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Oakesdale Avenue S.W. Extension
Phase 1B
S.W. 27th Street to S.W. 19th Street
Phase 2
S.W. 31st Street to S.W. 27th Street
50% SUBMITTAL
ABBREVIATED SURFACE WATER
TECHNICAL INFORMATION
REPORT
December, 1999
' Prepared by: Kato &Warren, Inc.
Prepared for: City of Renton
Planning/Building/Public Works
Contributing Kato &Warren Staff:
' Richard E. Warren, P.E., Principal
Shawn S. Summersett, P.E.,Civil Engineer
' Kourosh Sameni, P.E., Civil Engineer
Contributing City of Renton Staff:
Allen Quynn, Civil Engineer
1 Address: City of Renton
Planning/Building/Public Works
Renton City Hall
' 1055 South Grady Way
Renton, Washington 98055
Oakesdale Avenue S.W. Extension
Phase 1B
S.W. 27th Street to S.W. 19th Street
Phase 2
S.W. 31st Street to S.W. 27th Street
50% SUBMITTAL
' ABBREVIATED SURFACE WATER
TECHNICAL INFORMATION REPORT
December, 1999
' Prepared by: Kato & Warren, Inc.
Prepared for: City of Renton
Planning/Building/Public Works
' Contributing Kato &Warren Staff:
Richard E. Warren, P.E., Principal
Shawn S. Summersett, P.E.,Civil Engineer
' Kourosh Sameni, P.E., Civil Engineer
Contributing City of Renton Staff:
' Allen Quynn, Civil Engineer
' Address: City of Renton
Planning/Building/Public Works
Renton City Hall
1 1055 South Grady Way
Renton, Washington 98055
' Oakesdale Avenue S.W. Extension - Phase 1B &2 50% Submittal Abbreviated S.W.T.I.R.
City of Renton
TABLE OF CONTENTS
Page No.
INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
' OVERVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
DESIGN REQUIREMENT SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
City of Renton . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I
Washington State Department of Fish and Wildlife . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Washington State Department of Ecology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
' EXISTING DRAINAGE SYSTEM AND PROBLEMS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
PROPOSED DRAINAGE SYSTEM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
' General Comments for All Site Drainage Basins . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Basin 1 -Conveyance System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
' Basin 1 -Mitigation System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Basin 2 - Conveyance System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Basin 2 -Mitigation System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
APPENDICES
' Appendixg A - Mitigation Calculations
' Appendix B - Conveyance Calculations
Kato & Warren, Inc. December, 1999
' Oakesdale Avenue S.W. Extension -Phase IB &2 50% Submittal Abbreviated S.W.T.I.R.
City of Renton
' INTRODUCTION
' The purpose of this Abbreviated Surface Water Technical Information Report is to document the design
requirements,exceptions,methodology and calculations for the surface water design elements of the
Oakesdale Avenue S.W. Extension - Phase 1B & 2 project.
OVERVIEW
The project is located west of Springbrook Creek along the Oakesdale Avenue SW alignment between
' SW 19`h Street and SW 31s`Street. Project runoff is tributary to Springbrook Creek via its adjoining
wetlands,which flow to the Duwamish River before entering Puget Sound at Elliott Bay. The project
consists of two phases, IB and 2. The Phase 1B project will consist of adding one lane,curb,gutter and
' sidewalk between SW 27`h Street and SW 19`h Street. The Phase 2 project,south of SW 27`h Street will
consist of widening the existing rural ACP Metro maintenance road section to a three-lane urban street
section with curb, gutter and sidewalk.
' The
Phase 2 project borders existing FEMA floodplains and wetlands on the east and west sides within
' the project right-of-way. The roadway will not impact the wetlands to the west but the eastern wetland
will be impacted by fill and requires mitigation. The proposed mitigation techniques include constructing
a retaining wall along the east side of the road to minimize filling and enhancement of existing wetlands
denoted project wetlands"F"and"H". For the north portion of the project,water quality mitigation has
been provided in the existing oversized water quality pond located in the northeast quadrant of the SW 27`h
Street intersection. For the south portion,a water quality pond has been designed and located within the
' existing cul-de-sac bulb upland area for discharge to project wetland "F".
DESIGN REQUIREMENT SUMMARY
Surface water conveyance and mitigation facilities are designed to meet or exceed the requirements outlined
by the following agencies:
' City of Renton: The drainage system,including conveyance and surface water mitigation elements,is
designed to meet or exceed requirements outlined in the 1990 King County Surface Water Design Manual
' (1990 KCSWDM)adopted by the City of Renton Storm and Surface Water Drainage Ordinance. Water-
quality ponds have been enlarged to provide a minimum of 150%of the dead storage volume and surface
area required by the 1990 KCSWDM. Tailwater elevations used for the conveyance system backwater
' analysis were established as �.90 for Basin,�the postpost^ deyelOnmPnt SW ?7th Street box auLyart
installatio _floodA v tiox per Allen Quynn)and 13 9TTor Basin��the water quality pond water surface
elevation per Phase IA SWTIR). 13,(00
A f
Kato & Warren, Inc. 1 sP� I December, 1999
' Oakesdale Avenue S.W. Extension -Phase IB &2 50% Submittal Abbreviated S.W.T.I.R.
City of Renton
Washington State Department of Fish and Wildlife: (drainage-related requirements/
' recommendations were set forth in a letter to Gregg Zimmerman from Philip Schneider dated May 6, 1997)
1. An HPA Permit will be obtained for outfalls and for discharge to Springbrook Creek.
' 2. All discharge meets or exceeds requirements of the WSDOE Stormwater Management Manual
for the Puget Sound Basin.
3. Where land use will accommodate,wetponds are proposed rather than wet vaults for maintenance
' reliability reasons.
Washington State Department of Ecology: (drainage related requirements/recommendations were
set forth in a letter to Robert Mahn from Rebecca Inman dated May 2, 1997)
' 1. Drainage design addresses both individual and cumulative impacts to existing flooding,infiltration
and water-quality problems by coordinating mitigation efforts with other development proposals
in the area (e.g., the East Side Green River Watershed Study and adjacent development
proposals).
2. Springbrook Creek(WRIA#WA-09-1015,Class A Waters of the State)is on the current 303(d)
' list of water bodies exceeding state water-quality standards. The specific standards exceeded
include fecal coliform,temperature,dissolved oxygen,sediment bioassay,cadmium,copper,
mercury and zinc. Mitigation facilities are designed beyond standard requirements to ensure that
' state water-quality standards in Springbrook Creek are not further degraded.
