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HomeMy WebLinkAbout03247 - Technical Information Report - Drainage �
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Drainaqe Report
Cottages at Honey Creek
4821 NE Sunset Bivd
Renton, Washington
Prepared for:
Davis Consulting Inc.
27013 Pacific Highway South
PMB #353
Des Moines, WA 98198
425-228-5959
Attn: Mike Davis
Prepared by:
Offe Engineers, PLLC
13932 SE 159th Place
Renton, WA 98058
425-228-5959
DarrellOffe RcECEIVED
April 22, ZooS APR 2 � 2�
�USTOMER SERVlC�
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Drainaqe Report
Cottages at Honey Creek
4821 NE Sunset Blvd
Renton, Washington
Prepared for:
Davis Consulting Inc.
27013 Pacific Highway South
PM B #353
Des Moines, WA 98198
425-228-5959
Attn: Mike Davis
, Prepared by:
� Offe Engineers, PLLC
13932 SE 159th Place
Renton, WA 98058
425-228-5959
Darrell Offe
April 22, 2005
�
ii
Table of Contents
lntroduction.............................................................. 1
Existing Conditions......................................... ....... 5
Soils............................................................... 5
Existing Onsite Drainage Basin................... 5
Developed Conditions..................................... ....... 5
Proposed Drainage Plan ................................ 5
Detention Calculations................................... 8
Water Quality Calculations ............................ 8
Downstream Analysis..................................... 8
, Conveyance..................................................... 8
Temporary Erosion Sedimentation Confro!.. ....... 9
References....................................................... ....... 9
Appendix A — Detention, water quality,
conveyance, and culvert sizing
Appendix B— Off-site Analysis
List of Figures
Figure 1. Vicinity Map.................................................................. 2
Figure 2. Existing Site.................................................................. 3
Figure 3. Proposed Site............................................................... 4
Figure 4. Soil Survey Map for Project Site................................. 6
Figure 5. Index to Mapping Units................................................ 7
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INTRODUCTION
The Cottages at Honey Creek proposed subdivision lies within the City of Renton in the
southwest quarter of Section 3, Township 23 N, Range 5 East, W.M., in King County,
Washington. The site is bordered by Sunset Blvd. to the north, and adjacent private
properties to the south, east, and the west. Figure 1 shows the vicinity map with the
project location. The site is approximately 3.7 acres in size and Honey Creek runs
through the northern portion of the property. The site slopes towards the creek from
Sunset Blvd. and from the southern portion of the property northward towards the creek.
There is an existing one story single family residence on the property as well as a series
of sheds scattered throughout. Figure 2 shows the existing site topographic and
boundary survey.
The proposed project will subdivide the site into 27 single-family housing lots. Access
for the proposed subdivision will be by a public road off of Sunset Blvd. The proposed
lot layout and access roads are shown on Figure 3. In addition to the roadways, the
proposed project will include all utilities and other improvements necessary to
accommodate the new lots.
This report addresses the storm drainage issues associated with the subdivision of the
properiy, and construction of the new homes and access roads. The design standards
addressed for this report are contained in Renton Municipal Code Section 4-6-30.
Section 4-6-30 specifies that the drainage design analysis shall conform to the ,
standards set forth in the 1998 King County Surface Water Design Manual (KCSWDM).
EXISTING CONDITIONS
Soils
The soils on the project site are classified as Alderwood rav Iv s,�v loam (AgC) and
Shatca�r mu�c�k Sm) according to the Soil Survey of King Counfy Area, Washington (Soil
�onserva�ion Service [SCS], 1973). Figures 4 and 5 contain the portion of the SCS
map in the vicinity of the project site and the index to soil units. Aldenrvood is
characterized as moderately well drained soils that have a weakly consolidated to
strongly consolidated substratum at a depth of 24 to 40 inches. Shalcar muck is made
up of very poorly drained organic soils with mineral soils and overlie mineral soil
material at a depth 16 to 30 inches. Both of these soil types are classified as till under
the KCRTS soil groups in the KCSWDM for detention calculations.
Existing On-site Drainage Basin
The existing site contains a single-family residence and other miscellaneous structures.
Roof runoff for the residence is collected by gutters and downspouts and is discharged
around the perimeter of the building. The existing surface runoff travels by way of
overland flow northwards and eventually drains to Honey Creek. There is an existing
dirt driveway which runs southward along the property from Sunset Blvd. which crosses
the Creek and runs up to the residence. The roadway is in poor shape, especially at the
creek crossing where flooding of the roadway by the creek is prevalent.
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Design OFFE ENGINEERS Cottages at
�s Honey Creek N.T.S.
Drawn 1393250LTHFASf 1591H PLACE Sca/e
1�/17/04 RE.'Ytt7N.WASHL4GTON 98058
Date PHOh'E 42t7b0.3f 12
C0�7ACT:DARREILOFFEP.E. SOIL SURVEY MAP Ff4UfE O4
Project No. Figure No.
GUIDE TO MAPPING 11NI7'S
For a full description of a mapping timit, read both the description of the mapping tmit and that of the soil I
series to ahich the mapping imit belongs. See table 6, page 70, for descriptions of.woodland groups. Other
information is given in tables as follows: '
Acreage and extent, table 1, page 9. Town and country planning, table 4, page 57. ',
Engineering uses of the soils, tables 2 and 3, Recreational uses, teble 5, page 64.
pages 36 thrwgh 55. Estimated yields, table 7, page 79.
P'oodland
Described Capability �mit group
Map on
symbol Mapping unit page Symbol Page Symbol
AgB Aldeiwood gravelly sandy loam, 0 to 6 percant slopes---------- 10 IYe-2 76 3d2
--.�AgC Aldetwood gravelly sandy loam, 6 to 15 percent slopes--------- 8 IVe-2 76 3d1
AgD Aldexwood gravelly sandy loam, 15 to 30 percent slopes-------- 10 VIe-2 78 3d1
AkF Alden+ood and Kitsap soils, very steep------------------------ 10 VIIe-1 78 2d1
AmB Arents, Aldeiwood material, 0 to 6 percent slopes 1/---------- 10 IVe-2 76 3d2
AmC Arents, Aldenvood material, 6 to 15 percent slopes 1/--------- 10 Ne-2 76 3d2
An Arents, Everett material 1/----------------------------------- 11 IVs-I 77 3f3 '
BeC Beausite gravelly sandy loam, 6 to 15 percent slopes---------- 11 IVe-2 76 3d2
BeD Beausite gravelly sandy loam, 15 to 30 percent slopes--------- 12 VIe-2 78 3d1
BeF Beausita gravelly sandy loam, 40 to 75 percent slopes--------- 12 VIIe-1 78 3d1
Bh Bellin�am silt loam----------------------------------------=- 12 IIIw-2 . 76 3w2
Br Briscot silt loam--------------------------------------------- 13 IIw-2 75 3w1
Bu Buckley silt loam--------------------------------------------- 13 IIIw-2 76 4w1
(b Coastal beaches----------------------------------------------- 14 VIIIw-1 78 ---
Ea Earlmont silt loam-------------------------------------------- 14 IIw-2 75 3w2
Ed Edgewick fine sandy loam-------------------------------------- 15 IIIw-1 75 201
PvB Everett gravelly sandy loam, 0 to 5 percent slopes------------ 15 IVs-1 77 3f3
EvC Everett gravelly sandy loam, 5 to 15 percent slopes----------- 16 VIs-1 78 3f3
EvD Everett gravelly sandy loam, 15 to 30 percent slopes---------- 16 VIe-1 77 3f2
EwC �Everett-Aldeiwood gravelly sandy loams, 6 to 15 percent
slopes------------------------------------------------------ 16 VIs-1 78 3f3
InA Indianola loamy fine sand, 0 to 4 percent slopes-------------- 17 Ns-2 77 4s3
InC Indianola loamy fine sand, 4 to 15 percent slopes------------- 16 Ns-2 77 4s3
InD Indianola loaary fine sand, 15 to 30 percent slopes------------ 17 VIe-1 76 4s2
Kp8 Kitsap silt loam, 2 to 8 percent slopes----------------------- 17 IIIe-1 75 2d2
KpC Kitsap silt loam, 8 to 15 percent slopes---------------------- 18 IVe-1 76 �d2
KpD Kitsap silt loam, 15 to 30 percent slopes--------------------- 18 VIe-2 78 2d1
KsC Klaus gravelly loamy sand, 6 to 15 percent slopes------------- 18 VIs-1 78 3f1
Ma Mixed alluvial land------------------------------------------- 18 VIw-2 78 201
NeC Neilton very gravelly loaiay sand, 2 to 15 percent slopes------ 19 VIs-1 78 3f3
Ng Newberg silt loam--------------------------------------------- 19 IIw-1 74 201
1ac Nooksack silt loam-------------------------------------------- 20 IIw-1 74 201
No Noima sandy loam---------------------------------------------- 20 IIIw-3 76 , 3w2
Or Orcas peat---------------------------------------------------- 21 VIIIw-1 78 ---
Os Oridia silt loam---------------------------------------------- 21 IIw-2 75 3ti+1
OvC Ovall gravelly loam, 0 to 15 percent slopes------------------- 22 IVe-2 76 3d1
OvD Ovall gravelly loam, 15 to 25 percent slopes------------------ 23 VIe-2 78 3d1
OvF Ovall gravelly loam, 40 to 75 percent slopes------------------ 23 VIIe-1 78 3d1
Pc Pilchuck loamy fine sand-------------------------------------- 23 VIw-1 78 2s1
Pk Pilchuck fine sandy loam-------------------------------------- 23 IVw-1 76 2s1
Pu Puget silty clsy loam----------------------------------------- 24 IIIw-2 76 3w2
Py Puyallup fine sandy loam-------------------------------------- 24 IIw-1 74 201
RaC Ragnar fine sandy loeon, 6 to 15 percent slopes---------------- 25 IVe-3 77 4s1
RaD Ragnar fine sandy loam, 15 to 25 percent slopes--------------- 26 VIe-2 78 4s1
RdC Ragnar-Indianola association, sloping: 1/---------------------- 26 -------- -- ---
Ragnar soil--------^------------------------------------ -- IVe-3 77 4s1
Indianola soil------------------------------------------- -- IVs-2 77 4s3
RdE Ragnar-Indianola association, moderately steep: 1/------------ 26 -------- -- ---
Ragnar soil-------^-------------------^----------------- -- VIe-2 78 4s1
Indianola soil------------------------------------------- -- VIe-1 77 4s2
Design Cottages a�
vs OFFE ENGINEERS Honey Creek rr.r.s.
Drawn �sv�:sa.-n+Ensr�svi,�ri.ncE Sca/e
92/17/�a Rexrora,wns�m�cmN veose ,
Date "'o"E"S=6°-'*7z lNDEX TO
COI:TACT:DARRELLOFFE,P.E. F1QU(E OS
Project No. MAPPING UNlTS Figure No. �
DEVELOPED CONDITIONS I
Proposed Drainage Plan
The proposed subdivision will redevelop 2.8 of the 3.7 acres of property. The proposed
on-site drainage improvements will include curb and gutter, catch basins and a pipe
network for collection of surface runoff from landscape, driveways, roads and sidewalks.
