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HomeMy WebLinkAbout03088 - Technical Information Report - Drainage �� Core Design,Inc.
CORE 1471 1 N.E 29th Place Suite r
Bellevue,Washingion 98007
DESIGN
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FI�TA�. ST�lZ1�� I)���TAG� REPOR�'
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BROQKEF'IEI,D - PHASE II
REN'�'ON. R'ASHINGTON
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PrEpared b�: Stacia K. �chl•e�ec.�er, P.E. � ��o�r�t Y���'�
Reviewed b�: Da�-id E. Cavton, P.E. '� y
Date: October 2003 exa�a=_s 5-2?- 05
Revised: Ma�r 200� 5- I!-�
Core No.: U31�!;
� EN'�,INEERIN'G � PLANNI�ti'G � S 'Rti'EY?rv'G
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BROOKEFIELD - PHASE II
TABLE OF CONTENTS
I. Proj ect Overview
II. Existing Conditions Summary
III. Off-site Analysis
A. Upstream Tributary Area
B. Downstream Analysis
IV. Developed Conditions Summary
A. Hydrologic Analysis
B. Detention Routing Calculation
C. Water Quality Volume Calculation
D. Emergency Overflow Spillway Calculation
E. Jailhouse Inlet Sizing
V. Temporary Sediment Pond
Core I�esiQu. Inc. Pa;e 3
I. PROJECT OVERVIEW
Brookefield—Phase II is located at 1100 Hoquiam Avenue NE in Renton, Washington
(see the attached vicinity map). This project includes 2 parcels witli 1 single-family
residence and shop building. The existing ground coverage varies from grasses and
landscaping associated with the existing house, to tall grasses with some trees covering
the remainder of the site. Runoff naturally sheet flows from west to east across the site
towards Honey Creek.
The proposed project includes constructing 16 single-family residential lots with
associated roadways and utilities. The 2.381ac west parcel to be subdivided into 12 lots
is zoned R-8, while the east 2.270ac parcel to be subdivided into 41ots is zoned R-5. The
existing residence and shop building will be removed. Half-street improvements,
including utilities, curb, gutter, and sidewalk, will be made to Hoquiam Avenue �1E along
the property's frontage. Likewise, 28' wide half-street improvements terminating in a
cul-de-sac will be made along the site's northern boundary. From the cul-de-sac a private
street will provide access to the 4 easternmost lots of the subdivision.
The City of Renton requires Level 2 Flow Control and Basic Water Quality for the site.
The newly generated runoff will be directed to a combination detention/wet pond located
within a storm drainage tract in the southeast corner of the property. All drainage
discharging from the pond «�ill be piped approYimately 40 feet to the east before it enters
Honey Creek.
Core nesihn. Inc. Pa�e 3
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DAT E OCTOBER 2003 i4711 NE29tf�Plaoe Suite ]01
Bellewe, Washington 98007
DRAWN SKS
425.885.7877 Fox 425.885J963
APPROVED DEC DESIGN
PROJECT MANAGER ENGlNFERING • PLANN/NG • SURVEYING
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a ��• � � Da,TE MAY, 2004 SHEET OF
DESIGNED DEC 1 1
DRAWN DEC PROJECT NUMBER
03100
II. EXISTING CONDITI0I�TS SUNiNIARY
The existing 4.651ac Brookefield—Phase II project is covered by a combination of
pervious and impervious surfaces including: a house and shop building, miscellaneous
landscaping, and some trees. The site soils are classifies as Alderwood Series, AgC and
AgD (see the attached Site Soils Map). However, the site was used as a landscape supply
company and a plant nursery for approximately 20 years and the geotech report states the
onsite material is not suitable to build single-family homes.
Honey Creek cuts across the easternmost portion of the site. The Environmental Review
Committee delineated a Category II wetland along Honey Creek including a 50' wetland
buffer. Runoff naturally sheet flows east-northeast across the site at mostly 2%to 10%
until it reaches the creek. Within 200' of the creek bed however, the slope increases
si�ificantly to 39%. Also, an erosion hazard area has been outlined immediately to the
north and east of the site (see the attached 1990 King County Sensitive Areas Map Folio
Erosion FIazard .=�-ea). There are no other hazard areas related to this project.
1
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Core Design,Inc. Page 4
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III. OFF-SITE AN:�LYSIS
�. i;PSTREA��I TRIBUT�RY :�RE�
There is no upstream area tributary to the subject site in the existing condition. However,
��ith the development of Hoquiam Avenue, the site will receive runoff from 0.114
additional acres (Landscape—0.026ac and Street— 0.088ac). See the following
Upstream'Bypass Area figure.
B. DOWNSTREAIVI:�I�ALYSIS
The do«�nstream analysis ��as performed on August 29, 200?.
Drainage from the site naturally sheet flows across the site in the east-northeast direction.
Runoff from the site continues via sheet flow easterly down a forested slope with heavy
underbrush for approximately 200 feet where it enters a seasonal creek, Honey Creek. At
this point, Honey Creek has a bank-to-bank width of approximately 5'—10' with an
intermittent free stone channel approYimately 2'— 5'wide. The stream was dry with no
evidence of recent surface water flows. Substantial debris was observed within the
stream. A neighbor on the east side of the creek said the creek contains consistent flows
through the winter until around May. Some moist soil was noted in areas. Recent '
�vetland delineation flaggin���as found north of the site.
Honey Creek drains northerly through a heavily���ooded, brushy area for approximately
1,100 feet(nearly '/4 mile from the site)where it turns westerly for approximately 800 feet
and flows under Hoquiam Avenue NE via a 24" concrete culvert. The creek continues
flowing through a heavily forested,brushy area for approximately 1,200 feet, where it
enters a 48" concrete storm drainage system in Duvall Avenue NE. At this intake, the
creek was approximately 10' — 15'wide with no evidence of recent surface flows. See the
attached Do�vnstream Tributarv Area fiQure.
