 5.04 5.00 0.800
Computed Peaks 0.017 3.88 2.00 0.500
Computed Peaks 0.012 3.30 1.30 0.231
I
�
I
�
Created on I�19,�2007 9 i?00 AM 0�043 rdout.doc
- 705 South 9�h Street
• S h weikl & A Suite 303
- C SSOClUt6S�pllc Tacoma,WA 98405
(�n�i! f;����,�ineer-in�, Project Munugement and Consultin� Phone:(253) 272-445I
Fax: (252)272-4495
Cherie Lane II -05043
Routed "I'ime Scries-lluration Gra h
__ .._ _ _ ... . _ _ _ _ _ __. _ _ _
�
0
� ou�e�c.v,-� =/Bf'-�-�-$'
o _------ -—-- --
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Created on I/19/2007 I 1:13:00 AM05043 Routc doc
'. 705 South 9�Street
' s h wer'kl & f� Suite 303
- C SSOC1QteS�p��C Tacoma,WA 98405
Civil Engineering, Project.1�lanagement and Consaslting Phone:(253) 272-4451
Fax: (252) 272-4495
Cherie Lane II -05043
Duration Comparison Analysis
Base File: predev 1 . tsf
New File: rdout. tsf
Cutoff Units: Disczarge ir. CFS
-----Fractior. of Time----- ---------Creck of Tclerar.ce-------
Cutoff 3ase New �C:^.ange Probabili�y Base New �Change
' 0. 011 I 0. 93�-02 0.32E-01 297.0 I 0.93E-02 0.011 0. 013 18.0 ; �'L-
0.0�5 � 0. 50E-02 �. 5?E-02 13.8 � O.SOE-C2 0. 01� 0.015 6.2
.�
0.018 i 0.28E-02 0. 33E-02 18 .2 I 0.28E-02 0.018 0.019 3.3
0.022 I O. i7E-02 0. 92E-03 -46.1 I C. 1%'�-02 i,. �22 0.021 -6. 6
0.026 � 0. 11E-02 0. 68E-G3 -35.8 � O.liE-02 C.026 C. 022 -14.6
O.C29 I �. 67:-03 C.5i�-03 -14 .? 0.67E-,^�3 0. 029 0.026 -�1.8
0.033 I 0. 44E-C3 u. 45E-03 2 .6 I 0.44E-03 0. 033 0.033 0.8
0.037 I 0.30E-03 0. 32E-03 6.8 I 0.30E-03 0.037 0.037 1.3
0.041 I 0.21E-03 O. i8E-03 -17.2 � C.2iE-03 0.041 0.040 -2.4
0.044 I 0. 11�-03 0. 66E-G4 -42.0 I 0. 11E-03 0. 044 G.042 -5.2
0.048 I 0.59E-04 0.27E-04 -53.8 ' 0. 59E-04 0.048 0. 045 -6.6
0.052 ! 0.32E-04 0. 91E-05 -71.4 I 0.32E-04 0.052 0. 047 -9.2
0.055 I 0. 68E-05 0. 68E-05 0.0 I 0. 68E-05 0.055 0.055 0.2
G.059 I 0.23E-05 0. 23E-05 u.0 I ^v.23E-05 0.059 0.059 0. 6
Maximum positive excursicn = 0.002 cfs ( '_8.0�)
occurring at 0.011 cfs on the Base Data:p-edev l.tsf
and at C.013 cfs or. tne New Cata:rdout.tsf
Maximum negative excursion = 0.006 cfs (-19. 9$)
occurri:�g at O.G29 c�s on the Base Ca=a:predev l.tsf
and at 0.023 c�s on the New Data:rdo�:t.�st
Created on I/19/2007 9:49:00 AM 05043 COMAPRE I.doc
6.4.1 WETPONDS—BASIC AI�D LARGE—,b(ETNODS OF,-I�VALYSIS
FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM IN INCHES(FEET)
; ST 1.0/ LA 1.2
i � ST 1.1 ST 1.0 LA 0.8 LA. 0.9 �„�o�:.�,��.,
I� � iw� ;.�_ q R�Mo<ounrr
.�, � ,�r^( ��.r-t_i
.� jf
�l j � �
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Y• !d l�
S�1 �1
i��_�
/ ^ �
, , ,'�3'
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I 1 •�r �� � •
f
� .�vu
� � . �
[r�' �i
� z� 9 `, i • e
&7 � �i � `�E � �
J
6
SIATL `t� ,�\ �. �� yl j``�`�' � ��^.aexv.�
�:; ��Z,s,_�,�� `1 l� Z 1 ��_�
� �' �� / I L. �
.'7 � i-.� .��rn.
