27681 FINAL DRAINAGE REPORT
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DRAINAGE REP4RT .
~ for . Shelley Lake, 4th Addition .
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DRAINAGE REPORT
for
Shelley Lake - 4th Addition
Spokane County, Washington
January, 2003
• CLC #S020134
Prepared by:
CLC Associates, Inc. _
' 707 W. 7th Avenue, Suite 200 ^
Spokane, WA 99204
(509)458-6840
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This report has been prepared by the staff of CLC Associates, inc. under the direction of
the undersigned professionai engineer whose seal and signature appear hereon.
, 3• D '
~ E WA HS~ .
OJ'`~`' o /,y O~ ,
4F 38318
F 6'/ StE~
ss~ONAt
EXPIRES Ol /21 /05" ~
Doug J. Desmond, P.E.
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DRAINAGE REPORT FOR SHELLEY LAKE - 4th ADDITION
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PURPOSE
Shelley Lake 4`h Addition is part of the Shelley Lake PUD Preliminary Plat and is adjacent to Shelley
Lake 2"d and 3rd Additions. The purpose of this report is to determine the extent of storm drainage
facilities which will be required to dispose of the increase in stormwater runoff created by the
development of Shelley Lake 4hAddition. The storm drainage facilities for this project will be
' designed to dispose of runoff from ten and fifty year design storms. This development is within the
Aquifer Sensitive Area of Spokane County and is subject to `208' requirements. For this project the
10 and 50 year curves from the Spokane, Medical Lake, Reardon, Cheney and Rockford intensity
' curves were used, as well as the SCS iso-pluvial rainfall curves.
ANALYSIS METHODOLOGY
The Rational Method, which is recommended for basins less than ten acres in size, was used to
determine the peak discharges and runoff volumes for all basins included in this report.
~ PROJECT DESCRIPTION
Shelfey Lake 4th Addition includes 39 lots of the 262 lots and 459 units in the approved preliminary
plat and FEIS documents. The Shelley Lake subdivision is located in the NE 1/4 of the SE 1/4 of
Section 24, T. 25 N., R. 44 E., W.M. within Spokane County, Washington.
TOPOGRAPHY
The general slopes within this plat vary from nearly flat within several natural saddles to short slopes
' of up to 25-percent. Generally, the area covered by this report would be characterized as rolling.
For development purposes, the natural sloping was used for design and is maintained as possible
throughout the project.
I SOILS
As can be seen from the accompanying soils map from the Spokane County Soils Survey as
' performed by the United States Department of Agriculture (USDA) Soil Conservation Services
(SCS), the site consists of soils type GmB. These soils are described as follows:
t GmB - Garrison very gravelly loam, 0 to 8 percent slopes: Soils within this soil type formed in
gravelly glacial outwash material from a variety of igneous rock. These soils are described as
somewhat excessively drained. Surface runoff is slow and the hazard of erosion is slight. Spokane
~ County Guidelines for Stormwater Manaqement indicate this to be a Soil Group Type B and per-
approved for drywell installation.
CLC Associates, Inc. 1 Shelley Lake 4 Addition
~ DRAINAGE h1ARR4T1VE
The affsite draEnage which flows in#o Shelley Lake 4'~' Additior► has been incvrparated into the basins
included in this drainage reporC. As She11e}r Lake 4th Addition is Ivcated uvithrn the Aquifer Sensitive
Area of Spokane County, all onsife street and pvrkians of future areas vti+i[[ be collected and treated
using the `208' runaff inethad as described in the Spokane Coun#y Guidelines for Stornwater
Manaaement. To facilitate this anarysis She~~ey Lake ~Ih Addition was divided into fl'rve basins (A, B,
C1,C2 and D) as shavxrn in the Basin Map. Basin C1 and C2 have been divided in#o sub-basins
(C1 Aand C2A) to accurately calculate runoff being conve}red to inlets. TaEaEe 1 lists the basin
~ details. Basins A, B, C, and D were ana1yzed using developed cvnditions.
Basins B,C, & D include sarne future develvpment. The fu#ure developments that are included are
~ as falEows:
Basin B: irrcludes the extended portian vf Carnine Lane.
Basin C2: includes 2 future Iots and afuture portion of ShelEy Lake Lane.
Basin D: includes the back half of B future hauses ancf a fu#ure portion of Shelly Lake Lane.
Table 7- Pond and BasFn Sumrnary
- - .
- ~ , ~ - r:,:i:~=,",~-.. _Por~d ar~d.~3a~in,Suririrrria-
_ ; . . , . . , - - - • - . , : - ~ - : - - - • - -
_ . = , . - - - - , ' . : r - - ' _
~~'vriti B~sin:" . tot~l` Area Tatal- :~Ifeig~i~ed-`C' *"208'=-1rrip~i~ii~us: =
- - • - - = . - . _ ' - ; - , .
SFIJBIC - - ; 1_I'77~]efVioEJS ~I~lr-ea 1~@c~-' ~F,__
--SFIAP_ r ,
A A 58,6131135 21,57410.50 0.43 12,574
B B 155,71213.57 26,15610.60 0.28 15,356
c c 246,398i5.66 100,53312.31 0,46 57,333
(cl +c2)
~ D Yfi 290}45016i67 439214! V.ti+9 0.26 23,414 '
~ Total Impervious A6ea includes paved roadwaY area, 1800 s.f. per raof and 750 s.f. per drivewaY.'208' IrnPer+rious ;
Area includes only the paved roadway area and 750 s.f. per driveway. ~ fi208° (FalCUlatiDf75 '
Within each basin, the street areas from back af curb to hack af curb were calculated to determine
-the required `2Q8' starage. As shown on the '208' calculation rnrorksheets included, the `208' storage !
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volumes provided are adequate ta perform the ' 208'treatmerrt for the fkrst half inch of rainfall. In ,
additivn to `208' treatment, the enclosed waTksheets also shovxr the calculations for the dryweil
~ requirernents. The`208" s#orage and dryvvelt requirements tar each basyn are summarized an the
following Table 2.
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CLC Associates, fnc, 2 Shelley Lake 4`h Additio'n
Table 2-`208' Treatment and Drywell Requirement Summary
' . - - - - - 7 t
-rWhdijit~ '~'Y~:
Treatr.ne~wel'i Su mmary
, i . - ' 4K Pon~d •B~ s~~=' `2,08' Volume`208' ~e`a~ ~e uir-ec! `208' l/olume Drywelis
Requir~ed .(CF)` ~ }~,~`'~'~r-, ~(LS;F)~.,. , Provided Required
. _ i. - .Y'r _~L • a \~r1 f,}
r . . - ~h' ~ R"__ . .Tiz~'i< . . i:. ~ .S"~"`,~E_t~.c2;,~~,/ ,i; wA A 524 782 536 1-Type B
B B 640 956 723 2-Type B
C C 2,389 3,566 2,502 2-Type B
(cl + c2)
D D 976 1,457 2,511 1-Type B
A Based on a'208' storage depth of 8 inches. Side slope volume is not included.
Total Stormwater Sforage Calculations
In addition to the '208' storage requirements, the total stormwater storage for the 10-year and 50-
year design storms were also considered for all of the basins. Each of the ponds in Shelley Lake 4`n
Addition will have the capacity to contain the required volume for the 50-yeardesign storm. It is only
required to handle the 10-year design storm as per Spokane County Guidelines for Stormwater
Manaqement. This information is summarized in the following Table 3.
Table 3- 50-year Stormwater Storage Volume Summary
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=S'Tea~o u~me~S:u;;rnrnary by Bowst~ing
44~~~.~.ci~hir~~•3iv~ ~ ~ .
Q-7" t7Dn 50=~qed
A A 89 7 1,070
6 B 1,381 1,391
C C 3476 4,106
D D 4,028 4,142 ° voiume proviaeo is oasea on a i root aepin witn 3:-i siae siopes.
As can be seen in Table 3 all of the ponds will contain the 50-year design storm.
CLC Associates, Inc. 3 Shelley Lake 4~' Addition
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Curb Drop/Inlet Analysis
The curb drops for Pond A are located in a continuous condition and the inlets for Ponds B, C, and
D are in sump condition. Curb inlet analysis calculations are included in the appendix.
Conclusion
As demonstrated by the calculations and body of this report the storm drainage facilities provided in
this design will adequately remove from the streets, store and dispose of the stormwater from the
site for the 10-year design storm as required by Spokane County. Calculation worksheets for the 50-
year storm event have been provided to evaluate the performance of the designed drainage
facilities. Additionally, the required '208' treatment area is provided for the runoff from the street
impervious areas.
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CLC Associates, Inc. 4 Shelley Lake 4 `h Addition
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5000 Feet
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GVLN'
SHELLEY LAKE 5020134
Spokane County, WA 0111512003
AKF
CONTINUOUS GRADE SHELLEY LAKE
A B C D E F G H I J K
Basin Basin + Gutter Cross- Grate Depth of Gutter Gutter Flow By-Pass
BASIN Peak Flow By-Pass Slope Slope Width Flow Flow Width Velocity Receiyed Flow
(cfs) Q (ftlft) - 1!Z (ft) (ft) (ft) (fps) (cfs) (cfs) '
C 1 A 2.40 2.40 0.0220 0.0220 2.00 0.18 7.97 3.726 1.29 1.11
NOTES:
1 This form is in accordance with the WSDOT Hydraulic Manual...except for the addition of columns H1, H2, and H3.
Section 5-5.1, Capacity.of Inlets on a Continuous Grade
' 2 Basin + By-Pass = Basin Peak Flow + By-Pass Flow from upstream inlet.