Corc Desihn,Inc. Pagr �
C. DO«'VSTREAI��I �N�I.YSIS (CO:�T.)
From Duvall �venue �iE, the creek continues tlo«inQ ��este�-ly��ia an underground
system within a commercial development near the intersection of Duvall Avenue NE and
�tE Sunset Boulevard. The creek continues northwesterly through established channels
and eventually enters Vlay Creek approximately 2 1/4 miles from the site. See the attached
Do���nstream Tributary Area—2 figure.
No evidence of erosion or flooding«�as found during this downstream analysis.
Core Design, lnc. Page b
NW 1/4, NE 1/4 OF SEC. 10, TtNP. 23N., RGE. 5E., W.M.
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�DESIGN
ENGINErRING � FIANNING � SURVEYING
UPSTREAM/B YPASS AREA
BROOKEF/ELD — PHASE l/
R / CK M l LLE' R
1 f00 HOQU/AM A VF ME
RENTON, WA 98055
DATE MAY, 2004 ji--EET �-F
DESIGNED DEC � 1
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R TON f �n . � . a � , � _ • - i , .
��+4- � � '�/' '�r� �i��� �ze � I�i�,� , ��a;r.�, . � �1��_;� i :.f�� � C . i� E _,��o. ��� �` ,. �, i
� ^/ BeNewe,Wo ron 98007
�,�J' 7�l O(I � I L IRCIVTONJ .!S62 / 5[� INTERIOR �.EOLOGICA'�_SURVEY,RESTON,'JIRG�NIP— 19)fi 47 3L: ��
1 10 W 6 �•
P.ENTOlV i.T Ml.:� 1578 ! NW 565�'"-E 122°Ci7�3��� 415.885.7877 Far4?5.885J963
���esrcN
SCALE 1:24000 � ROAD CLASSIFICATION ENGlNEER1NG � PLANIJING • SURVEYING
1 2 0 1 MILE
Heavyduty.._.._. Ligfit-duty__........__..._ DOWNSTREAM TR/BUTARY AREA — 2
i000 o � i000 200o s000 a000 sooe 6000 �000 F�Fr Medium-�uty —.—�- Unimproved dirt—_____ /�/f / L L ER P L_ .� T
1 5 0 ! KILOMETER iYS tJ. S. Route `��� State Route R l C K /�! / I_ L E R
�� lniersiate P,ouie �Rp�l]'ply,UWA 38055E
CONTOUR INTERVAL 25 FEEf
NAi IONAL GEODETIC VERTICAL DATJM GF 1929 DATE OCT, ZDO.� SH EET Or
MERCER ISLAND. WASH.
N4730—W122G7.5/%•5 DESIGNED DEC 1 1
DRAWN DEC �ROJECT NUMBER
03100
IV. DEVELOPED CONDITIONS SUI��I�IARY
A. HYDROLOGIC ANALYSIS
The hydrologic analysis was conducted using the King County Runoff Time Series
software (KCRTS) methodology. The site soils; identified as Alderwood Series (AvC
and AgD), correlate to the KCRTS group Till. The Landsburg rainfall region was used,
with a regional scale factor of 0.82. The zoning for the Brookefield—Phase II site is both
R-8 and R-5 as described in the project overview. Per Table 3.2.2.E in the 1998
KCSWDM, the effective impervious fraction for>4 DU/AC is 0.80. The impervious
area for the existing site is 0.084ac. The effective impervious area therefore, is
0.80*0.084ac=0.067ac. tising the pre-developed effective impervious area and pervious
area shown in the table below, a predeveloped time series was generated.
Lpon completion of the final improvements, the developed timeseries was manufactured
in much the same way. The developed site's impervious area was arrived at using t},�_
1998 King County Surface Water Drainage Manual (KCSWDM), Section 3.2.�'. t;�,�,_
this criteria and applying it to King County Code(K.C.C. 21A.12.03) for Urban
Residential - R-8 zoning and R-5 zoning, the maximum �mpervious coverage for the lots
is interpolated to be about 75% and 62.5%, respectively.
Pre-Developed Area Developed Area Hoquiam Ave
(Acres) (.�cres) Developed (Acres)
Till Forest 1.383 - -
Till Pasture 1.589 - -
Till Grass 0.482 1.053 0.026
Impervious-Roofs 0.067 1.772 -
Imp-St, SW, etc. - 0.575 0.088
Imp-SD Pond - 0.121 - �'�
Undeveloped Area 1.130 1.130 -
Total 4.6�1 4.651 0.114
�Tote: Impervious areas��-ere measured using a planimeter.
Core Design, Inc. Page 7
3.2.2 KCRTS/RUNOFF FILES METHOD—GENERATING TIME SERIE�
, . _... ,: ,_ _ ,
I
; , _ , �
� TABLE:3.2?.8 EQUIVALENCE:33�TW�E�N SCS`SOIL TYPES:AIVD KCRTS:SOIL_'TYPES:_.; �
_ . ,::.: . , - __ : ,;: , _;:.; ,. ._.._ ,
, . ,
: I
SCS Soil Type SCS KCRTS Soil Notes � '�
Hydrologic Gr�up � I
Soil Group ',
Alderwood (AgB,AgC, AgQ) C Till I
Arents, Alderwood Material (AmB, AmC) C Tili �
Arents, Everett Material (An) B Outwash 1 I
Beausite (BeC, BeD, Be� C Till 2 I
Bellingham {Bh) D Till 3
Briscot (Br) D Till 3
Bucldey(Bu) D Tifl 4
Earimont (Ea) D Till 3
Edgewick(Ed) C Til! 3 '
Everett (EvB, EvC, EvD, EwC) AlB Outwash 1
Indianola (InC, InA, InD) A Oufinrash 1
Kitsap (KpB, KpC, KpD) C Till
Klaus (KsC) C Outwash 1
Neilton {NeC) A Outwash 1
Newberg (Ng) B Tifl 3
Nooksack (Nk) C Tifl 3
Norma (No} D Till 3
Orcas (Or} D Wetland
Oridia{Os) D Till 3
Ovai( (OvC, OvD, O�F' C Till 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 Til) 3
Sammamish (Sh} D Till 3
Seattle (Sk) D Wetiand
Shaicar(Sm) D Till 3
Si (Sn} C Till 3
Snohomish (Sa, Sr) D Till 3
Sultan (Su) C Ti!I 3
Tukwila (Tu) D Till 3
Woodinville (Wo) � Till 3
Notes:
y. Where outwash soits are saturated or undertain at shall�w depth(c5 feet) by glacial till,they should
be treated as till saiis.