Runoff from the developed site area will be routed through a detention vault designed ,
for Level 2 detention in accordance with the 1998 King County Surface Water Design �I
Manual. The Level 2 detention standard requires matching predevelopment and post- ,
development flow duration curves for all flows greater than one-half of the 2-year flow I
up to the 50-year flow.
A box culvert will be installed below the proposed access roadway for the project in
order convey Honey Creek through the property and improve the current drainage
conditions on the property. This culvert has been sized to accommodate the upstream
flow from the Honey Creek drainage basin for the 100 year storm event.
Detention Calculations
Please see Appendix A for the predeveloped and developed Level 2 King County
Runoff Time Series (KCRTS) calculations, the vault dimensions and stage-storage
relationship, and the control structure design. The detention calculations were
performed using the KCRTS hydraulic analysis software.
Water Quality Calculations
In addition to the detention volume, water quality "dead storage" volume will be provided
in the vault. The water quality volume was determined using the methodology outlined
in the 1998 KCSWDM. The water quality calculations are also presented in Appendix
A.
Downstream Analysis
The majority of the site currently drains southward to Honey Creek. Flows run westerly
i through adjacent properties through the overgrown natural stream channel about 300'
until it reaches Duvall Avenue NE, where a 72" x 44" arch-culvert collects the water, and
conveys it below the shopping mall parking lot located on the west side of Duvall
Avenue NE. This culvert continues west, crossing under Anacortes Avenue NE, then
under a McDonalds parking lot before discharging into an overgrown, but constructed
channel, about '/4 mile downstream from the site. There are no obvious drainage
problems along this downstream drainage system.
See the attached off-site analysis drainage system map, and associated site
photographs for a more information on the drainage system downstream of the
proposed project. This information is presented in Appendix B of this report.
- 7 -
Conveyance
The site conveyance system for the project is designed to convey the 100-year runoff
calculated using the Rational Method. The calculations were performed using
StormCAD software. Please see Appendix A for the calculations.
TEMPORARY EROSION SEDIMENTATION CONTROL
During construction, sediment-laden runoff will be minimized using methods approved
by the City of Renton. Erosion and sediment control measures to be used shall include
the following:
• Filter fabric fence around portions of the perimeter of the property
• Sediment traps to treat and release the storm water
• Interceptor ditches to convey storm water to the sediment traps
• Straw rolls on the slopes to treat flows on the slope
REFERENCES
City of Renton
• Municipal Code, current through Ordinance 5020, passed September 29, 2003
King County
• SurFace Water Design Manual, 1998
Soil Conservation Service
• Soil Survey King County Area Washington, 1973
- 8 -
��<.; . _ -
Appendix A - Calculations !
• Detention
• Water Quality II
• Conveyance
• Culvert Sizing
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Cottages at Honey Creek
4821 NE Sunset Blvd
Renton, WA
Total site area = 161,746 sf (within property limits}
3.71 acres
Road offsite = 3,347 sf (new road outside of property)
0.08 acres
Existing impervious �
House and garage 2,321 sf
Outbuildings 817 sf
Compacted driveway 23,655 sf--
total = 26,793 sf
0.62 acres ' '
Existing pervious
Till forest 138,300 sf
3.17 acres 3.79
Proposed impervious
Road and sidewalk
Area = 33,788 sf !
0.78 acres
Proqosed lot area
Total lot area = 98,010 sf
2.25 acres
75% allowable coverage 1.69 acres
Total impervious = 2.46 acres
Proposed pervious
Till forest - �uT�""`" .' 33,428 sf
0.77 acres
Till lawn 0.56 acres 3.79
Landsca in for homes
Detention.xls 3/10/2005
3.2.2 KCRTS/RUNOFF FILES METHOD—GENERATING TIME SERIES
TABLE 3.2.2.B EQUIVALENCE BETW'EEN SCS S�IL TYPES AND KCRTS SOIL TYPES
' SCS Soil Type SCS KCRTS Soil Notes
Hydrologic Graup
Soil Group
—� Alderwood (Ag6, AgC,AgD) C Till
Arents, Alderwood Material (AmB, AmC) C Till
Arents, Everett Material (An) B Outwash 1
� Beausite (BeC, BeD, BeF} C Tiil 2
Bellingham (Bh) D Till 3
Briscot (Br) D Till 3
Buckley (Bu) D Till 4
Eartmont (Ea) D Till 3
Edgewick (Ed) C Till 3
Everett (Ev6, EvC, EvD, EwC) A/B Outwash 1
Indianola (InC, InA, InD) A Outwash 1
Kitsap (KpB, KpC, KpD) C Till
Klaus (KsC) C Outwash 1
Neilton (NeC) A Outwash 1
Newberg (Ng) B Till 3
Nooksack (Nk) C Till 3
Norma (No) D Till 3
Orcas (Or) D Wetland
Oridia (Os) D Till 3
Ovall (OvC, OvD, OvF) C TiU 2
Pilchuck (Pc) C Till 3
Puget (Pu) D Till 3
Puyallup (Py) B Till 3
Ragnar(RaC, RaD, RaC, RaE) B Outwash 1
Renton (Re) D Till 3
Salal (Sa) C Till. 3
Sammamish (Sh) D Till 3
Seattle (Sk) D Wetland
--� Shalcar(Sm) D Till 3
Si (Sn) C Till 3
Snohomish (So, Sr) D Till 3
Sultan (Su) C Till 3
Tukwila (Tu} D Till 3
Woodinville (Wo) D Till 3
Notes:
1. Where outwash soils are saturated or underlain at shallow depth (<5 feet) by glacial till, they should
be treated as till soils.
2. These are bedrock soils, but calibration of HSPF by King County DNR shows bedrock soils to have
similar hydrologic response to till soils.
3. These are alluvial soils, some of which are underlain by glacial till or have a seasonally high water
table. In the absence of detailed study, these soils should be treated as till soils. .
4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is
assumed to be similar to that of till soils.
1998 Surface Water Design Manual 9/1/98
3-25
SECTION 3.2 RUNOFF COhiPUTATION AND ANALYSIS I�'IEI'HODS
FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS
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9/1/98 1998 Surface Water Design Manual
3-22
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Till Pasture' 0.00 acres';
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Till Grass �.00 acres:
Outwash Forest O.OD acres'
Outwash Pasture U.00 acres'
Outwash Grass 0.00 acres
WeUand 0.00 acres'
Impervious 0.62 acres
Tota l
3.79 acres
_ _ _
Scale Factor: 1.00 Hourly Reduced
Time Series: predev�
Compute Time Series j
Modity User Input �
� File for computed Time Series[.TSF]
. .
predev.pks
Flow Frequency Analysis
Time Series File: r�.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- I
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) �CFS) Period
0.305 3 2/09/01 15:00 0.520 1 100.00 0.990
0.184 7 1/05/02 16:00 0.307 2 25.00 0.960
0.307 2 2/27/03 7:00 0.305 — 3 10.00 0.900
0.155 8 8/26/04 2:00 0.301 4 5.00 0.800
0.185 6 1/05/05 8:00 0.274 5 3.00 0.667
0.301 4 1/18/06 16:00 0.185 — 6 2.00 0.500 I
0.274 5 11/24/06 4:00 0.184 7 1.30 0.231
0.520 1 1/09/08 6:00 0.155 8 1.10 0.091
Computed Peaks 0.449 50.00 0.980 '
So � o-� 2 �r �
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35
Page 1
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. � �-- ' Area _ � �
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Till Pasture 0.00 acres �,
Tiil Grass 0.56 acres;
3
� Ouiwash Forest 0�00 acress
Outwash Pasture 0.00 acres
Ouiwash Grass 0.00 acres I
Wetland 0.00 acres
Impervious 2.46 acres '
Total
All f iles 3.79 acres,
Iiorking Di Scale Factor: 1.0� Hourly Reduced ts '
Time Series: dev
Compute Time Series I '
Modify User Input I
-- - --- - ------------ - -- --
� File for computed Time Series[.TSF]
KCRTS Command
INFORMATION about this prograa
KCRTS Commattd
CREATE a new Time Series
Production of Runoff Tine Series
Project Location : Sea-Tac
Computing Series : predev.tsf
Regional Scale Factor : 1.00
---------,n.�-t�--x���-:- p�.at,�o�. . __,__ ,._.--- ---- . _ --. .__._,_.�..__� �_..__ -- __ _-----
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dev.pks
Flow Frequency Analysis
Time series File:dev.tsf
- Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.677 6 2/09/O1 2:00 1.34 1 100.00 0.990
0. 564 8 1/05/02 16:00 0.907 2 25.00 0.960
0.803 3 2/27/03 7:00 0.803 ---- 3 10.00 0.900
0.624 7 8/26/04 2:00 0.744 4 5.00 0.800
0.744 4 10/28/04 16:00 0.723 5 3.00 0.667
0.723 5 1/18/06 16:00 0.677 6 2.00 0.500
0.907 2 10/26/06 0:00 0.624 7 1.30 0.231
1.34 1 1/09/08 6:00 0.564 8 1.10 0.091
Computed Peaks 1.19 50.00 0.980
i
Page 1
- � Cv ' c� �i �f 2 s�rC� q �
; V
Retention/Detention Facility
Type of Facility: Detention Vault
Facility Length: 103.00 ft
Facility Width: 52.00 ft �'
Facility Area: 5356 . sq. ft
Effective Storage Depth: 6.00 ft�,
Stage 0 Elevation: 0.00 ft
Storage Volume: 32136. cu. ft
Riser Head: 6.00 ft
Riser Diameter: 18.00 inches
Number of orifices: 2
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 1.36 0.123
2 4.13 2.35 0.206 6.0
