HomeMy WebLinkAboutParcel Map 30404 Parcel 2 Hydrology (Oct.25,2006)~
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VANDENBERG CIVIL CONSULTING
31582 RAILROAD CANYON ROAD
CANYON LAKE, CALIFORNIA 92587
(714) 392-1219
Chuck Delgado
30270 Santiago Road
Temecula, CA 92592
October 25, 2006
Subject: Hydrology and Hydraulic Study for Santiago Road and Ormsby Road
Street Improvement Plan for Tentative Parcel Map 30404
City of Temecula, California
Dear Mr. Delgado,
Pursuant to your request and authorization, the following calculations have been
prepared to support the design of improvements of Santiago Road from Sta 42+04.97
to Sta. 45+10.57. This study was directed to determine the Q,oo and Qio at the end of
curb return and at the downhill end of our improvements. The rational method from
Riverside County Flood Control and Water Conservation DistricYs Hydrology Manual
was used to calculate these values. Attached are supporting calculation details.
HYDROLOGY CALCULATION SUMMARY:
10-YEAR 100-YEAR
AT ORMSBY/SANTIAGO ECR 4.5 cfs 8.1 cfs
NEAR STATION 41+50 12.5 cfs 22.3 cfs
The opportunity to be of service is appreciated. Should questions or comments arise
pertaining to this document, please contact the undersigned, in writing, for clarification.
Respectfully Submitted,
VANDENBERG CIVIL CONSULTING Qv.°Y88gt°~,~
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SANTIAGO ROAD
NEAR STA 41+50
Sewer Pipes -- English Units
Ci4il Too/s forWindows
(10-25-2006, 19:14:59)
Flowrate Diameter Friction Slope Velocity
(cfs) (in) O (8) (fps)
22.35 29.00 0.015 1.30 7.12
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.9
Rational Hydrology Study Date: 08/08/06 File:Ormsbyl0.out
Ormsby 10 year storm
Western side of Ormsby and North side Santiago
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********* Hydrology Study Control In£ormation **********
English (in-lb) Onits used in input data file
Vandenberg Civil Consulting, Corona, CA - S/N 970
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County F1ood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.980(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(Zn/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process £rom Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 720.000(Ft.)
Top (of initial area) elevation = 1176.000(Ft.)
Bottom (of initial area) elevation = 1101.160(Ft.)
Cifference in elevation = 74.890(Ft.)
Slope = 0.10399 s(percent)= 10.39
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.991 min.
Rainfall intensity = 2.296(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.679
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
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RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subar ea runoff = 4.522(CFS)
Total in itial stream area = 2.920(Ac.)
Pervious area fraction = 0.800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 4.000
**** STREET FLOW TRAVEL TIME + SOBAREA FLOW ADDITION ****
Top of street segment elevation = 1101.160(Ft.)
End of street segment elevation = 1098.300(Ft.)
Length of street segment = 310.500(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 39.000(Ft. )
Distance from crown to crossfall grade break = 32 .000(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
Slope £rom grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 0.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 8.936(CFS)
Depth of flow = 0.312(Ft.), Average velocity = 2.925(Ft/s)
Street£low hydraulics at midpoint of street travel:
Halfstreet flow width = 17.593(Ft.)
Flow velocity = 2.92(Ft/s)
Travel time = 1.77 min. TC = 12.26 min.
Adding area flow to street
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.661
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fractio n = 0.200
Rainfall intensity = 2.108(In/Hr) for a 10. 0 year storm
Subarea runoff = 7.940(CFS) for 5.700(Ac. )
Total runoff = 12.462(CFS) Total area = 8.620(Ac.
Street flow at end of street = 12.962(CFS)
Ha1f street flow at end of street = 12.962(CFS)
Depth of flow = 0.358(Ft.), Average velocity = 3.180(Ft/s)
Flow width (from curb towards crown)= 19.897(Ft.)
End of computations, total study area = 8.62 (AC.)
The following figures may
be used for a unit hydrograph study of the same are a.
Area averaged pervious area fraction(Ap) = 0.800
Area averaged RI index number = 56.0
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.9
Rational Hydrology Study Date: 08/15/06 File:Ormsbyl00.out
Ormsby 100-year Hydrology
Western side of street
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********* Hydrology Study Control Information **********
English (in-1b) Units used in input data file
--------------------------------------------------
Vandenberg Civil Consulting, Corona, CA - S/N 970
--------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County F1ood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate D-9.1)
For the [ Murrieta,Tmc,Rnch CaNOrco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.980(In/Nr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 730.000(Ft.)
Top (of initial area) elevation = ll76.000(Ft.)
Bottom (of initial area) elevation = 1099.980(Ft.)
Difference in elevation = 76.020(Ft.)
Slope = 0.10419 s(percent)= 10.91
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.595 min.
Rainfall intensity = 3.383(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.816
Decimal fraction soil group A= 0.000
Decimal £raction soil group B= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index £or soil(AMC 3) = 74.80
Fervious area fraction = 0.800; Impervious fraction = 0.200
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Initial subarea runoff = 8.056(CFS)
Total initial stream area = 2.920(Ac.)
Pervious area fraction = 0.800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 4.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1099.980(Ft.)
End of street segment elevation = 1097.690(Ft.)
Length of street segment = 325.790(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 39.000(Ft.)
Distance from crown to crossfall grade break = 32. 000(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 0.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 15.891(CFS)
Depth of flow = 0.926(Ft.), Average velocity = 2 .952(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 23.286(Ft.)
Flow velocity = 2.95(Ft/s)
Travel time = 1.89 min. TC = 12.38 min.
Adding area flow to street
SINGLE FAMILY (1 Acre Lot) ~
Runoff Coefficient = 0.809
Decimal fraction soil group A= 0.000
Decimal £raction soil group B= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.800; Impervious £raction = 0.200
Rainfall intensity = 3.096(In/Hr) for a 100.0 year storm
Subarea runof£ = 19.224(CFS) for 5.680(AC.)
Total runoff = 22.280(CFS) Total area = 8.600(Ac.)
Street flow at end of street = 22.280(CFS)
Half street flow at end of street = 22.280(CFS)
Depth of flow = 0.488(Ft.), Average velocity = 3.214(Ft/s)
F1ow width (from curb towards crown)= 26.407(Et.)
End of computations, total study area = 8.60 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = O.B00
Area averaged RI index number = 56.0
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