3. Stormwater discharges to wetlands are anticipated to either meet state water-quality standards,
or through mitigation sequencing,the impacts of such discharges are avoided,minimized,or
' mitigated by the proposed wetland mitigation plan.
4. Floodway and water-quality mitigation has been integrated as recommended.
EXISTING DRAINAGE SYSTEM AND PROBLEMS
The project consists of two phases, I and 2. The Phase I project is an extension of the Phase I
' project and was described in the Abbreviated Surface Water Technical Information Report,September
1997.
' The north portion of the Phase 2 project site consists of a rural ACP Metro maintenance road and a 48"
diameter CMP cross culvert. Although the offsite drainage basin flows west to east,the culvert gradient
' slopes gently from east to west. An August 31",site investigation found 10"of sediment at the west inlet
since it is lower than adjacent areas. The existing wetland has been channelized to the western inlet.
The south portion of the Phase 2 project site is relatively developed and includes curb,gutter and a closed
conveyance system serving an existing cul-de-sac. The main conveyance system is an existing 18"diameter
Kato & Warren, Inc. 2 December, 1999
' Oakesdale Avenue S.W. Extension - Phase 1 B &2 50% Submittal Abbreviated S.W.T.I.R.
City of Renton
' pipe which runs south to north and collects the existing 12"diameter street laterals. The existing 18"
diameter pipe dead ends in a manhole at elevation 7.06 feet with a 12"diameter stub outfall at elevation
' 12.31 feet. The 12"diameter stub outfall discharges after a short distance at elevation 12.18 feet. The
cause of backwater in the existing conveyance system is due to the fact that the existing system outfall is
5.25 feet higher than the inlet. The existing manhole and pipe outfall will be relocated to accommodated
tretaining wall construction. Please see construction plans for more detail.
' PROPOSED DRAINAGE SYSTEM
' The proposed drainage system is substantially changed from the system proposed by HNTB in their March
1997 Design Report. Relatively little hydraulic head between the proposed roadway grade and outfall
elevations make$peak-rate runoff control ponds difficult to site efficiently. For less cost,constructed
' wetlands and dead storage in water-quality ponds will provide a superior level of pollutant removal and
peak-rate runoff control than provided by peak-rate runoff control ponds and water-quality vaults
' proposed by HNTB. For these reasons,the proposed stormwater conveyance and mitigation systems
have been altered and will be constructed as described below.
' General Comments forAll Site Drainage Basins: Conveyance and mitigation features are designed
to safely pass the 25-yr storm event. Backwater analysis shows that catch basins will not overtop for storm
events less than,or equal to,the 25-yr storm event. In anticipation of tree planting along the Phase 1 B
' portion of the boulevard,open-curb-face inlet frames are being utilized to facilitate runoff capture during
autumn months, the Phase 2 portion proposed their usage only at the road sag points.
A minimum pipe cover of two feet has been maintained between the conveyance system and the roadway
finished grade except as noted below. The north portion of the Phase 2 closed conveyance system has 1
' foot of cover,therefore,ductile iron storm pipe has been proposed. In accordance with City standards,
catch basins are spaced at approximately 150 or 200 lineal feet depending on road grades,except at one
place with 300 lineal foot spacing since the roadway profile crest is located between the two adjacent catch
basins.
The project has been broken into two drainage basins to accommodate surface water mitigation facility
' siting. The following narrative describes the proposed drainage system in each basin.
BASIN I - Sta. 5+50 to Sta. 15+50 (tic,. +�^� P#4 EL /3 G 0 7��
After Phase 1 B and 2 construction,on-site surface water runoff will be conveyed in curb and gutter systems
' to catch basins and a closed trunk conveyance systems parallel to the road and outfalling to an existing
constructed water quality pond and constructed wetland. The existing facility was oversized during Phase
IA design to mitigate the future Phase 1B and 2 impact.
Kato & Warren, Inc. 3 December, 1999
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' Oakesdale Avenue S.W. Extension - Phase IB &2 50%Submittal Abbreviated S.W.T.I.R.
City of Renton
' Conveyance System:
The conveya stem is constrained by the limited available fall to the 100-yr downstream tailwater
' elevation of 3.91 eet set by the existing water quality pond. Limited available fall and pipe cover
requirements o c ed cdnveyance systeTn-g-radients-below standard minimums. The minimum slope is
0.100%which is less than required 0.20 o e, 1990 KCSWDM Table 4.3.4A. Ductile iron pipe is
used in areas where available cover is less than eet.
The pipe conveyance system was designed to convey with t surcharge the peak runoff rate for the 25-yr
storm event using 1990 KCSWDM Section 4.3 requirement Although the conveyance system will not
overflow,the freeboard will be less than the 0.5 foot requiremen . The conveyance system outfall pipe will
' be submerged during wet periods when the water quality pond de _starage is full,but the road system is
set entirely above the water quality pond dead storage elevation o 13.60 f et. Submerged discharge was
selected in accordance with the 1998 King County Surface Water s' Manual(1998 KCSWDM)to
' enhance tranquil discharge of runoff into the pond. Limited pipe cover requires the use of ductile iron pipe
in low areas of the basin. The conveyance system passes through an existing 72"diameter Type 2 Catch
Basin with abaffle which provides oil spill containment and captures floatable material prior to discharge
' to the water-quality pond.
' The conveyance and mitigation features were over-sized in the Phase I design to accommodate the
extension of Oakesdale south of SW 27`h Street(Phase 2)and the completion of the 5 lane road section
between Sta. 15+00 and Sta.20+25(Phase 1 B). The standard frames which were installed in Phase 1 A
' will be replaced by open-curb-face frames during Phase 1B. The backwater analysis of the proposed
conveyance system can be found in Appendix B.
w�+ 4y r uF P,pe-.
The existing 48"diameter CMP culve will be removed due to a conflict with the proposed conveyance
system. It will be replaced with two-3E diameter culverts. An upstream offsite basin analysis has not been
performed. The two 36"diameter e6lverts are proposed to replace capacity provided by the existing 48"
diameter culvert. While the invert elevations remain the same,the slope of the proposed culverts will be
reversed to match the offsite drainage routing flowing west to east. The capacity of the proposed culverts
' exceeds the existing 48"diameter CMP culvert. The existing culvert was analyzed using the BWCLTLV
computer software program and Section 4.3.5 of the 1990 KCSWDM requirements. The existing culvert
conveys the 100-yr flood' from"brook Creek to the west side of Oakesdale Avenue. The 100-yr flood surface water elevation of 2.9 feet was used for capacity calculations. The capacity of the existing
48"diameter CMP culvert at that elevation is 33 cfs. The total capacity of the proposed 36"diameter
culverts are 62 cfs. The increase in capacity will be beneficial in conveying the 100-yr flood event to
' available storage at the west side of the Oakesdale Avenue and also in preventing blockage during such
events. Trash racks are not provided on the culvert ends due to the reversing nature of normal and flood
' flows as well as unlikelihood of large debris approaching the culverts after slow,shallow flow over the
wetlands. Calculations can be found in Appendix B.