Top Notch Weir: None
Outflow Rating Curve: None '
Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0.00 0.00 0. 0.000 0.�00 0.00
0.01 0.01 54. 0.001 0.006 0.00
0.03 0.03 161. 0.004 0.008 0.00
0.04 0.04 214. 0.005 0.010 0.00
0.06 0.06 321. 0.007 0.012 0.00
0.07 0.07 375. 0.009 0.013 0.00
0.09 0.09 482. 0.011 0.015 0.00
0.10 0.10 536. 0_012 0_016 0 . 00
0.11 0.11 589. 0.014 0.017 0. 00
0.21 0.21 1125. 0.026 0.023 0. 00
0.31 0.31 1660. 0.038 0.028 0.00
0.41 0.41 2196. 0.050 0.032 0.00
0.51 0.51 2732. 0.063 0.036 0.00
0.61 0.61 3267. 0.075 0.039 0.00
0.71 0.71 3603. 0.087 0.042 0.00
0.81 0.81 4338. 0.100 0.045 0. 00
0.91 0.91 4674. 0.112 0.048 0.00
1.01 1.01 5410. 0.124 0.051 0.00
1.11 1.11 5945. 0.136 0.053 0.00
1.21 1.21 6481. 0.149 0.055 0.00
1.31 1.31 7016. 0.161 0.058 0.00
1.41 1.41 7552. 0.173 0.060 0.00
1.51 1.51 8088. 0.186 0.062 0.00
1.61 1.61 8623. 0.198 0.064 0.00
1.71 1.71 9159. 0.210 0.066 0.00
1.81 1.81 9694. 0.223 0.068 0.00
1.91 1.91 10230. 0.235 0.069 0.00
2 .01 2.01 10766. 0.247 0.071 0.00
2 .11 2.11 11301. 0.259 0.073 0.00
2 .21 2.21 11837. 0.272 0.075 0.00
2 .31 2 .31 12372. 0.284 0. 076 0.00
2 .41 2 .41 12908. 0 .296 0. 079 0.00
2.51 2.51 13444. 0.309 0. 080 0.00
2.61 2.61 13979. 0.321 0.081 0 .00
2.71 2.71 14515. 0.333 0.083 0.00
2.81 2 .81 15050. 0.346 0.084 0.00
2.91 2.91 15586. 0.358 0.086 0.00
3 .01 3 .01 16122. 0.370 0.087 0.00
3.11 3.11 16657. 0.382 0.089 0.00
3.21 3.21 17193. 0.395 0.090 0.00
3 .31 3.31 17728. 0.407 0.091 0.00
3.41 3 .41 18264. 0.419 0.093 0.00
3.51 3 .51 18800. 0.432 0.094 0.00
3 .61 3 .61 19335. 0.444 0.095 0.00
3 .71 3.71 19871. 0.456 0.097 0.00
3 .81 3 .81 20406. 0.468 0.098 0.00
3 .91 3 .91 20942. 0.481 0.099 0.00 I
4.01 4 .01 21478. 0.493 0.101 0.00
4.11 4.11 22013. 0.505 0.102 0.00 I
4.13 4.13 22120. 0.508 0.102 0.00 I
4 .15 4.15 22227. 0.510 0.104 0.00 I
4.17 4 .17 22335. 0.513 0.108 0.00
4.20 4.20 22495. 0.516 0 .116 0.00
4.22 4.22 22602. 0.519 0.126 0.00 �
4.25 4.25 22763. 0.523 0.138 0.00
4.27 4.27 22870. 0.525 0.153 0.00
4.30 4.30 23031. 0.529 0.166 0.00
4.32 4.32 23138. 0.531 0.171 0.00
4.42 4.42 23674. 0.543 0.187 0.00
4.52 4.52 24209. 0.556 0.201 0.00
4.62 4 .62 24745. 0.568 0.214 0.00
4.72 4.72 25280. 0.580 0.225 0.00
4.82 4.82 25816. 0.593 0.236 0.00
4.92 4.92 26352 . 0.605 0.246 0.00
5.02 5.02 26887. 0.617 0_255 0.00
5.12 5.12 27423. 0.630 0.264 0.00
5.22 5.22 27958. 0.642 0.272 0.00
5.32 5.32 28494. 0.654 0.280 0.00
5.42 5.42 29030. 0.666 0.288 0.00
5.52 5.52 29565. 0.679 0.296 0.00
5.62 5.62 30101. 0.691 0.303 0.00
5.72 5.72 30636. 0.703 0.310 0.00
5.82 5.82 31172. 0.716 0.317 0.00
5.92 5 .92 31708. 0.728 0.324 0.00
6.00 6.00 32136. 0.738 0.329 0.00
6.10 6.10 32672. 0.750 0.797 0.00
6.20 6.20 33207. 0.762 1.650 0.00
6.30 6.30 33743. 0 .775 2 .750 0.00
6.40 6.40 34278. 0 .787 4.050 0.00
6.50 6.50 34814. 0.799 5.520 0.00
6.60 6.60 35350. 0.812 6.960 0.00
6 .70 6.70 35885. 0.824 7.490 0.00
6.80 6.80 36421. 0.836 7.990 0.00
6.90 6.90 36956. 0.848 8.460 0.00
7 .00 7.00 37492. 0.861 8.900 0.00
7.10 7.10 38028. 0.873 9.320 0.00
7.20 7.20 38563 . 0 .885 9.720 0.00
7 .30 7.30 39099. 0.898 10.110 0.00
7 .40 7 .40 39634. 0.910 10.480 0.00
7.50 7.50 40170. 0.922 10.840 0.00
7.60 7.60 40706. 0.934 11.180 0.00
7.70 7.70 41241. 0.947 11.520 0.00
7 .80 7.80 41777. 0.959 11.850 0.00
7 .90 7.90 42312. 0.971 12.160 0.00
8 .00 8.00 42848. 0.984 12.470 0.00
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 1.34 ******* 0.86 6.11 6.11 32712. 0.751
2 0.68 0.31 0.31 5.73 5.73 30706. 0.705
3 0.69 ******* 0.27 5.21 5.21 27921. 0.641
4 0.72 ******* 0.24 4.83 4.83 25857. 0.594
5 0.80 ******* 0.22 4.68 4 .68 25047. 0.575
6 0.43 ******* 0.10 3.64 3 .64 19505. 0.446
7 0.56 ******* 0.08 2.55 2.55 13637. 0.313
8 0.62 ******* 0.07 2.16 2.16 11579. 0.266
----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf �
Outflow Time Series File:rdout6
Inflow/Outflow Analysis I
Peak Inflow Discharge: 1.34 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.860 CFS at 10:00 on Jan 9 in Year 8
Peak Reservoir Stage: 6.11 Ft
Peak Reservoir Elev: 6.11 Ft
Peak Reservoir Storage: 32712. Cu-Ft
. 0.751 Ac-Ft
Flow Duration from Time Series File:rdout6.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS � $ �
0.004 40220 65.590 65.590 34.410 0.344E+00
0.013 4790 7.811 73.402 26.598 0.266E+00
0.022 4269 6.962 80.364 19.636 0.196E+00
0.031 3652 5.956 86.319 13.681 0.137E+00
0.039 2945 4.803 91.122 8.878 0.888E-01
0.048 1820 2.968 94.090 5.910 0.591E-01
0.057 1305 2.128 96.218 3.782 0.378E-01
0.066 841 1.371 97.590 2.410 0.241E-01
0.074 584 0.952 96.542 1.458 0. 146E-01
0.083 334 0.545 99.087 0.913 0.913E-02
0.092 267 0.435 99.522 0.478 �.478E-02
0.100 157 0.256 99.778 0.222 0.222E-02
0.109 35 0.057 99.835 0.165 0.165E-02
0.118 6 0.010 99.845 0.155 0.155E-02
0.127 S 0.008 99.853 0.147 0.147E-02
0 .135 3 0.005 99.858 0.142 0.142E-02
0.144 4 0.007 99.865 0.135 0.135E-02
0.153 0 0.000 99.865 0.135 0.135E-02
0.162 6 0.010 99.874 0.126 0.126E-02
0.170 3 0.005 99.879 0.121 0. 121E-02
0.179 8 0.013 99.892 0.108 0. 108E-02
0.188 8 0. 013 99.905 0.095 0. 946E-03
0.196 10 O.a16 99.922 0.078 0.783E-03
0.205 4 0.007 99.928 0.072 0.718E-03
0.214 3 0.005 99.933 0.067 0.669E-03
0.223 7 0.011 99.945 0.055 0.554E-03
0.231 6 0.010 99.954 0.046 0.457E-03
0.240 5 0.008 99.962 0.038 0.375E-03
0.249 1 0.002 99.964 0.036 0.359E-03
0.258 4 0.007 99.971 0.029 0.294E-03
0.266 3 0.005 99.976 0.024 0.245E-03
0.275 5 0.008 99.984 0.016 0.163E-03
0.284 2 0.003 99.987 0.013 0.130E-03
0.292 1 0.002 99.989 0_O11 0.114E-03
0.301 3 0.005 99.993 0.007 0.652E-04
0.310 2 0.003 99.997 0.003 0.326E-04
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Probability Exceedence
iser ea :
Riser DiaMeter: 18.00 inches
Number of orifices: 2
Full Head Pipe
Orifice � Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 1.36 0.123
2 4.13 2.35 0.206 6.0
Top Notch Wair: None
Outflow Rating Curve: None
compare.prn '
Duration Comparison Anaylsis
Base File: predev.tsf
New File: rdout6.tsf '
cutoff units: �ischarge in cFs
-----Fraction of Time----- ---------check of Tolerance-------
cutoff Base New %change Probability Base New %change '
0.093 � 0.65E-02 0.41E-02 -37.2 � 0.65E-02 0.093 0.088 -5.9 j
0.110 � 0.44E-02 0.16E-02 -63.2 � 0.44E-02 0.110 0.093 -15.6
0.126 � 0.33E-02 0.15E-02 -54.5 � 0.33E-02 0.126 0.095 -24.7
0.143 � 0.23E-02 0.14E-02 -40.8 � 0.23E-02 0.143 0.099 -30.3 '
0.159 � 0.17E-02 0.13E-02 -25.5 ( 0.17E-02 0.159 0.107 -33.0
0.176 � 0.13E-02 0.11E-02 -14.8 � 0.13E-02 0.176 0.154 -12. 5
0.192 � 0.11E-02 0.83E-03 -21.5 � 0.11E-02 0.192 0.181 -5.6
0.209 � 0.75E-03 0.68E-03 -8.7 � 0.75E-03 0.209 0.203 -2.8
0.225 � 0.60E-03 0.54E-03 -10.8 I 0.60E-03 0.225 0.217 -3.8
0.242 � 0.46E-03 0.38E-03 -17.9 � 0.46E-03 0.242 0.233 -3.4
0.258 � 0.31E-03 0.29E-03 -5.3 � 0.31E-03 0.258 0.255 -1.4
0.275 � 0.13E-03 0.16E-03 25.0 � 0.13E-03 0.275 0.289 5.3
0.291 � 0.98E-04 0.11E-03 16.7 � 0.98E-04 0.291 0.298 2.3
Maximum positive excursion = 0.020 cfs ( 7.2%)
occurring at 0.278 cfs on the gase �ata:predev.tsf
and at 0.298 cfs on the New Data:rdout6.tsf
Maximum negative excursion = 0.054 cfs (-34.2%)
occurring at 0.158 cfs on the Base �ata:predev.tsf
and at 0.104 cfs on the New �ata:rdout6.tsf ,
Page 1
45'
VAULT ACCESS 3
(TYP 3 PLACES) —
2
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O�18" INLET BAFFLE WALL
IE 394.80
0
20'
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- WATER QUALITY WSE 391.80
s
s
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, WATER QUALITY & DETENTION VAULT
8 3CALE:1'�5'
NOTES:
1. STRUCTURAL DESIGN AND PERMITTING OF VAULT QY OTHERS.
,
60.00'
- � , , < , � � , . , , , � � . . �
' 100-YEAR WSE 397.80
BAFFLE WALL
18" INLET � WATER QUALITY WSE 391.80
�18" OUTLET
IE 394.80 `
� IE 391.80
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VAULT VOLUMES
DETENTION VOLUME REQUIRED: 32,136 CF
DETENTION VOLUME PROVIDED: 32,400 CF
WATER QUALIN VOLUME REQUIRED: 11,997 CF 2 SECTION
WATER pUALITY VOLUME PROVIDED: 16,200 CF 6 3CALE:1'■6'
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6.4.1 WETPONDS—BASIC AND LARGE—MEIHODS OF ANALYSlS
FIGURE 6.4.1.A PRECIPTTATION FOR MEAN ANNUAL STORM IN INCHES (FEET�
ST 1.0/ � 1 2
ST 1.1 ._�,,-- ST 1.0 LA 0.8 LA. 0.9 �.1�:�, �o�N.:
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.� RivedLake 0.47~ ��...� `,
— Major Road (0.03 9' ) 0.52" �- �
�r 0.65° �
NOTE:Areas east of the eastemmost isopiwial should use 0.65 �0.043 'b.5 6"
(0.054' )
inches unless rainfall data is available for the location of interest (0.047' )
Z�The mean annual stortn is a conceptual stortn tound
by drviding the annual predpitation by the total number
of stortn events per year
result, generates large amounts of runoff. For this application,till soil types include 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.