' ' �r
j i ` , F 1 L `7
�. y p� �
0
L i � } � a
�,*v-i, A=' ;' F .,.n,s. .��
; a o
_. � _ � J �
.�
,; ;�
�`�,-�—,
� � ?–
s..+ Q . ; �
, G p
.. } .��� "`7
�j
_ � ( ` ' ���i f r
0.54•• st,::r- � �
�� n
(0.045,) `'" e
:R,.»�o�.�.
,E.�.�o��„
0.47"
(0.039') n •
u� Incorporated Area � �
.x� River/l.ake 0.47" �
— Major Road (0.039') 0.5Zp
(0.043') 0.65••
NOTE:Areas east of the eastemmost isopiwial should use 0.65 0.56" (0.054')
inches unless rainfall data is available tor the location of interest (0.047')
2'The mean arnwal stortn is a conceplual stam found
by divi�ng the annual precipitation by the total number
of storm everns per year
result,generates large amounts of runoff. For this application, till soil types inctude Buckley and
bedrock soils,and-alluvial and outwash soils that have a seasonally high water table or are underlain at
a shallow depth(less than 5 feet)by glacial till. U.S. Soil Conservation Service(SCS)hydrologic soil
groups that are classified as till soils include a few B, most C,and all D soils. See Chapter 3 for
� classification of specific SCS soil types.
2005 Surface Water Design Manual 1/24/2005
6-71
SECTION 6.4 Vb'ETPOOL FACILITY DESIGNS
• Till forest is all permanent onsite forest and/or shrub cover, located on till soils, that retains the
natural understory vegetation and forest duff,irrespective of age, if densities are sufficient to cnsure at
least 80 percent canopy cover within 5 years. To be counted in this category, forest must be protected
as permanent open space. Such areas shall be placed in a separate open space tract or shall be �.J
protectcd through covenants or conservation easements. Section 5.2.1 has a brief discussion of
forested open space under the heading"Rural Residential Projects."
• Outwash is soil that infiltrates well and as a result produces small amounts of runoff. SCS hydrologic
soil groups classified as outwash soils include all A,most B, and some C soils. See Chapter 3 for
classification of specific SCS soil types.
Cover categories are based on existing U.S. Department of Agriculture soil survey data or site-specific
data where available.
� Next,coefficients specific to the four cover rypes are weighted by the drainage areas and then multiplied
by the rainfall R from Step 2 to produce the runoff volume V,:
V, _ (0.9A;+0.25.4,b+O.lOA,f+O.O lA�}x(R) �� (6-13)
C�.9�'I��1/T4)a-�.z5(�3,93`J) +-o + o) �C �� � `-�'197 GF
where V, = volume of runoff from mean annual storm(c�
A; = area of impervious surface(sf}
A,�= area of till soil covered with grass(s�
A,�= area of till soil covered with forest(s�
A� = area of outWash soil covered with grass or forest(sfl
R = rainfall from mean annual storm(ft)
Step 4: Calculate wetpool volume(i�b). Use the results of the previous steps to calculate the required
wecpool volume according to the following equation:
Vb — .f V. � '�X � Z9 � G� �6-14) ...�
�7= 9
where V,, = wetpool volume(c�
f' = volume factor from Step 1
V, = runoff volume(c�from Step 3
Step 5: Determine wetpool dimensions. Determine the wetpool dimensions satisfying the design criteria
outlined below. A simple way to check the volume of each wetpool cell is to use the following equation:
vh =
h(A, +A,) (6-15)
2
where Yh = wetpool volume(cf}
h = wetpool depth(ft)
A i = water quality design surface area of wetpool (s fl
A, = bottom area of wetpool(s�
Step 6: Design pond outlet pipe and determine primary overflow water surface. The design criteria
for wetponds(see Section 6.4.1.2)calls for a pond outlet pipe to be placed on a reverse grade from the
pond's wetpool to the outlet structure. Use the following procedure to design the pond outlet pipe and
determine the primary overflow water surface elevation:
a) Use the nomographs in Section 4.3 (Figures 4.3.1.B and 4.3.1.C)to select a trial size for the pond
outlet pipe sufficient to pass the WQ design flow Q„p. �
b) Use Figure 43.1.F to determine the critical depth d�at the outflow end of the pipe for Q„q.
