HomeMy WebLinkAboutHydrology
HYDROLOGY AND HYDRAULICS STUDY
P ASEO DEL SOL
TRACT Nos. 24187~1 & p2
CITY OF TEMECULA
. . .
Prepared for:
NEWLAND COMMUNITIES
27393 Ynez Road, Suite 253
Temecula, CA 92591
Tel (909) 694-5572 . Fax (909) 694-3612
DEAN R. MEYER
Prepared By:
The Keith Companies n<.c
THE KEITH COMPANIES, INC.
Inland Empire Division
22690 Cactus Avenue, Suite 300
Moreno Valley, CA 92553
Tel (909) 653-0234 . Fax (909) 653-5308
March 15, 2000
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N,\] 14511 OOO",""",.1l'I411Q9Q9Hvtlmlnl>\r_Ri"VnRT nnt"_
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June 26, 2000
RECEIVED
JUN 272000
CITY OF TEMECULA
ENGINEERING DEPARTMENT
City of Temecula
P.O. Box 9033
Temecula, CA 92590-9033
Attn.: Mr. Clement Jimenez, PE
Re.: Tract Nos. 24187-1 & -2 Storm Drain Diameter Revision
Dear Mr. Jimenez:
Sheet NO.2 of 3 of approved Drawing No. LD99-221 CO calls out for the construction of
a 21" diameter storm drain for Lines A-12 and A-12a. The 21" diameter was based on
extending the existing 21" diameter storm drain per the reference construction drawings
(sheets 8 and 16 of Project No. 7-0-413, Drawing No. 7-166). A pot-hole at the
proposed storm drain tie-in location revealed that an 18" diameter storm drain had been
constructed instead of the referenced 21" diameter.
Based on the existing field data, we have re-analyzed the hydraulics of Storm Drain
Lines A-12 and A-12a based on extending an 18" storm drain from an existing 18" storm
drain. Since the f10wrate is relatively low and since the flow is supercritical in both storm
drain lines, the result of the diameter change is an upstream shift of the hydraulic jump,
as demonstrated in the enclosed WSPGW hydraulic model. As with the 21" diameter
model, the majority of the 18" diameter system is under open flow conditions. The 21"
to 18" diameter change has a negligible impact on the catch basin freeboard and is
consistent with the current City of Temecula Drainage Criteria.
If you have any questions, please do not hesitate to call.
Sincerely,
THE KEITH COMPANIES, INC.
Inland Empire Division
- b--7
~> ---p
Ned J. Araujo, PE
Sr. Project Engineer
NJA:nja
cc: Aida Hercules, TKC
Dean Meyer, Newland - Via Facsimile (w/out enclosures)
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Tl IN 31458.000 . PASEO DEL SOL - NEWLAND COMMUNITIES
e T2 STORM DRAIN LINE "A-12" TRACT NO. 24187 MODELED ON 11/22/99 BY A.N.
T3 (N:\31458.000\hydrology\LINE A-12\WSPGW\A-12.wsw)
80 0007.580 197.320 11 199.340
R 0025.DOO 198.300 11 .013 00.000 .00 0
R 0049.340 199.670 11 .013 .00 0
JX 0054.000 199.930 11 11 .014 6.280 199.690 45.0 .000
R 0061. 820 200.370 11 .013 00.000 .00 0
R 0079.490 201.360 11 .013 45.000 .00 0
R 0102.370 202.650 11 .013 .00 0
SH 0102.370 202.650 11 000.000
CD 1 4 1 .000 1. 750 .000 .000 .000 .000
CD 11 4 1 .000 1.500 .000 .000 .000 .000
CD 12 4 1 .000 2.500 .000 .000 .000 .000
Q 6.91 .0
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T1 IN 31458.000 . PASED DEL SOL - NEWLAND COMMUNITIES
. T2 STORM DRAIN LINE "A-12a" TRACT NO. 24187 MODELED ON 11/22/99 BY A.N.
T3 (N:\31458.000\hydrology\LINE A-12\WSPGW\A-12a.wsw)
80 1004.080 199.900 11 202.169
R 1138.150 206.690 11 .013 .00 0
R 1208.660 207.820 11 .013 -89 .750 .00 0
R 1242.330 208.450 11 .013 .00 0
JX 1246.090 208.510 11 11 .014 4.150 199.690 45.0 .000
R 1260.590 208.650 11 .013 -45 .000 .00 0
R 1271.770 208.830 11 .013 .00 0
8H 1271.770 208.830 11 000.000
CD 1 4 1 .000 1.750 .000 .000 .000 .000
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CD 12 4 1 .000 2.500 .000 .000 .000 .000
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Letter of Transmittal
The Keith Companies n<.c
RECEIVED
JUN 8 2000
CITY OF TEMECULA
ENGINEERING DEPARTMENT
Date: June 7, 2000
Job No.: 31458
To:
Clement Jimenez, Assistant Engineer PW
City ofTemecula
43200 Business Park Drive
Temecula, California 92589-9033
Dean Meyer, wafax. (909) 694-3612, w/out enclosures
Paseo del Sol
ProJec:t:
cc:
Re:
Tract 24187-1 & 2, Storm Drain Calculations
We are sending you overnight as checked below:
o For approval i For your use i As requested 0 For review & comment
o Other:
Items t:raD.UDitte4:
Coplea Doc Date
1
1
Pa&ea Description
1 Line A-12 and A-12a lot at 1"=20' scale
12 Calculation re-run for i e diameter chan e
Remarks:
. Clement;
.