1998 Surface Water Design Manual 9/1/98
6-69
i '
WETVAULT DESIGN
Project Name: Cottages at Honey Creek = By: wph
Project Number: 107-Q05-04 Date: 4122l20Q5
DRAINAGE CRITERIA: City of Renton-King County Standards
RAINFALL METHOD: King County Runoff Time Series(KCRTS)
METHOD OF ANALYSIS: (Section 6.4.1.1 KCSWDM)
Step 1y Determine volume factor f.
f= 3 Basic:f=3, Large:f=4.5
Step 2) Determine rainfall R for mean annual storm
R= 0.039 ft See Figure 6.4.1.A
Step 31 Calculate runoff from mean annual storm
Vr={0.9Ai+0.25Atg+0.10 Atf+0.01 Aog}'R
Ai = Area of impervious surface 107,158 sf 2.46 acres ,
Atg= Area of till grass 24,394 sf 0.56 acres
Atf= Area of till forest 0 sf �
Aog= Area of outwash grass 0 sf �
R= Rainfall from mean annual storm 0.039 ft From Step 2
Vr= Vol. runoff from mean annual storm 3999 cf
Stea 41 Calculate wetpool volume ''
Vb= f Vr �
f= Volume factor 3 From Step 1
Vr= Vol. runoff from mean annual storm 3999 cf From Step 3
Vb= Volume of wetpool 11997 cf d--
Step 51 Determine wetpool dimensions
a) Determine geometry of first cell
Volume in first cell 3599 cf 25-35%of total vol.,try 30%
Depth h (1 st cell,excl.sed.storage) 3.0 ft 3 to 6 feet
Required surface area 1200 sf
Provided 1st cell dimensions: width 32 ft
length 31 ft
Provided 1 st cell surface area 992 sf Aprov'd>Areq'd
b) Determine geometry of second cell
Volume in second cell 8398 cf 65-75%of total vol.,try 70°/a
Depth h(2nd cell,excl. sed.storage) 3.0 ft 3 to 6 feet
i Required surface area 2799 sf
Provided 2nd cell dimensions: width 32 ft
length 68 ft
Provided 2nd cell surface area 2176 sf Aprov'd>Areq'd
c) Length to width ratio 3.09 :1 Must exceed 3:1
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Title:Cottages at Honey Creek Project Engineer:Bill Helsley
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04/22/05 08:46:21 AM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1
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Rainfall Table
Return Periods
Durations 25 year 100 year
5 min 2.70 3.40 i
15 min 1.80 2.10
30 min 1.00 1.30
60 min 0.60 0.80
Rainfall Intensities are in(in/hr)
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Title: Honey Creek Project Engineer:Bill Helsley
r:\...lcalcslstormcacflhoney creek.stm Site Development Associates,LLC StormCAD v5.5[5.5003]
02/03/05 09:02:37 PM �Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1
i 1
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105.92' 42.00' 42.00' I I I� II� J I 1
1 12.13' � � �N iD-
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/ 27.44' 35.00' 38.00' �� `J •
/
� °� AREA = 2,816 SF qR - 4,
I � 1+ (0.06 ACRES) 2+00 ( t CR )1 AREA - 2, 63 SF
q � � +�� � 4+0 (0.06 AC�ES) 5+00 5+¢7.73
( � N01'24'36"E
° 10 � F q�'S8p AREA = 2,428 SF 1 6 .2 ' ----- -�
I S AREA = 3,532 SF AREA = 2,634 SF
0.06 ACRES)
40.00 � 68.27
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i A :�s I O `� � a O o O g � o OO o � � , � TRACT ' � �TRACT 'A' �
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� AREA = 4,093 SF
.J (0.09 ACRES) ` 'i
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� , p 2 acr�s }�n/�
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� AREA = 8,919 SF
� (0.20 ACRES)
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AREA = 1�,802 SF cl f
� (0.25 ACRES) —� i01 � • Q5 acrr3 perV
- 19 �cr�s ;mperV �N a To C8 (p
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AREA = 16,317 SF
(0.37 ACRES) 1'���", AREA = 9,897 SF �
O • 28 �cr�5 1+mpe�Y �P'�o„y (0.23 ACRES)
d. �9 Q CY�9 eN � � �o P� `�� • � � a�rcS 1m�xrJ
P ARE = 7,085 SF � b� Q�� `,,J -,:
-�^�1 c� '� 0.16 ACRES) f � � � I
� v �
cs� � � �n 3 To c8 5�
c.82
AREA = 19,834 SF
(0.46 ACRES) AREA = 13,007 5F
(0.30 ACRES)
T 0 C 8� 4.35 Qcres irr�pe�✓
O• l I a c_�:5 Qe�rV �'
0. 23 a�re5 lmperV �
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_ _ To � 2.,
3.2.1 RATIONAL METHaD
TABLE 3.2.1.A RUNOFF COEFFICIENTS-'"C"'VALUES FOR THE RATIONAL METHpD
' General Land Covers Single Family Residential Areas
Land Cover C Land Cover Density C
�
Dense forest 0.10 ' 0.20 DU/GA (1 unit per 5 ac.) 0.17 -
Light forest 0.15 0.40 DU/GA(1 unit per 2.5 ac.) 0.20
Pasture 0.20 0.80 DU/GA (1 unit per 1.25 ac.) 0.27
__�Lawns 0.25 1.00 DU/GA 0.30
Playgrounds 0.30 1.50 DU/GA 0.33
Gravel areas 0.80 2.00 DU/GA 0.36
-----r-Pavement and roofs 0.90 2.50 DU/GA 0.39
Open water(pond, 1.00 3.00 DU/GA 0.42
lakes,wetlands) 3.50 DU/GA 0.45
4.00 DU/GA 0.48
4.50 DU/GA 0.51
5.00 DU/GA �.54
5.50 DU/GA 0.57
6.00 DU/GA 0.60
� Based on average 2,500 square feet per lot of impervious coverage.
For combinations of land covers listed above,an area-weighted"C�:x A�°sum should be computed based on the
� equation Cc x A,_(C,x A,)+(C2 x AZ)+ ...+(C„x A„),where A�_(A, +A2+ ...+A�), the total drainage basin area.
i
' TABLE 3.2.1,B COEEFICIENTS FOR THE RATIONAL METHOD"iR"EQUATION ,
Design Storm Return Frequency aR bR
2 years 1.58 0.58
5 years 2.33 0.63
10 years 2.44 0.64
25 years 2.66 0.65
, 50 years 2J5 0.65
100 years 2.61 0.63
TABLE 3.2.1.0 kR VALUES FOR Tt USING THE R�.TIONAL METHOD
Land Cover Category kR
Forest with heavy ground litter and meadow 2.5
Fallow or minimum tillage cultivation 4.7
Short grass pasture and lawns 7.0
Nearly bare ground 10.1
Grassed waterway 15.0
�
Paved area (sheet flow) and shallow gutter flow 20.0
1998 5urface Water Design Manual 9/1/98
3-13
Scenario: Base
SDA Inlet
Label Rim Area Inlet Sump Time System dditiona Rim Hydraulic
Elevation (acres) C Elevation of Rational Flow Elevatio Grade
(ft) (ft) Concentration Flow (cts) (ft) Line Out
(min) (cfs) (ft)
CB#1 424.50 0.46 0.74 420.00 5.00 0.93 0.00 424.50 422.40
CB#2 424.03 0.30 0.75 417.93 5.00 0.61 0.00 424.03 420.25
CB#4 417.21 0.16 0.90 411.67 5.00 1.92 0.00 417.21 414.26
CB#5 412.10 0.27 0.76 405.30 5.00 2.47 0.00 412.10 407.97
CB#6 400.00 0.26 0.78 394.74 5.00 4.33 0.00 400.00 398.44
CB#7 398.36 0.17 0.82 393.36 5.00 4.80 0.00 398.36 397.73
CB#7A 398.36 0.10 0.90 393.65 5.00 0.24 0.00 398.36 397.73
CB#8A 402.69 0.12 0.90 396.59 5.00 0.29 0.00 402.69 398.81
CB#10 402.00 0.31 0.77 395.75 5.00 1.37 0.00 402.00 398.45
CB#12 408.55 0.37 0.74 402.45 5.00 0.75 0.00 408.55 404.81
Title: Cottages at Honey Creek Project Engineer: Bili Helsley
r:\...lcalcslstormcadlhoney creek.strn Site Development Associates,LLC StormCAD v5.5[5.5003]
04/22/05 09:14:16 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1
Scenario: Base
SDA Pipe
Upstream Downstream Upstream Downstream Length Section Constructed Manning Total
Node Node Invert Invert (ft) Size Slope n System
Elevation Elevation (fUft) Flow
(ft) (ft) (cfs)
CB#8 VAULT 394.86 394.80 12.00 18 inch 0.005069 0.012 4.97
� CB#8A CB#8 398.59 395.36 29.00 12 inch 0.111328 0.012 0.29
CB#7A CB#7 396.00 395.86 29.00 12 inch 0.004828 0.012 0.24
CB#6 CB#7 396.74 395.86 56.00 12 inch 0.015714 0.012 4.33
CB#3 CB#4 416.50 413.67 48.00 12 inch 0.058885 0.012 0.61
CB#4 CB#5 413.67 407.30 52.00 12 inch 0.122500 0.012 1.92 I
CB#2 CB#3 419.93 416.60 35.00 12 inch 0.095150 0.012 0.61
CB#1 CB#4 422.00 413.67 100.00 12 inch 0.083300 0.012 0.93
CB#5 CB#6 407.30 396.74 117.00 12 inch 0.090256 0.012 2.47
CB#11 CB#10 398.23 397.75 95.00 12 inch 0.005015 0.012 0.75
CB#12 CB#11 404.45 398.23 44.00 12 inch 0.141443 0.012 OJ5 �
CB#10 CB#6 397.75 396.74 37.00 12 inch 0.027345 0.012 1.37
CB#7 CB#8 395.36 394.86 100.00 18 inch 0.005000 0.012 4.80
�J
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Title:Cottages at Honey Creek Project Engineer:Bill Helsley
r:\...lcalcs�.stortncad�honey creek.stm SRe Development Associates,LLC StormCAD v5.5[5.5003]