2. These are bedrock soils, but calibration of HSPF by King Counry DNR shows bedrock soils to have
similar hydrologic response to till soiis.
3. These are alluvial soils,some of which are underlain by glaciaJ till or have a seasonally high water
table. In the absence of detailed study,these soils should be treated as till soiis. .
4. Suckley 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 9I1l98
3-25
SECI'ION 3.2 RUNOFF COMPUTATION.4ND ANALYSIS NI�,'IHODS
FIGURE 3.2?.A RA�iFALL REGIONS�'VD REGIONAI.SCALE FACTORS
ST 1.0/
. ST 1 0 LA 0.8 LA 0.9 � j•0 LA 1.2
ST1.1 / =�o�o..,���o�„T.
.:rF�,� i �1w �� I:IN6 COYNii
�.'.'., s''i i alr`, 4 _ Cj
�5, � 1-� _�J'--,1,� - "�'r-�.-'1
k F �•� �7 � `'+�' � �I .
:� .S 7� F � � d ` �'4 •
..�,� � �.✓ �.. �� \I
� •t � S .I '�, ! IJ �/
li� -� I � {''t +o _ �.�.RE OND �!, .
,� � /,
�"\�_�� � '�,Y .�p� ,�� "�. �:�� � t
,, .<' _ ���� � � � - �,. e
; f, _ ��= � �� s, ` .
� q �' -�,, � �� \�.c d:
�--�! �' au, � �..:-, � ' � � � �1 f �
A _ -�. I
i, �• � !-
�.'-: j� ��i .: ELLE1AlE' � � 1 i !
Ia7�. ' ���v�1�1� . ,..K�. .
! i � , u�c. S� u¢ �
_ r �" ' �. � 1t t"'a+
`� '� �Yf1CfR . �� \^ .
- �h. wa � n r.:,,, - �Y
� i`� � � ��+y � � �� � � —;,/� � ;f .00�i.
?1�'�, � '�� �J` �_,�~ �J � / r- � .,J�`.
senrt�� i� � o... �, � :" '�'""y( ��..�a'.�'�
t f -' � � � �`— �t .'1 .
�r-�• '- . �..��1. /
-' � � , ,-; ;: i _ ��;�
.-Ki I .:� K11O1 � . -
. { N � `,�
,: , � .� s � TE � ..,
.�' ���;' �� o ! � �-, .
� � - q�q`�=��—
--► � ��
- „q�o,h. ' .� � r7 ti�. � ~'
�I�� � -� -. ;� ; ,�:. a �l LANQSBUR�"
v..... ,.� rt- ��t i D % �\'- _"'°y` `
rw - �
..�-. .„i ,� .� ` � a _ '
. �utir �•� ` �
_ � � - � ;r !
�� =j f
., i
� , _ - ,_ i
•:� ! -7� t ; � u.a.w�o
'S.ul - ��� t : . � � 'a■T'
. Q
i.ti.�- � �-.'" _ Z-'�`� .� '� P
: [� � �
_. y3 1{
.,.-# �" �s �� � � •
..._ .r� ��- � i �\ �� �:•
" �r' � ; .- w�
, � ,�- /` �� � �� �'
� + -,a l��- j — °'"'4"°
ST 1.1 < < �: ,
. � �,,,��- ':. ��
,-./'. p
� ..� ��w�a�o�,* �
►1lNC[COyNiY \
�
ST 1.Q �
a
�� - =h-
.�__;+
ST 1.0! �' ---�� -
Rainfall Regions and �0,8 �`
r �
i�
Regional Scale Factors �a o.s `�--�.f--� �
�a �.2
r�� Incorporated Area LA 1.0
....c� RivedLake
Major Road
9/1/98 1998 SurEace Water Design:vlanual
3-22
SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS MEI'HODS
TA�LE 3.2Z.D PERCENTIMPERVIQUS COVER�GE FOR EXISTING RESIDENTI.�L 4REAS
Dwetling Units/Gross %Impervioust'� Dwe(ling Units/Gross % Impervious
Acre Acre
1.0 DU/GA 15�2� 4.5 DU/GA 46
1.5 DU/GA 20 5.0 DU/GA 48
2.0 DU/GA 25 5.5 DU/GA 50
2.5 DU/GA 30 6.0 DU/GA 52
3.0 DU/GA 34 6.5 DU/GA 54
3.5 DU/GA 38 7.0 DU/GA 56
4.0 DU/GA 42 7.5 DU/GA 58
For PUDs, condominiums, apartments, commercial businesses, and �
industrial areas, percent impervious coverage must be computed.
Notes:
�'? Includes streets and sidewalks.
�z} These figures should be adjusted by the sffective impervious fraction given in Tabie 3.2.2.E, if
applicable. Vaiues from Table 3.2.2.E may be interpolated as necessary.
TABLE3.2.2..E EFFECTIVE I�'1�IPERVIOUS FRAGTIOIVt��
Land Use P�edevelopment Post-Development
Commercial, lndustrial,or Roads with Collection System 0.95 1.00
Mutti-Family or High Density Single Family�2� (>4 DUlGA) 0.80 1.00�3�
Medium Density Single Family�2�(4 DU/GA) 0.66 1.00�3�
Low Density Single Family�� (1 DU/GA) 0.50 1.00�3�
Rural�2� (< 1 DU/GA) 0.40 1.00�3}
GraveUDirt Roads and Parking Lots, Roads without 0.50 0.50
Collection System
Notes:
�'� The effecfive impervious fraction is the ftaction of actual total impenrious area connected to the
drainage system. These figures should be used in the absence of detailed surveys or physical
inspection (e.g.,via pipe, channel,or short sheet flowpath).