Per your request, please fmd enclosed a plot and a re-run of the hydraulic
calculations for Lines A-12 and A-12a. This storm drain size was changed from
21" to 18" after the City inspector confIrmed that the existing storm drain is a 18-
stub, instead of the 21" stub shown on the As-built plans for the existing line on
Meadows Parkway. The enclosed plot shows the little difference between the two
HGL's and the calculations show that the size change is possible. As you
requsted this morning during our telephone conversation, a complete re-run of
these two lines, wet stamped and signed, will be provided for your records as soon
as Ned Araujo, the design engineer, comes back from vacation. The existing plans
will be modified at the As-built stage to avoid any unnecessary revision cost to the
developer. Feel free to call me for any questions you may have related to this
matter. Regards.
Signed:
Aida H. Her les, P.E.
Project Engineer
22690 Cactus Avenue
Moreno Valley
California 92553
t: 909.653.0234
www.keithco.com
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T1 IN 31458.000 . PASEO DEL SOL - NEWLAND COMMUNITIES
. T2 STORM DRAIN LINE T1A-IZll TRACT NO. 24187 MODELED ON 11/22/99 BY A.N.
T3 (N:\31458.000\hydrology\LINE A-12\WSPGW\A-12.wsw)
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R 0049.340 199.670 11 .013 .00 0
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R 0061. 820 200.370 11 .013 00.000 .00 0
R 0079.490 201.350 11 .013 45.000 .00 0
R 0102.370 202.650 11 .013 .00 0
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CD 1 4 1 .000 1.750 .000 .000 .000 .000
CD 11 4 1 .000 1.500 .000 .000 .000 .QOO
CD 12 4 1 .000 2.500 .000 .000 .000 .000
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T1 IN 31458.000 . PASEO DEL SOL - NEWLAND COMMUNITIES
. T2 STORM DRAIN LINE "A-12all TRACT NO. 24187 MODELED ON 11/22/99 BY A.N.
T3 (N:\31458.000\hydrology\LINE A-12\WSPGW\A-12a.wsw)
80 1004.080 199.900 11 202.169
R 1138.150 206.690 11 .013 .00 0
R 1208.660 207.820 11 .013 -89.750 .00 0
R 1242.330 208.450 11 .013 .00 0
JX 1246.090 208.510 11 11 .014 4.150 199.690 45.0 .000
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T2 STORM DRAIN LINE "A-12b" TRACT NO. 24187 MODELED ON 11/22/99 BY A.N.
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HYDROLOGY AND HYDRAULICS STUDY
P ASEO DEL SOL
TRACT Nos. 24187-1 & -2
CITY OF TEMECULA
. . .
Prepared for:
NEWLAND COMMUNITIES
27393 Ynez Road, Suite 253
Temecula, CA 92591
Tel (909) 694-5572 . Fax (909) 694-3612
DEAN R. MEYER
Prepared By:
The Keith Companies n<.c
THE KEITH COMPANIES, INC.
Inland Empire Division
22690 Cactus A venue, Suite 300
Moreno Valley, CA 92553
Tel (909) 653-0234 . Fax (909) 653-5308
March 15, 2000
N:\3145S.000\doc\04119999Hydrology-REPORTdoc
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TABLE OF CONTENTS
SECTION
PAGE
A Site Location Map""",,,,,,,,,,,,,,.,,,,.,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,..,,,,,,,,,,,,""""'''''''''''''', I
B, Storm Drain Schematic Map ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,2
C, Purpose of Study and Narrative """",.".,.".""""""""""""",,,,,,,,,,,,,,,,,,,,,,.,,,,,,,,,,,,,,,,,,,,,,,,,.4
D, Hydrological Design Criteria '" "" '''' '"'' '.'" ,.,.,,, '" """',, '"'' '" "", "" '" '" "" '" ""''' "''''''''' '"'' ,,,,5
APPENDICES
Riverside County Flood Control & Water Conservation District Plates """"""""""""""",."" I
. Hydrological Soils Group Map (Plate C-1.61)
. 2- Year, I-Hour Precipitation Isohyetals (Plate D-4.3)
· 100- Year, 24-Hour Precipitation Isohyetals (plate E-5,6 with Correction Plate Dated
8123/85)
e . Slope ofIntensity Duration Curve (Plate D-4,6)
10- Year Rational Study,."".,...",.""",,,,,,,,,,,,,,,,",..,,.,,,,,,,,,,,,,,,,,,,,,,,,.,.,......",,,,,,,,,,,,,,,,,,,,,,,,,,,,,, II
(For lines "A-6", "A-12", "D-l" & "E")
100- Y ear Rational Study..."""", '" "'" '" '" '''" ""." '" """" '" '"'' ". .",,,,,,,,,,,,, "" '" '"'''' '"'' "'"'' ,.." III
(For lines "A-6", "A-12", "D-l" & "E")
Hydraulic Analysis w/ Catch Basin Calculation Worksheets""""""",.".""""""""""""""",.IV
. Catch Basin Inlet Calculation Tables
. Storm Drain HGL
. Catch Basin Freeboard Calculation Table
Hydrology Key Map '"'' '" """""."""""" '" '" " " '" """" """"""""""""""""",,,.,,,,'" Back Pocket
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REGIONAL MAP
EXHIBIT A
A
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TT 241.3
n 24184
TT 24182
o Slorm Drain Pipe Alignment
~ Direction of Flow
, @ I Pipe Indentjfication
TT 24111
TT 24185
1200'
PALOMA DEL SOL, EAST
Tract 24187
Storm Drain Schematic
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C. PURPOSE OF STUDY AND NARRATIVE
This report includes the hydrology and hydraulics calculations performed for the design of onsite
drainage facilities along the south side of Tract No. 24187 of Paloma Del Sol East, in the City of
Ternecula, California, The owner/developer is Newland Associates,
The development site is located east of Interstate Route 15 and north of Highway 79, as shown on