04/22/05 09:15:08 AM OO Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-2p3-755-1666 Page 1 of 1
Calculation Results Summary
Scenario: Base
»» Info: Subsurface Network Rooted by: VAULT
»» Info: Subsurface Analysis iterations: 3
»» Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
� � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter �
� � T�pe � � Intercepted � Bypassed � Efficiency � Spread � Depth �
� � � � Flow � Flow � (�) � (ft) � (ft) �
� � � � (cfs) � (cfs) � � � �
�--------�---------------�----------------------�-------------�----------�------------�--------� -------- �
� CB #sA � Generic Inlet � Generic Default loo$ � 0.29 � o.00 � loo.o � o.00 � o.00 �
� CB #7 � Generic Inlet � Generic Default 100� � 0.38 � 0.00 � 100.0 � 0.00 � 0.00 �
� CB #7A � Generic Inlet � Generic Default 100� � 0.24 � 0.00 � 100.0 � 0.00 � 0.00 �
-- � CB #6 � Generic Inlet � Generic Default 100� � 0.55 � 0.00 � 100.0 � 0.00 � 0.00 �
� CB #5 � Generic Inlet � Generic Default 100� � 0.56 � 0.00 � 100.0 � 0.00 � 0.00 �
_ � CB #2 � Generic Inlet � Generic Default 100� � 0.61 � 0.00 � 100.0 � 0.00 � 0.00 �
� CB #1 � Generic Inlet � Generic Default 100� � 0.93 � 0.00 � 100.0 � 0.00 � 0.00 �
� CB #10 � Generic Inlet � Generic Default 1008 � 0.65 � 0.00 � 100.0 � 0.00 � 0.00 �
� CB #12 � Generic Inlet � Generic Default 1008 � 0.75 � 0.00 � 100.0 � 0.00 � 0.00 �
� � CB #4 � Generic Inlet � Generic Default 100� � 0.39 � 0.00 � 100.0 I 0.�0 � 0.00 �
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: VAULT
� Label � Number � Section � Section � Length � Total � Average � Hydraulic � Hydraulic �
� � of � Size � Shape � (ft) � System � Velocity � Grade � Grade �
� � Sections � � � � Flow � (ft/s) � Upstream � Downstream �
' � � � � � � (cfs) � � (ft) � (ft) �
�-------�----------�---------�----------�-------- �--------�----------�-----------�------------�
� P-6 � 1 � 18 inch � Circular � 12.00 � 4.97 � 2.81 � 397.55 � 397.53 �
� P-5 � 1 � 18 inch ( Circular � 100.00 � 4.80 � 2.72 � 397.73 � 397.55 �
I P-10 I 1 � 12 inch � Circular � 29.00 � 9 � 6.76 � 398.81 � 397.55 �-
��9 � 1 � 12 inch � Circular � 29.00 � 0.2 � �3 � 397.73 � 397.73 �
� P-4 � 1 I 12 inch I Circular I 56.00 ( 4.33 � 5.52 � 398.44 I 397.73 �
� P-3 � 1 � 12 inch � Circular � 117.00 � 2.47 � 11.73 � 407.97 � 398.44 �
- � P-13 � 1 � 12 inch � Circular � 37.00 � 1.37 � 6.48 � 396.45 � 398.44 �
� P-2 � 1 I 12 inch � Circular � 52.00 � 1.92 � 12.18 � 414.26 � 407.97 �
I P-12 � 1 � 12 inch � Circular � 95.00 � 0.75 � 2.96 � 398_59 � 398.45 �
� P-8 � 1 � 12 inch � Circular � 48.00 � 0.61 � 6.72 � 416.82 � 414.26 �
� P-1 � 1 � 12 inch � Circular � 100.00 � 0.93 � 8.61 I 422.40 � 414.26 �
� P-11 � 1 � 12 inch � Circular � 44.00 � 0.75 � 9.72 I 404.81 � 398.38 �
� P-7 � 1 � 12 inch � Circular � 35.00 � 0.61 � 7.96 � 420.25 � 416.75 �
-----------------------------------------------------------------------------------------------
� � Label � Total � Ground � Hydraulic � Hydraulic �
� � System � Elevation � Grade � Grade �
� Flow � (ft) � Line In � Line Out �
� � (cfs) � � (ft) � (ft) �
�--------� -------- �-----------�-----------�-----------�
� VAULT � 4.96 � 402.30 � 397.53 � 397.53 �
� CB #8 � 4.97 I 402.69 � 397.55 � 397.55 (
� CB #7 � 4.80 � 398.36 � 397.73 � 397.73 �
� CB #8A I 0.29 I 402.69 � 398.81 � 398.81 �
� CB #7A I 0.24 � 398.36 � 397.73 � 397.73 �
� CB #6 � 4.33 � 400.00 ( 398.44 � 398.44 �
� CB #5 I 2.47 � 412.10 � 407.97 � 407.97 I
Title:Cottages at Honey Creek Project Engineer:Bill Helsley
r:\...\calcslstormcad\honey creek.stm Site Development Associates,LLC StortnCAD v5.5[5.5003]
04/22/05 08:45:23 AM �Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +�-203-755-1666 Page 1 of 2
Calculation Resuits Summary
� CB #10 � 1.37 � 402.00 � 398.45 � 398.45
� CB #4 � 1.92 � 417.21 � 414.26 � 414.26
� CB #11 � 0.75 I 402.23 � 398.59 � 398.59
� CB #3 � 0.61 � 420.60 � 416.82 � 416.82 ;
I CB #1 I 0.93 � 424.50 I 422.40 � 422.40 �
� CB #12 � 0.75 � 408.55 � 404.81 � 404.81 I
� CB #2 � 0.61 � 424.03 I 420.25 � 420.25 �
-------------------------------------------------------
- ---------
Completed: 04/22/2005 08:44:30 AM
,,._.. "_. .,, .. . ..�..,. . r:u�� �,_�:��yu�,eer. e�ui rtc,5iuy
r:\...\calcs�.stormcad\honey creek.stm Site Development Associates,LLC StormCAD v5.5[5.5003]
04/22/05 08:45:23 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +�_2p3-755-1666 Page 2 of 2
Profile
Scenario: Base
Main line
25 year storm
ce #,
� RI M 424.50 ft
IE 422.00 ft
_ _ _........ __..... ..... _.... . . ._._..__ ....__ _ __
...........................__..._ .... _ _ T_.... ................ _ .__ I 425.00
�
�
� CB #4 �
RIM 417.21 ft I I
IE 41 3.67 R . ............. ____ ____....._ __ 420.00
<�
tS'�o �7�o I �
.�2� .�
�3�c��� � CB #5 '
�� RIM 412.1,0 ft - 415.00
�f�.r ___...tE_407.30.Pt _ _ _.._—�v---- -._.._.._ __ _....._.—......
i I
CB #
���' ���, RIM 4 0 00 ft
_ _ �>>a.r? __ _ .........1�...39 .74 ft....._._. _...... _ 410.00
'���7 0�
' so� � , ' ' i
i 0 CB #8 Elevation (ft)
' ! �f � -CB #7 RIM 402.69 ft I
RIM 398.36 ft IE 394.86 ft
_......____ __._.__ _ __ __ 1E 395.36.._ft _____ 405.00
�`` �\\, �i / Label:VAULT
O 72�j I
.�9 �7 �O
_ p2ss �, � ...._.. .. ...................... . . _ , 400.00
, ��!
I
I__. _. _. I 395.00
---_... �=56;0p h
I S=0.015x14 ftfft L �ig��h R �=12.00 ft I
I S=0.005000 ft/�t S=0.00506g �/ft
� 390.00
0+00 1+00 2+00 3+00 4+00 5+00
Station (ft)
Title:Cottages at Honey Creek Project Engineer: Bill Helsley
r:\...\calcs�stormcad\honey creek.stm Sfte Development Assxiates,LLC StormCAD v5.5[5.5003]
04/22/05 09:08:24 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 ,
I
�
Profile
Scenario: Base
Second line
25 year storm
CB #12
RIM 408.55 ft
IE 404.45 ft
__ ___ i_. _ _._ _ __ I 410.00
i
CB #11 CB #10
RIM 402.23' ft RIM 402.00 ft
IE 398.23 ft IE 397.75 ft
_ _ _ 405.00
' CB #6
� RIMI400.00 ft
so
IE 3�6.74 ft
•��r,� _. . �� _ _ 400.00 Elevation (ft)
0
�� 0
�� �
c�
��, L=95.00 ft
12 in h
-_ S��:p.p.5f}�_5 ft/ft _ 3 9 5.0 0
�_3� 0
; Sc� �2 inC� ft
' o2j34s ft/ft
_ __ _.__ _ _ _ _ � 390.00
0+00 1+00 2+00
Station (ft)
Title:Cottages at Honey Creek Project Engineer: Bill Helsley
r:�...�calcs\stormcad\honey creekstm Site Development Associates,LLC StormCAD v5.5[5.5003]
04/22/05 09:10:19 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1
� �
Profile
Scenario: Base
Third Run
25 year storm
_- __ _............................__......_..._ ; 4 3 0.0 0
CB #2 I
. � RIM 424.03 ft
IE 419.93 ft
_ __ � 425.00
CB #3
RIM 420.60 ft'
IE 416.50 ft
I' 420.00 Elevation (ft)
C8 #4
RIM 417.21 ft
tS��O ����,;
IE 413.67 ft
. s �`o
�
O� ,�; 0
�,� ,�, _ _ _ ', 415.0 0
so
I '�
i % <`
� s``��S'8��f �
I 88 �h t
0+00 8$t't�f� �+ 410.00
00
Station (ft)
Title:Cottages at Honey Creek Project Engineer:Bill Helsley
r:\...\caics\stormcad\honey creek.stm Site Development Associates,LLC StormCAD v5.5[5.5003]
04/22/05 09:11:14 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1
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Project Name: Cottages at Honey Creek
Project number: LUA 04-085
4821 NE Sunset Boulvard
Crossing of Honey Creek - Upstream Basin
Sub-Basin A
deve%ed
sing/e fami/y 51.i acnes
Impervious 17.9 assume 35%
Pervious 33.2
mu/ti-fami/y 3,0 acres
Impervious 2.4 assume 80%
Pervious 0.6
un-deve%ped
Zoning R-4 2,3 acres
Impervious 0.8 assume 35%
Pervious 1.5
Tota/Mea; 56,4 acne.s
Sub-Basin B
deve%p�d
sing/e family 12.7 aa�es
Impen�ious 4.4 assume 35%
Pervious 8.3
Schoo/ 11.0 aa7es
Impervious 9.6 assume 80%
Pervious 2.4
un-deve%ped I
Zoning R-8 4.2 acres '!