��� Figures for resider�tial areas include roadways.
�'� Where downspout infiltration is used, roofs are not counted as impervious area when sizing the flow
control facility. Roofs are considered grass where downspouts are dispersed in rura! residential
development, or where dispersed flowpaths exceed 50 feet in urban residential development (see
Section 5.1.2 for 1'�mitaiions on roof downspout dispersion).
9/1/98 1998 Surface Water Design Manual
3-28
21A.12.030 ZONING
21A92.030 A. Densities and dimensions - residential zones.
RESIDEiNTlAL
Z RURAL URBAN URBAN
O
N RE RESIDEMIAL
E SERVE
S f{_� •�i0
STANDARDS R/1r2.5 R/45 R/410 R/M20 UR R-1 R� R�6 R$ R-12 R-18 R-24 R�8
(��)
Basa Density: 0.2 0.2 0.1 0.05 0.2 7 4 6 S !2 18 24 48
Dwslling dulac du/ac dufac du/ac dWac du/ac du/ae du/ac du/ac du/ac dWae dulac �/ac ,
UdtlAcro (2'1) (6)
(13'
Maximum Dansily: 0.4 0.4 6 9 12 18 27 36 72
Dw�Oing UnitlAcre dWac dWac dulac du/ac dWae du/ac dWac dulac du/ac
(�1 (zo) (2O1 (�)
Wnlmum Dansity:
85Xo 85X 83% 809G 75X 70% 63X j
c�► i,z� �,�� i,z� �,8� �,8� �,8� �,e� i
c�$> c�e� c�a� �
�Z3� ;
Minfmun Lot Araa �S75 3.75 x 73 ae 15 ac I
(13) ac �
MinimunLot 135ft �35ft 13Sft �35R 33ft 39it 30R 30ft 30ft `�30it 30R 30ft 30ft
�dn� l�) i7f
(3)
MlNmum She�t 30 ft 30 ft 30ft 30 k 30 R 20 t! 'IO R 10 R �0 R 10 ft 101t 10R '101t
s•�k (9) (gl (9) (�> (�) 1�l (8) I81 (e) (e) (el (81 (e)
(3)
Mlnimum IMarior 3 R 'I OR '10 R 10 ft 5 ft S ft 5 R 5 fl S R 3 ft 5 ft 5$ 5 ft
Semack (9I (91 f9) (91 (�1 (� (�o) (�o► (�al (�ol
�3���6)
Baae HoigM 40 ft 40 ft 40 ft 40 ft 33 ft 33 R 33 R 33 ft 33 A 80 ft 60 R. 80 ft 60 it
(4) 45 R 45 R 80 ft SO ft 80 R
(�4) ('14) (94) (14) (14)
Maxlmum 23% ZM6 15% 72.5X 30X 30% 559G 70% 75X 85X 85X BSX 909f.
��r�.r,�io� (��) (t�) �»� (��) (��� (��)
surtac.: (�s) ��9� ��s) (�s► / �So/
Peresrtag�(3) �� �o
B. Development conditions.
1. This maximum density may be achieved only through the application of residential density
incentives in accordance with K.C.C. chapter 21A.34 or transfers of density credits in accordance with
K.C.C. chapter 21A.36 or 21A.55, or any combination of density incentive or density transfer. Maximum
density may only be exceeded in accordance with K.C.C. 21A.34.040F.1.g.
2. Also see K.C.C. 21A.12.060.
3. These standards may be modified under the provisions for zero-;ot-line and townhouse
developments.
(King County 3-2001)
21A-105
B. DETENTIOI� ROtiTING C:�LCULATIOI�
The detention routing calculation, a continuation of the hydrolo�;c modeling, reqtiires a
Level 2 Flow Control analysis (KCRTS pg. 1-32): match pre-developed discharge
durations to developed discharge durations from 50% of the 2-yr peak flow up to the fiill
�0-year flow, assuming existing site conditions as the pre-developed condition. (The
peak matching criteria of Level 1 Flow Control must also be met.) The following
printout shows a 40,462cf pond in conjunction with the documented control structure will
provide enough live storage (detention) to satisfy this requirement. As designed, the
proposed pond will provide 40,489cf of live storage (see the following Pond Volume
Worksheet).
'
Core Design. Inc. Page '3
KCRTSOUTPUT
rlow Frequency Analysis
Time Series File:predev.tsf
Project Location:Landsburg
---Annual Peak Fiow Rates--- -----Flow Frequency Analysis-
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) ;CFS) Period
0.300 2 2/09/O1 14 :00 0 .531 1 100.00 0 .990
0 .077 8 1/05/02 16 :00 0 .300 2 25.00 0 .960
0 .203 4 2/28/03 16:00 0 .287 3 10.00 0.900
0.135 7 8/26/04 1:00 0.203 4 5.00 0. 800
0.188 5 1/05/05 10:00 0_188 5 3 .00 0. 667
0.149 6 1/18/06 21:00 0. 149 6 2 .00 0.500
0.287 3 lI/21/06 9:00 0. 135 7 1.30 0 .231
0.531 1 1/09/08 7:00 0.077 8 1.10 0 .091
Computed Peaks 0.454 50.00 0.980
Fiow Frequency Analysis
Time Series File:dev.tsf
Project Location:Landsburg
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.805 7 2/09/O1 2 :00 1.43 1 100.00 0. 990
0.508 8 12/03/O1 17:00 0. 980 2 25.00 0.960
0.876 4 9/10/03 15:00 0 . 971 3 10.00 0. 900
0. 980 2 8/26/04 1:00 0 .876 4 5.00 0 . 800
0.812 6 10/28/04 18 :00 0_844 5 3 .00 0.667
0. 844 5 10/22/05 17 :00 0 .812 6 2 . 00 0.500
0. 971 3 11/21/06 9:00 0. 805 7 1.30 0.231
1.43 1 1/09/08 7:00 0.508 8 1. 10 0.091
Computed Peaks 1.28 50.00 0. 980
'
OS/1I,?OOd 13rooketield Pha�c 11 1 of6
�
_ �
KCRTS OUTPUT
Retention/Detent�on Facility
Type of Facility: Detention Pond
Side Slope: 2 . 00 H:1V
Pond Bottom Length: 63 .53 ft
Pond Bottom Width: 63 .53 ft
Pond Bottom Area: 4036 . sq. ft
Top Area at 1 ft. FB: 8936 . sq. ft
0.205 acres
Effective Storage Depth: 6.75 ft
Stage 0 Elevation: 434 .25 ft
Storage Volume: 40462 . cu. ft
0. 929 ac-ft
Riser Head: 6 .75 ft
Riser Diameter: 12 .00 inches
Number of orifices: 3
Full Aead Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0. 00 1.20 0.101
2 3 .80 1.40 0.091 4 . 0
3 5 .80 1.65 0.072 4. 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}
0.00 434.25 0. 0 .000 0.000 0. 00 4036.