3 Grate Widths, Hearingbone = 2', Vaned =1.67'
w12" sump = 2.00' ,
4 DepthofFlow,G=[C`El37*(D)^0.5]^318
5 Gutter Flow Width, H=(G 1 E)
6 Gutter Velocity, I=(C - K) ! F' (G - 0.5 * F* E)
7 Flow Received, J=(C - K)
8 By-Pass Flow, K=(C' ((H - F)! H)"813) ~
Inlets
SHELLEY LAKE 4TH ADD. S020134
Spokane County, Washington 11118102
50-Year Design Storm Engineer: AKF
CURB INLET CALCULATIONS
on Continuous Grade ~ Curb Inlet ~ Basin I Basin + I Gutter I IRoughness I Depth I DischargeI Inlet I By-Pass
Pond ~ Street and N Peak Flowl By-Pass I Slope I Cross slope I Coeff. Z I of Flow I per Lengthl Length I Flow
~ Station N(cfs) ~ Q ~ S ~ UZ ~ n ~ n ~ d* ~ QalLa'* ~ La ~ Q- Qa
~ CARNINE LN riV. I I I ( I I I I •
A ~ STA 13+15.17 LT N(2.04 2.04 ~ 0A087 ~ 0.0220 ~ 0.016 ~ 2841 ~ 0200 ~ 0.138 ~ 5 ~ 1.35
~ CARNINE LN I I I I I I I I I
A ~ STA 13+35 LT ~ 0 ~ 1.35 ( 0.0087 ~ 0.0220 ~ 0.016 2841 ~ 0.172 ~ 0.118 ~ 5 ~ 0.76
~ CARNINE LN ~ I ~ I I I I I I
A ~ STA 13+55 LT N 0 ~ 0,76 ~ 0,0087 ~ 0.0220 ~ 0.016 ~ 2841 ~ 0.138 ~ 0.095 ~ 5 ~ 0.28
~ LANE A I I I I I I I I I I
A ~ CARNINE LN ~ 0 ~ 028 ~ 0.0087 ~ 0.0220 ~ 0.016 ~ 2841 ~ 0.095 ~ 0.066 ~ 5 ~ -0.05
I 13+90
C21t ~ STA 22+58.23 RT ~ 2.44 ~ 2.44 ~ 0.022 ~ 0.0220 ~ 0.016 ~ 2841 ( 0.180 ~ 0.124 ~ 6 1.69~
SHELLY LAKE LANE ~ J
NOTE: TYPES 1& 2 CURB INLETS
Curb Inlet Depression = 2 in. * Calculated per Figure 18 of the Spokane County Guidelines
for Stormwater Management
Calculated per Figure 16 of the Spokane County Guidelines
for Stormwater Management
SHELLEY LAKE 4TH ADDITION 5020134
Spokane County, Washington 1/22/2003 9:42
50-Year Storm Event Engineer: AKF
INLET FLOW CAPACITIES
in Sump Conditions
Inlet Basin Basin + Inlet Maximum Inlet By-Pass
~ Basin Street and Inlet Type Peak Flow By-Pass Perimeter Flow Depth** Discharge*** Flow
Station (cfs) Q P H Qa Q-Qa
SHELLEY LAKE LANI TYPE 1 (l.l 1+1.94)
C-1 STA 23+25,28 LT GRATE 1.94 3.04 3.67 0,50 3.89 -0.85
SHELLEY LAKE LANE` TYPE 1 CURB INLET C2
5.91 ~ 0.50 6.27 -1.85
C-2 STA 23+25.28 RT GRATE 2.73 4,42 ~ ~
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Grate Perimeters' Qa = C* P* H^ 1.5
Herringbone = 3,67' Where: C= 3.0, P= Perimeter, H= Flow Depth
Vaned = 3,67'
WSDOT= 5.91' * Grate Perimeter = Available Perimeter Divided by a Safety Factor of 2.
Maximum Elow Depth is based on curb crest above inlet.
Calculated in accordance with Spokane County Guidelines for
Stormwater Management, Section 4-1.
InletSmp
SHELLEY LAKE 4TH ADD. 5020134
Spokane County, Washington 1/15/2003 16:15
50-Year Storm Event Engineer: AKF
CURB INLET FLOW CAPACITIES
in Sump Conditions
Curb Inlet Basin Basin + Inlet Maximum Maximum By-Pass
Basin Street and Inlet Type Peak Flow By-Pass* Length Elow Depth*" Discharge*** Flow
Station , (cfs) Q (ft) H Qa Q- Qa
LANE A TYPE 2
B STA 12+35.99 LT CURB 2.75 2.75 4.00 0.50 4.37 -1.62
SHELLEY LAKE LANE TYPE 2
D STA 25+40.67 RT CURB 5.00 5,00 5,00 0.50 5.46 -0.46
NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3,087 * L' H^ 1.5
Curb inlet Depression = 2 in. Curb Inlet Depression = 2 in, Where L= Length of Curb Drop, H= Flow Depth
Maximum Inlet Height = 8 in. Curb Inlet Length = 4 ft.
Maximum Inlet Height = 6 in.
* By-Pass flows from upstream inlets on continuous grades,
Maximum Flow Depth is based on lnlet height
Calculated per Section 4-1 of the Spokane County Guidelines
for Stormwater Management
CurbDropS
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FLOODED WIDTH
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CALCULATIO-N
10-YR DESIGN STORM.
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FLOODED WIDTH CALCULATIONS
STREETILOCATION 50•YR RUNOFF LEFT FLOW WIDTH RIGHT FLOW WIDTH ROAD WIDTH DRY WIDTH MIN DRY WIDTH
, (CFS) , (FT) (FT) , (FT) (FT) (FT)
CARNINE LANE 2,75 6.99 0 30 23.01 12
(BASIN B)
CARNINE LANE 2.04 6.25 0 30 23.75 12
(BASIN A)
'SHELLY LAKE LN. RT=1.69, LT=1.11 6.53 7,65 30 15.82 12
(BASIN C)
'SHELLY LAKE LN. RT=2.73, LT=1.94 8.05 9.15 30 12.8 12
(BASIN C) SHELLY LAKE LN. 5.00 0 13.07 30 16.93 12
(Basin D)
'Since inlets are located in a sump condition flooded width calculations were taken upstream on both sides of the inlets
CARNINE LANE (BASIN A)
Worksheet for Irregular Channel
Project Description
Worksheet Irregular Channel
' Flow Element Irregular Channei
Method Manning's Formul.
Solve For Channei Depth
Input Data
Slope 094000 fUft
Dischargi 2.04 cfs
Options
Current Roughness Methc )ved Lotter's Method
Open Channel Weighting wed Lotter's Method
Closed Channel Weightin( Horton's Method
Results
Mannings Coefficiei 0.016
Water Surface Elev. 0.14 ft
Elevation Range ).00 to 0.33
Flow Area 0.4 ft2
Wetted Perimeter 6.39 ft
Top Width 6.25 ft
Actual Depth 0.14 ft
Critical Elevation 0.22 ft
Critical Slope 0.008026 fUft
Velocity 4.72 fUs
Velocity Head 0.35 ft
Specific Energy 0.48 ft
Froude Number 3.17
Flow Type ;upercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
10+00.00 10+16.00 0.016
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Natural Channel Points
Station Elevation
~n) (ft)
10+00.00 0.33 10+01.00 0.33
10+01.00 0.00
10+02.00 0.02
10+16.00 0.33
• Project Engineer: Doug Desmond
j:ldocument\s020134\flooded width.fm2 CLC Associates Inc FlowMaster v6.1 [614k]
01/15/03 04:06:52 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
CROSS-SECTION CARNINE LANE (BASIN A)
Cross Section for Irregular Channel
Project Description
Woricsheet Irregular Channel
Flow Etement iRegular Channel
Method Manning's Formul
Solve For Channel Depth
Section Data
Mannings Coefficiei 0.016
Siope 0.094000 Wft Water Surface Elev. 0.14 ft
Elevation Range .00 to 0.33
Discharge 2.04 cfs
'
0.35.- ; . .
0.30 0.25
0.20
0.15 i 0.10.
0.05 ~ . 0.00 - - -
10 +0 0.00 10 +0 2.00 10 +04.00 10 +0 6.00 10 +0 8.00 10 +10.00 10 +12.00 10 +14.00 10 +16.00
V:, o.oo
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NTS
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Project Engineer: Doug Desmond
j:ldocument1s02013411ooded wid1h.fm2 CLC Associates Inc FlowMaster v6.1 [614k]
' 01/15/03 04:07:11 PM O Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
' CARNINE LANE (BASIN B)
Worksheet for irregular Channel
'
Project Description
Worlcsheet Irregular Channei
' Flow Element Irregular Channel
Method Manning's Formul.