Exhibit "A", The project area is generally bound by Meadows Parkway to the west, Sunny
Meadows Drive to the east, Tract 24186 to the south, and Pauba Road to the north,
A hydrology/hydraulics report, prepared by The Keith Companies in October 1996 was used as a
basis of design for the mainline storm drain which serves Tracts 24187 and 24188, and provides
interim protection for Tract 24186 at the south, The results of the aforementioned study were used to
size an interim desilting riser for storm drain Line "E" in Tract No, 24187-3,
The primary objectives of this report are as follows:
I. Delineate the ultimate drainage areas tributary to the onsite catch basins in Tract No, 24187-1
and 24187-2,
2,
Based on drainage patterns, ground slope, land use, and soil type and using the Rational
Method as contained in the Riverside County Flood Control and Water Conservation District's
Hydrology Manual, perform a hydrologic analysis of on8ite runoff to provide 10.year and 100-
year design flows for the sizing of drainage facilities.
3, Based on the hydrologic results and physical site requirements, design the ultimate catch basins
and storm drain laterals to convey the computed design discharges,
-4-
N;\31458.000\doc\04119999Hydrology-REPORT.doc
;A
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_
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D. HYDROLOGICAL DESIGN CRITERIA
In-Tract Hvdrolog;y
Hydrologic calculations were performed using the Riverside County. Rational Method from
RCFC&WCD Hydrology Manual dated April 1978, The 10- and 100-year design discharge at each
storm drain inlet was computed by generating a hydrologic "link-node" model which divides the area
into drainage subareas, each tributary to a concentration point or hydrologic node point detennined
by the proposed street layout. The computer results are included in Appendix "A", The following
assumptions/guidelines were applied for use of the Rational Method:
I.
The soils map from the Riverside County Hydrology Manual indicates that the study area is
primarily Group "B" and "c" soils, Soil type "c" was used in the hydrologic calculations.
Soils ratings are based on a scale of A through D, where D is the least pelVious, providing the
greatest storm nmofI The soils map, excerpted from the Hydrology Manual, is included as
Exhibit "B",
2,
The nmoff coefficients specified are: II4-acre residential lots, and commercial for the street
areas.
3,
Initial subareas were drawn to be less than 10 acres in size and less than 1,000 feet in length per
County guidelines.
Pipe travel times were computed based on preliminary computer-estimated pipe sizes,
5,
Based on a RCFC & WCD memo by SCT dated November 1983, the 100-year, I-hour rainfall
intensity is obtained by multiplying the 100-year, 24-hour rainfall intensity by 0.2, The 100-
year, 24-hour rainfall intensity for the site area is 5.50 incheslhour per the correction plate dated
8/23/85. Multiplying the 100-year, 24-hour by 0.2 to get the 100-year, I-hour we have (5.50 x
,02) 1.1 0 incheslhour, For the 2-year analysis, the 2-year, I-hour rainfall intensity of 0.53
incheslhour, The slope of duration curve is 0.56,
The resulting 10- and 100-year discharges at proposed catch basin locations are flagged on the
Hydrology Map. Normal flow depths for street sections were computed in the catch basin
interception spreadsheet using the Street Capacity Data.
- 5-
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11/8199
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Riverside County Flood Control & Water Conservation District Plates............................,}
e · Hydrological Soils Group Map (Plate C-1.28)
· 2 & 100 Year, I-Hour, Precipitation Isohyetals (Plates D-4.3 & D-4.4)
· Slope ofIntensity Duration Curve (Plate D-4.6)
e
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N:131458.000ldoc\04119999Hydro]ogy_REPORT.doc
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RCFcaWCD
/-IYDROLOGY ~A"'N'.JAL
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HYDROLOGIC SOILS GROUP MAP
FOR
LEGEND
SO'-S IlROUl' BOUNDARY
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PECHANGA
EXHIBIT B
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10- Year Rational Study........................................................................................................... II
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1999 Version 6,2
Rational Hydrology Study Date, 11/03/99 File,a12,out
------------------------------------------------------------------------
IN 31458.002 - DEVELOPED HYDROLOGY TO TR 24187-2
(N,\31458.000\hydrology\LINE A.12\RRV\A12.10YEARS.OUT)
FLOWS TRIBUTARY TO STORM DRAIN LINE "A-12"
MODELED ON NOVEMBER, 1999 BY A,N,
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Kieth International, Inc" Moreno Valley, CA - SiN 707
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) =
10.00 Antecedent Moisture Condition
2
2 year, 1 hour precipitation
100 year, 1 hour precipitation
0,530(In,)
1.100 (In.)