Impervious 3.4 assume 50%
Pervious 0.8
City Wahe�Tower 8.7 acries
Impervious 1.7 assume 10%
Pervious 7,0
Wedands/SYneam/Buf95ers 9.7 acres
Tota/Area: 47.3 acres
Sub-Basin C
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< <
deve%v�ed
sing/e family 20.4 acres
Impervious 7,1 assume 50%
Pervious 13.3
un-deve%ned
Zoning R-8 30,2 acres
Im�rvious 10.6 assume 50°b
Pervious 19.6
Zoning R-4 73.6 acres
Impervious 25.8 assume 35%
Pervious 47.8
Wet/ands/Stream/Bufl`ers 25.0 acres
Tob/Area; 149,2 acres
Sub-Basin D
URB.4N-un-deve%ved
Zoning R-4 12.4 acres
Impervious 4.3 assume 35%
Pervious 8.1
RURAL
5i,9 acres �
Imp�ervious 7.8 assume ISRo
Natu�al/undisturbed 44,1
Wedands/Stream/Buffers SO,O acres
Tota/Area: 74.3 acres
Summary
Tota/Basin 327.2 acres
Fu// Deve% Br�eakdown
Impervious 95.8 acres
Pervious 142.6 aa�es
Weilands/SY�ream/But�'ers 44.7 acnes
Naivra//undistur6�d 44.1 acres
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HCreek.pks
Flow Frequency Analysis
Time Series File:hcreek.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period US e �
52.12 6 2/09/Ol 12:45 191.37 1 100.00 0.990 �
37.79 7 1/05/02 15:00 120.26 2 25.00 0.960 ps���
120.26 2 12/08/02 17:15 83.85 3 10.00 0.900
37.11 8 8/26/04 0:45 66.58 4 5.00 0.800
83.85 3 11/17/04 5:00 60.42 5 3.00 0.667
60.42 5 10/27/05 10:45 52.12 6 2.00 0.500 ,
66.58 4 10/25/06 22:45 37.79 7 1.30 0.231
191.37 1 1/09/08 6:30 37.11 8 1.10 0.091
Computed Peaks 167.66 50.00 0.980
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Page 1
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Site Development Associates, LLC !
COTTAGES AT HONEY CREEK I
HONEY CREEK CULVERT CROSSING
General Information
1. Discharge at Culvert Inlet, Q (100-Year Event)
Q = 191.00 cfs
2. Tailwater Elevation,TW (Depth of flow in swale)
TW = 3.00 ft (normal depth)
A„= 27.00 ft` (normal area)
W P„= 15.00 ft
3. Elevation of Centerline of Road, ELc�
EL��= 398.64
4. Inlet and Outlet Elevations, EL,N& ELouT
ELiN = 390.50
ELour= 390.00
5. Slope and Length of Culvert, So& L
So = 0.0052
L = 97.00 ft
6. Assume Culvert:
Height: 48.00 in
Type: 4'X 9'bottomless box culvert
Inlet Control
1. HW/D - Use WSDOT Hydraulics Manual (Figure 3-3.4.2E)
HW/D = 1.00
2. Headwater, HW
H W = 4.00 ft
Outlef Control
R:1Projects1107(Offe)1005-04 (Honey Creek)1CaIcs1HC Culvert.xls Printed: 4/22/2005, 3:42 PM
1. Entrance Loss Coefficient, Ke (WSDOT Hydraulics Manula Figure 3-3.4.5H)
Ke= 0.50 "
2. Critical Depth, D� I
D�= 2.41 ft
3. Hydraulic Grade Line, HGL
HGL= 3.21 ft '
4. Ho
Ho= 3.21 ft
5. Headloss in Culvert, H
A�= 21.69 ft` (critical area)
WP�= 13.82 ft
n = 0.015
H = 2.24 ft
6. LSo
LSo= 0.50 ft
7. Headwater, HW
HW = 4.94 ft
Controlling Headwater, HW
HW= 4.94 ft Outlet Control
Outlet Velociry
V= 7.07 ftlsec
."o USe � x � � Cv�VGRT
R:1Projects1107(Offe}1005-04 (Honey Creek)ICaIcs1HC Culvert.xls Printed: 4/22/2005, 3:42 PM
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� Culvert Design
❑ - _
CHART 8
12
� ii 6°° (!) (2? (3)
5� EXAMPLE 8 9 t0
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HEADWATER DEPTH
FOR BOX CULVERTS
.��.�,�.�,����o:.��
WITH INLET CONTRO�
Box Culvert Inlet Control Nomograph
Figure-3-3.4.2E
Hydraulics Manua! Page 3-23
March 2005
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Culverf Design
5
4
ac C NOR Fl
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� 2 CRITICAL QEPTH
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RECTA GULAR 5 CTiO
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12 .
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CRITICAL DEPTH
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Critical Depth for Rectangular Shapes
Figure 3-3.4.SJ
Hydreulics Manual Page 3-39
, March 2005
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Culverf Design
T e of Structure and Entrance Desi n ke Standard Plan
Concrete Pi e
Pro'ectin from fill,no headwall,socket roove end 0.2
Pro'ectin from fill,no headwall S uare cut end 0.5
Mitered to conform to fill slo e beveled end section 0.7 B-7a
Mitered to conform to fill slo ,with concrete headwall 0.7 B-9
Flared end sections,metal or concrete 0.5 B-7 Desi n B
Vertical headwall with win walls
Socket end oove end 0.2 B
S uare cut end 0.5
Rounded radius= 1/12 D 0.2*
Metal and Thermo lastic Pi e or Pi e Arch
Pro'ectin from fill,no headwall 0.9
Ta ered end section 0.9 B-9c,B9-d
Mitered to conform to fill slo e(beveled end section 0.7 B-7a
Mitered to conform to fill slo e, with concrete headwall 0.7 B-9
Flared metal or thermo lastic end sections 0.5 B-7 Desi A
Vertical headwall with win alls 0.5
An headwall with beveled inlet ed es 0.2*
Reinforced Concrete Boz
Mitered concrete headwall to conform to fill slo e
S uare-ed ed on 3 ed es 0.5
Rounded or beveled ed es on 3 sides 0.2
Win walls at 30 de rees to 75 de rees to barrel
S uare ed e at crown 0.4
Rounded or beveled ed e at crown 0.2* '
Win walls at 10 de rees to 25 de rees to barrel
' S uare ed e at crown 0.5
Win walls arallel to banel
S uare ed e at crown 0.7
Side or slo e ta ered inlet 0.2*
*Reference Section 3-4.6 for the design of special improved inlets with very low entrance losses '�
**Modified for round pipe.
Entrance Loss Coefficient ke
Outlet Control
Figure 3-3.4.SH
Hydraulics Manual Page 3-37
March 2005
-
Appendix B - Off-site Analysis
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�ate • �W�� PHOTOGRAPH
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Addendum to Storm Drainaqe Report ��I .
�
Cottages at Honey Creek �'
� 4821 NE Sunset Blvd ��
� Renton, Washington
�
t
Prepared for:
Davis Consulting Inc.
27013 Pacific Highway South
PMB #353
Des Moines, WA 98198
425-228-5959
Attn: Mike Davis
Prepared by:
Offe Engineers, PLLC
13932 SE 159th Place I
Renton, WA 98058
425-228-5959
Darrell Offe
! `d +. �
� t ...
November 14, 2005 �y } ' �
Project Number: 107-005-04
_- ,._ ���,_y
. _a �. �:: � V � J
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f':•_� 1
'4`32�7
The purpose of the addendum is to update the storm drainage report dated April 22,
2005 as prepared by Offe Engineers. The original design for Cottages at Honey Creek
utilized a storm drainage detention vault located west of the access road to the property.
Since the last submittal, the WSDOT property surrounded by the proposed development
was purchased. This area will now be utilized for a storm water detention pond. See
Figure 1 for an updated site plan with the proposed pond. The pond was sized using the
King County Runoff Times Series {KCRTS), with a Level 2 detention standard, in a
similar fashion as the original storm water detention vault.
The following is a summary of the pond:
Elevation Volume Re uired Volume Provided
Detention Volume EL 398-392 34,830 cf 54,124 cf
Water Quality EL 392-388 13,575 cf 16,704 cf
Volume
Attached to this memorandum is the following information:
1. Updated area calculations for existing and proposed site
2. Revised KCRTS level 2 detention calculations
3. Revised water quality calculations
4. Proposed pond volume calculations
These calculations supersede the information provided in the April 22, 2005 storm water
report.
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Scale Feet
WPH COTTAGES AT
Design �FFE ENGINEERS 1"=80'
Drawn • HONEY CREEK Scale
13932 SOIJI'HFA57 75?fH P[�CE
14/17/05 REKION,WASH1NGfOtv 98058
Date PFiONE:675 26 0.3 412
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' 3
Cottages at Honey Creek
4821 NE Sunset Blvd
Renton, WA
Total site area = 181,638 sf
4.17 acres
E�cisting impervious II,
House and garage 2,321 sf
Outbuildings 817 sf
Compacted driveway 23,730 sf
total = 26,868 sf
0.62 acres
Existing pervious
Till forest 154,770 sf
3.55 acres
Proposed impervlous
Road and sidewalk
Area = 33,788 sf 'I
0.78 acres
Detention Pond water surface
Area = 12,159 sf
0.28 acres
Proposed lot area
Total lot area = 97,879 sf I,
2.25 acres
75% allowable coverage 1.69 acres
Total impervious= 2.74 acres
Proposed pervious
Till forest 28,043 sf
0.64 acres
Till lawn
Landscaping for homes 0.56 acres
Detention Pond Area (outside of water surface)
Area = 9,805 sf
0.23 acres
Total till lawn = 0.79 acres
Detention.xis 10/16J2005
- -�
�
I
KCRTS Detention Calculations '
. �"�
predev.pks
Flow Frequency ,4nalysis
Time series File:predev.tsf ,
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank rteturn Prob
(CFS) (CFS) Period
0.328 2 2/09/O1 15:00 0. 547 1 100.00 0.990
0.190 7 1/05/02 16:00 0.328 2 25.00 0.960 '
0.322 3 2/27/03 7:00 0.322 3 10.00 0.900
0.155 8 8/26/04 2:00 0.318 4 5.00 0.800
0.196 6 1/05/05 8:00 0.290 5 3.00 0.667
0.318 4 1/18/06 16:00 0.196 6 2.00 0. 500
0.290 5 11/24/06 4:00 0.190 7 1.30 0.231
0.547 1 1/09/08 6:00 0.155 8 1.10 0.091
Computed Peaks 0.474 50.00 0.980
50�'o p-� ���r � �o t�98
Page 1 �I
. o
dev.pks
Flow Frequency Analysis
Time series File:dev.tsf
Project Location:5ea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.760 6 2/09/O1 2:00 1. 51 1 100.00 0.990
0.632 8 1/05/02 16:00 1.02 2 25.00 0.960
0.905 3 2/27/03 7:00 0.905 3 10.00 0.900
0.697 7 8/26/04 2:00 0.834 4 5.00 0.800
0.834 4 10/28/04 16:00 0.811 5 3.00 0.667
0.811 5 1/18/06 16:00 0.760 6 2.00 0.500
1.02 2 10/26/06 0:00 0.697 7 1.30 0.231
1.51 1 1/09/08 6:00 0.632 8 1.10 0.091
Computed Peaks 1.34 50.00 0.980
Page 1
_ �
o �
. Cottages at Honey Creek �I,
Level 2 Detention Pond Sizing 11/14/2005 I
Facili I
Retention/Detention ty
Type of Facility: Detention Pond
Side Slope: 2.00 H:lV
Pond Bottom Length: 89.00 ft ,
Pond Bottom Width: 45.00 ft
Pond Bottom Area: 4005. sq. ft
Top Area at 1 ft. FB: 8541. sq. ft
0.196 acres
Effective Storage Depth: 6.00 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 34830. cu. ft � ��,-�Q��� ���V�,r�
0.800 ac-ft �
Riser Head: 6.00 ft r������
Riser Diameter: 18.00 inches
Number of orifices: 2
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 1.39 0.128
2 4.50 2.44 0.197 6.0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation Surf Area
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft)
0.00 0.00 0. 0.000 0.000 0.00 4005.