Solve For Channel Depth
Input Data
Slope 094000 fUft
Dischargi 2.75 cfs
Options
' Current Roughness Methc )ved Lotter's Method
Open Channel Weighting wed Lotter's Method
Closed Channel Weightinc Horton's Method
~ Results
Mannings Coefficiei 0.016
Water Surface Elev. 0.15 ft
Elevation Range 100 to 0.33
Ftow Area 0.5 ft2
Wetted Perimeter 7.15 ft
Top Width 6.99 ft
Actual Depth 0.15 ft
Cri6cal Elevation 0.25 ft
Critical Slope 0.007713 fUft
Velociry 5.09 ft/s
Velocity Head 0.40 ft
Specific Energy 0.56 ft
' Froude Number 3.23
Flow Type iupercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
' 10+00.00 10+16.00 0.016
Natural Channel Points
' Station Elevation
(ft) (fq
10+00.00 0.33
10+01.00 0.33
10+01.00 0.00
10+02.00 0.02
10+16.00 0.33
Project Engineer. Doug Desmond
j:ldocument\s020134\flooded width.fm2 CLC Associates Inc FlowMaster v6.1 [614k]
01/15/03 04:07:44 PM O Haestad Methods, Inc. 37 Braokside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
' CROSS-SECTION CARNINE LANE (BASIN B)
Cross Section for Irregular Channel
Project Description
Wortcsheet Irregular Channel
' Flow Element IRegular Channel
Method Manning's Formul
Solve For Channel Depth
'
Section Data
Mannings Coefficiei 0.016
, Slope 0.094000 fVft
Water Surface Elev. 0.15 ft
Elevation Range .00 to 0.33
Discharge 2.75 cfs
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0.35- . .
0.30 :
0.25 ' . 0.20
0.15
0.10.
0.05 - -
0.00 10+00.00 10+02.00 10+04.00 10+06.00 10+08.00 10+10.00 10+12.00 10+14.00 10+16.00
vA 0.0❑
' H:1
NTS
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Project Engineer. Doug Desmond
j:\document\s020134\(looded width.fm2 CLC Associates Inc FlowMaster v6.1 [614kj
01115/03 04:07:54 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
~ SHELLY LAKE LANE (BASIN D)
Worksheet for Irregular Channel
~
Project Description
Worksheet IRegular Channel
~ Fiow Element Irregular Channel
Method Manning's Formul.
Solve For Channel Depth
Input Data
Slope 011000 fUft
Discharg, 5.00 cfs
Options
~ Current Roughness Methc ~ved Lotters Method
Open Channel Weighting >ved Lotters Method
Closed Channel Weightinc Horton's Method
, Results
Mannings Coefficiei 0_016
Water Surface Elev. 0.29 ft
Elevation Range ).00 to 0.33
Flow Area 1.9 ft2
Wetted Perimeter 13.36 ft
Top Width 13.07 ft
Actual Depth 0.29 ft
Critical Elevation 0.31 ft
Critical Slope 0.007122 fUft Velocity 2.64 fUs
Velocity Head 0.11 ft
Specific Energy 0.40 ft
Froude Number 1.23
Flow Type )upercritical
1 Roughness Segments
Start End Mannings
Station Station Coefficient
, 10+00.00 10+16.00 0.016
Natural Channel Points
' Station Elevation
(ft) (ft)
10+00.00 0.33
10+01.00 0.33
~ 10+01.00 0.00
10+02.00 0.02
10+16.00 0.33
Project Engineer. Doug Desmond
j:ldocument1s020134\flooded width.fm2 CLC Associates Inc FlowMaster v8.1 [614k]
01/15/03 04:44:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Page 1 of 1
~ CROSS-SECTION SHELLY LAKE LANE (BASfAI D)
Cross Section for Irregular Channel
~ .
Project Description
VVOrlcsheek Irregular Channel
~ Flow Element Irregular Channel
Method Maran;ng'S Formul.
SoIve For Channel Depih
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Section DaE2t
Mannings Coel!16ei 0_0115
~ Slope 0,011000 ftlft
1Na€er 5urface Elert U9 #t
ElerraUon Faange .01) to 033
Disc.harge 5.00 cfs
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0.25 0.20
~ - .
0.15; ° - ~ 0.90'-
0.05
0.00- - ' ~ ~ 10+00,00 10+02.Q0 10+04M 10+06.00 10+08.00 10+10.00 10+12.00 10+14.00 1[3}16.00
11:1 0.07
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Praject Engineer. Doug Qesrrsand
j:1dacurnetttls020134Nfloode1 w01h,fm2 C~C A-ssociates Inc FIiDwhAas#ss v8.4 [614k]
01115143 04:44:26 PM 19) hiaestad NPethocLs, Inc. 37 BrookSide Road V1laterbury, GT 06706 1J5A (203) 755-1686 Page 1 of 1
SHELLY LAMCE LANE {BASI1d C} R~GHT SIDE
Worksh+eet #or Irregular Channel
Project aescrip#ion
V1forksheet lrregular Ghannel
Flnw E1ement 1rregular Chanrrel
N[ethod Manning's Formul,
Solve For Ghannel Depth
~ InPuk Data
$lope 022000 ft1ft
Discharg3 1.69 cfs
~
Dptians
Current Roughness Me#h€ )ved Lvfter's Mekhod
Open Channel Weighfing wed Lottees Meihod
Closed Channe3 1/Ueightin! Hortan's Me4hod
f~esults Mannings Goeffiiciei 0.016
Water Surface Elev- 0_17 ft
~ Elevation Range ].00 to 0.33
Flow Area 0.6 ft3
Wefted PeOmeter 7.52 ft
Top Width
Actual [~epth Q_17 €t
Critfcal Elevation 0.21) €t
critical Slope 0.008230 ftlft
~ Velacity 2.81 fUs
Velacity Head 0.11 ft
Specific Energy 0.27 ft
Froude Number 1.59
Ffow Sype ;upercritical
~
Rvughness 5egments ~
~ fVlanr~ings
Start End
Skatian Station Coefficien#
~ 10+00.00 10+16.00 0.018 '
Matural Channel Pvints
Station EIevation
(ft}
90+00.00 0.33 90+49.00 0.33
~ 14+01.04 0.00
10+02.00 0.02
10+1fiA0 4.33
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Project Engineer. DiDug DesrT'toTid
j:Idocument150241341flooded w1dth.irn2 CLCAssaciates Inc FIawMasker v6.1 [614k]
01/1 5M 03.50:53 PN# PHaeskad hllethcids. Inc_ ~7 Brookside Road Vlratefbury. CT 06708 USA (203) 755-'1666 Page 1 4f 1
CROSS-SECTION SHELLY LAKE LANE (BASIN C) RIGHT
Cross Section for Irregular Channel
Project Description
Worksheet Irregular Channel
' Flow Element Irregular Channel
Method Manning's Formul
Solve For Channel Depth
Section Data
Mannings Coefficiei 0.016
Slope 0.022000 fUft
Water Surface Elev. 0.17 ft
Elevation Range .00 to 0.33
Discharge 1.69 cfs
0,35C 0.30
0.25
0.20 0.15
' 0.10 -
0.05 ~ - - ' ~ ~ -
0.00
10+00.00 10+02.00 10+04.00 10+06.00 10+08.00 10+10.00 10+12.00 10+14.00 10+16.00
V:10.0❑
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Project Engineer. Doug Desmond
j:1document1s020134\flooded width.fm2 CLC Assoclates Inc FlowMaster v6.1 [614k]
01/15/03 03:51:09 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-166fi Page 1 of 1
SHELLY LAKE LANE (BASIN C) LEFT SIDE
Worksheet for Irregular Channei
Project Description
Woricsheet Irregular Channel
Flow Element Irregular Channel
Method Manning's Forrnul.
Solve For Channel Depth
tnput Data
Slope 022000 fUft
Dischargi 1.11 cfs
Oplions
Current Roughness Methc )ved Lotter's Method
Open Channel Weighting rved Lotters Method
Ctosed Channel Weightint Horton's Method
' Results
Mannings Coefficiei 0.016
Water Surface Elev 0.14 ft
Elevation Range ).00 to 0.33
Flow Area 0.5 ft2
Wetted Perimeter 6.68 ft
Top Width
Actual Depth 0.14 ft
Critical Elevation 0.17 ft
Critical Slope 0.008704 ft/ft
Veiocity 2.35 fUs
Velociry Head 0.09 ft
Specific Energy 0.23 ft
Froude Number 1.54
Flow Type >upercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
' 10+00.00 10+16.00 0.016
Natural Channel Points
~ Station Elevation
(n) (n)
10+00.00 0.33 10+01.00 0.33
~ 10+01.00 0.00
10+02.00 0.02
10+16.00 0.33
Project Engineer: Doug Desmond
j:ldocument\s020134\flooded width.fm2 CLC Assaciates Inc FlowMaster v6.1 [614k]
01/15/03 03:51:38 PM O Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
CROSS-SECTION SHELLY LAKE LANE (BASIN C) LEFT
Cross Section for Irregular Channel
~
Project Description
Worksheet Irregular Channel
Flow Element Irregular Channel
Method Manning's Formul.
Solve For Channel Depth
Section Data
Mannings Coefficiei 0.016
Slope 0.022000 fUft
Water Surface Elev. 0.14 ft
Elevation Range .00 to 0.33
Discharge 1.11 cfs
0.35,~ , 0.30~
0.25 0.20 _ .
. ,
0.15 - ~ ~ , -
' 0.10
0.05 -
0.00 ~
' 10+00.00 10+02.00 10+04.00 10+06.00 10+08.00 10+10.00 10+12.00 10+14.00 10+16.00
V:10.0❑
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Project Engineer: Doug Desmond
j:ldocument\s02013411ooded width.fm2 CLC Associates Inc FlowMaster v6.1 [614k]
01/15/03 03:51:52 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
SHELLY LAKE LANE (BASIN C) RIGHT SIDE Worksheet for Irregular Channel
Project Description
Worksheet Irregular Channel
Flow Element Irregular Channel
Method Manning's Formui.
