HomeMy WebLinkAboutDrainage Improvements1
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CONSULTING
MEMORANDUM
Kendra Hannah, City of Temecula
Lynn Johnson, RBF Consulting
June 27,2006
Harveston Ashville 2, Paseo Park Drainage Improvements
T~ 30 6~q -1
JN:15101066
The purpose of this study is to provide drainage recommendations in order to adequately
convey and pick up the off-site 100-year flows from Tr. 32104.
Evaluation of the Paseo Park Precise Grading Plans indicated that the existing swales and grate
inlets are inadequate to handle the flows discharging from the 18" storm drain per Tr. 32104
(LD05-106C0). The 100-year flow rate from this drain is 15.0 cfs.
' The grass swales flow capacity was calculated at critical locations for normal depth using the
FlowMaster computer program. Results of the analysis indicated that improvements are needed
to confine the flow to the swales without overtopping the sidewalks. Due to the limited flow
' capacity in the swale downstream of the storm drain outlet, a smali culvert under the sidewalk is
proposed to convey the flows to the swale located on the west side of the sidewalk where the
flows can be contained. A triple 0.6' H x 3.0' W culvert will be required to convey 15.0 cfs
without overtopping the sidewalk. A small wall will be needed to pond the water at the entrance
' to the culvert. Located at the bottom of the wall is an 8" diameter pipe that allows some of the
flows to remain in the eastern swale without exceeding the swale flow capacity. To prevent
flows in the westem swale from overtopping the sidewalk, a 0.5' high curb will be needed.
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An additional 2.0 cfs (park tributary area) is added to the 15 cfs (17 cfs total) in the western
swale for evaluation of the grate inlet. The existing 2.0' x 2.0' grate inlet (e/o Gloucester Court)
is undersized and will need to be increased in order to convey 17.0 cfs.
Using a flowrate of 17.0 cfs and two (2) 2.0' x 2.0' grates result in a ponding depth of 1.74',
which is less than the maximum allowable ponding depth of 2.0' at the inlet. The existing 8"
connector pipe from the grate inlet to Lat. D-1 is inadequate to convey the entire increased flow
rate of 17.0 cfs. By replacing the existing 2.0' x 2.0' grate and 7.32 feet of the existing 8" stortn
drain, the grate can convey 5.0 cfs with the HGL at 0.34 feet below the grate invert.
An additional storm drain line and grate iniet is needed to handle the remaining 12.0 cfs. A 12"
pipe at a slope of 0.082 and a 2.0' x 2.0' grate can handle the remaining flows. A 12" connector
pipe between the two grates is required to convey 3.5 cfs.
Attached with this memorandum are all supporting calculations from the FlowMaster and WSPG
computer programs used in this study.
PLANNING m DESIGN ^ CONSTRLICTION
' 40810 Counry Center Drive, Suite 100, Temecula, CA 92591-6022 ~ 951.676.8042 ~ Fax 951.676J240 \'
Offices located throughout Califomia, Arizona & Nevada ~ www.RBF.com
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H:\PDATA\75100627\CADD\L
HIBITS\627EX47-PASEO PARK HYDRO.DWG ACOTTS 5/9/06 5:18 pm
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Worksheet for Circular Oriflce - 1
Flow Element:
Solve For.
Dischar9e:
Centroid Elevation:
Tailwater Elevation:
Discharge Coefficient:
Diameter.