0.01 434 .26 40. 0.001 0.004 0. 00 4041.
0 .03 434 .28 121. 0. 003 0.006 0 .00 4051.
0.04 434 .29 162. 0. 004 0.008 0 .00 4056 .
0 .05 434 .30 202. 0 . 005 0.009 0. 00 4062 .
0.06 434 .31 243 . 0 .006 0. 010 0.00 4067 .
0. 08 434 .33 325. 0.007 0 .011 0.00 4077.
0 . 09 434 .34 365. 0.008 0 .012 0.00 4082 .
0 .10 434 .35 406. 0.009 0.012 0. 00 4087 .
0 .23 434 .48 942. 0.022 0.019 0.00 4154 .
0 .36 434 .61 1486. 0 . 034 0.024 0 .00 4221.
0.50 434 .75 2082. 0 . 048 0.028 0.00 4294 .
0 .63 434 .88 2645. 0 . 061 0 .031 0.00 4363 .
0 .76 435 . 01 3217. 0 .074 0.034 0. 00 4432 .
0.89 435 .14 3797. 0.087 0.037 0 . 00 4501 .
1.03 435 .28 4433. 0 .102 0.040 0 .00 4577 .
1. 16 435 .41 5032. 0.116 0.042 0 .00 4647.
1.29 435 .54 5641. 0.129 0. 044 0 .00 4718.
1 .42 435 .67 6259. 0 .144 0.047 0. 00 4790.
1 .56 435.81 6935. 0 .159 0. 049 0. 00 4868.
1 .69 435. 94 7573. 0.174 0.051 0 .00 4941.
1.82 436.07 8220. 0. 189 0.053 0 .00 5014 .
1.95 436.20 8876. 0 .204 0. 055 0 .00 5088 .
2 .09 436.34 959G. 0.220 0 . 056 0 .00 5168 .
2 .22 436 .47 10271. 0.236 0 . 058 0. 00 5243 .
2 .35 436 .60 10957. 0.252 0 .060 0.00 5319.
2 .48 435 .73 11654 . 0 .268 0 . 062 0 .00 5395 .
2 .�1 �30' . 86 �2360. � .284 O . C63 0 . 00 54?2 .
OSiI Ii200� 13rual:eticld Ph:isc It 2 nf6
KCRTS OtiTPUT
Stage Elevation Storage Discharge Percolation Surf Area
(ft} (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft)
2 .75 437 .00 I3132 . 0 .301 0 . 065 0.00 5555 .
2 .88 437 .13 13859. 0 .318 0. 066 0.00 �633 .
3 .01 437 .26 14596. 0 .335 0 .068 0.00 5711.
3 . 14 437.39 15344 . 0.352 0 .069 0.00 5790.
3 .28 437.53 16160. 0.371 0.071 0.00 5875 .
3 .41 437.66 16929. 0.389 0.072 0.00 5955.
3 .54 437.79 17709. 0.407 0.074 0 .00 6036 .
3 .67 437.92 18499. 0.425 0. 075 0 .00 6117.
3 . 80 438.05 19299. 0.443 0. 076 0.00 6198.
3 . 81 438 .06 19361. 0.444 0 .077 0.00 6205.
3 .83 438 .08 19485. 0.447 0 .078 0.00 6217 .
3 . 84 438.09 19548. 0.449 0.080 0.00 6224 .
3 .86 438.11 19672 . 0.452 0.083 0 .00 6236 .
3 .87 438 .12 19735 . 0.453 0.087 0.00 6243 .
3 .89 438 .14 19860 . 0.456 0. 091 0.00 6255.
3 .90 438 .15 19922 . 0.457 0. 094 0.00 6262 .
3 .92 438.17 20048. 0.460 0 .095 0.00 6274 .
4 .05 438.30 20869. 0.479 0.105 0 .00 6357.
4 .18 438 .43 21700. 0.498 0.113 0.00 6440.
4 .31 438 .56 22543 . 0.518 0. 119 0.00 6524 .
4.45 438.70 23463 . 0.539 0.125 0.00 5615.
4 .58 438.83 24328 . 0.558 0. 130 0.00 6699.
4 .71 438 .96 25205. 0.579 0. 136 0 . 00 6785.
4 . 84 439.09 26092 . 0.599 0 .140 0 .00 6871.
4 .98 439.23 2';061. 0 .621 0.145 0 .00 6964 .
5 .11 439.36 27972 . 0 .642 0.149 0 .00 7051.
5 .24 439.49 28894 . 0.663 0. 153 0.00 7139.
5 .37 439.62 29828 . 0.685 0. 157 0.00 7227.