Solve For Channel Depth
Input Data
Slope 022000 fUft
Dischargi 2.73 cfs
Options
Current Roughness Methc ~ved Lotter's Method
Open Channel Weighting rved Lotter's AAethod
Closed Channel Weightint Horton's Method
, Results
Mannings Coefficiei 0.016
Water Surface Elev 0.20 ft
Elevation Range ).00 to 0.33
Flow Area 0.9 ft2
Wetted Perimeter 9.35 ft
Top Width
Actual Depth 0.20 ft
Critical Elevation 0.24 ft
Critical Slope 0.007720 fVft
Velocity 2.95 Ws
• Velocity Head 0.14 ft
Specific Energy 0_34 ft
Froude Number 1.63
Flow Type >upercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
10+00.00 10+16.00 0.016
Natural Channel Points
~ Station Elevation
(ft) (ft)
10+00.00 0.33 10+01.00 0.33
' 10+01.00 0.00
10+02.00 0.02
10+16.00 0.33
Project Engineer: Doug Desmond
j:ldocument1s020134\floaded width.fm2 CLC Associates Inc FlowMaster v6.1 [614k]
01/15/03 03:55:57 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
CROSS-SECTION SHELLY LAKE LANE (BASIN C) RIGHT
Cross Section for Irregular Channel
Project Description
Woricsheet Irregular Channel
Flow Element Irregular Channel
Method Manning's Formul.
Solve For Channel Depth
Section Data
Mannings Coefficiei 0.016
Slope 0.022000 fUft
Water Surface Elev 0.20 ft
Elevation Range .00 to 0.33
Discharge 2.73 cfs
0.35~-,~~.~..
0.30
0.25
0.20 c' ,
0.15 , 0.10 '
. . ' .
0.05.
0.00 '
10 +0 0.00 10 +0 2.00 10 +0 4.00 10 +0 6.00 10 +0 8.00 10 +10.00 10 +12 .00 10 +14.00 10 +16.00
v:10.0❑
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Project Engineer. Doug Desmond
j:1document\,s020134\flooded width.fm2 CLC Associates Inc FlowMaster v6.1 [614k]
01/15/03 03:56:09 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
SHELLY LAKE LANE (BASIN C) LEFT SIDE
Worksheet for Irregular Channel
Project Description
Worksheet Irregular Channel
Flow Element Irregular Channel .
Method Manning's Formul
Solve For Channel Depth
Input Data
Slope 022000 fUft
Dischargo 1.94 cfs
Options
Current Roughness Methc ~ved Lotters Method
Open Channel Weighting rved Lotters Method
Closed Channel Weightinc Horton's Method
Results
Mannings Coefficiei 0.016
Water Surface Elev. 0.18 ft
Elevation Range 100 to 0.33
Flow Area 0.7 ftZ
Wetted Perimeter 8.23 ft
Top Width .
Actual Depth 0.18 ft
Critical Elevation 0.21 ft
Critical Slope 0.008079 fUft
Velociry 2.71 fUs
Velocity Head 0.11 ft
Specific Energy 0.29 ft
Froude Number 1.60
Flow Type >upercritical
Roughness Segments .
Start End Mannings
Station Station Coefficient
10+00.00 10+16.00 0.016
Natural Channel Points
' Station Elevation
(ft) (ft)
10+00.00 0.33
10+01.00 0.33
10+01.00 0.00
10+02.00 0.02
10+16.00 0.33
Project Engineer: Doug Desmond
j:ldocument\s020134\flooded width.fm2 CLC Associates Inc FlowMaster v6.1 [614kj
01/15/03 03:55:17 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
CROSS-SECTION SHELLY LAKE LANE (BASIN C) LEFT
Cross Section for Irregular Channel
,
Project Description
Worksheet Irregular Channel
' Flow Element Irregular Channel
Method Manning's FoRnui
Solve For Channel Depth
Section Data
Mannings Coefficiei 0.016
Slope 0.022000 fUft
Water Surface Elev. 0.18 ft
Elevation Range .00 to 0.33
Discharge 1.94 cfs
'
1
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0.30 = .
0.25 ' • 0.20
0.15- 0.10 ~ . •
,
0.05 :
.
0.00 10+00.00 10+02.00 10+04.00 10+06.00 10+08.00 10+10.00 10+12.00 10+14.00 10+16.00
V:10.0 o
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NTS
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Project Engineer: Doug Desmond
j:1document\s020134\flooded width.fm2 CLC Assocfates Inc FlowMaster v6.1 [614kJ
01/15/03 03:55:27 PM (D Haestad Methods, Inc. 37 Braokside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
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SNELLEY LAKE 4TH ADDITION
Basin Summary Table
Road lmp. Hause Area arivelVllalk Total Peak GIAVoI, GpAUol. Bawstring "Jql,
Total Area Area 1800SffLot Area Imp. Area Runoff Flnw 1 Req"d Prov'd Vvl, Req'd Provided Mumber &Type
Basin (SF) {Acres) ($F) Hauses (SF) (SF) (SF) Coeff, (cfs) (cu.fk) (cu.fl) (cu.it) (cu.ft) qi Drywells
K
R{ 58,613 ~ 1.35 ~ 8,824 ~ 5.O ~ 9,000 ~ 3,754 I 21,574 ~ 0.43 2.04 ~ 524 I 536 ~ 527 I 1070 I 1- 7yae B
B I 155,712 I 3.57 10,856 ~ 6.0 i10,800 I4,500 ~26,156 0.28 1 27s I sao 723 I1381 1391 ~2• Type s
C ~ 248,398 ~ 5.66 I 39,333 I24.0 { 43,240 ~ 18,000 ~100,533 I 0.46 ~ 9,51 ~2389 ~ 2542 ~ 3476 ~ 4106 ~ 2- TvPe B
C1 ~ 94,892 ~ 2.18 ~ 15,266 ~ 12.0 I 21,600 ~ 9,000 ~ 45,866 ~ a,51 I 4,34 ~ ~ ~ C ~
c2 151,506 I:3.48 I24,067 I 72.0 I21,600 I9,000 ~54,667 I 0,42 I5.17 I.--
0 I290,450 b 6.67 p 18,184 ~ 11.0 ~19,800 ~5,250 ~ 43,214 f 0.26 5.00 j 976 I2511~ 4028 ~ 4142 1- Type s
N07E; C=[0,9'(BMPERVIC7US AREA) + 4.15"(PERVIOUS AREA)IfTOTAL AREA
WHERE C = RUNOFF COEFF.
*iIOLUME PROVIDED IS BASED ON A 9' pEPTH (SIDE SLOPES ARE INGLUDEQ)
t
5024934 CI.CRSSOCIATES, INC, 111512003
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PEAK FLOW CALCULATION PROJECT: SHELLEY LAKE BOWSTRING METHOD PROJECT: SHELLEY LAKE
10-Year Design Storm DETENTION BASIN DESIGN BASIN: A
DESIGNER; AKF
BASIN: A DATE: 15-Jan-03
Tot. Area 58,613 SF 1.35 Acres
Imp, Area 21,574 SF C= 0.90 Time Increment (min) 5
Per. Area 37,039 SF C= 0.15 Time of Conc, (min) 7.86
Wt, C 0.43 Outflow (cfs) 1 .
Design Year Flow 10
CASE 1 Area (acres) 1,35
Impervious Area (sq ft) 21574
83 ft. Overland Flow 'C' Factor 0.43
Area " C 0.573
Ct = 0.15 Asphaltic Area 12,574
L = 83 ft.
n= 0.40 Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage
' S = 0.0800 (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
7.86 471 2,56 1.47 928 471 457
Tc = 2,62 min., by Equation 3-2 of Guidelines
5 300 3,18 1.82 732 300 432
555 ft. Gutter flow 16 600 2,24 1.28 977 600 377
15 900 1.76 1.01 1067 900 167
Z1 = 50.0 For Z2 20 1200 1.45 0.83 1133 1200 -67
Z2 = 3.5 Type B=1.0 25 1500 1.23 0.70 1170 1500 -330
'n = 0.016 Rolled = 3,5 30 1800 1.05 0.60 1180 1800 -620
'S = 0.0092 35 2100 0.91 0.52 1180 2100 -920
40 2400 0.81 0.46 1188 2400 -1212
d= 0.1763 ft, Flow Width 8.8 ft. 45 2700 0,74 0.42 1212 2700 -1488
50 3000 0.69 0.39 1248 3000 -1752
55 3300 0.65 0.37 1287 3300 -2013
A R Q Tc Tc total I Qc 60 3600 0.61 0,35 1324 3600 -2276
0.83 0.09 1,47 5.24 7,86 2.56 1,47 65 3900 0.58 0,34 1361 3900 -2539
70 4200 0.56 0,32 1410 4200 -2790
Qpeak for Case 1= 1.47 cfs 75 4500 0.55 0.32 1481 4500 -3419
80 4800 0.55 0.31 1561 4800 -3239
85 5100 0.53 0.31 1612 5100 -3488
90 5400 0.50 0.29 1585 5400 -3815
CASE 2 95 5700 0.45 0.26 1517 5700 •4183
100 6000 0.49 0.28 1732 6000 •4268
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 1.42 cfs "208" TREATMENT REQUIREMENTS
Minimum "208" Volume Required 524 cu ft
Provided Treatment Volume 536 cu ft
So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
1.47 cfs Maximum Storage Required by Bowstring 457 cu ft
Provided Storage Volume 1070 cu ft
Number and Type of Drywells Required 0 Single
1 Dauble
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ m m r ~ m m m m m
PEAK FLOW CALCULATION PROJECT: SHELLEY LAKE BOWSTRING METHOD PROJECT: SHELLEY LAKE
10-Year Design Storm DETENTION BASIN DESIGN BASIN: B
DESIGNER: AKF
BASIN: B DATE: 15-Jan-03
Tot. Area 155,712 SF 3.57 Acres
Imp. Area 26,156 SF C= 0.90 Time Increment (min) 5
Per, Area 129,556 SF C= 0,15 Time of Conc. (min) 12.95
Wt. C 0.28 Outflow (cfs) 2
Design Year Flow 10
CASE 1 Area (acres) 3.57
Impervious Area (sq ft) 26156
422 ft. Overland Flow 'C' Factor 0.28
Area ` C 0.987
Ct = 0.15 Asphaltic Area 15,356
L = 422 ft.