1
Kato & Warren, Inc. 4 December, 1999
' Oakesdale Avenue S.W. Extension - Phase 1B & 2 50% Submittal Abbreviated S.W.T.I.R.
City of Renton
Mitigation System:
' Water quantity control for Basin 1 was addressed during Phase 1 A design. Quantity control mitigation for
Phases 1 A, 1 B and 2 is performed in the constructed and existing wetlands downstream of the existing
water quality pond.
' The water quality pond at SW 27'Street was over-designed during Phase 1 A to meet or exceed mitigation
requirements outlined in the 1990 KCSWDM,as modified by the City of Renton for all Phase 1 A, 1 B and
' 2 improvements. A design criteria summary table for the existing water quality pond follows. Calculations
can be found in Appendix A.
' BASIN 1 - Existing Water Quality Pond
VOLUME SURFACE AREA LENGTH TO WIDTH RATIO
' REQUIRED , 7,062 c.f. 1,785 s.f. 3:1
' PROVIDED >32,000 c.f. >12,800 s.f. >6:1
EXCEDENT >450% >700% >200%
Footnote 1: City of Renton required water quality pond volume and surface area given no bioswale(i.e.
includes the 1.5 factor)
' BASIN 2 - Sta. 1+50 to Sta. 5+50
This basin is located in the Phase 2 construction area. After Phase 2 construction,on-site surface water
' runoff will be conveyed in curb and gutter systems to catch basins,a closed trunk conveyance system and
discharge via a spill control catch basin with oil/water separator tee to a water quality pond. The pond is
a single cell since the required volume is very small.
Conveyance System:
' The proposed pipe conveyance system has minimum cover of 2 feet and slope of 0.50% which are
acceptable per 1990 KCSWDM requirements. The system conveys and contains without CB surcharge
the peak runoff rate for the 100-yr storm event.
' The conveyance system outfall pipe will be submerged during wet periods when the water quality pond
dead storage is full,but the road system is set entirely above the water quality pond dead storage elevation
' of 12.50 feet. Submerged discharge was selected in accordance with the 1998 KCSWDM to enhance
tranquil discharge of runoff into the pond. The conveyance system passes through a 60"diameter Type
' 2 Catch Basin with a oil/water separator tee which provides oil spill containment and captures floatable
material prior to discharge to the water quality pond.
Kato & Warren, Inc. 5 December, 1999
' Oakesdale Avenue S.W. Extension -Phase IB &2 50% Submittal Abbreviated S.W.T.I.R.
City of Renton
' Mitigation System:
' Basin 2 is exempt from on-site peak rate runoff control since the increase for the 100-year 24-hour storm
event is negligible(0.03 cfs). The allowable increase for 100-year 24-hour storm event is 0.50 cfs per
1990 KCSWDM page 1.2.3-5.
' The new water quality pond is designed to meet or exceed requirements outlined in the 1990 KCSWDM
as modified by the City of Renton outlined in the narrative and table below. Calculations can be found in
' Appendix A.
' BASIN 2 - Proposed Water Quality Pond
VOLUME SURFACE AREA LENGTH TO WIDTH RATIO
' REQUIRED 1,317 c.f. 302 s.f. 3:1
AVAILABLE >2,222 c.f. >1,564 s.f. >8:1
' 1EXCEDENT >160% >500% >250%
Footnote 1: City of Renton required water quality pond volume and surface area given no bioswale(i.e.
includes the 1.5 factor)
This pond was designed as a single cell since the volume required and treatment area is so small. It is not
' necessary to divide the pond into cells since the length-to-width ratio is>8:1-(1998 KCSWDM). It is also
not necessary to bypass storm events greater than the water-quality design storm(1998 KCSWDM). A
sediment storage space is not provided at the conveyance system outfall to the pond due to the close
' proximity of the pond access road and generous over-sizing of the pond. A pond liner is not anticipated
due to poor permeability of local soils.,A gravity drain for the pond is not required(1998 KCSWDM).
' The pond overflow is a grass-lined spillway which discharges to project Wetland"F'. The spillway was
analyzed for required lining protection as a trapezoidal channel and since the velocity for the 100-yr storm
' event was 1.6 fps,grass lining is proposed.
1
Kato & Warren, Inc. 6 December, 1999
1
Abbreviated Surface Water Technical
Information Report
50 % Submittal
Appendix A
pp .
Mitigation Calculations
' for
Oakesdale Avenue S.W. Extension - Phase 1B & 2
1
' Presented to:
City of Renton
' Planninouilding/Public Works
' Presented by:
Kato & Warren, Inc.