Storm event year 10.0
Calculated rainfall intensity data,
1 hour intensity = O.765(In!Hr)
Slope of intensity duration curve = 0,5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10,000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = lSO,OOO(Ft,)
Top (of initial area) elevation = 245.700(Ft.)
Bottom (of initial area) elevation = 244.000(Ft,)
Difference in elevation = 1,700(Ft,)
Slope = 0.01133 s(percent)= 1,13
TC = k(0,390)*[(lengthA3)/(elevation change)] AO,2
Initial area time of concentration = 7.090 min.
Rainfall intensity 2,528 (In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,814
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction
Initial subarea runoff =
A 0,000
B 0,000
C 1. 000
DO,OOO
69,00
0.500; Impervious
0.370(CFS)
fraction
0.500
AA
e
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e
Total initial stream area =
Pervious area fraction = 0.500
0.180(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20,000 to Point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation: 243,500(Ft.)
End of street segment elevation: 241.800(Ft.)
Length of street segment 140,000(Ft,)
Height of curb above gutter flowline 6.0(In,)
Width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz): 0,065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [1] side(8) 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: 2,000(In.)
Manningls 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: 0,792(CFS)
Depth of flow ~ 0,234(Ft.), Average velocity: 1.921(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 5.345(Ft,)
Flow velocity: 1,92(Ft/s)
Travel time = 1.21 min. TC = 8.30 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient: 0,881
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = O.lOOi Impervious fraction 0.900
Rainfall intensity 2.314(In/Hr) for a 10.0 year storm
Subarea runoff 0,836(CFS) for O,410(Ac,)
Total runoff ~ 1,207(CFS) Total area: 0,590(Ac,)
Street flow at end of street: 1,207(CFS)
Half street flow at end of street 1.207(CFS)
Depth of flow: 0.262(Ft,), Average velocity: 2,076(Ft/s)
Flow width (from curb towards crown): 6,743(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 241.800(Ft,)
End of street segment elevation = 239.650(Ft.)
Length of street segment 200,000(Ft,)
Height of curb above gutter flowline
Width of half street (curb to crown)
6,0(In,)
20,000(Ft,)
2
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Distance from crown to crossfall grade break 18.000(Ft,)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2,000(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 = 1,800(CFS)
Depth of flow = 0,295(Ft,), Average velocity = 2,151(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8,426(Ft,)
Flow velocity = 2,15(Ft/s)
Travel time = 1.55 min. TC = 9.85 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,800
Decimal fraction soil group A = 0,000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.102(In/Hr) for a 10,0 year storm
Subarea runoff 0,976(CFS) for 0.580(Ac,)
Total runoff = 2,182(CFS) Total area = 1,170(Ac.)
Street flow at end of street = 2.182{CFS)
Half street flow at end of street 2.182(CFS)
Depth of flow = 0.311(Ft.), Average velocity = 2,245(Ft/s)
Flow width (from curb towards crown)= 9.195(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 239.650(Ft.)
End of street segment elevation = 236,500(Ft,)
Length of street segment 300,000(Ft,)
Height of curb above gutter flowline 6,0(In,)
Width of half street (curb to crown) 20,000(Ft.)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz) = 0,065
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 = 2,000(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
Depth of flow = O.341(Ft.), Average velocity =
3,078 (CFS)
2,406 (Ft/s)
3
A.(P
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Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 10,735(Ft,)
Flow velocity = 2,41(Ft/s)
Travel time = 2,08 min, TC = 11.93 min,
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,792
Decimal fraction soil group A = 0,000
Decimal fraction soil group B 0,000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0,000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity 1,889(In/Hr) for a 10.0 year storm
Subarea runoff = 1.435(CFS) for 0,960(Ac,)
Total runoff = 3,618(CFS) Total area = 2,130(Ac.)
Street flow at end of street = 3,618(CFS)
Half street flow at end of street 3,618(CFS)
Depth of flow = 0.357(Ft,), Average velocity = 2,498(Ft/8)
Flow width (from curb towards crown)= 11,495(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50,000 to Point/Station 60,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
TOp of street segment elevation = 236.500(Ft.)
End of street segment elevation = 231.940(Ft,)
Length of street segment 250.000(Ft.)
Height of curb above gutter flowline 6.0(ln.)
Width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0,065
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 = 2,000(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 = 4,272 (CFS)
Depth of flow = 0,346(Ft,), Average velocity = 3,209(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10,974(Ft,)
Flow velocity = 3,21(Ft/s)
Travel time = 1.30 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,787
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
TC =
13,23
min.
A 0,000
B = 0,000
C = 1,000
D 0,000
69.00
0.500; Impervious
fraction
0,500
4
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Rainfall intensity 1.783 (In/Hr) for a 10,0 year storm
Subarea runoff 1,080(CFS) for 0,770{Ac,)
Total runoff = 4,698{CFS) Total area = 2,900(Ac,)
Street flow at end of street = 4,698(CFS)
Half street flow at end of street 4,698(CFS)
Depth of flow = 0.355{Ft,), Average velocity = 3.281(Ft/s)
Flow width (from curb towards crown)= 11,424(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60,000 to Point/Station 70,000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
Top of street segment elevation = 231,940{Ft,)
End of street segment elevation = 216,040(Ft,)
Length of street segment 400,000(Ft,)
Height of curb above gutter flowline 6,0(In,)
Width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz) = 0.065
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 = 2,000(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 = 5.961(CFS)
Depth of flow = 0.341(Ft.), Average velocity = 4.676(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.715(Ft.)