5 .50 439.75 30773 . 0.706 0 . 161 0.00 7315.
5 .64 439.89 31804 . 0.730 0.165 0. 00 7411.
5 .77 440.02 32773 . 0.752 0.168 0.00 7501.
5 .80 440.05 32998 . 0 .758 0.169 0 .00 7522 .
5.82 440.07 33149. 0 .761 0. 170 0.00 7536.
5 .83 440.08 33224. 0.763 0. 172 0.00 7543 .
5 . 85 440.10 33375. 0.766 0.176 0.00 7557 .
5 .87 440.12 33527. 0.770 0 .180 0 .00 7571.
5 .89 440 .14 33678. 0.773 0.185 0 .00 7585.
5 .90 440 .15 33754 . 0.775 0.192 0 .00 7592 .
5 .92 440 .17 33906. 0.778 0. 198 0.00 7606.
5.94 440.19 34058. 0.782 0.200 0 .00 7620 .
6.07 440.32 35055. 0.805 0.215 0.00 7711.
6.20 440.45 36063. 0. 828 0.227 0 . 00 7802 .
6.33 440.58 37083 . 0.851 0.237 0.00 7894 .
6.47 440 .72 38195. 0 . 877 0.246 0.00 7994 .
6.60 440 .85 39241. 0 .901 0.255 0.00 8087 .
6 .73 440 .98 40298. 0.925 0.264 0. 00 8181.
6 .75 441.00 40462. 0.929 0.265 0 . 00 8196.
6 .85 441.10 41285. 0. 948 0 .579 0 .00 8268.
6.95 441.20 42116. 0 .967 1. 150 0 .00 8341.
7.05 441.30 42953 . 0.986 1. 880 0. 00 8414 .
7 .15 441.40 43799. 1.005 2 .680 0 . 00 8488.
? .25 441.50 4465i. 1.025 2 . 970 0 .00 8562 .
7 .3� 441.60 45511. 1.045 3 .230 0 .00 8636.
7 .45 441 .70 ?63?8. 1. 065 3 .470 0 . 00 8?10 .
? .55 441 . 8� 4?253 . 1. 085 3 . 59C 0 . 0� 8�85 .
0��I i '00-1 13rnukclicld Ph:��e II ?uf u
� KCRTS OUTPUT
Stage Elevation Storage Discharge Percolation Surf Area
;ft) {ft) (cu. ft} (ac-ft) icfs) (cfs) (sq. ft) ,
7.65 441.90 48135. 1. 105 3 . 900 � .00 8860 . ''
7 .75 442 .00 49025. 1. 125 4 .100 0 .00 8936 .
7 .85 442 .10 49923 . 1.146 4 .290 0.00 9012 .
7 .95 442 .20 50827. 1.167 4 .470 0 . 00 9088 .
8 .05 442 .30 51740. 1. 188 4 .640 0 .00 9164 .
8 .15 442 .40 52660. 1.209 4 .810 0 .00 9241.
8.25 442.50 53588. 1 .230 4. 970 0 .00 9318 .
8.35 442.60 54524. 1.252 5 . 130 0 .00 9395 .
8.45 442.70 55467. 1.273 5 .280 0 .00 9473 .
8.55 442.80 56419. 1.295 5 .430 0. 00 9551.
8.65 442 .90 57378. 1.317 5 .570 0 .00 9629.
Hyd Inflow Outflow Peak Storage �
Target Calc Stage Elev (Cu-Ft) (Ac-Ft'
1 1.43 0 .53 1.17 6. 95 441.20 42142 . 0. 9_=�, �
2 0.80 ******* 0.32 6.77 441. 02 40615. 0. ���
3 0.97 ******* 0.26 6.71 440. 96 40173 . 0. 5��
4 0.49 ******* 0. 15 5.04 439.29 27496. 0.631
5 0.57 ******* 0.14 4.89 439. 14 26442 . 0 .607
6 0.48 ******* 0. 11 4 .11 438.36 21282 . 0 .489
7 0.98 ******* 0.07 3 .34 437.59 16487 . 0.378
8 0.47 ******* 0.06 2.41 _ _ ' . _ , " _ �-� �
Oj;I I�'_UII-1 l3ruukefield I'hase I I �of 6
KCRTS OUTPUT �
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 1.43 CFS at 7 :00 on Jan 9 in Year 8
Peak Outflow Discharge: 1. 17 CFS at 8 :00 on Jan 9 in Year 8
Peak Reservoir Stage: 6. 95 Ft
Peak Reservoir Elev: 441.20 Ft
Peak Reservoir Storage: 42142 . Cu-Ft
. 0. 967 Ac-Ft ,
Flow Duration from Time Series File:rdout.tsf 'I
Cutoff Count Frequency CDF Exceedence_Probability
CFS � � °s
0.005 33089 53 .961 53.961 46.039 0 .460E+00
0.014 6386 10.414 64.375 35.625 0 .356E+00
0.023 5816 9.485 73 .860 26.140 0.261E+00 ;
0.032 5764 9.400 83 .260 16.740 0.167E+00
0.041 4125 6.727 89.987 10.013 O.100E+00
0.050 2630 4 .289 94.276 5. 724 0.572E-01
0.059 1580 2 .577 96.853 3 .147 0.315E-01
0.068 815 1.329 98.182 1.818 0. 182E-01
0 .077 673 1. 098 99.279 0 .721 0.721E-02
0 .086 30 0.049 99.328 0 .672 0 .672E-02 ��
0 .096 30 0.049 99.377 0 .623 0 . 623E-02
0 .105 41 0. 067 99.444 0 .556 0.556E-02
0. 114 57 0.093 99.537 0.463 0.463E-02
0.123 75 0.122 99.659 0.341 0.341E-02