December, 1999
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' 12/15/99 5 : 6 :46 pm Kato & Warren Inc . page 1
Oakesdale Avenue Extension
Phase 1B & 2
' Water Quality Pond for Basin 1 & 2
BASIN RESULT SUMMARY
BASIN -----VOLUME---- -RATE- ----TIME----- Hydrogranh Area
ID ---cf-- Ac-ft --cfs- min- hours Methodology Acres
wabasinl 4708 0.11 0.35 480 8.00 SBUH Method 2.73
' wabasin2 878 0.02 0.06 480 8.00 SBUH Method 0.56
12/15/99 5 : 6 :46 pm Kato & Warren Inc . page 2
Oakesdale Avenue Extension
Phase 12 & .2
' Water Quality Pond for Basin 1 & 2
DETAIL BASIN SUMMARY
' BASIN ID: wqbasinl NAME: Water Quality Pond for Basin 1-
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 2 . 73 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : KC24HR PERV IMP
PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 . 00 Acres 2 . 73 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00
' ABSTRACTION COEFF : 0 . 20 TC. . . . : 0 . 00 min 6 . 30 min
PEAK RATE : 0 . 35 cfs VOL: 0 . 11 Ac-ft TIME : 480 min
12/15/99 5 : 6 :46 pm Kato & Warren Inc . page 3
' Oakesdale Avenue Extension
Phase 1B & 2
Water Quality Pond for Basin 1 & 2
DETAIL BASIN SUMMARY
' BASIN ID : wgbasin2 NAME : Water Quality Pond for Basin 2
SBUH METHODOLOGY
TOTAL AREA. . . . . . . :' 0 . 56 Acres BASEFLOWS : 0 . 00 cfs
' RAINFALL TYPE . . . . : KC24HR PERV IMP
PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 . 10 Acres 0 . 46 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 93 . 74 98 . 00
' TC. . . . . 6 . 30 min 6 . 30 min
ABSTRACTION COEFF : 0 . 20
PEAK RATE : 0 . 06 cfs VOL: 0 . 02 Ac-ft TIME : 430 mi
Shawn Surmersett
From: aquynn@ci.renton.wa.us on behalf of Allen Quynn [aquynnQci.renton.wa.us]
Sent: Monday, June 07, 1999 2:46 PM
' To: Shawn Summersett
Subject: Oakesdale Phase II
Shawn: 5
The following is a modification to the King County Drainage Manual - Special Requirement No.�
If the project will construct more than one acre of impervious area subject to vehicular use or the
' storage of chemicals and the runoff from the project site will discharge into a type 1 or 2 stream or
type 1 wetland within one mile of the project site, then the sizing of the facility needs to comply
with Special Requirement No. 5- Special Water Quality Controls. Special Requirement No. 5
requires the use of a wetpond or wetvault in addition to the biofiltration swale required under Core
Requirement No. 3. The City will allow the use of an oversized wetpond or wetvault in lieu of a
biofiltration swale and normal sized wetpond or wetvault if site constraints prohibit the
construction of both facilities. If the applicant chooses to construct an oversize wetpond or
' wetvault, the sizing volume and area must be 1.5 times the normal sized wetpond or wetvault.
If you have any further questions, please call me at 425-430-7247.
x
KATO & WARREN, INC. CLIENT �-'-I'-' -)r- By
(<S I I
' 2003-WESTERN AVENUE COAiKZSDAL� hH Ac_E I S Zr- Date 1z�ly l9`� sh eet of
SUITE 555•MARKET PLACE ONE PROJECT
SEATTLE,WASHINGTON 98121 -rA ATER U '1T'f CUNT9OL- Chkd SSS a
(206)448-4200 Date 12I 15 f 9. �) o 0
FAX(206)728-5608 PHONE ( Job No.
BASIN V./Ar_2 QUktNTi ice{ CoNTRoL
' St►aca PRE � POS flEVELop(n&tilT P8KV10uS AP,t4 A IPAif=r) To R15in,?iN iNE
SAmr f QuA1�T/TY CwJT(2o4- C°ALCULATfol.l f�HALt_ FocclS oni THE r�1=T cNAnl��
' 1AJ /MP59VO U S AREA -
N1:-T IMPERVIOUS AK;F cNANG5- conI SIS'TS cF NEV/ ADOED IMPE(V'oU.; ARE q MjtJu$
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-'v
NET IMPr-2viotlS cNAnI4F [(-5 + 5c�) (q t
' = 5 213 s-F- zo a-cfz
' I�oTE 1)ETENTior1 THVESN -�f_D r-oV, EXEM)PTi�'l P&K IS kLSwvf,\
PAcas ( -Z-3- '5 Is cHr-cKED VIA RUt. OFF VAL.l1�� GaMR::TcC 1=oR `IIlE
' Ioo -`l�(L EVENT.
P = 3. 92�� Fly. 3. S•! H f93o kcSwo m
PRE _ D�.VELo PED GatJDI'tloN o
A �,,�p• J
A P%- roU 5 = 0. 12n cLc
rf u PC-fZ��ovS Sort CiRo�P D CsF_Nz'ttAL `.ors AS-,oc;Aj;otJ
6K1D1A - -BATTLE- W bC--Zl QVILLE- F- R MSA,0cM
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kGSwom
Tr =1r`i C,E ADCEC Af-:0 DIS T(L;3UT-C ALoaCa PkoJECT
POST— REVEL-- Pp .D cotJD►TIot.1
c 1 n,r A ��tiZ�lovs =
F_mPT eirl� fNc,? A �_ K-�r� - ��2 iJo _ _' ';�C( �T�2cn
' Ed=tJ T IS O- L3 G; /ar:U i/li:h, iN �.t7 'P2=Sr,'-LC
r;C�! 7 2. - .
' 12/15/99 5 :38 : 5 pm Kato & Warren Inc . page 1
Oakesdale Avenue Extension
Phase 13 & 2
' Water Quntity Control for Basin 2
BASIN RESULT SUMMARY
BASIN -----VOLUME---- -RATE- ----TIME----- Hydrograoh Area
' --ID-- - -=-cf--__=Ac-ft====--cfs-__--min-_-_hours- Methodology --- Acres
POST-100 1105 0.04 0.12 470 7.83 SBUH Method 0.12
' PRE-100 1197 0.03 0.09 480 8.00 SBUH Method 0.12
' 12/15/99 5 :38 :5 pm Kato & Warren Inc . page 2
Oakesdale Avenue Extension
Phase 1B & :2
Water Quntity Control for Basin 2
DETAIL BASIN SUMMARY
' BASIN ID: POST-100 NAME : POST DEVELOPED CONDITION-100YR
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0 . 12 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : KC24HR PERV IMP
PRECIPITATION. . . . : 3 . 92 inches AREA. . : 0 . 00 Acres 0 . 12 Acres
' TIME INTERVAL. . . . . 10 . 00 min CN. . . . : 0 . 00 98 . 00
TC. . . . : 0 . 00 min 6 . 30 min
ABSTRACTION COEFF: 0 . 20
PEAK RATE: 0 . 12 cfs VOL: 0 . 04 Ac-ft TIME : 470 min
' 12/15/99 5 :38 :5 pm Kato & Warren Inc . page 3
Oakesdale Avenue Extension
Phase 1B & 2
Water Quntity Control for Basin 2
DETAIL BASIN SUMMARY
' BASIN ID: PRE-100 NAME: PRE DEVELOPED CONDITION -100YR
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0 . 12 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE . . . . : KC24HR PERV IMP
PRECIPITATION. . . . : 3 . 92 inches AREA. . : 0 . 12 Acres 0 . 00 Acres
TIME INTERVAL- . : 10 . 00 min CN. . . . : 89 . 00 0 . 00
' TC. . . . : 6 . 30 min 0 . 00 min
ABSTRACTION COEFF : 0 . 20
PEAK RATE : 0 . 09 cfs VOL : 0 . 03 Ac-ft TIME : 420 min
Abbreviated Surface Water Technical
Information Report
50 % Submittal
Appendix B
Conveyance Calculations
' for
Oakesdale Avenue S.W. Extension - Phase 1B & 2
1 -
1
' Presented to:
City of Renton
' Planning/Building/Public Works
' Presented by:
Kato & Warren, Inc.