Flow velocity = 4,68(Ft/s)
Travel time = 1.43 min. TC = 14.66 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,782
Decimal fraction soil group A 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1,683 (In/Hr) for a 10,0 year storm
Subarea runoff = 2.053 (CFS) for 1,560{Ac,)
Total runoff = 6,751(CFS) Total area = 4,460(Ac.)
Street flow at end of street = 6.751(CFS)
Half street flow at end of street 6,751(CFS)
Depth of flow = 0,353(Ft,), Average velocity = 4,814(Ft/s)
Flow width (from curb towards crown)= 11.295(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70,000 to Point/Station 150.000
.... PIPEFLOW TRAVEL TIME (User specified size) ....
5
~
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Upstream point/station elevation = 211,040(Ft,)
Downstream point/station elevation 210,750(Ft,)
Pipe length 40,00(Ft.) Manning's N = 0,013
No, of pipes = 1 Required pipe flow 6,751(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 6,751{CFS)
Normal flow depth in pipe = 11,68(In,)
Flow top width inside pipe = 17.18(In,)
Critical Depth = 12,07(In,)
Pipe flow velocity = 5,56{Ft/s)
Travel time through pipe = 0,12 min,
Time of concentration (TC) = 14,78 min,
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10,000 to point/Station 150,000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 4,460(Ac,)
Runoff from this stream 6,751(CFS)
Time of concentration = 14.78 min.
Rainfall intensity = 1.676 (In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80,000 to Point/Station 90.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 240,000(Ft,)
Top (of initial area) elevation = 245.700{Ft.)
Bottom (of initial area) elevation = 242,410{Ft,)
Difference in elevation = 3,290(Ft,)
Slope = 0,01371 s(percent)= 1,37
TC = k(0.390)*[(lengthA3)/{elevation change)]AO,2
Initial area time of concentration = 8.237 min.
Rainfall intensity 2,324(In/Hr) for a 10,0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,808
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area =
Pervious area fraction = 0.500
A 0,000
B = 0,000
C 1,000
D 0.000.
69,00
0.500; Impervious fraction
0,526{CFS)
0,280{Ac,)
0,500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 90.000 to Point/Station 100,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation =
242,410(Ft.)
6
~
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End of street segment elevation = 239,440{Ft,)
Length of street segment 240,000{Ft,)
Height of curb above gutter flowline = 6,0{In,)
Width of half street (curb to crown) 20,000(Ft.)
Distance from crown to crossfall grade break 18,000{Ft,)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [IJ 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 = 2,000(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 = 1,089{CFS)
Depth of flow = 0,254(Ft.), Average velocity = 2.050(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6,361(Ft,)
Flow velocity = 2,05(Ft/s)
Travel time = 1.95 min, TC = 10,19 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.799
Decimal fraction soil group A 0,000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1,000
Decimal fraction soil group D 0.000
RI index for soil{AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.064(In/Hr) for a 10.0 year storm
Subarea runoff 0,989(CFS) for 0,600(Ac,)
Total runoff = 1,515(CFS) Total area = 0,880(Ac,)
Street flow at end of street = 1.515(CFS)
Half street flow at end of street 1,515(CFS)
Depth of flow ~ 0,277(Ft.), Average velocity = 2.191{Ft/s)
Flow width (from curb towards crown)= 7,515(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100,000 to Point/Station 110.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 239.440(Ft,)
End of street segment elevation = 236,360(Ft,)
Length of street segment 270.000(Ft,)
Height of curb above gutter flowline 6,0(In,)
Width of half street (curb to crown) 20,000{Ft.)
Distance from crown to crossfall grade break 18.000(Ft,)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) = 0,020
Street flow is on [IJ 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
Manning's N in gutter =
2.000(In,)
0,0150
7
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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 = 2,229(CFS)
Depth of flow = 0,310(Ft.), Average velocity = 2.308(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 9,160(Ft,)
Flow velocity = 2.31(Ft/s)
Travel time = 1,95 min. TC = 12,14 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,791
Decimal fraction soil group A 0,000
Decimal fraction soil group B = 0,000
Decimal fraction soil group C 1.000
Decimal fraction soil group D = 0,000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0,500; Impervious fraction 0,500
Rainfall intensity 1,871(In/Hr) for a 10,0 year storm
Subarea runoff 1,228(CFS) for 0,830(Ac,)
Total runoff = 2,743(CFS) Total area = 1,710(Ac,)
Street flow at end of street = 2,743(CFS)
Half street flow at end of street 2,743(CFS)
Depth of flow = 0,327(Ft,), Average velocity = 2,419(Ft/s)
Flow width (from curb towards crown)= 10.036(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 120.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 236,360(Ft,)
End of street segment elevation = 234,110(Ft.)
Length of street segment 250,000(Ft.)
Height of curb above gutter flowline 6,0(In,)
Width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ siders) of the street
Distance from curb to property line 10,000(Ft,)
Slope from curb to property line (vfhz) = 0,020
Gutter width = 2,000(Ft,)
Gutter hike from flowline = 2,000(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 = 3.368(CFS)
Depth of flow = 0,357(Ft,), Average velocity = 2.316(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 11,522(Ft,)
Flow velocity = 2,32(Ft/s)
Travel time = 1,80 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,784
Decimal fraction soil group A
Decimal fraction soil group B
TC =
13,94
min.
