HomeMy WebLinkAboutTract Map 32104 Drainage Report1
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CON5ULTING
MEMORANDUM
To: Kendra Hannah, City of Temecula
From: Lynn Johnson, RBF Consulting
Date: June 27, 2006
Subject: Harveston Ashville 2, Paseo Park Drainage Improvements
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 small 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 western swale from overtopping the sidewaik, a 0.5' high curb will be needed.
' 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" storm
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 inlet 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 W SPG
computer programs used in this study.
PLANNING m DESIGN O CONSTRUCTION
40610 County Center Drive, Suite 100, Temecula, CA 92591-6022 ~ 951.676.8042 ~ Fax 951.676J240
Offices bcatetl throughout California, Arizona & Nevada ~ www.RBP.com
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Worksheet for Circular Orifice - 1 _
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Flow Element: Circular Orifice
Solve For. Headwater Elevation
Discharge: 1.40
Centroid Elevation: 1102.93
Tailwater Elevation: 1103.75 `
Discharge Coefficient: 0.60
Diameter. 0.67
HeadwaterElevation: ~~~~
Headwater Hei9ht Above Centroid: 0.90
Taihvater Height Above Centroid: 0.22
Flow Area: 0.35
Velocity: 3.97
d/s tailwater eievation = 1103.15' from normal depth analysis
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Worksheet for triple 0.6' h x 3.0' w culvert
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Flow Element. Redangular Orifice
Solve For. Headwater Eleva6on
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Discharge: ~
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Centroid Elevation: 1103.42 ft
TailwaterElevation: >>~3~49 ft
Discharge Coefficient: 0.60
Opening Width: 3.00 ft
Opening Height: 0.60 ft
_.._. ._,~. ...~_.:.E,.µw.,~..,.,W~.,.,.._._....._.e.
Headwater Elevation: ~---.__. __...
1103.82 ~
ft
Headwater Height Above Centroid: 0.40 ft
Tailwater Height Above Centroid: 0.07 ft
Flow Area:
1.80
R~
Velocity: 2.78 ~s
Total Discharge = 15.0 cfs (from 1 S" SD per Tr. 32104 )+ approx. 1.4 cFs (additional runoff from
eastern swale area) = 16.4 cFs
1.4 cfs will 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 Fortnula
Solve For. - ~ Nortnal Depth
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Channel Slope: 0.01000 ~
Discharge: »~~~ ~~S
Curtent Roughness Weighled Meth~ 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 ~
Wetted Perimeter. 16.31 ff
Top Width: ~ 5~~3 ft
Normal Depth: 0.89 R
Critical Depth: ~.85 ft
Critical Slope: 0.01366 ~
Velocity: 2.96 ~s
VelocityHead: ~~14 ft
Specific Energy:
1.02
ft
Froude Number. 0.86
Flow Type: Subcritical
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Worksheet for Swale Section 1
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Cross Seetion for Swale Section 7
Flow Element: Irtegular Section
Friction Method: Manning Fortnula
Solve For. Nortnal Depth
Section D'~A ata ~~i~~~
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Roughness Coefficient: .
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Channel Slope: 0.01000 ft/ft
Normal Depth: 0.89 ft
Elevation Range: 1102.60 to 7104.00 ft
Discharge: 17.00 ft%s
0.89 fl
15.73 R
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Worksheet for Eastem Swale Section 1
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Cross Section for Eastern Swale Seetion 1
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Flow Element: Irtegular Sedion
Fridion Method: Manning Fortnula
Soive For. Normal Depth
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SeCion Data ~:~ a~~ ~~
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Roughness Coefficient: 0.025
Channel Slope: 0.01000 ~ft
Nortnal Depth: 0.55 ft
Elevation Range: 1102.60 to 1170.00 ft
Discharge: 1.40 8'~s
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Worksheet for Swale section 2
Flow Element: Irtegular Section
Fridion Method: Manning Formula
Solve For. Normal Depth
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Data
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Channel Slope: 0.01000 R/ft
Discharge: 17.00 ft'!s
Curtent Roughness Weighted Meth~ ImpravedLotters
Open Channel Weighted Roughnes: ImprovedLotters
Closed Channel Weighted Roughne Hortons
Roughness Coefficient: 0.025
Water Surface Elevation: 1101.57 ft
Elevation Range: 7101.02 to 110420 ft
Flow Area: 5.49 ft'
Wetted Perimeter. 14.62 ft
Top Width: 14.50 ft
Nortnal Depth: 0.55 ft
Crttical Depth: 0.52 ft
Critical Slope: 0.01300 R!ft
Velociry: 3.10 ft/s
Velocity Head: 0.15 ft
Spec~c Energy: 0.70 H
Froude Number. 0.89
Flow Type: Subcritical
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Worksheet for Swale section 2
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Cross Seetion for Swale Section 2
Flow Element: Irtegular Section
Friction Method: Manning Formula
Solve For Normal Depth
Se"ct on Data a [Uum ~; ~"',~'Y~ .~~~ ~,~,ft.;~~ ~"~-~'~~ ~~ 'k~f.3~>,r~
#~*ti: -~~~..~1_ r%~.^3f"':~t^ #. ~'+~>~~.~ sk';,r 5 »$,.