December, 1999
Hyuraflow Plan View
12
11 S
g x
a
O
6
9
5 ,
EGG
ST9 7
�y
x,5 4
O
10
DE
1
AT4E-
s o
CONVEYAHfE S-CISrrl'l
Project file: North6.stm OF file: OAKES.IDF No. Lines: 12 12-01-1999
Sr, m Sewer Pro ile Pr :e: North6.stm
Elev. (ft)
24.0
21.0
R-AD t2AOE
Line: 1 HG L
Size: 12(in)
Line:4 Line:5 Line: 11 Line: 12
18.0 Line:3 Size: 12(in) Size: 12(in) Line:6 Size: 12(in)—Size: 12(in)
Line:2 Size: 12(in) Size:12(in)
Size: 12 n��
- _ - - _
y
15.0
12.0
9.0
0 100 200 300 400 500 600 700 800 900 1000
Reach (ft)
rm'TeWer Pf VI Ile Pi ;le: North6.stm
Elev. (ft)
24.0
21.0
ROAD �+RADE
Line: 1 H G L
Size: 12(in) SAG, VER1i -nl_ C.U(ZVL
Line:4 Line:5 Low o
18.0 Line:3 Size: 12(in) Size: 12 in) Line:6 Line:8 C P t IT)
Line:2 Size: 12(in) Size: 12(in) Size:12(in)
Size: 12(i ij
_...._...__.................................— --.._._.._..__..._..
15.0
12.0
9.0
0 100 200 300 400 500 600 700 800 900
Reach (ft)
_ NFym . al low%TormmSew r in enTomry'Me p ET ge 1
Line Alignment Flow Data Physical Data Line ID
No.
r-str Line DefI Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time El Dn slope El Up size type value coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) N (ft) (in) (n) (K) (ft)
1 End 34.0 0.0 MH 0.00 0.00 0.00 0.0 11.60 0.59 11.80 12 Cir 0.012 0.15 17.70 WO pond outfall
PlIVC 1
2 1 15.0 0.0 MH 0.00 0.71 0.90 8.9 13.53 0.53 13.61 12 Cir 0.012 0.15 15.90 EX.STA 15+50
3 2 100.0 -45.0 Grate 0.00 0.14 0.90 6.3 13.61 0.06 13.67 12 Cir 0.012 0.15 16.17 STA 14+50 RT
4 3 150.4 5.0 Grate 0.00 0.13 0.90 6.3 13.67 0.10 13.82 12 Cir 0.012 0.15 16.86 STA 13+00 RT
5 4 300.0 0.0 Grate 0.00 0.13 0.90 6.3 13.82 0.10 14.11 12 Cir 0.012 0.15 16.86 STA 10+00 RT
6 5 149.0 -1.0 Grate 0.00 0.13 0.90 6.3 14.11 0.09 14.25 12 Cir 0.012 0.15 16.36 STA 8+50 RT
7 4 52.2 86.0 Grate 0.00 0.13 0.90 6.3 13.82 0.50 14.08 12 Cir 0.012 0.15 16.86 STA 13+00 LT
8 6 52.2 89.0 Grate 0.00 0.13 0.90 6.3 14.25 0.10 14.30 12 Cir 0.012 0.15 16.38 STA 8+50 LT
9 5 52.0 90.0 Grate 0.00 0.13 0.90 6.3 14.11 0.50 14.37 12 Cir 0.012 0.15 16.86 STA 10400 LT
10 3 74.7 91.0 Grate 0.00 0.14 0.90 6.3 13.67 0.50 14.04 12 Cir 0.012 0.15 16.17 STA 14+50 LT
11 6 150.0 -1.0 Grate 0.00 0.13 0.90 6.3 14.25 0.10 14.39 12 Cir 0.012 0.15 16.86 STA 7+00 RT
12 11 52.2 90.0 Grate 0.00 0.13 0.90 6.3 14.39 0.50 14.65 12 Cir 0.012 0.15 16.86 STA 7+00 LT
Project File: North6.stm I-D-F File: OAKES.IDF Total number of lines: 12 Date: 12-01-1999
' Hydraflow Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
' No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No.
Ex 77 Fo0
' 1 WQ pond outfall 3.37 12 c 34.0 11.60 11.80 0.588 13.91 14.17' 0.04 End
2 EX.STA 15+50 3.39 12 c 15.0 13.53 13.61 0.533 14.53 14.61 0.04 1
3 STA 14+50 RT 2.27 12 c 100.0 13.61 13.67 0.060 14.65' 15.00' 0.02 2
' 4 STA 13+00 RT 1.88 12 c 150.4 13.67 13.82 0.100 15.02' 15.38' 0.01 3
5 STA 10+00 RT 1.59 12 c 300.0 13.82 14.11 0.097 15.39' 15.90' 0.01 4
' 6 STA 8+50 RT 1.13 12 c 149.0 14.11 14.25 0.094 15.91' 16.04' 0.00 5
7 STA 13+00 LT 0.31 12 c 52.2 13.82 14.08 0.500 15.39' 15.39' 0.00 4
' 8 STA 8+50 LT 0.32 12 c 52.2 14.25 14.30 0.096 16.04' 16.05' 0.00 6
9 STA 10+00 LT 0.31 12 c 52.0 14.11 14.37 0.500 15.91' 15.91' 0.00 5
' 10 STA 14+50 LT 0.35 12 c 74.7 13.67 14.04 0.500 15.02 15.03 0.00 3
11 STA 7+00 RT 0.61 12 c 150.0 14.25 14.39 0.097 16.04' 16.08' 0.00 6
12 STA 7+00 LT 0.31 12 c 52.2 14.39 14.65 0.500 16.08' 16.08' 0.00 11
' SIoRm EvEf T
Project File: North6.stm I-D-F File: OAKES.IDF Total No.Lines: 12 Run Date: 12-01-1999
' NOTES: c=circular; e=elliptical; b=box; Return period= 25 Yrs.; 'Indicates surcharge condition.