0.000
0,000
8
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Decimal fraction soil group C = 1.000
Decimal fraction soil group D : 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1,731(In/Hr) for a 10,0 year storm
Subarea runoff 1.059(CFS) for 0,780(Ac.)
Total runoff: 3,802(CFS) Total area: 2.490(Ac,)
Street flow at end of street ~ 3,802(CFS)
Half street flow at end of street 3,802(CFS)
Depth of flow: 0.369(Ft.), Average velocity: 2.383(Ft/s)
Flow width (from curb towards crown): 12,120(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Pro~ess from Point/Station 120.000 to Point/Station 130,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation: 234,110(Ft.)
End of street segment elevation: 220,130(Ft,)
Length of street segment 260.000(Ft.)
Height of curb above gutter flowline 6,0(In,)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz): 0,065
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 = 2.000(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: 3,970(CFS)
Depth of flow ~ 0,294(Ft,), Average velocity: 4,796(Ft/s)
Streetflow hydraulics at midpoint of street travel,
Halfstreet flow width: 8.373(Ft.)
Flow velocity: 4.80(Ft/s)
Travel time = 0.90 min. TC = 14.84 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group A 0,000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.100; Impervious fraction 0.900
Rainfall intensity 1,672 (In/Hr) for a 10,0 year storm
Subarea runoff 0.322(CFS) for 0,220(Ac,)
Total runoff: 4,124 (CFS) Total area: 2,710(Ac.)
Street flow at end of street: 4.124 (CFS)
Half street flow at end of street 4,124(CFS)
Depth of flow: 0,297(Ft,), Average velocity: 4,837(Ft/s)
Flow width (from curb towards crown): 8,521(Ft.)
9
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130,000 to Point/Station 140,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 220,130(Ft,)
End of street segment elevation = 217.110(Ft.)
Length of street segment 90,000(Ft.)
Height of curb above gutter flowline 6,0(In.)
width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break = 18,000(Ft,)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [lJ 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 = 2,000(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 = 4,185(CFS)
Depth of flow = 0,317(Ft.), Average velocity = 4,040(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9,535(Ft.)
Flow velocity = 4,04(Ft/8)
Travel time = 0.37 min. TC = 15.21 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.100i Impervious fraction 0.900
Rainfall intensity 1,649(In/Hr) for a 10,0 year storm
Subarea runoff 0.116(CFS) for 0,080(Ac,)
Total runoff = 4.240(CFS) Total area = 2,790(Ac.)
Street flow at end of street = 4.240(CFS)
Half street flow at end of street = 4.240(CFS)
Depth of flow = 0,3l8(Ft,), Average velocity = 4,052(Ft/s)
Flow width (from curb towards crown)= 9,590(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 135.000 to Point/Station 140.000
*.** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.780
Decimal fraction soil group A = 0.000
Decimal fraction soil group B 0,000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction
Time of concentration = 15.21 min.
0,500
10
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Rainfall intensity
Subarea runoff
Total runoff =
1,649(In/Hr) for a 10,0 year storm
5,401(CFS) for 4.200(Ac.)
9,641(CFS) Total area = 6,990(Ac,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 140.000 to Point/Station 150.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 212,110(Ft,)
Downstream point/station elevation 210.750(Ft.)
Pipe length = 40.00(Ft,) Manning's N = 0.013
No, of pipes = 1 Required pipe flow = 9,641(CFS)
Given pipe size = 1S.00(In,)
Calculated individual pipe flow 9,641(CFS)
Normal flow depth in pipe = 8,98(In,)
Flow top width inside pipe = 18,00(In.)
Critical Depth = 14.39(In.)
Pipe flow velocity = 10,95(Ft/s)
Travel time through pipe = 0,06 min,
Time of concentration (Te) = 15.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80.000 to Point/Station 150,000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 6.990(Ac,)
Runoff from this stream 9,641(CFS)
Time of concentration = 15.27 min.
Rainfall intensity = 1.645 (In/Hr)
Summary of stream data:
Stream
No,
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
~=
~=
6,751 14,78
9,641 15,27
stream flow has longer
9,641 + sum of
Qb Ia/Ib
6.751 * 0,982
16,269
6,627
time of
1,676
1,645
concentration
Total of 2 main streams to confluence:
Flow rates before confluence point:
6,751 9,641
Area of streams before confluence:
4,460 6.990
Results of confluence:
Total flow rate = 16.269(CFS)
Time of concentration = 15.272 min.
II
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Effective stream area after confluence
1L450(Ac,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150,000 to Point/Station 180,000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation _ 210,750(Ft,)
Downstream point/station elevation 205,350(Ft,)
Pipe length 250,00(Ft,) Manning's N = 0,013
No, of pipes = 1 Required pipe flow 16,269(CFS)
Given pipe size = 21.00(ln.)
Calculated individual pipe flow 16,269(CFS)
Normal flow depth in pipe = 12,94(ln,)
Flow top width inside pipe = 20,43(In,)
Critical Depth = 17,83(ln,)
Pipe flow velocity = 10,47(Ft/s)
Travel time through pipe = 0,40 min,
Time of concentration (TC) = 15.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150,000 to Point/Station 180.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 11.450(Ac.)