Headwater Elevation
1102.93
1103.15 '
0.60
0.67
Headwater Elevation: 17 03.83
Headwater Height Above Centroid: 0.90
Tailwater Height Above Centroid: 0.22
Flow Area: 0.35
Velocity: 3.97
d/s tailwater elevation = 1103.75' from nortnal depth analysis (sedion 1 eastem swale)
fN/s
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Worksheet for triple 0.6' h x 3.0' w culvert
Flow Element:
SoNe For
Rectangular Orifice
Headwater Elevation
Discharge: 5.00 R'/s
Centroid Elevation: 1103.42 ft
Tailwater Elevation: 1103.49 ft
Discharge Coefficient: 0.60
Opening Width: 3.00 ft
Opening Height: 0.60 ft
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Headwater Elevation: 1103.82 ~ ft
Headwater Height Above CenUOid: 0.40 ft
Tailwater Height Above Centroid: 0.07 ft
Flow Area: 1.80 ft'
Velociry: 2.78 it/s
Total Discharge = 15.0 cfs (from 18" SD per Tr. 32104 )+ approx. 1.4 cfs (additional runoff from
eastern swale area) = 16.4 cfs
1.4 cfs wili bypass the culvert via 8" orifice and stays in the eastern swale.
Discharge per cell = 15.0/3 =5.0 cFs per cell.
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Worksheet for " Swale Section 7
Flow Element: Irregular Sedion
Fridion Method: Manning Formula
Solve For: - ~ Nortnal Depth
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Channel Slope: 0.01000 ft/R
Discharge: 17.00 ft'/s
Curcent Roughness Weighted Methc ImprovedLotters
Open Channel Weighted Roughnes: ImprovedLotters
Closed Channel Weighted Roughne Hortons
Roughness Coefficient: 0.025
Water Surface Elevation: 1103.49 ft
Elevation Range: 1102.60 to 1104.00 ft
Flow Area: 5.74 ft
Wetted Perimeter 76.31 R
Top Width: 15.73 ft
Normal Depth: 0.89 ft
Critical Depth: 0.85 ft
Critical Slope: 0.01366 ft/ft
Velocity: 2.96 4/s
Velocity Head: 0.14 ft
Specific Energy: 7.02 ft
Froude Number. 0.86
Flow Type: Subcritical
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Worksheet for Swale Seetion 1
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Cross Section for Swale Section 1
Flow Element: Irtegular Section
Fridion Method: Manning Fortnula
SoNe For: Nortnal Depth
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Roughness Coefficient 0.025
Channel Slope: 0.01000 WR
Nortnal Depfh: 0.89 ft
Elevation Range: 1102.60 to 7104.00 ft
Discharge: 17.00 R'/s
..... ~ 0.89 R
~ 15.73 ti ~
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Worksheet for Eastem Swale Seotioq 1
Flow Element: Irtegular Section
Fridion Metnod: Manning Fortnula
Solve For. Nortnal Depth
Ih~puikD Fa~,~ ~ _ ~~a.~ ~ ,$~~~'..~~ ~~~ ~ q
Channel Slope: 0.01000 Nft
Discharge: 1.40 i ~ iP/s
Current Roughness Weighted Meth~ Improvedlotters
Open Channel Weighted Roughnes: ImprovedLotters
Closed Channel Weighted Roughne Hortons
Roughness Coefficient: 0.025
Water Surface Elevation: 1103.15 ~• ft
Elevation Range: 1102.60 to 7110.00 ft
Flow Area: 0.88 ft'
Wetted Perimeter. 6.30 ft
Top Width: 6.00 ft
Normal Depth: 0.55 ft
Critical Depth: 0.51 ft
Critical Slope: 0.01865 ft/R
Velocily: 1.59 R/s
Velocity Head: 0.04 ft
Specific Energy: 0.59 R
Froude Number 0.73
Flow Type: Subcritical
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Worksheet for Eastem Swale Seetion 1
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Cross Section for Eastern Swale Section 1
Flow Element:
Fridion Method:
Solve For.