n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
S = 0.0300 (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
12,95 777 1,92 1.90 1974 1554 420
Tc = 9.32 min., by Equation 3-2 of Guidelines
5 300 3.18 3.13 1260 600 660
414 ft. Gutter flow 14 600 2.24 2.21 1778 1200 578
15 900 1.76 1.73 2016 1800 216
Z1 = 50.0 ForZ2 20 1200 1.45 1,43 2099 2400 -301
Z2 = 3.5 Type B=1,0 25 1500 1,23 1.21 2139 3000 -861
'n = 0.016 Ralled = 3.5 30 1800 1.05 1,04 2138 3600 •1462
'S = 0.0094 35 2100 0,91 0.90 2124 4200 -2076
40 2400 0.81 0.80 2128 4800 •2672
d= 0.1935 ft. Flow Width 9.7 ft. 45 2700 0.74 0.73 2161 5400 -3239
50 3000 0.69 0.68 2218 6000 •3782
55 3300 0.65 0.64 2281 6600 •4319
A R Q Tc Tc total I Qc 60 3600 0.61 0.61 2341 7200 -4859
1.00 0.10 1.90 3.63 12,95 1.92 1.90 65 3900 0.58 0,58 2402 7800 -5398
70 4200 0.56 0.56 2485 8400 -5915
Qpeak for Case 1= 1.90 cfs 75 4500 0.55 0,55 2605 9000 -6395
80 4800 0.55 0.54 2743 9600 •6857
85 5100 0.53 0.53 2828 10200 -7372
90 5400 0.50 0,49 2779 10800 -8021
CASE 2 95 5700 0,45 0,45 2657 11400 -8743
100 6000 0,49 0.48 3031 12000 -8969
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensily)(Imp. Area) = 1.72 cfs "208" TREATMENT REQUIREMENTS
, Minimum "208" Volume Required 640 cu ft
Provided Treatment Volume 723 cu ft
So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
1.90 cfs Maximum Storage Required by Bowstring 660 cu ft
Provided Storage Volume 1391 cu ft
Number and Type of Drywelis Required 0 Single
2 Dauble
m r m m m m m m m m m m m m m r m m m
PEAK FLOW CALCULATION PROJECT: SHELLEY LAKE BOWSTRING METHOD PROJECT: SHELLEY LAKE
10•Year Design Storm DETENTION BASIN DESIGN BASIN: C
DESIGNER: AKF
BASIN: C DATE; 15-Jan•03
Tot. Area 246,398 SF 5.66 Acres
Imp, Area 100,533 SF C= 0.90 Time Increment (min) 5
Per. Area 145,665 SF C= 0,15 Time of Conc. (min) 5.00
Wt, C 0.46 Outflow (cfs) 2
Design Year Flow 10
CASE 1 Area (acres) 5.66
Impervious Area (sq ft) 100533
114 ft, Overland Flow 'C' Factor 0.46
Area ' C 2.579
Ct = 0.15 Asphaltic Area 57,333
L = 114 ft.
n= 0,40 Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Storage
S = 0.0080 (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
5,00 300 3.18 6,60 2653 600 2053
Tc = 6.32 min., by Equation 3-2 of Guidelines
5 300 3.18 6.60 2653 600 2053
773 ft. Gutter flow 10 600 2.24 4.66 3268 1200 2068
15 900 1.76 3.65 3653 1800 1853
Z1= 50.0 ForZ2 20 1200 1,45 3.02 3931 2400 1531
Z2 = 3.5 Type B=1.0 25 1500 1,23 2,55 4089 3000 1089
'n = 0.016 Rolled = 3,5 30 1800 1,05 2.18 4148 3600 548
S= 0.0125 35 2100 0.91 1,89 4166 4200 •34
40 2400 0.81 1,68 4207 4800 -593
d= 0.2725 ft, Flow Width 13.6 ft. 45 2700 0.74 1,54 4302 5400 -1098
50 3000 0.69 1,43 4438 6000 -1562
55 3300 0.65 1.35 4585 6600 -2015
A R Q Tc Tc total I Qc 60 3600 0,61 128 4721 7200 •2479
...._u,__ ::.------1.99 0.14 5.47 4.68 11.00 2.12 5.47 65 3900 0.58 1,21 4860 7800 -2940
70 4200 0.56 1,17 5042 8400 -3358
Qpeak for Case 1= 5.47 cfs 75 4500 0.55 1,15 5298 9000 •3702 ,
80 4800 0.55 1,14 5590 9600 -4010
85 5100 0.53 1,11 5775 10200 -4425
90 5400 0.50 1.03 5684 10800 -5116
CASE 2 95 5700 0.45 0.94 5442 11400 -5958
100 6000 0,49 1.02 6216 12000 -5784
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =,90(Tc=5 intensity)(Imp. Area) = 6.60 cfs "208" TREATMENT REQUIREMENTS
Minimum "208" Volume Required 2,389 cu ft
Provided Treatment Volume 2,502 cu ft
So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
6.60 cfs Maximum Storage Required by Bowstring 2068 cu ft
Provided Storage Volume 4106 cu ft
Number and Type of Drywells Required 0 Single
2 Double
m m r m m m m m i m m m i m m m m m m
PEAK FLOW CALCULATION PROJECT; SHELLEY LAKE BOWSTRING METHOD PROJECT: SHELLEY LAKE
10-Year Design Storm DETENTION BASIN DESIGN BASIN: D
DESIGNER: AKF
BASIN: D DATE: 15-Jan-03
Tot. Area 290,450 SF 6.67 Acres
Imp. Area 43,214 SF C= 0.90 Time Increment (min) 5
Per. Area 247,236 SF C= 0.15 Time of Conc. (min) 12.18
Wt. C 4.26 Outflow (cfs) 1
Design Year Flow 10
CASE 1 Area (acres) 6.67
Impervious Area (sq ft) 43214
300 ft. Overland Flow 'C' Factor 0.26
Area' C 1.744
Ct = 0.15 Asphaltic Area 23,414 ,
L = 300 ft,
n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
S = 0.0300 (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
12.18 731 1.99 3,48 3407 731 2676
Tc = 7,59 min., by Equation 3-2 of Guidelines
5 300 3.18 5.54 2228 300 1928
781 fl. Gutter flow 10 600 2.24 3.91 3143 600 2543
15 900 1.76 3.06 3516 900 2616
Z1 = 50.0 For Z2 20 1200 1.45 2.54 3672 1200 2472
Z2 = 3.5 Type B=1.0 25 1500 1.23 2.14 3748 1500 2248
'n = 0.016 Rolled = 3.5 30 1800 1.05 1.83 3751 1800 1951
'S = 0.0183 35 2100 0.91 1,59 3731 2100 1631
40 2400 0.81 1,41 3740 2400 1340
d= 0.2143 ft. Flow Width 10.7 ft. 45 2700 0,74 1.29 3801 2700 1101
50 3000 0.69 1.20 3903 3000 903
55 3300 0.65 1.13 4016 3300 716
A R Q Tc Tc total I Qc 60 3600 0.61 1,07 4121 3600 521
1.23 0.11 3.48 4.59 12.18 1.99 3.48 65 3900 0.58 1,02 4230 3900 330
70 4200 0.56 0.98 4378 4200 178
Qpeak for Case 1= 3.48 cfs 75 4500 0.55 0.97 4591 4500 91
80 4800 0.55 0.96 4834 4800 34 85 5100 0,53 0.93 4986 5100 -114
90 5400 0.50 0.87 4900 5400 -500
CASE 2 95 5700 0.45 0.79 4685 5700 -1015
100 6000 0,49 0.86 5345 6000 -655
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =,90(Tc=5 intensity)(Imp, Area) = 2,84 cfs "208" TREATMENT REQUIREMENTS
Minimum "208" Volume Required 976 cu ft
Provitled Treatment Volume 2,511 cu ft
So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
3.48 cfs Maximum Storage Required by Bowstring 2676 cu ft
Provided Storage Volume 4142 cu ft
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PR0.IECT: SHELLEY LAKE
10-Year Design Storm
BASIN: C1
Tot. Area 94,892 SF 2.18 Acres
imp. Area 45,866 SF C= 0.90
Per. Area 49,026 SF C= 0.15
Wt. C 0.51
CAS E 1
79 ft. Overland Flow
Ct = 0.15
L = 79 ft.
n = 0.40
S = 0.0100 Tc = 4.74 min., by Equation 3-2 of Guidelines
542 ft. Gutter flow
Z1 = 50.0 For Z2
Z2 = 3.5 Type B= 1.0
n = 0.016 Rolled = 3.5
S = 0.0214
d= 0.1930 ft. Flow Width 9.7 ft. i~
~
A R Q Tc Tc total I Qc
1.00 0.10 2.85 3.16 7.90 2.56 2.85 -
~ Qpeak for Case 1= 2.85 cfs
~
CASE 2
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 3.01 cfs
So, the Peak flow for the Basin is the greate.r of the two flows,
3.01 cfs
1 .