Roughness Coefficient: 0.025
Channel Slope: 0.01000 Wft
Normal Depth: 0.55 ft
Elevation Range: 1101.02 to 1104.20 ft
Discharge: 17.00 ft'/s
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Worksheet for Westem Swale Section 3
'3~oj ctD~ esnption axy,a~:R'.:~~~~e~.'~5~,~sw, ~.,~z~, '~~''~~..''~~~~t~.~,-'L~',.~r
~ ~1^:~l.~~ il: Y a A ~
Flow Element: Irregular Section
Friction Method: Manning Fortnula
Solve For: Normal Depth
~Input;Data*a"~``~~ ~~~~~_ ~ ^~+.,~~,;.`~ ~a~.~'~~~s.l~ ~~~$ 4 c.~~
Channel Slope: 0.01000 R/ft
Discharge: 17.00 ft%s
Current Roughness Weighted Meth~ ImprovedLotters
Open Channel Weighted Roughnes: ImprovedLotters
Closed Channel Weighted Roughne Hortons
Roughness Coefficient: 0.025
Water Surface Elevation: 1102.45 ft
Elevation Range: 1102.02 to 1104.40 ft
Flow Area: 7.47 ft
Wetted Perimeter. 31.58 ft
Top Width: 31.55 ft
Nortnal Depth: 0.43 ft
CrRical Depth: 0.40 ft
Crttical Slope: 0.01532 R/ft
Velociry: 227 fl/s
Velocity Head: 0.08 ft
Specific Energy: 0.51 ft
Froude Number. 0.82
Flow Type: Subcritical
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(o+oo, (O+qq, 0.025
1102.59) 1104.40)
Ot00 7102.59
0~~~'~~~y. 1102 51~~~~~„
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' Worksheet for Western Swale Section 3
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Section 3
Cross Section for Western Swale Section 3
Fiow Element: Irregular Section
Friction Method: Manning Formula
Solve For Nortnal Depth
Channel Slope: 0.01000 R/ft
Normal Depth: 0.43 ft
Elevation Range: 1102.02 to 1104.40 R
Discharge: 17.00 ft'!s
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31.55 fl -~
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Worksheet for Ditch Inlet In Sag - 1
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Flow Element: Ditch Inlet In Sag
Solve For: Spread
Lr-.a > , ~ : ,--7i
~Input'Data r . ~' '~ ~3 " -: k e_.,,-. ~,.., ..;
t. `' ;'
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Discharge: 8.50 ft'/s
LeR Side Slope: 2.00 ft/ft (H:~
Right Side Slope: 2.00 ft/ft (H:~
Bottom Width: 4.00 ft
Grete Width: 2.00 ft
Grate Length: 2.00 ft
local Depression: 0.00 in
Lowl Depression Width: 0.00 ft
Grate Type: P30 mm (P-t-7/8")
Clogging: 50.00 °/a
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Spread: 10.95 ft
Depth: 174 ft
Wetted Perimeter: 11.77 ft
Top Width: 10.95 ft
Open Grate Area: 1.20 ft'
Active Grate Weir Length: 6.00 ft
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