0.01 0.01 40. 0.001 0.006 0.00 4010.
0.03 0.03 120. 0.003 0.009 0.00 4021.
0 .04 0.04 161. 0.004 0.011 0.00 4026.
0.06 0 .06 241. 0.006 0.013 0.00 4037.
0.07 0.07 282. 0.006 0.014 0.00 4043 .
0.09 0.09 363. 0.008 0 .015 0.00 4053 .
0.10 0.10 403. 0.009 0 .017 0.00 4059.
0.12 0.12 485. 0.011 0.018 0.00 4070.
0.22 0.22 894. 0.021 0.024 0.00 4124.
0.32 0.32 1309. 0.030 0.029 0.00 4178.
0.42 0.42 1730. 0.040 0.034 0.00 4233 .
0.52 0.52 2156. 0.049 0.038 0.00 4288.
0.62 0.62 2587. 0.059 0.041 0.00 4343.
0.72 0.72 3025. 0.069 0.044 0.00 4399.
0.82 0.82 3467. 0.080 0.047 0.00 4455.
0.92 0.92 3916. 0.090 0. 050 0.00 4512 .
1.02 1.02 4370. 0.100 0. 053 0.00 4568. ,
1.12 1.12 4829. 0.111 0.055 0.00 4625.
1.22 1.22 5295. 0.122 0.058 0.00 4683 .
1.32 1.32 5766. 0.132 0.060 0.00 4740.
1.42 1.42 6243 . 0.143 0.062 0.00 4798.
1.52 1.52 6726. 0.154 0.065 0.00 4857.
1.62 1.62 7214. 0.166 0.067 0.00 4915. I
1.72 1.72 7709. 0.177 0.069 0.00 4974 . '
1.82 1.82 8209. 0.188 0.071 0.00 5034 . �I
1.92 1.92 8715. 0.200 0 .073 0.00 5093 . I
2 .02 2 .02 9228. 0.212 0 .074 0 . 00 5153 .
Page 1
�
. Cotta es at Hone Creek `-� I
9 Y
Level 2 Detention Pond Sizing 11/14/2005
2 .12 2 .12 9746. 0.224 0.076 0.00 5213 .
2 .22 2 .22 10270. 0.236 0.078 0.00 5274.
2 .32 2.32 10801. 0.248 0.080 0.00 5335. ,
2 .42 2.42 11337. 0.260 0.081 0.00 5396.
2 .52 2 .52 11880. 0.273 0.083 0.00 5457.
2 .62 2.62 12429. 0.285 0.085 0.00 5519.
2 .72 2.72 12984. 0.298 0.086 0.00 5581.
2 .82 2 .82 13545. 0.311 0.088 0.00 5644 .
2 .92 2 .92 14112. 0.324 0.089 0.00 5707. I
3 .02 3 .02 14686. 0.337 0.091 0.00 5770.
3 .12 3 .12 15266. 0.350 0.093 0.00 5833 .
3.22 3 .22 15853. 0.364 0.094 0.00 5897.
3.32 3 .32 16446. 0.378 0.095 0.00 5961.
3.42 3 .42 17045. 0.391 0.097 O.OQ 6025.
3.52 3.52 17651. 0.405 0.098 0.00 6090.
3.62 3 .62 18263. 0.419 0.100 0.00 6155.
3.72 3 .72 18882. 0.433 0.101 0.00 6220.
3.82 3 .82 19507. 0.448 0.102 0.00 6286. ��
3.92 3 .92 20139. 0.462 0.104 0.00 6352.
4.02 4. 02 20778. 0.477 0.105 0.00 6418.
4.12 4 . 12 21423. 0.492 0.106 0.00 6485.
4.22 4.22 22075. 0.507 0.108 0.00 6552.
4.32 4 .32 22733. 0.522 0.109 0.00 6619.
4.42 4 .42 23398. 0.537 0.110 0.00 6687.
4.50 4 .50 23936. 0.549 0.111 0.00 6741.
4.53 4 .53 24138. 0.554 0.113 0.00 6761.
4.55 4 .55 24273. 0.557 0.118 0.00 6775.
4.58 4.58 24477. 0.562 0.126 0.00 6796.
4.60 4 .60 24613. 0.565 0.136 0.00 6809.
4.63 4 .63 24818. 0.570 0.150 0.00 6830.
4.65 4 .65 24954. 0.573 0.166 0.00 6843 .
4.68 4 .68 25160. 0.578 0.181 0.00 6864 .
4.70 4 .70 25297. 0.581 0.186 0.00 6878.
4.73 4 .73 25504. 0.585 0. 191 0.00 6898.
4.83 4 .83 26197. 0.601 0.207 0.00 6967. ,
4.93 4 .93 26897. 0.617 0.222 0.00 7036.
5.03 5 .03 27605. 0.634 0.235 0.00 7106.
5.13 5 .13 28319. 0.650 0.246 0.00 7176.
5.23 5.23 29040. 0.667 0.257 0.00 7246.
5.33 5 .33 29768. 0.683 0.267 0.00 7316.
5.43 5.43 30503. 0.700 0.277 0.00 7387.
5.53 5.53 31245. 0.717 0 .286 0.00 7458.
5.63 5.63 31995. 0.734 0 .295 0.00 7530.
5.73 5.73 32751. 0.752 0.304 0.00 7602 .
5.83 5.83 33515. 0.769 0.312 0.00 7674 .
5.93 5.93 34286. 0.787 0.320 0.00 7746.
6.00 6.00 34830. 0.800 0.326 0.00 7797.
6.10 6.10 35613. 0.818 0.795 0.00 7870.
6.20 6.20 36404. 0.836 1.650 0.00 7943.
6.30 6.30 37202 . 0.854 2.750 0.00 8017.
6.40 6.40 38007. 0.873 4. 050 0.00 8091.
6.50 6.50 38820. 0.891 5.530 0.00 8165.
6.60 6.60 39640. 0.910 6.960 0.00 8240.
6.70 6.70 40468. 0.929 7.490 0.00 8314.
6.80 6.80 41303. 0.948 7.990 0.00 8390.
6.90 6.90 42146. 0.968 8.460 0.00 8465.
7.00 7 .00 42996. 0. 987 8 .900 0. 00 8541.
Page 2 ,
--�
. �
• Cottages at Honey Creek
Level 2 Detention Pond Sizing 11/14/2005 '
7.10 7 .10 43854. 1.007 9.320 0.00 8617.
7 .20 7 .20 44720. 1.027 9.730 0.00 8694.
7.30 7.30 45593. 1.047 10.110 0.00 8770.
7 .40 7.40 46474. 1.067 10.490 0.00 8848.
7.50 7.50 47363. 1.087 10.840 0.00 8925.
7.60 7.60 48259. 1.108 11.190 0.00 9003. '
7 .70 7.70 49163. 1.129 11.530 0.00 9081. �I
7 .80 7.80 50075. 1.150 11.860 0.00 9159. ''
7.90 7 .90 50995. 1.171 12.170 0.00 9238.