1i24/2005 2005 Surface Water Design Manual
6-72
TECHNICAL INFO�:MATION
REPORT
STORM DRAINAGE CONVEYANCE
SYSTEM CALCULATIONS
i
Flow Capacity Calcs. (manning's)
Q = I .-ig6 n � R- � � S ,
13o1d Numbers entered directl
Pipe Dia. (D) 12.00 " 12.00 " 8.00 "
Manning's n (n} 0.014 0.014 0.014
Slope (S) 5.19% 0.50% 0.87%
Depth (Y} 1.00' 1.00' 0.67'
Qactual 7.54 cfs 2.34 cfs 1.05 cfs
Vactual 9.596 fps 2.979 fps 3.000 fps
�,�
Frlename 05043_GE�\'ERAL.XLS Tab Pipe Flows/,'10�7007 1/:.i6,9,19 I
Rational Method (KCSWDM)
Storm Event 25 yr
Precip (Pr) 3.4
Area Basin area 0.56 AC 0.32 AC
C Table 3.2.1A 0.9 0.25
ar Table 3.2.1 B 2.66 2.66
br Table 3.2.1 B 0.65 0.65
Tc Time of concentraton 6.3 6.3
ir ar*Tc^(-br) 0.80 0.80
Ir Pr x ir 2.73 2.73 Total
Q C x I r x A 1.38 cfs�0.2 , 1.60
Rationai Method (KCSWDM)
Storm Event 100 yr
Precip (Pr} 3.9
Area Basin area 0.56 AC 0.32 AC
C Table 3.2.1A 0.9 0.25
ar Table 3.2.1 B 2.61 2.61
br Table 3.2.1 B 0.63 0.63
Tc Time of concentraton 6.3 6.3
ir ar*Tc^(-br) 0.82 0.82
Ir Pr x ir 3.19 3.19 Total
Q C x Ir x A 1.61 cfs 0.26 cfs 1.86
�
0�0¢3
,,.,;t,,,v,.,,.� Ru�vvcr�utv1YU lAl1VN ANll ANALYJIS NIEIHODS li
FIGURE 3.2.1.0 25-YEAR 24HOUR ISOPLUV�ALS '
� '
�� ��� �� ��� � � SM MDIIISM COUMT• �''.
2S ��a.K •�. i ��. �� "� �� � ��� �� �� KIMOCOUMT'/
� ��` rru� - �
?' � __.�_ _ _
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3� , - � } -� �- ?: _ I � _ i �r� '
t� / ._ ^ �. . �e ' �
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y
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� �Vr._'_-
�. PIERC!couwrr
WESTERN � ��;�� �
KING COUNTY ` -` -- � SS
N � �` � 50
25-Year 24-Hour � � ti � 4.5�
f `
Precipitation `��� � � �,;��.�
o�--��Maes �, op
in Inches �
9!1l98 1998 Surface Water Desi�n Vianual
3-16
�'` G �
3.2.1 RATIONAL MET'HOD
FIGURE 3.2.1.D 100-YEAR 24-HOUR ISOPLUVIAIS
!
�y�J�-� - --- --- -- ��- __ eourTr
3 T , .. - 1 -�- �' r oou�rr
.� �
3 3� •^ ___ .� ` � �`' .
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4r � - _ '�
4,� ' .� -- .`� � ' +-�-� __ ��`.' .
. .«..: _ `�� -
43 ,\ . ... � ., —,_``� . ,--` -
.. , . ; . _
..... __. __
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.� �,, , •�. ......
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p .. ' �
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_ � = N�t�/ \ �n
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w . _ ^�� —" , J• ��� �^
. 4 ." IN. � � `,` �
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WESTERN � `� � '�=:�, ',
KING COUNTY �' � ,. . Cs.$ '
O �y V.O
N � 0�eV '~. 5.5
�,
100-Year 24Hour a� �,:� �.,� � �
Precipitation °`��,h -� ���__- - �
f"�
� L,
in Inches °�""� h• '
h�
1998 Surface Water Design Manual 9/II98
3-17