0.132 59 0.096 99.755 0.245 0.245E-02
0.141 37 0.060 99.816 0.184 0 .184E-02
0.150 23 0.038 99.853 0. 147 0 . 147E-02
0 .159 15 0.024 99.878 0. 122 �. 122E-02
0.168 22 0.036 99.914 0. 086 0. 864E-03
0.177 5 0.008 99.922 0.078 0 . 763E-03
0.187 4 0.007 99.928 0 . 072 0.718E-03
�.196 2 0.003 99.932 0 .068 0.685E-03
0.205 3 0.005 99.936 0 . 064 0.636E-03
0.214 4 0.007 99.943 0.057 0.571E-03
0.223 4 0.007 99.949 0.051 0.506E-03
0.232 6 0.010 99.959 0. 041 0.408E-03
0.241 7 0.011 99.971 0.029 0. 294E-03
0.250 4 0.007 99.977 0. 023 0.228E-03
0.259 6 0.010 99.987 0 . 013 0. 130E-03
0.268 6 0.010 99.997 0.003 0 .326E-04
0.278 0 0.000 99.997 0 .003 0 .326E-04
0.287 0 0.000 99.997 0 .003 0 .326E-04
0.296 0 0.000 99.997 0.003 0 .326E-04
0.305 0 0.000 99.997 0 . 003 0.326E-04
0.314 0 0.000 99.997 0 . 003 0 .326E-Oa
0.323 1 0.002 99.998 0. 002 C . 163E-04
:� �
,'_ _
�`�_{
OSi11;200�J Brookefleld Phasc II 5 uf 6
KCRTSOtiTPtiT
Duration Comparison Anaylsis
Base File: predev.tsf
New Fiie: rdout.tsf
Cutoff Units : Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance------
Cutoff Base New °sChange Probability Base New °sChange
0 .076 I 0.94E-02 0. 79E-02 -15 .3 � 0. 94E-02 0. 076 0 .074 -1.6
0 .093 I 0.64E-02 0. 65E-C2 1.8 I 0.64E-02 0. 093 0 .095 2 .2
0 .110 I 0.41E-02 0.50E-C2 22 .3 ( 0.41E-02 0. 110 0 .118 7.4
0 .127 I 0.26E-02 0.28E-02 7 .5 � 0.26E-02 0. 127 0 .129 1.6
0 .145 I 0.17E-02 0. 17E-02 -1 .9 ( 0.17E-02 0.145 0 .144 -0 .2
0 .162 I 0.12E-02 0. 12E-02 -4.1 � 0.12E-02 0.162 0 . 160 -1.0
0 .179 I 0.91E-03 0.78E-03 -14.3 ( 0 .91E-03 0.179 0. 168 -6.5
0 .196 I 0.72E-03 0.68E-03 -4 .5 � 0 .72E-03 0.196 0.193 -1.9
0 .214 � 0.51E-03 0.57E-03 12 .9 � 0 .51E-03 0.214 0.223 4.3
0 .231 � 0 .31E-03 0.41E-03 31.6 � 0 .31E-03 0.231 0.240 4.1
0 .248 I 0.20E-03 0.24E-03 25 .0 � 0 .20E-03 0.248 0.254 2 .2
0 .266 I 0.11E-03 0.33E-04 -71.4 � 0 .11E-03 0.266 0.260 -2 .2
0 .283 I 0.65E-04 0.33E-04 -50 .0 � 0 .65E-04 0 .283 0.263 -7.1
`�a:timum positive excursion = 0.029 cfs ( 9.9%)
cccuring at 0.292 cfs on the Base Data:predev.tsf
and at 0.321 cfs on the New Data:rdout.tsf
i-Saximum negative excursion = 0.010 cfs (-11.9%)
occuring at 0. 086 cfs on the Base Data:predev.tsf
and at 0. 076 cfs on the New Data:rdout.�sf
OSrll/2004 Brookclield Phasc I1 6 u(6
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POND VOLUvtE CALCULATIONS
CORE # 03100
Brookefield-II Water Quality/Detention Pond
COMBINED INCREMENTAL TOTAL
ELEVATIOIvT CELL 1 CELL ? CELLS VOLUME VOLUM
SF SF SF CF CF
Sediment Storage 429.00 NiA 0 N/A
430.00 447 1,722 2,169
Wetpool 432.00 732 2,331 3,063 5,232 �,
5,232
434.25 1,181 3,087 4,268 8,247
WQ Water Surfac l 3,479
Begin Detention 434.25 4,434
436.00 5,254 8,477
8,477
Detention 438.00 6,16� 11,419
(Live Storage) 19,896
440.00 7,102 13,267
3 3,163
441.00 7,549 7,326 I
40,489 �
442.00 8,093
TOTAL w'ETPOND VOLL'Iv1E 53,968
*A]]areas were measured usine a planimeter.
�
�
p
i ,
r
r
SECI70N 5.3 DETENTION FACTLITTES
Riser Overftow
The nomo�raph in Fi�ure�.3.4.H can be used to determine the head (in feet)ahove a riser of Qiven
diameter and for a Liven flow(usuaIly the 100-year peal:flow for developed conditions).
FIGURE 5.3.4.H RISER INFLOW CURVES
10o I � I I i ! 72 54 48 I
� i E � � I I '
! � , 42 I i !
� I � � � I � i
i 36 � � i
� � i 33 i i �
I 30 ! .
' ; � I
I ! 27
� i i
� �
� f
, 24
{ i i
, I �� i 1 't
� , 2 1 �_ ( .