5.00 8 .00 51923. 1.192 12.480 0.00 9317. �I
Hyd Inflow Outflow Peak Storage I
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 1.51 ******* 1. 02 6.13 6.13 35817. 0.822
2 0.76 0.33 0.32 5.97 5.97 34589. 0.794
3 0.77 ******* 0.28 5.49 5.49 30932 . 0.710
4 0.81 ******* 0.25 5.16 5.16 28557. 0.656
5 0.90 ******* 0.24 5.05 5.05 27774. 0.638
6 0.49 ******* 0.11 4.11 4.11 21326. 0.490
7 0.63 ******* 0.09 3.02 3 .02 14696. 0.337
8 0.70 ******* 0.08 2.58 2.58 12186. 0.280
----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 1.51 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 1.02 CFS at 10:00 on Jan 9 in Year 8
Peak Reservoir Stage: 6.13 Ft
Peak Reservoir Elev: 6.13 Ft '
Peak Reservoir Storage: 35817. Cu-Ft
. 0.822 AC-Ft
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS � � �
0.005 41152 67.110 67.110 32.890 0.329E+00
0.014 3647 5.947 73 .058 26.942 0.269E+00
0.023 3888 6.341 79.398 20.602 0.206E+00
0.032 3175 5.178 84 .576 15.424 0.154E+00
0.041 2746 4.478 89.054 10.946 0 .109E+00
0.050 2139 3.488 92.542 7.458 0.746E-01
0.059 1397 2.278 94.821 5.179 0.518E-01 ,
0.068 1092 1.781 96.601 3 .399 0.340E-01 ��,
0.077 768 1.252 97.854 2 .146 0.215E-01 �
0.086 493 0.804 98.658 1.342 0.134E-01
0.095 340 0.554 99.212 0.788 0.788E-02
0.104 251 0.409 99.622 0.378 0.378E-02
0.114 118 0.192 99.814 0.186 0.186E-02
0.123 9 0.015 99.829 0.171 0.171E-02
�.132 4 0_007 99.835 0.165 0.165E-02
0.141 3 0.005 99.840 0.160 0.160E-02
0.150 3 0.005 99.845 0.155 0.155E-02
0.159 4 0.007 99.852 0.148 0.148E-02
�I Page 3
. Cottages at Honey Creek �� !�
Level 2 Detention Pond Sizing 11/14/2005 '
0.168 3 0.005 99.856 0.144 0. 144E-02
0.177 0 0.000 99.856 0.144 0. 144E-02 '
0.186 9 0.015 99.871 0.129 0. 129E-02
0.195 11 0.018 99.889 0.111 0.111E-02
0.204 9 0.015 99.904 0.096 0. 962E-03 I
0.213 6 0.010 99.914 0.086 0. 864E-03
0.223 6 0.010 99.923 0.077 0.766E-03
0.232 6 0.010 99.933 0.067 0.669E-03
0.241 8 0.013 99.946 0.054 0.538E-03 I
0.250 7 0.011 99.958 0.042 0.424E-03 ,
0.259 3 0.005 99.962 0.038 0.375E-03
0.268 4 0.007 99.969 0.031 0.310E-03
0.277 4 0.007 99.976 0.024 0.245E-03
0.286 4 0.007 99.982 0.018 0. 179E-03
0.295 2 0.003 99.985 0.015 0. 147E-03
0.304 1 0.002 99.987 0.013 0.130E-03
0.313 3 0.005 99.992 0.008 O.S15E-04
0.322 4 0.007 99.998 0.002 0.163E-04
----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 1.51 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 1.02 CFS at 10:00 on Jan 9 in Year 8
Peak Reservoir Stage: 6.13 Ft
Peak Reservoir Elev: 6.13 Ft
Peak Reservoir Storage: 35817. Cu-Ft
. 0.822 Ac-Ft
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS � g $
0.005 41152 67.110 67.110 32.890 0.329E+00
0.014 3647 5.947 73.058 26.942 0.269E+00
0.023 3888 6.341 79.398 20.602 0 .206E+00
0.032 3175 5.178 84 .576 15.424 0 .154E+00
0.041 2746 4.478 89.054 10.946 0.109E+00
0.050 2139 3 .488 92.542 7.458 0.746E-01
0.059 1397 2 .278 94.821 5.179 0 .518E-01
0.068 1092 1.781 96.601 3 .399 0.340E-01
�.077 768 1.252 97.854 2 .146 0.215E-01
0.086 493 0.804 98.658 1.342 0.134E-01
0.095 340 0.554 99.212 0.788 0.788E-02
0.104 251 0.409 99.622 0.378 0.378E-02
0.114 118 0.192 99.614 0.186 0.186E-02
0.123 9 0.015 99.829 0.171 0.171E-02
0.132 4 0.007 99.835 0.165 0.165E-02
0.141 3 0.005 99.840 0.160 0. 160E-02
0.150 3 0.005 99.845 0.155 0. 155E-02
0.159 4 0.007 99_852 0.148 0.148E-02 ,
0.168 3 0.005 99.856 0.144 0.144E-02 '
0.177 0 0.000 99.856 0.144 0.144E-02 I
0.186 9 0.015 99.871 0.129 0.129E-02 �
Page 4
, Cottages at Honey Creek �l
Level 2 Detention Pond Sizing 11/14/2005
0.195 11 0.018 99.889 0.111 0.111E-02
0.204 9 0.015 99.904 0. 096 0.962E-03
0.213 6 0.010 99.914 0.086 0.864E-03
0.223 6 0.010 99.923 0.077 0.766E-03
0.232 6 0.010 99.933 0.067 0.669E-03
. 0.241 8 0.013 99.946 0.054 0.538E-03
0.250 7 0.011 99.958 0.042 0.424E-03
0.259 3 0.005 99.962 0.038 0.375E-03
0.268 4 0.007 99.969 0.031 0.310E-03
0.277 4 0.007 99.976 0.024 0.245E-03
0.286 4 0.007 99.982 0.018 0.179E-03
0.295 2 0.003 99.985 0.015 0.147E-03
0.304 1 0.002 99.987 0.013 0.130E-03
0.313 3 0.005 99.992 0.008 0.815E-04
0.322 4 0.007 99.998 0. 002 0. 163E-04
Duration Comparison Anaylsis
Base File: predev.tsf
New File: rdout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New �Change Probability Base New �Change
0.099 � 0.66E-02 0.65E-02 -2.2 I 0.66E-02 0.099 0.098 -0.4
0.116 � 0.45E-02 0.18E-02 -59.8 � 0.45E-02 0.116 0.103 -11.5
0.134 � 0.34E-02 0.16E-02 -52.7 I 0.34E-02 0.134 0.105 -21.3
0.152 � 0.23E-02 0.15E-02 -35.4 � 0.23E-02 0.152 0.109 -27.9
i 0.169 � 0.17E-02 0.14E-02 -15.4 � 0.17E-02 0.169 0.125 -26.5
0.187 I 0.13E-02 0.13E-02 -3 .7 � 0.13E-02 0.187 0.184 -1.8
0.205 I O.10E-02 0.93E-03 -8.1 I O.10E-02 0.205 0.202 -1.4
0.223 I 0.80E-03 0.77E-03 -4.1 I 0.80E-03 0.223 0.218 -2 .0
0.240 I 0.60E-03 0.54E-03 -10.8 � 0.60E-03 0.240 0.236 -1.6
0.258 � 0.47E-03 0.38E-03 -20.7 � 0.47E-03 0.258 0.247 -4.1
0.276 � 0.29E-03 0.26E-03 -11.1 � 0.29E-03 0.276 0.274 -0.8
0.293 � 0.98E-04 0.15E-03 50.0 � 0.98E-04 0.293 0.309 5.5
0.311 � 0.98E-04 0.82E-04 -16.7 � 0.98E-04 0 .311 0.309 -0.5
Maximum positive excursion = 0.017 cfs ( 5.9�)
occurring at 0.292 cfs on the Base Data:predev.tsf
and at 0.309 cfs on the New Data:rdout.tsf
Maximum negative excursion = 0.050 cfs (-31.1�)
occurring at 0.162 cfs on the Base Data:predev.tsf
and at 0 .112 cfs on the New Data:rdout.tsf
Page 5
- � 1 � ❑ �X1
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i 0 �
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Computing �
Computing �
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{
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Computing I O
Computing � Probability Exceedence
Computing ,
N�acility Kouting C:omplete
, i3
compare.prn
Duration Comparison Anaylsis
Base File: predev.tsf
New File: rdout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New %Change Probability Base New %Change
0.099 � 0.66E-02 0.65E-02 -2.2 � 0.66E-02 0.099 0.098 -0.4
0.116 � 0.45E-02 0.18E-02 -59.8 � 0.45E-02 0.116 0.103 -11.5
0.134 � 0.34E-02 0.16E-02 -52.7 � 0.34E-02 0.134 0.105 -21.3
0.152 � 0.23E-02 0.15E-02 -35.4 � 0.23E-02 0.152 0.109 -27.9
0.169 � 0.17E-02 0.14E-02 -15.4 � 0.17E-02 0.169 0.125 -26. 5
0.187 � 0.13E-02 0.13E-02 -3.7 � 0.13E-02 0.187 0.184 -1.8
0.205 � O.10E-02 0.93E-03 -8.1 � O.10E-02 0.205 0.202 -1.4
0.223 � 0.80E-03 0.77E-03 -4.1 ( 0.80E-03 0.223 0.218 -2.0
0.240 � 0.60E-03 0.54E-03 -10.8 � 0.60E-03 0.240 0.236 -1.6
0.258 � 0.47E-03 0.38E-03 -20.7 � 0.47E-03 0.258 0.247 -4.1
0.276 � 0.29E-03 0.26E-03 -11.1 � 0.29E-03 0.276 0.274 -0.8
0.293 I 0.98E-04 0.15E-03 50.0 � 0.98E-04 0.293 0.309 5.5 '
0.311 � 0.98E-04 0.82E-04 -16.7 � 0.98E-04 0.311 0.309 -0.5
Maximum positive excursion = 0.017 cfs ( 5.9%)
occurring at 0.292 cfs on the Base �ata:predev.tsf
and at 0.309 cfs on the New Data: rdout.tsf
Maximum negative excursion = 0.050 cfs (-31.1%)
occurring at 0.162 cfs on the Base �ata:predev.tsf
and at 0.112 cfs on the New oata:rdout.tsf
Page 1 �I
� i4
Water Quality Calculations
15
WETPOND DESIGN
Project Name: Cottages at Honey Creek r "���= By: wph
Project Number: 107-005-04 Date: 10l17/2005
DRAINAGE CRITERIA: City of Renton-King County Standards ' -
RAINFALL METHOD: King County Runoff Time Series(KCRTS) =
METHOD OF ANALYSIS: �e#ip��" -- ='�--�f ���,1 �
Step 1) Determine volume factor f.
f= 3 Basic:f=3, Large:f=4.5
Stea 2) Determine rainfall R for mean annual storm
R �'.,' 0�ft See Figure 6.4.1.A
Stea 3i Calcutate runoff from mean annual storm
Vr=(0.9Ai +0.25Atg+0.10 Atf+0.01 Aog)*R
Ai= Area of impervious surFace 119,354 sf 2.74 acres
Atg= Area of till grass 34,412 sf U.79 acres
Atf= Area of till forest 0 sf
Aog = Area of outwash grass 0 sf
R= Rainfall from mean annual storm 0.�39 ft From Step 2
Vr= Vol. runoff from mean annual storm 4525 cf
Step 4)Calculate wetpool volume
Vb= f Vr ,
f= Volume factor 3 From Step 1
Vr= Vol.runoff from mean annual storm 4525 cf From Step 3
Vb= Volume of wetpool 13575 cf
� Vo tu vr�e_ �'eqv i✓'e_cl.
Step 51 Determine wetpool dimensions
a) Determine geometry of first celf
Volume in first cell 4072 cf 25-35°/a of total vol.,try 30%
Depth h (1 st celi, excl.sed.storage) _- 4.0 ft 3 to 6 feet
Required surface area 1018 sf
Provided 1st cell dimensions: width -= 'ft
length ft
Provided 1 st cell surface area 2000 sf Aprov'd>Areq'd
b) Determine geometry of second cell
Volume in second cell 9502 cf 65-75%of total vol.,try 70%
Depth h(2nd cell,excl.sed.storage) � �4#�ft 3 to 6 feet
Required surface area 2376 sf
Provided 2nd cell dimensions: width 40 ft
length 73 ft
Provided 2nd cell su�face area 2920 sf Aprowd>Areq'd �
c) Length to width ratio 3.08 :1 Must exceed 3:1
- �
. I (p :
Cottages at Honey Creek
Pond Volume Calculations
Water
Incremental Quality Detention
Elevation Area Volume Volume Volume
s C C C �e�er��-;o�.
398 12,050 22,067 54,124 � v otv�n2 pvov�c�e�
396 10,017 18,057 32,057
394 8,040 14,000 14,000
392 5,960 10,065 16,704 cJG? Volu,,,��
390 4,105 6,639 6,639 P�tQv;d,e�
388 2,534 0 0
�
pond volumes.xls 10/16/2005
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