�Hyc AM Frydra"ic Mraduel-inmeCOMPL.'Tion's P-1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) N (ft) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) N N (ft) (K) (ft)
1 12 3.37 11.60 13.91 1.00 0.79 4.29 0.29 14.20 0.763 34.0 11.80 14.17 1.00 0.79 4.29 0.29 14.46 0.763 0.763 0.259 0.15 0.04
2 12 3.39 13.53 14.53 1.00' 0.79 4.31 0.29 14.82 0.771 15.0 13.61 14.61 1.00 0.79 4.31 0.29 14.90 0.754 0.762 0.114 0.15 0.04
3 12 2.27 13.61 14.65 1.00 0.79 2.90 0.13 14.78 0.347 100 13.67 15.00 1.00 0.79 2.89 0.13 15.13 0.347 0.347 0.347 0.15 0.02
4 12 1.88 13.67 15.02 1.00 0.79 2.40 0.09 15.11 0.238 150 13.82 15.38 1.00 0.79 2.40 0.09 15.47 0.238 0.238 0.358 0.15 0.01
5 12 1.59 13.82 15.39 1.00 0.79 2.02 0.06 15.45 0.170 300 14.11 15.90 1.00 0.79 2.02 0.06 15.96 0.170 0.170 0.509 0.15 0.01
6 12 1.13 14.11 15.91 1.00 0.79 1.44 0.03 15.94 0.086 149 14.25 16.04 1.00 0.79 1.44 0.03 16.07 0.086 0.086 0.129 0.15 0.00
7 12 0.31 13.82 15.39 1.00 0.79 0.40 0.00 15.39 0.007 52.2 14.08 15.39 1.00 0.79 0.40 0.00 15.40 0.007 0.007 0.003 0.15 0.00
8 12 0.32 14.25 16.04 1.00 0.79 0.41 0.00 16.05 0.007 52.2 14.30 16.05 1.00 0.79 0.40 0.00 16.05 0.007 0.007 0.004 0.15 0.00
9 12 0.31 14.11, 15.91 1.00 0.79 0.40 0.00 15.91 0.007 52.0 14.37 15.91 1.00 0.79 0.40 0.00 15.92 0.007 0.007 0.003 0.15 0.00
10 12 0.35 13.67 15.02 1.00 0.79 0.44 0.00 15.02 0.008 74.7 14.04 15.03 0.98 0.78 0.44 0.00 15.03 0.007 0.008 0.006 0.15 0.00
11 12 0.61 14.25 16.04 1.00 0.79 0.77 0.01 16.05 0.025 150 14.39 16.08 1.00 0.79 0.77 0.01 16.09 0.025 0.025 0.037 0.15 0.00
12 12 0.31 14.39 16.08 1.00 0.79 0.40 0.00 16.08 0.007 52.2 14.65 16.08 1.00 0.79 0.40 0.00 16.09 0.007 0.007 0.003 0.15 0.00
-T
Project File: North6.stm TI-D--FFile: OAKES.IDF Total number of lines: 12 Run Date: 12-01-1999
NOTES:Initial tailwater elevation= 13.91 (ft), ' Normal depth assumed., "Critical depth assumed.
Hyuraflow Plan View
i
l WAS�R
\r
QUALITY ) j
r'
4
2 S'
x�
3
BASIN 2
y CAN EYANCE ISIP t j
yX
0
0
Project file: south2.stm OF file: OAKES.IDF No. Lines: 4 12-01-1999
grrRevM PMi IJ Pi le: soutl12.stm
Elev. (ft)
23.0
20.0
R-AC GRADF_
HGL
Line: 11 Line: 4
17.0 Size: 12 (in) Size: 12 (in)
14.0
11.0 -
�u
8.0
r.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
g mlew"M P rMi Ie' i i ■� i ■�■ ■■� w■
Pi le: south2.stm
Elev. (ft)
27.0
23.0
RaAD BADE
HGL
19.0 ---Line: 2 Line: 3
Line: 1 Size: 12 (in) Size: 12 (in)
Size: 12 (in)
15.0 '
13,0
----------
(L.b
11.0
7.0
0 25 50 75 100 125 150 175 200
Reach (ft)
_ MF -aTrow%1orm S-er rnvenToryTepINT m ' w P- 1
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defi Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type o area coeff time El Dn slope El Up size type value coeff Rim El
No. (ft) (deg) (CIS) (ac) (C) (min) (ft) M) (ft) (in) (n) (K) (ft)
1 End 29.0 0.0 Grate 0.00 0.10 0.90 6.3 10.50 5.10 11.98 12 Cir 0.012 0.15 15.98 STA 2+96RT
2 1 114.0 136.0 Grate 0.00 0.13 0.90 6.3 11.98 1.26 13.42 12 Cir 0.012 0.15 16.88 STA 4+OORT
3 2 52.0 -91.0 Grate 0.00 0.13 0.90 6.3 13.42 0.50 13.68 12 Cir 0.012 0.15 16.88 STA 4+OOLT
4 1 54.0 47.0 Grate 0.00 0.10 0.90 6.3 11.98 1.48 12.78 12 Cir 0.012 0.15 15.98 STA 2+87LT
Project File: south2.stm I-D-F File: OAKES.IDF Total number of lines:4 Date: 12-01-1999
M fow R'ydra"u1ic%Wrac?e'Lin'e Comm lions ■� P� 1
Hyc. ap , :,
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Val EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N N (ft) (K) (ft)
t Cc,-yK
1 12 1.42 10.50 12.90 1.00 0.79 1.81 0.05 12.95 0.136 29.0 11.98 12.93 0.95 0.77 1.84 0.05 12.99 0.118 0.127 0.037 0.15 0.01
2 12 0.85 11.98 12.94 0.96 0.78 1.10 0.02 12.96 0.043 114 13.42 13.81 0.39" 0.29 2.99 0.14 13.95 0.465 0.254 N/A 0.15 0.02
3 12 0.44 13.42 13.83 0.41 0.31 1.43 0.03 13.86 0.102 52.0 13.68 13.96 0.28" 0.18 2.42 0.09 14.05 0.436 0.269 N/A 0.15 0.01
4 12 0.34 11.98 12.94 0.96 0.78 0.43 0.00 12.95 0.007 54.0 12.78 13.03 0.25 0.15 2.22 0.08 13.10 0.418 0.212 0.115 0.15 0.01
x
Project File: south2.stm I-D-F File: OAKES.IDF Total number of lines:4 Run Date: 12-01-1999
NOTES: Initial tailwater elevation= 12.9 (ft), 'Normal depth assumed., "Critical depth assumed.
' Hydraflow Summary Report Page 1
Line Line ID Flow Line Line Invert j Invert Line HGL HGL Minor Dns
' No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No.
ICo-YK F-L&bD EL.