Roughness Coefficient:
Channel Slope:
Norma~ Depth:
Elevation Range:
Discharge:
Irtegular Section
Manning Fortnula
Normal Depth
0.01000 ~
0.55 R
1102.60 to 1110.00 ft
1.40 ft'/s
4~ 0.5 r ft
6.00 ft ~
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Worksheet for Swale section 2
Flow Element: Irregular Sedion
Friction Method: Manning Fortnula
Solve For: Normal Depth
Channel Slope: 0.01000 ft/R
Discharge: 17.00 ft'Is
~p.~m~~~~ . i, ` 7~'u.~•;s-~'`'~~sbi£~ ~ . ~ rom '~~~'. tb'. ~
Curtent Roughness Weighted Methc Improvedlotters
Open Channel Weighted Roughnes: ImprovedLotters
Closed Channel Weighted Roughne Hortons
Roughness Coefficient: 0.025
Water Surface Elevation: 1101.57 ft
Elevation Range: 1101.02 to 710420 fl
Flow Area: 5.49 ft'
Wetted Perimeter: 14.62 ft
Top Width: 14.50 ft
Nortnal Depth: 0.55 ft
Critical Depth: 0.52 ft
Critiwl Slope: 0.01300 fUR
Velocity: 3.10 fUs
Velocity Head: 0.75 ft
Specific Energy: 0.70 ft
Froude Number. 0.89
Flow Type: Subcritical
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(1+36, (7+61. 0.025
1101.53) 710420)
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Worksheet for Swale section 2
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Cross Section for Swale Section 2
Flow Element:
Friction Method:
Solve For.
Irregular Section
Manning Formula
Normal Depth
Roughness Coefficient:
Channel Slope:
Nortnal Depth:
Elevation Range:
Discharge:
0.025
0.01000
0.55
1101.02 to 110420 ft
17.00
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Worksheet for Westem Swale Section 3
Flow Element:
Fridion Method:
Solve For:
Irtegular Sedion
Manning Fortnula
Normal Depth
Channel Slope:
Discharge:
'~.' -,_~~ _ ',~
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Curtent Roughness Weighted Meth~
Open Channel Weighted Roughnes:
Closed Channel Weighted Roughne
0.07000 fi/R
17.00 ft'/s
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ImprovedLotters
Hortons
Roughness Coefficient: 0.025
Water Surtace Elevation: 1102.45 ft
Elevation Range: 1102.02 to 1104.40 ft
Flow Area: 7.47 ft'
Wetted Perimeter: 31.58 R
Top Width: 31.55 ft
Nortnal Depth: 0.43 ft
Critical Depth: 0.40 ft
Critical Slope: 0.01532 ft!ft
Velociry: 2.27 ft/s
Velocity Head: 0.08 ft
Specific Energy: 0.57 R
Froude Number: 0.82
Flow Type: Subcritical
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Worksheet for Western Swale Section 3
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Section 3
Cross Section for Westem Swale Section 3
Flaw Element
Fridion Method:
Solve For:
Roughness Coefficient:
Channel Slope:
Nortnal Depth:
Elevation Range:
Discharge:
Irregular Sedion
Manning Fortnula
Nortnal Depth
0.025
0.01000 ft/ft
0.43 ft
1102.02 to 1104.40 ft
17.00 fi'/s
~ ` 0.43 d
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Worksheet for Ditch Inlet In Sag - 1
PrqectDescnphon c °,~'rv a~'~ ~-' S, ~ rE ..~.'~ ,~~ ^ ~e~ ~~~~' ~ ~~~~" ~
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Flow Element: Ditch Inlet In Sag
Solve For: Spread
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Discharge: 8.50 ft'!s
Left Side Slope: 2.00 ft/ft (H:~
Right Side Slope: 2.00 Wft (H:~
Battom Width: 4.00 ft
Grate Width: 2.00 ft
Grate Length: 2.00 ft
Local Depression: 0.00 in
Local Depression Width: 0.00 ft
Grete Type: P-30 mm (P-1-7/8")
Clogging: 50.00 %
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Spread: 10.95 ft
Depth: 1.74 ft
Wetted Perimeter: 11.77 ft
Top Width: 10.95 ft
Open Grate Area: 120 ft'
Active Grate Weir Length: 6.00 ft
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