PEAK FLOW CALCULATION PR0.IECT: SHELLEY LAKE
10-Year Design Storm
' -
BASIN: C2
'
Tot. Area 1511506 SF 3.48 Acres
Imp. Area 541667 SF C= 0.90
Per. Area 96,839 SF C= 0.15
Wt. C 0.42
I CAS E 1 - 114 ft. Overland Flow
Ct = 0.15
' L = 114 ft.
n = 0.40
S = 0.0080
1
Tc = 6.32 min., by Equation 3-2 of Guidelines
1
773 ft. Gutter flow
Z1 = 50.0 For Z2
Z2= 3.5 TypeB=1.0
n = 0.016 Rolled = 3.5
S = 0.0125
d= 0.2170 ft. Flow W idth 10.9 ft.
1
A R Q Tc Tc total I Qc
'
1.26 0.11 2.98 5.45 11.77 2.04 2.98
' Qpeak for Case 1= 2.98 cfs
t
CASE 2
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 3.59 cfs
So, the Peak flow for the Basin is the greater of the two flows,
3.59 cfs
PEAK FLOW CALCULATION PROJECT: SHELLY LAKE 4TH BOWSTRING METHOD PROJECT: SHELLY LAKE 4TH
50•Year Design Storm , DETENTION BASIN DESIGN BASIN: A
DESIGNER AKF
BASIN: A DATE: 15-Jan-03
Tot. Area 58,613 SF 1.35 Acres Time Increment (min) 5
Imp, Area 21,574 SF C= 0.9 Time of Conc. (min) 10.17
Perv. Area 37,039 SF C= 0.15 Outflow (cfs) 1
Wt, C= 0.43 Design Year Fiow 50
Area (acres) 1.35
CASE 1 ' Impervious Area (sq ft) 21574
'C Factor 0.43
83 ft. Overland Flow Area' C 0,579
Treatment Area 12,574
Ct = 0.15
L= 83 ft. Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
n= 0,40 (min) fsec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
S= 0.0080 10,17 610 3.17 1,84 1507 610 897
Tc = 5.22 min,, by Equation 3-2 of Guidelines 5 300 4.58 2.65 1065 300 765
. 10 600 3.21 1.86 1492 600 892
555 ft. Gutter flow 15 940 2.44 1.41 1564 900 664
20 1200 1.98 1,15 1613 1200 413
Z1= 50,0 For Z2 25 1500 1.68 0.97 1656 1500 156
Z2 = 3,5 Type B=1,0 30 1800 1.46 0,84 1695 1800 •105
n= 0.016 Rolled = 3.5 35 2100 1.30 0.75 1734 2100 -366
S= 0.0092 40 2400 1.18 0.68 1776 2400 -624
, 45 2700 1.08 0.63 1823 2700 -877
d= 0.1920 ft. Flow Width 9.6 ft. 50 3000 1.01 0.58 1869 3000 -1131
. 55 3300 0.94 0.54 1909 3300 -1391
60 3600 0.88 0,51 1942 3600 -1658
A R Q Tc Tc total I Qc 65 3900 0.83 0.48 1977 3900 -1923
0.99 0,10 1.84 4.95 10,17 3.17 1.84 70 4200 0.79 0.46 2026 4200 -2174
75 4500 0,77 0.45 2098 4500 -2402
Qpeak for Case 1= 1,84 cfs 80 4800 0.75 0.44 2184 4800 -2616
85 5100 0.73 0.42 2254 5100 -2846
90 5440 0,70 0.40 2267 5400 -3133
95 5700 0.66 0.38 2247 5700 -3453
CASE 2 100 6000 0.68 0.39 2443 6000 -3557
Case 2 assumes a Time of Concentration less than 5 minutes so that the "208" TREATMENT REQUIREMENTS
peak flow =.90(Tc=5 intensiry)(Imp. Area) = 2.04 cfs Minimum "208" Volume Required 524 cu ft
Provided Treatment Volume 536 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
So, the Peak flow for the Basin is the greater of the two flows, Maximum Storage Required by Bowstnng 897 cu ft
2.04 cfs Provided Storage Volume 1070 cu ft
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: SHELLY LAKE 4TH BOWSTRING METHOD PROJECT; SHELLY LAKE 4TH
50-Year Design Storm DETENTION BASIN DESIGN BASIN: B
DESIGNER DNR
BASIN: B DATE: 15-Jan-03
Tot. Area 155,712 SF 3,57 Acres Tfine Increment (min) 5
Imp. Area 26,156 SF C= 0.9 Time of Conc. (min) 12.63
Perv. Area 129,556 SF C= 0.10 Outflow (cfs) 2
Wt. C= 0.28 Design Year Flow 50
Area (acres) 3.57
CASE 1 Impervious Area (sq ft) 26156
'C Factor 0,28
422 ft. Overland Flow Area' C 1.001
Treatment Area 15,356
Ct = 0.15
L= 422 ft. Time Time Inc, Intens. Q Devel, Vol,ln VoLOut Storage
n = 0.40 (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
S= 0.0300 12.63 758 2,75 2.75 2797 1516 1281
Tc = 9.32 min., by Equation 3-2 of Guidelines 5 300 4,58 4.58 1842 600 1242
10 600 3.21 3.21 2581 1200 1381 '
414 ft. Gutter flow 15 900 2.44 2.44 2829 1800 1029
20 1200 1,98 1.98 2890 2400 490
Zt = 50.0 For Z2 25 1500 1.68 1.68 2949 3000 -51
' Z2 = 3,5 Type B=1.0 30 1800 1.46 1.46 3005 3600 -595
n= 0.016 Rolled = 3.5 35 2100 1,30 1.30 3064 4200 -1136
S= 0.0094 40 2400 1.18 1.18 3132 4800 -1668
, 45 2700 1.08 1.08 3208 5400 -2192
d= 0.2223 ft. Flow Width 11.1 ft. 50 3000 1.01 1,01 3284 6000 -2716
. 55 3300 0,94 0,94 3349 6600 •3251
60 3600 0.88 0.88 3404 7200 •3796
A R Q Tc Tc total I Qc 65 3900 0.83 0.83 3462 7800 -4338
1.32 0.11 2.75 3.31 12.63 2.75 2.75 70 4200 0,79 0,80 3544 8400 -4856
75 4500 0,77 0,77 3667 9000 -5333
Qpeak for Case 1= 2.75 cfs 84 4800 0.75 0.75 3817 9600 -5783
85 5100 0.73 0.73 3936 10200 -6264
90 5400 0,70 0,70 3956 10800 -6844
95 5700 0.66 0.66 3921 11400 -7479
CASE 2 100 6000 0.68 0.68 4260 12000 -7740
Case 2 assumes a Time of Concentration less than 5 minutes so that the "208" TREATMENT REQUIREMENTS
peak flow =.90(Tc=5 intensity)(Imp, Area) = 2.47 cfs Minimum "208" Volume Required 640 cu ft
Provided Treatment Volume 723 cu ft .
DRYWELL REQUIREMENTS • 50 YEAR DESIGN STORM
So, the Peak flow for the Basin is the greater of the two flows, Mazimum Storage Required by Bowstring 1381 cu ft
2.75 cfs Provided Storage Volume 1391 cu ft
Number and Type of Drywells Required 0 Single
2 Double
m m r m m m m m m m m m m m ~ ~ m m
PEAK FLOW CALCULATION PROJECT; SHELLY LAKE 4TH BOWSTRING METHOD PROJECT: SHELLY LAKE 4TH
50•Year Design Storm DETENTION BASIN DESIGN BASIN: C
DESIGNER AKF
BASIN: C DATE: 22-Jan-03
Tot. Area 246,398 SF 5.66 Acres Time Increment (min) 5
Imp. Area 100,533 SF C= 0.9 Time of Conc, (min) 5.00
Pero. Area 145,865 SF C= 0,15 Outflow (cfs) 2
Wt, C= 0.43 Design Year Flow 50
Area (acres) 5.66
CASE 1 Impervious Area (sq ft) 100533
'C' Factor 0.43
114 ft, Overland Flow Area' C 2.432
Treatment Area 57,333
Ct = 0.15
L= 114 ft. Time Time Inc. Intens. Q Devel, Vol.ln Vol,Out Storage
n = 0.40 (min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft) .