Runoff from this stream 16,269(CFS)
Time of concentration = 15.67 min.
Rainfall intensity = 1.621(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 160,000 to Point/Station 170.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 290,000(Ft,)
Top (of initial area) elevation = 218,000(Ft,)
Bottom (of initial area) elevation = 2l0,670(Ft,)
Difference in elevation = 7.330(Ft.)
Slope = 0,02528 s (percent) = 2,53
TC ~ k(0,390)*[(lengthA3)/(elevation change))~0,2
Initial area time of concentration = 7.861 min.
Rainfall intensity = 2,386(ln/Hr) for a 10,0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,810
Decimal fraction soil group A 0,000
Decimal fraction soil group B 0,000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D 0,000
Rl index for soil(AMC 2) = 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Initial subarea runoff = 0,715(CFS)
Total initial stream area 0.370 (Ac.)
Pervious area fraction = 0.500
12
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 170,000 to Point/Station 180.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation - 205,670(Ft,)
Downstream point/station elevation = 205,350(Ft,)
Pipe length 25,00(Ft,) Manning's N = 0,013
No, of pipes = 1 Required pipe flow 0,715(CFS)
Given pipe size = 18,00(In,)
Calculated individual pipe flow 0,715(CFS)
Normal flow depth in pipe = 2,99(In,)
Flow top width inside pipe = 13,40(In.)
Critical Depth = 3,77(In,)
Pipe flow velocity = 3.70(Ft/s)
Travel time through pipe = 0,11 min,
Time of concentration (TC) = 7,97 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 160,000 to Point/Station 180,000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed,
In Main Stream number: 2
Stream flow area = 0,370(Ac.)
Runoff from this stream 0,715(CFS)
Time of concentration = 7.97 min.
Rainfall intensity ~ 2,367(In/Hr)
Summary of stream data:
Stream
No,
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp=
Qp=
16,269 15,67
0,715 7,97
stream flow has longer
16.269 + sum of
Qb Ia/Ib
0.715 * 0,685
16,758
0.490
time of
1. 621
2,367
concentration
Total of 2 main streams to confluence,
Flow rates before confluence point:
16,269 0,715
Area of streams before confluence:
11,450 0,370
Results of confluence,
Total flow rate = 16,758(CFS)
Time of concentration = 15.670 min.
Effective stream area after confluence
End of computations, total study area =
The following figures may
11. 820 (Ac,)
11.82 (Ac,)
13
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be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap)
Area averaged RI index number = 69.0
14
14
0,476
14
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1999 Version 6,2
Rational Hydrology Study Date: 12/02/99 File:A6,out
------------------------------------------------------------------------
IN 31458,002 . DEVELOPED HYDROLOGY TO TR 24187-1
(N:\31458.000\hydrology\LINE A-6\RRV\A6,OUT)
FLOWS TRIBUTARY TO STORM DRAIN LINE "A.6"
MODELED ON NOVEMBER, 1999 BY A.N,
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Kieth International, Inc" Moreno Valley, CA - SiN 707
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) =
10.00 Antecedent Moisture Condition
2
2 year, 1 hour precipitation
100 year, 1 hour precipitation
0.530(In,)
1.100(In,)
Storm event year 10.0
Calculated rainfall intensity data:
1 hour intensity = O.765(InfHr)
Slope of intensity duration curve = 0,5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10,000 to Point/Station 20,000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 190,OOO(Ft,)
Top (of initial area) elevation = 230.700(Ft,)
Bottom (of initial area) elevation = 228,860(Ft,)
Difference in elevation ~ 1,840(Ft,)
Slope = 0,00968 s(percent)= 0,97
TC ~ k(0,390)*[(lengthA3)/(elevation change)JAO,2
Initial area time of concentration = 8.042 min.
Rainfall intensity 2,356(In/Hr) for a 10,0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,809
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0,000
Decimal fraction soil group C 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction 0.500; Impervious fraction 0.500
Initial subarea runoff = 0,533(CFS)
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Total initial stream area =
Pervious area fraction = 0.500
0,2BO(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20,000 to Point/Station 30,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 22B,360(Ft,)
End of street segment elevation = 226.B40(Ft.)
Length of street segment 100,000(Ft,)
Height of curb above gutter flowline 6.0(In,)
Width of half street (curb to crown) = 2Q,000(Ft,)
Distance from crown to crossfall grade break IB,OOO(Ft.)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [2J 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 = 2,000(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 = 0,953 (CFS)
Depth of flow = 0,193(Ft.), Average velocity = 2.021(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 3.302(Ft,)
Flow velocity = 2,02(Ft/s)
Travel time = 0.82 min. TC = 8.87 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.B05
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.230(In/Hr) for a 10,0 year storm
Subarea runoff = 0,790(CFS) for 0,440(Ac,)
Total runoff = 1.323 (CFS) Total area = 0,720(Ac,)
Street flow at end of street = 1,323{CFS)
Half street flow at end of street 0,662(CFS)
Depth of flow = 0,215{Ft.), Average velocity = 2,061(Ft/s)
Flow width (from curb towards crown)= 4,40B(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30,000 to Point/Station 40,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 226,B40(Ft,)
End of street segment elevation = 224.BOO(Ft,)
Length of street segment 100,000(Ft,)
Height of curb above gutter flowline
Width of half street (curb to crown)
6.0(In.)