I �
c � W �
w � � 8 � R
d � I P I � �
c- , i
d 10 � � 15 w I
°7 � s
U
� I
3
v I � I � 2 � �
C3 �
�
; io
� ,
� II
i �
�
� �
,-` , .� �
+ � .. ".,`i.A. t i
�'��;�� i
,
�
i .
t
��� HEAD IN FEET (measu�red from crest of riser) 10
QWQ1f=9.739 DH°�z
2 vz
Q orifiee=3.782 D H
o in cfs, D and H in feet
Stope change occurs at weir-orifice transition
9/1/98 1998 Surface Water Desi�n Manual
s-sa
C. «ATER Q�AI.ITY �OLi.�.�IE CALC[.;L:�TIOV�
The water quality volume for Brookfield was calculated using tl�.� ����.n_ '._ �,_���nl:��.� �:irt«�;:
Water Design l�lanual (KCSWDM), 1998 Edition, pages 6-68 to 6-,1. I
Vb = f�(0.9A; + 0.?�Ata + O.lOA�+ 0.10A�)"(R,`12) I
�`'here, Vb =wetpool volume (ct� I�',
f=volume factor '
A; = area of impen�ious surface (s fl
Atg= area of till soil covered with grass (s fl
A�= area of till soil covered with farest (s fl
?�,o = area of outwash soil covered with grass or forest
R=rainfall from mean annual storm (inches)
(refer to the attached precipitation graph)
Thus,
V� = 3[(09(111,340} + 0.25(47,001))(0.48/12)]
V, = 13,43�cf
As dcsi�ned, thc proposcd pond will providc 13;479cf of dcad storage (see the Pond
Volume Worksheet in Section IV-B of this report).
<:ure Design. Inc. Page 9
FIGtiItE 6.4.1.A PRE�IPTTATION FOR VIEA;V ANNUAL STORM IN�1VC�IES (FEE3� ;
�I
ST 1.0/ � _
ST 1.1 . -. ST 1.0 _ LA 0.8 LA. 0.9 �.,,,1;,.�, _�„�-� .u
,���;� '' �.= - � x_�� .,�..r
� 1 ,i 4, _ " - _�J.
_ -�1, �; r �~ , :.Q r_, -
_ ' � ; �_� yY�
f� ` i ; � ,� $,�,
� :t � : ' . � l `
��`--�. � �..s� ; •i. �•'
����''." J �`..V ) �-; �,, ` -i r— '
, �Da t r =�L .����\� :
, y. � Y
� ��=�: �-.��. �
'�y`�, , � ,�r- � �;.
�;.+� ;S - i �r '� ' i a
, `i.-:4� � 1 �r �y LS...£.. ��� , � I
{ m7f�-�. ��y .:�;�' �`.-' — � .
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�'- � ��•l _r , �� ���.
_ � --= T"� ? __ I _ �'� J"� = � a�^ '����
_ l� � •� `' � :
-'c_Y ..� / .�-'�`•_ ,�`� � - ti.
� ; � � 'ici f - � ..�" ��
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� ; � � r L' i '9 _.. . ' �Ty
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o �f {:- � i, j � – ,1'•� » �'! �,
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=�� �� �. ;_�_._�,
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_ _ �'� � ' '
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___ =-�--�= �___., �. r—
! %' �—�. nr—
_ F �-.—`''"�'`_ i i.-
v' n '��
0. 54" i�,�. -
, ` a � � `` �-�
(0. 045' ) •.,'!, _ b -
' —.
i.i3_� .OaNTY
. r � �``
�.47" �
f0.039' ) �� '' ' •
� '��
`-� Incorporated Area �� -'--' ��•
�� River/Lake 0.47' � �t �
— MajorRoad (0.039' } 0.52" 1~•�f--�
(0.043' 0.65" `
NoTE:Areas east of the eastemmost isopluvial should use 0.65 �.5 6" (0.0 5 4' }
inches unless rainfall data is available for the location of ir�terest (0.047' )
z4 The mean annual stortn is a wkeptual stortn found
by drviding U�e annual precipAation by the total number
of storm events per year
result,generates large amounts of runoff. For this appiication, 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 shalIow 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. 5ee Chapter 3 for
classification of specific SCS soil types.
� 1998 Surface Water Design:�fanual 911/98
6-69
D. ENIERGE�ICY OVERFLOW SPILLWAY CALCULATION
The width and depth of the emergency ouerflow spillway was designed based on the 1998
KCSWDNI, Section 5.3.1.2.
L = (Qioo� (3.21H372)] —2.4H or 6 feet minimum
Where,
Qioo =peak flow for the unmitigated 100-year runoff event {1.43cfs)
H =height of water over weir(0.2ft)
Therefore,
L = [1.43/(3.21*0.23�2)� —2.4* 0.2 = 4.SOft
L = 6.0 ft (min)
� ,
I
�
Core Desigu.Inc. PaQe 10
E. JAILHOUSE INLET SIZING
The length of the jailhouse weir r��as sized using the equation for �rectangular, sharp-
' crested weir(1998 KCSWDM, page �-46).
Q = C(L-0.2H)H3�'
or
L = Q/CH3�' + 0.2H
Where,
Q = 140-year unmitigated developed flow (1.43cfs)
C =3.27+ 0.4H/P (H=0.2 & P=440.50—434.00 =6.5)
Note: H &P are shown on Figure 5.3.4.E of the KCSWDM
L = length of jailhouse weir
Note: L must be <50% of the entire catchbasin circumference
D = inside catchbasin diameter (4.Sft)
(II*D = �.1=�*4.Sft= 14.13ift »» �0°%* 1�.1�7ft = 7.06ft)
Therefare,
L = 1.43/[(3.28*(0.2�'�)] + 0.2(0.2)
L =4.91-ft < 7.06ft ---0K
Core Design, Inc. Pa�e 1 1
V. TE1�iPORARY SEDIIVIENT POND
The permanent water quality/detention pond will be used for temparary erosion and
sedimentation control during construction. The temporary sediment pond needs to have a
minimum surface area based on the following equation (per KCS�VDM, 1998 edition,
pages D-28 to D-31):
SA=FS(QZ/Vs)
FS (Factor of Safety) =2 (recommended value)
Q2 (Dev 2-yr flow)=0.812cfs
VS=0.0009bft/s (recommended value)
SA =1,6�4sf
As designed, the permanent water quality/detention pond more than meets this
requirement. Likewise, the permanent control structure will be used in lieu of a temporary
riser(as allowed by KCSWDM -Appendix D, pg. D-28).
Core Design,Inc. Page 12