S= 0.0080 5.00 300 4.58 9.51 3823 600 3223
Tc = 6.32 min., by Equation 3•2 of Guidelines 5 300 4.58 9.51 3823 600 3223
• 10 600 3.21 6.66 4676 1200 3476 773 ft, Gutter flow 15 900 2.44 5,07 5081 1800 3281
20 1200 1.98 4,11 5357 2400 2957
Z1= 50.0 For Z2 25 1500 1.68 3,48 5578 3000 2578
Z2 = 3.5 Type 8=1.0 30 1800 1.46 3,03 5765 3600 2165
n= 0.016 Rolled = 3.5 35 2100 1.30 2.70 5940 4200 1740
S= 0.0125 40 2400 1.18 2,45 6119 4800 1319
, 45 2700 1.08 2.25 6307 5400 907
d= 0.3068 ft. Flow Width 15,3 ft. 50 3004 1,01 2.09 6489 6000 489
. 55 3300 0.94 1.95 6647 6600 47
60 3600 0.88 1.83 6780 7200 420
A R Q Tc Tc total I Qc 65 3900 0.83 1,73 6915 7800 -885
2.52 0.15 7.50 4.33 10.64 3,08 7,50 70 4200 0,79 1.65 7098 8400 -1302
75 4500 0.77 1.60 7362 9000 -1638
Qpeak for Case 1= 7,50 cfs 80 4800 0.15 1.57 7677 9600 -1923
85 5100 0.73 1.52 7930 10200 -2270
90 5400 0.70 1.45 7985 10800 -2815
95 5700 0,66 1.37 7923 11400 -3477
CASE 2 100 6000 0.68 1,41 8620 12000 •3380
Case 2 assumes a Time of ConcentraGon less than 5 minutes so that the "208" TREATMENT REQUIREMENTS
peak flow =.90(Tc=5 intensity)(Imp. Area) = 9.51 cfs Minimum "208" Volume Required 2,389 cu ft
Provided Treatment Volume 2,502 cu ft
DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM
So, the Peak flow for the Basin is the greater of the two flaws, Maximum Starage Required by Bowstring ~ 3476 cu ft~
9.51 cfs Provided Storage Volume 4106 cu ft
Number and Type of Drywells Required 0 Single
2 Double
'
50-Year Design Storm
,
BASIN: C1
1
Tot. Area 94,892 SF 2.18 Acres
Imp. Area 45,866 SF C= 0.9
Perv. Area 49,026 SF C= 0.15
Wt. C = 0.51
CAS E 1
79 ft. Overland Flow
Ct = 0.15
L = 79 ft.
n = 0.40
S= 0.0100
Tc = 4.74 min., by Equation 3-2 of Guidelines
542 ft. Gutter flow
Z1 = 50.0 For Z2
Z2= 3.5 TypeB=1.0
n = 0.016 Rolled = 3.5
S = 0.0214
d= 0.2232 ft. Flow Width 11.2 ft. 'o•
A R Q Tc Tc total I Qc
' 1.33 0.11 4.20 2.87 7.61 3.76 4.20
Qpeak for Case 1= 4.20 cfs
CAS E 2
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 4.34 cfs
So, the Peak flow for the Basin is the greater of the two flows,
4.34 cfs
PEAK FL4W CALCULATION PRO,IECT: SHELLEY LAKE
50-Year Design Storm
BASIN: C1A
'
Tot. Area 49,135 SF 1.13 Acres
Imp. Area 25,375 SF C= 0.9
Perv. Area 23,760 SF C= 0.15
W t. C= 0.54
CAS E 1
78 ft. Overiand Fiow
Ct = 0.15
L = 78 ft.
n = 0.40
S= 0.0100
Tc = 4.71 min., by Equation 3-2 of Guidelines
523 ft. Gutter flow
Z1 = 50.0 For Z2
Z2= 3.5. TypeB=1.0
n = 0.016 Rolled = 3.5
S = 0.0214
d= 0.1760 ft. Flow Width 8.8 ft.
A R Q Tc Tc tota{ I Qc
0.83 0.09 2.23 3.24 7.95 3.67 2.23
Qpeak for Case 1= 2.23 cfs
'
CAS E 2
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 2.40 cfs
So, the Peak flow for the Basin is the greater. of the two flows,
2.40 cfs
PEAK FLOW CALCULATION PRO.IECT: SHELLY LAKE 4TH
50-Year Design Storm
'
BASIN: C2
Tot. Area 151,506 SF 3.48 Acres
Imp. Area 541667 SF C= 0.9
Perv. Area 96,839 SF C= 0.15
Wt. C = 0.42
CASE 1
114 ft. Overland Flow
Ct= 0.15
L = 114 ft.
n = 0.40
S= 0.0080
Tc = 6.32 min., by Equation 3-2 of Guidelines
773 ft. Gutter flow
Z1 = 50.0 For Z2
Z2= 3.5 TypeB= 1.0
n = 0.016 Rolled = 3.5
S = 0.0125 k
d= 0.2500 ft. Flow Width 12.5 ft.
A R Q Tc Tc total I Qc
1.67 0.12 4.34 4.96 11.28 2.97 4.34
~ Qpeak for Case 1= 4.34 cfs
i
CAS E 2
Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak flow =.90(Tc=5 intensity)(Imp. Area) = 5.17 cfs
So, the Peak flow for the Basin is the greater. of the two flows,
5.17 cfs
PEAK FLOVII CALCULATlON PRDJIECT: SHELLEIf LAKE
50-Year Design Storm
~
BAS IN : C2A
~
Ta#. Area 65,401 SF 1.50 Acres
Imp. Area 24,612 SF C= 0.9
' Perv. Area 40,789 SF C= 015
Wt. C = 0.43
~
CASE 1
131 ft. Overland FIow
CtW 0.15
. L = 131 ft.
n = 0.40
S= 0.0200
~
Tc = 5.22 rnin., by Equation 3-2 of Guidejines
402 fit. Gutter ffow ~
~
Z1 = 50.0 For Z2
~
Z2 = 3.5 rype B - 1.0
n ~ 0.016 RoIfed = 3.5
, S = 0.0220
d = 0.1810 ft. Flow IfV idth 9. 1 ft.
• - ~,'1,'~
A R Q TC Tc total I Qc
0.85 0.09 2.44 2.41 7.63 3.76 2.44
~ O,peak for Case `i = 2.44 cfs
I
~
CASE 2
Case 2assumes a Time of Concentration less than 5 mpnutes sv that the
peak flow =.90(Tc=5 intensit}r){Imp. Area} = 2.33 cfs
~
So, #he Peak flaw for the Basin is the greater. o# the twn ffows,
~ 2.44 cfs
PEAK FL01N CALGULATION PRC?JEC7: SHELLY LAKE 4TM BOW57R1NG METHOD pROJECT: SHELLY LAKE 47H
54-Year Resign Storm aETENTI0N BASIN DESIGN BA81N; a
DE51GNER aNR
BASIN: D DATE: 1 5-Jarl-03
Tot. Area 290,450 SF 6.67 Acre5 Time Incrament (min) 5
Imp, Area 43,214 SF C= 0.9 Time af Canc. (min) 11.79
Perv. Area 247,236 SF C= 0.90 4utflow (cfs) 1
wt, C= 026 DeSign Year FIOw 50
Area (acres) 6.67
CASE 1 ' Impei-vious Area (sq ft) 43214
~==-4-- 'C' Factor 0.26
300 ft. Dverland Flaw Area' C 1.734
Treatment Area 23,414
Ct - 0.15
L y 300 ft. 7ime Time Inc, Intens, Q pevel, Vol.ln Val,4ut Storage
(seG) dinlhrl [cfsl (cu ft) (cu ft) (cu it)
n = 0.40 . ~minr
S= 6.0300 79 707 2.88 5,00 4735 Y07 4028
Tc = 7.59 min., by EquaGan 3•2 ofi Guitlelines 5 300 4.58 7,94 3191 300 2$91
10 600 3.21 5.56 4470 600 3870
181 ft. Gulter flaw 15 900 2,44 4,23 4827 900 3927
20 1200 1,98 3,48 4948 1200 3746
Z9 = 50,0 For 72 25 1500 1,68 2.91 5058 1540 3558
Z2 = 3,5 Type 9=1.0 .30 1800 1.46 2.53 5962 1800 3362
r~ = 0,016 Rvlled = 3.5 35 2100 1.34 225 5269 2100 3169
S= 0A183 40 2400 1.18 2,04 5390 2400 2990
, 45 2700 1.48 1.85 5524 2700 2824
d= 0.2453 ft. Flavv Width 12.3 ft, 50 3000 1.01 1.75 5658 3000 2658
. 55 3300 4.94 1.63 5773 3340 2473
60 3804 0.98 1.53 5870 3600 2270
A R a To Ft total I Qc 65 3900 0.83 1,44 5971 3900 2071
1,61 0.12 5:40 4.19 11.79 2.88 5.00 70 4200 0.79 1.38 6116 4200 1995
75 4500 0.77 1.34 6329 4504 1829
Opeak Car Casg 1= 5,00 cts 80 4800 0,75 1,31 6588 4800 1788
85 5100 0.73 1.27 6795 5100 1695
90 5400 0.70 1.21 6832 5400 1432
95 5700 0.66 1.14 6771 5700 1071
CASE2 100 6004 0.68 1.18 7358 6000 9358
Case 2 assumes a Tame af CanaentratRan 9ess than 5 minules so lhal the "208° TREA7MENT REQUIREMENTS
peak flow =.90(Tc=5 in#ensity)(Imp. Area~ ~ 4.09 cf~ Minimum "20$" Volume Required 976 cu ft
Provided TreaUnent Valume 2,511 cu f#
DRYWELL REQUIREMENTS - 50 YEAR pESIGN $TORNf
So, Ihe Peak flaw for khe Basin is the greater pf the iwo flows, Maximum Starage Required hy Sawstring ~4028 cu ft
5.00 cfa provided Stvrage Volume 4142 Gu ft
Number and Type of prywells Required Q Single
1 pouble
O,w
~ 8
,
~
" Scenario: Base
clc associates
Label Length Section Material Mannings Upstream Downstream 3onstructec Rim Average Headloss Headloss Average Additionai Hydraulic Hydraulic Total
(ft) Size n Invert Invert Slope Elevation Pipe Method Coefficient Velocity Flow Grade Grade System
Elevation Elevation (fUft) (ft) Cover (ft/s) (cfs) Line In Line Out Flow
(ft) (fl) (ft) (ft) (ft) (cfs)
1•3 2,038.66 Absolute 0,00 2,037,27 2,037.27 1.44
P•3 15.00 12 inch PVC 0.010 2,036.76 2,036.51 0.016667 0.95 6.26 2,037.27 2,037.33 1.44
1.1 2,038.51 Absolute 0.00 2,037,33 2,037.33 2.90
P-1 25.00 12 inch PVC 0.010 2,036.51 2,036,24 0.010800 1.13 6.41 2,037.33 2,037.30 2.90
1.2 2,038,51 Absolute 4.12 2,037.30 2,037.30 7.02
p-2 14,00 15 inch PVC 0.010 2,036.24 2,036.03 0.015000 . -0.04 9,02 2,037,30 2,036.91 7.02
0-1 2,037.33 2,036.91 2,036.91 7.02
,
Title: Shelly Lake 4th Addition Project Engineer: Doug Desmond
j:ldocument1s020134\projectl.stm CLC Associates Inc StormCAO v4,1(428)
01114103 03:22,35 PM (DHaestad Methods, Inc. 37 Braokside Road Waterbury, CT 06708 USA +1-203•755-1666 Page 1 of 1
~ ~ ~ ~ ~ i■~r ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r r
Profile
Scenario: Base
Label: I-2 Label: I-1 Label: I-3
Rim:2;038.5't,ft. Rim:2,0381 ft ..Rir~:2;038.66.ft° 2,039.00
I Su`mp:2,03s24 ft Sump: 2,036 24 ft Su np:2,036.76 ft
. ` , j . . . 2,038.50
Label; 0-11 2,038.00
Ri m; 2,03f.33 ft L -I
Sump:2,Ot36.03 ft Elevation (ft)
' ' ! ~ . . 2,037.50
' • i ; ,
! . ; . . 2,037.00
~ . I
~
~
' _ . . . , , . . ~ . E ~ . _ . . . 2,036.50
2,036.00
0+00 0+10 0+20 0+30 Station (ft4 +40 0+50 0+60 0+70
Label: P-2
Up, Invert 2,03624 ft Label: P-1
Dn. Inverfi 2,036.03 ft Up. Invert: 2,036.51 ft Label: P-3
L:14.00 ft Dn. Inver~ 2,036.24 ft Up. Invert 2,036.76 ft
Size:15 inch L: 25,00 ft Dn. Invert 2,036.51 ft
S: 0.015000 ftift 12 inch L: 25.00 ft
S: 0.010800 ftfft Size:12 inch
S: 0.010000 ft/ft
Title; Shelly Leke 4th Additfon Project Engineer: Doug Desmond
j;Idocument1s0201341project1.stm CLC Associates Inc StormCAD v4.1 [4281
11111102 02:14:53 PM CHaestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Paqe 1 of 1
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Guidelines for 5tormwater Management 1--. .