' 1 STA 2+96RT 1.42 12 c 29.0 10.50 11.98 5.103 12.90 12.93 0.01 End
2 STA 4+OORT 0.85 12 c 114.0 11.98 13.42 1.263 12.94 13.81 0.02 1
3 STA 4+OOLT 0.44 12 c 52.0 13.42 13.68 0.500 b.83 13.96 0.01 2
4 STA 2+87LT 0.34 12 c 54.0 11.98 12.78 1.481 12.94 13.03 0.01 1
1
SToI2 t=�E T
Project File: south2.stm I-D-F File: OAKES.IDF / Total No.Lines: 4 Run Date: 12-01-1999
1 NOTES: c=circular; e=elliptical; b=box; Return period= 100 Yrs.; `Indicates surcharge condition.
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' IDF CURVE FOR 25YR STORM EVENT
' Project: Oakesdale Phase 2
Hydraflow OF Curve parametes -�r
IR Peak Rainfall Intensity; IR = (PR) OR)
' Where iR = aR (Tc)bR 0
variable ?
Tc vs. STORM 5.0 15 30 60 aR bR PR
2 YR 1.2425 0.6570 0.4395 0.2940 1.58 0.58 2.00
5 YR 2.0287 1.0154 0.6561 0.4240 2.33 0.63 2.40
' 10 YR 2.5261 1.2505 0.8025 0.5150 2.44 0.64 2.90
25 YR 3.1771 1.5556 0.9914 0.6318 2.66 0.65 3.40
50 YR 3.2846 1.6082 1.0249 0.6532 2.75 0.65 3.40
100 YR 3.6928 1.8483 1.1943 0.7717 2.61 0.63 3.90__
' �PERCi pt TP
io N
INPU7 Fo(L (-�YDRa1LavJ PkoC1Rgm_
1
IDF-CURVE.xIs
' WATER QUALITY POND SPILLWAY
Worksheet for Trapezoidal Channel
' Project Description
Worksheet SPILLWAY-1
' Flow Element Trapezoidal Cha
Method Manning's Form
Solve For Channel Depth i
Input Data
Mannings Coeff ic 0.027 CaNS72U TED CHMNKEL W17H SHORT G4RAS,5
Slope 0.014000 ft/ft KGSvJDM 195n TABLE y.3•?$
Left Side Slope 3.00 H :V
Right Side Slope 3.00 H :V
Bottom Width 6.00 ft
' Discharge 1.42 cfs A. (Oa-`(2 S ioRM EVF-07 F-Ron') CaNVE`(ANCE
CALC. L BASIn1 2 � HYDRAFLow f-f�IW�OV i
Results
' Depth 0.14 ft
Flow Area 0.9 ft2
Wetted Perim; 6.85 ft
' Top Width 6.81 ft
Critical Depth 0.12 ft
Critical Slope 0.022238 ft/ft
Velocity 1,64 ft/s ae
' Velocity Head 0.04 ft USE �,RASS LIiJEf� CNUtJtJEL
Specific Ener( 0.18 ft
Froude Numb 0.81
kcswor► ISSo , 7AE�6 4.3•�A
Flow Type 3ubcritical
Project Engineer: Richard M. Kato
g:\99002\engr\drainage\spiIlway.fm2 Kato&Warren,Inc. FlowMaster v6.0[614b]
' 12/15/99 09:43:33 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1
BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS
Tailwater Elevation: 8 .3 feet EX15Z�n=* 48 CMS G 1L1ER7
' Discharge Range:15. to 50. Step of 1. [cfs]
Overflow Elevation:17. feet
Weir:NONE
Upstream Velocity:l. feet/sec
CULV NO. 1: 60 LF - 48"CMP @ 1.07% OUTLET: 9.40 INLET: 10.04 INTYP: 1
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
15.00 1.86 11.90 * 0.024 1.14 1.18 0.00 1.14 1.18 1.86 1.57
' 16.00 1.92 11.96 * 0.024 1.18 1.22 0.00 1.18 1.22 1.92 1.63
17.00 1.99 12 .03 * 0.024 1.22 1.25 0.00 1.22 1.25 1.99 1.69
18.00 2 .05 12.09 * 0.024 1.25 1.29 0.00 1.25 1.29 2.05 1.74
' 19.00 2 .11 12.15 * 0.024 1.29 1.33 0.00 1.29 1.33 2.11 1.80
20.00 2 .18 12.22 * 0.024 1.32 1.36 0.00 1.32 1.36 2.18 1.86
21.00 2.23 12.27 * 0.024 1.35 1.40 0.00 1.35 1.40 2.23 1.91
22.00 2.29 12.33 * 0.024 1.39 1.44 0.00 1.39 1.44 2.29 1.96
23 .00 2.35 12.39 * 0.024 1.42 1.47 0.00 1.42 1.47 2.35 2.02
24.00 2 .40 12 .44 * 0.024 1.45 1.50 0.00 1.45 1.50 2.40 2.07
25.00 2.45 12 .49 * 0.024 1.48 1.54 0.00 1.48 1.54 2 .45 2.12
' 26.00 2.51 12.55 * 0.024 1.51 1.57 0.00 1.51 1.57 2.51 2.17
27. 00 2 .56 12.60 * 0.024 1.54 1.60 0.00 1.54 1.60 2.56 2.22
28.00 2.61 12.65 * 0.024 1.57 1.63 0.00 1.57 1.63 2.61 2.28
29.00 2.66 12.70 * 0.024 1.60 1.67 0.00- 1.60 1.67 2.66 2.33
30.00 2.71 12.75 * 0.024 1.63 1.70 0.00 1.63 1.70 2.71 2.37
' 31.00 2 .76 12 .80 * 0.024 1.66 1.73 0.00 1.66 1.73 2.76 2.42
32.00 2 .81 Q 12.85 * 0.024 1.69 1.76 0.00 1.69 1.76 2.81 2.47
33 .00 2.86 -�.12.90 * 0.024 1.71 1.79 0.00 1.71 1.79 2. 86 2.52
34.00 2.91 12.95 * 0.024 1.74 1.82 0.00 1.74 1.82 2.91 2.57
35.00 2 .95 12.99 * 0.024 1.77 1.85 0.00 1.77 1.85 2.95 2.62