Addendum, Febn~a~x~r 1998 ~
F~igu~r~ 4~ Pg. 6-92 ~~~TY
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Parcel: 45245.9152
Owner: SHELLEY LAKE HOMEOWNERS ASSOC
CoOwner:
l ) 4 Lti I~I)IG111111111--~5---..... --~~-wa---`~'
OwnerAddress cTa
8225 N DIVISION ST SPOKANE WA 99208-5798 USA ~ •
D
Site Address
0 UNKNOWN VERADALE
01)
I~ ~ I
Legal Description t SE114 OF SD SEEXC PLATTED PTSF & EXC PTN DA OTHAT PTN OF THE SW114 OF THE NE114 & THE NW114 OF THE SE114, DAF: BEG AT THE NE C OR OF THE SD
L
SW1/4 OF THE NW114; TH N 89DEG 17MIN 15SDS W, A DIST OF • 234.82FT; TH S 39DEG 27MIN 30SDS W, 433.65FT; TH S 43DEG 09MIN 41SDS W, 195.69FT; TH S 51DEG 47MIN 38SDS W, Bth
121.44FT; TH S 19DEG 04MIN 05SDS W,
123.25FT; TH S 06DEG 39MIN 21SDS W,1,43.11FT; TH S 15DEG
40MIN 34SDS E, 148.OOFT; TH S 29DEG 18MIN 16SDS E,
163.40FT; TH S 40DEG 36MIN 47SDS E,102,38FT; TH S 37DEG
39MIN 33SDS E, 65.45FT; TH S 38DEG
37MIN 21SDS E,116.18FT; TH S 12DEG 53MIN 43SDS E,
92.54FT; TH S 30DEG 27MIN 38SDS E, 50.65FT; TH S 75DEG
50MIN 56SDS E, 65.75FT; TH S 87DEG 24MIN 55SDS E, 86.41FT;
TH S 75DEG 52MIN 51SDS E, 76.90FT; 2 ~
TH S 47DEG 34MIN 24SDS E, 40.41FT; TH S 87DEG 46MIN i 55SDS E,105.09FT; TH S 56DEG 05MIN 17SDS E, 41.39FT; TH S y ~
77DEG 16MIN 41SDS E, 50.74FT TO A PT ON THE ELY LN OF
THE NW114 OF THE SE1J4 LYG 216.63FT HR:WB-
SD S OF TNE NE COR OF SD NW1/4 OF THE SE114; TH NLY ALG ELY LN AND THE ELY LN OF THE SW114 OF THE NE1/4 TO
tu E
THE POB & EXC PTN OF E1/2 OF W112 OF SD SEC DAF; BEG AT
INTER OF W LN OF NE1/4 OF SW1/4
WITH N LN OF ROTCHFORD AC TRS; TH ELY ALG N LN OF SD
TRS 976.75FT TO BEG OF NONTAN CURVE CONCAVE TO SW
RAD 560FT RAD BEARS S 89DEG 13MIN 19SDS E; TH NWLY
ALG ARC THRU CEN ANG 53DEG 02MIN 28SDS
518.42FT TO BEG OF REV CURVE CON TO E RAD 560FT; TH
NLY ALG ARC THRU CEN ANG 76DEG 10MIN 04SDS 744.45FT .
TO BEG OF REV CURVE CON TO NW RAD 560FT; TH NLY ALG
ARC THRU CEN ANG 23DEG 28MIN 47SDS 229.49FT
- - r
[
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♦
Parcel: 45245.9152
Owner: SHELLEY LAKE HOMEOWNERS ASSOC
CoOwner:
OwnerAddress ~--7
8225 N DIVISION ST SPOKANE WA 99208-5798 USA
~
Site Address
0 UNKNOWN VERADALE
~ ~ ~
~ ~ fD ~
Legal Description
24-25-44 NW1/4 OF SE114; & SW1/4 OF NE114; &NW1/4 OF ~
SE1/4 OF SD SEC EXC PLATTED PTNS; & EXC PTN DAF; THAT
PTN OF THE SW1/4 OF THE NE114 & THE NW1/4 OF THE SE114,
DAF: BEG AT THE NE COR OF THE SD
SW1/4 OF THE NW1l4; TH N 89DEG 17MIN 15SDS W, A DIST OF
234.82FT; TH S 39DEG 27MIN 30SDS W, 433.65FT; TH S 43DEG
09MIN 41SDS W, 195.69FT; TH S 51DEG 47MIN 38SDS W, g---y
121.44FT; TH S 19DEG 04MIN 45SDS W, at /
" 123.25FT; TH S 06DEG 39MIN 21SDS W,143.11FT; TH S 15DEG
40MIN 34SDS E, 148.OOFT; TH S 29DEG 18MIN 16SDS E,
163.40FT; TH S 400EG 36MIN 47SDS E,102,38FT; TH S 37DEG
11 Y•Y39MIN 33SDS E, 65,45FT; TH S 38DEG - -
37MIN 21 SDS E,116.18FT; TH S 12DEG 53MIN 43SDS E,
92.54FT; TH S 300EG 27MIN 38SDS E, 50.65FT; TH S 75DEG , __~__-_~'1L.1~------ w
50MIN 56SDS E, 65.75FT; TH S 87DEG 24MIN 55SDS E, 86.41FT;
TH S 75DEG 52MIN 51SDS E, 76.90FT; 2
TH S 47DEG 34MIN 24SDS E, 40.41FT; TH S 870EG 46MIN rk.
55SDS E,105.09FT; TH S 56DEG 05MIN 17SDS E, 41.39FT; TH S. ~ o
77DEG 16MIN 41SDS E, 50.74FT TO A PT ON THE ELY LN OF
THE NW1/4 OF THE SE114 LYG 216.63FT
S OF THE NE COR OF SD NW1/4 OF THE SE114; TH NLY ALG ~
SD ELY LN AND THE ELY LN OF THE SW114 OF THE NE1/4 TO
THE POB & EXC PTN OF E112 OF W112 OF SD SEC DAF; BEG AT
INTER OF W LN OF NE1/4 OF SW114 TFT
WITH N LN OF ROTCHFORD AC TRS; TH ELY ALG N LN OF SD
TRS 976.75FT TO BEG OF NONTAN CURVE CONCAVE TO SW
RAD 560FT RAD BEARS S 89DEG 13MIN 19SDS E; TH NWLY
ALG ARC THRU CEN ANG 53DEG 02MIN 28SDS
518.42FT TO BEG OF REV CURVE CON TO E RAD 560Ff; TH
NLY ALG ARC THRU CEN ANG 76DEG 10MIN 04SDS 744.45FT
TO BEG OF REV CURVE CON TO NW RAD 560FT; TH NLY ALG
ARC THRU CEN ANG 23DEG 28MIN 47SDS 229.49FT
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M RSU f.u0 (70/) ql-/N1
~ N° KM SHEET 2 OF 2 SPOKANE COUNTY, WASHINGTON
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~ (NLA1m •
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S~'i~SfiEET 2 OF 2 SPOKANE COUNTY, WASHINGTON
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