36.00 3 .00 13 .04 * 0.024 1.79 1.88 0.00 1.79 1.88 3 .00 2.67
' 37.00 3 .05 13 .09 * 0.024 1.82 1.91 0.00 1.82 1.91 3 .05 2.71
38.00 3 .09 13.13 * 0.024 1.84 1.94 0.00 1.84 1.94 3 .09 2.76
39.00 3 .14 13 .18 * 0.024 1.87 1.97 0.00 1.87 1.97 3 .14 2.81
40.00 3 .11 13 .22 * 0.024 1.89 2.00 0.00 1.89 2 .00 3 .18 2.85
' 41.00 3 .23 13.27 * 0.024 1.92 2.03 0.00 1.92 2.03 3 .23 2.90
42.00 3 .27 13 .31 * 0.024 1.94 2.06 0.00 1.94 2.06 3 .27 2.95
43 .00 3 .31 13 .35 * 0.024 1.97 2.09 0.00 1.97 2.09 3 .31 2.99
' 44.00 3 .35 13 .39 * 0.024 1.99 2.12 0.00 1.99 2 .12 3 .35 3 .04
45.00 3 .40 13 .44 * 0.024 2.01 2.15 0.00 2.01 2.15 3 .40 3 .09
46.00 3 .44 13 .48 * 0.024 2.04 2 .17 0.00 2 .04 2.17 3 .44 3 .13
47.00 3 .49 13 .53 * 0.024 2.06 2.20 0.00 2.06 2.20 3 .49 3 .18
' 48.00 3 .53 13 .57 * 0.024 2.08 2.23 0.00 2.08 2 .23 3 .53 3 .22
49 .00 3 .57 13 .61 * 0.024 2.10 2.26 0.00 2.10 2.26 3 .57 3 .27
50.00 3 .61 13 .65 * 0.024 2.13 2 .29 0.00 2 .13 2.29 3 .61 3 .31
W, S. EL. na loo=C�At�
FLOOD
' q = 33.0 cts
' BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS
Tailwater Elevation:10. 0399 feet
' Discharge Range:15 . to 50. Step of 1. [cfs]
Overflow Elevation:17. feet
Weir:NONE i
' Upstream Velocity:l. feet/sec
CULV NO. 1: 90 LF - 36"CP @ -0.71% OUTLET: 10.04 INLET: 9.40 INTYP: 4
' Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
' 15, 00 2 .52 11.92 * 0.012 1.24 1,00 1.00 1.24 2.42 2.52 1.72
16.00 2.59 11.99 * 0.012 1.28 0.00 0.00 1.28 2.48 2 .59 1.78
17 .00 2. 65 12.05 * 0.012 1.32 0.00 0.00 1.32 2.53 2 .65 1.84
18.00 2.72 12 .12 * 0.012 1.36 0.00 0.00 1.36 2.59 2.72 1.90
' 19 .00 2 .78 12 .18 * 0.012 1.40 0.00 0.00 1.40 2.64 2.78 1.96
20.00 2. 84 12.24 * 0.012 1.44 0.00 0.00 1.44 2.69 2 .84 2.02
21.00 2.90 12 .30 * 0.012 1.48 0.00 0.00 1.48 2.74 2.90 2.08
22 .00 2 .97 12 .37 * 0.012 1,51 0,00 0.00 1.51 2,79 2,97 2.14
' 23 .00 3 . 02 12 .42 * 0.012 1.55 0.00 0.00 1.55 2.83 3 .02 2 .20
24.00 3 .09 12 .49 * 0.012 1.58 0.00 0.00 1.58 2.88 3.09 2 .26
25.00 3 .14 12 .54 * 0.012 1.62 0.00 0.00 1.62 2.92 3 .14 2.31
' 26.00 3 .21 12 .61 * 0.012 1.65 0.00 0.00 1.65 2.97 3 .21 2 .37
27.00 3 .28 12 .68 * 0.012 1.68 0.00 0.00 1.68 3.02 3 .28 2.42
28.00 3 .33 12.73 * 0.012 1.72 0.00 0.00_ 1.72 3 .05 3 .33 2.48
29.00 3.39 12.79 * 0.012 1.75 0.00 0.00 1.75 3.09 3 .39 2.53
' 30.00 3 .45 Q 12.85 * 0.012 1.78 0.00 0.00 1.78 3.13 3 .45 2 .59
31.00 3 .51 _3 12 .91 * 0.012 1.81 0.00 0.00 1.81 3 .17 3 .51 2.64
32.00 3.58 12.98 * 0.012 1.84 0.00 0.00 1.84 3.21 3 .58 2.70
' 33 .00 3 .63 13 .03 * 0.012 1,87 0,00 0.00 1.87 3.24 3 .63 2.75
34.00 3 .70 13 .10 * 0 .012 1.90 0.00 0.00 1.90 3.28 3 .70 2.81
35.00 3 .75 13 .15 * 0.012 1.93 0.00 0.00 1.93 3 .31 3.75 2.86
36.00 3 .82 13 .22 * 0 .012 1.96 0.00 0.00 1.96 3.35 3 .82 2.91
' 37.00 3 .88 13 .28 * 0.012 1.98 0.00 0.00 1.98 3 .38 3 .88 2.97
38.00 3 .94 13 .34 * 0.012 2.01 0.00 0.00 2.01 3.42 3 .94 3 .02
39.00 4.00 13 .40 * 0.012 2 .04 0.00 0.00 2 .04 3.45 4.00 3 .07
40,00 4. 06 13 .46 * 0.012 2.06 0,00 0,00 2.06 3 .48 4.06 3 .13
' 41.00 4.12 13 .52 * 0.012 2.09 0.00 0.00 2.09 3 .51 4.12 3 .18
42 .00 4.18 13 .58 * 0.012 2.12 0.00 0.00 2.12 3.54 4.18 3 .24
43 .00 4.24 13 .64 * 0.012 2 .14 0.00 0.00 2.14 3 .57 4.24 3 .26
' 44.00 4.31 13 .71 * 0.012 2.17 0.00 0.00 2.17 3 .60 4.31 3 .32
45.00 4.37 13 .77 * 0.012 2 .19 0.00 0.00 2 .19 3.63 4.37 3 .37
46.00 4.43 13 .83 * 0.012 2 .21 0.00 0.00 2.21 3.66 4.43 3 .43
47.00 4,50 13 .90 * 0,012 2 ,24 0,00 0,00 2.24 3 ,69 4.50 3 ,49
' 48.00 4.56 13 .96 * 0.012 2 .26 0.00 0.00 2 .26 3 .72 4.56 3.54
49.00 4.63 14.03 * 0.012 2.28 0.00 0.00 2.28 3 .75 4.63 3.59
50.00 4.70 14.10 * 0.012 2.31 0.00 0.00 2.31 3 .78 4.70 3 .65
' S4A6,L� �UL\1 R7
CUL\1ERIS <i