20,000(Ft,)
2
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Distance from crown to crossfall grade break 18.000(Ft,)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) = 0,020
Street flow is on [2J 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 = 2.000(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 = 1.976(CFS)
Depth of flow = 0,231{Ft,), Average velocity = 2,474(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Half8treet flow width = 5,221(Ft,)
Flow velocity = 2,47(Ft/s)
Travel time = 0.67 min. TC = 9.54 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.802
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0,000
Decimal fraction soil group C 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2,141(In/Hr) for a 10.0 year storm
Subarea runoff 1,218(CFS) for 0,710(Ac,)
Total runoff = 2.542(CFS) Total area = 1,430(Ac.)
Street flow at end of street = 2.542{CFS)
Half street flow at end of street 1,271(CFS)
Depth of flow ~ 0.247(Ft.), Average velocity ~ 2.585(Ft/s)
Flow width (from curb towards crown)~ 6,041(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50,000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
Top of street segment elevation = 224,800(Ft,)
End of street segment elevation = 2l9,600(Ft.)
Length of street segment 280,000{Ft.)
Height of curb above gutter flowline 6,0(In,)
Width of half street (curb to crown) 20,000(Ft.)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [2J 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 = 2,000(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 =
Depth of flow = 0,276{Ft.), Average velocity ~
3,644 (CFS)
2,674(Ft/s)
3
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Streetflow hydraulics at midpoint of street travel,
Halfstreet flow width: 7.448(Ft,)
Flow velocity: 2.67(Ft/s)
Travel time: 1.75 min, TC: 11.29 min,
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0,794
Decimal fraction soil group A : 0,000
Decimal fraction soil group B 0,000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity 1,949(In/Hr) for a 10,0 year storm
Subarea runoff 1.919(CFS) for 1.240(Ac.)
Total runoff: 4.461(CFS) Total area: 2,670(Ac,)
Street flow at end of street: 4.461(CFS)
Half street flow at end of street 2,230(CFS)
Depth of flow: 0,291(Ft.), Average velocity: 2.791(Ft/s)
Flow width (from curb towards crown): 8.200(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to Point/Station 50.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0.794
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1,000
Decimal f~action soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration 11.29 min.
Rainfall intensity 1.949(In/Hr) for a 10.0 year storm
Subarea runoff 3,033(CFS) for 1,960(Ac.)
Total runoff: 7.494 (CFS) Total area: 4,630(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 60.000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
Top of street segment elevation _ 219.600(Ft,)
End of street segment elevation: 213.790(Ft,)
Length of street segment : 255.000(Ft,)
Height of curb above gutter flowline 6,0(In,)
width of half street (curb to crown) 20,000(Ft,)
Distance from crown to cros8fall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz): 0.065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [2] 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: 2.000(In.)
4
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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 = 8,190(CFS)
Depth of flow = 0,332(Ft.), Average velocity = 3.462(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10,277(Ft,)
Flow velocity = 3,46(Ft/s)
Travel time = 1,23 min, TC = 12,51 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,789
Decimal fraction soil group A 0,000
Decimal fraction soil group B 0,000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0,000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1,839(In/Hr) for a 10.0 year storm
Subarea runoff 1,249(CFS) for 0,860(Ac,)
Total runoff = 8.743(CFS) Total area = 5,490(Ac,)
Street flow at end of street = 8.743 (CFS)
Half street flow at end of street 4,371(CFS)
Depth of flow = 0.338(Ft,), Average velocity = 3,515(Ft/s)
Flow width (from curb towards crown)= 10.569(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 57.000 to Point/Station 60.000
**** SUBAREA FLOW ADDITION ****
MOBILE HOME PARK subarea type
Runoff Coefficient = 0.845
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0,000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.250; Impervious fraction 0.750
Time of concentration 12.51 min.
Rainfall intensity = 1,839(In/Hr) for a 10,0 year storm
Subarea runoff 1.523(CFS) for 0.980(Ac.)
Total runoff = 10,265(CFS) Total area = 6,470(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60,000 to Point/Station 70,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 213,790(Ft.)
End of street segment elevation = 206,920(Ft,)
Length of street segment = 320,000(Ft,)
Height of curb above gutter flowline = 6,0(In,)
Width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break 18.000{Ft.).
Slope from gutter to grade break (v/hz) 0,065
Slope from grade break to crown (v/hz) 0,020
5
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Street flow is on [lJ 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 = 2,000(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 = 10,448(CFS)
Depth of flow = 0,433(Ft,), Average velocity = 4,223(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.320(Ft,)
Flow velocity = 4,22(Ft/s)
Travel time = 1,26 min, TC = 13,78 min,
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.877
Decimal fraction soil group A = 0,000
Decimal fraction soil group B 0,000
Decimal fraction soil group C 1,000
Decimal fraction soil group D 0,000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0,100; Impervious fraction 0,900
Rainfall intensity = 1.743(In/Hr) for a 10.0 year storm
Subarea runoff 0.352(CFS) for 0,230(Ac,)
Total runoff = 10.617(CFS) Total area = 6,700(Ac.)
Street flow at end of street = 10.617(CFS)
Half street flow at end of street 10,617(CFS)
Depth of flow = 0,435(Ft.), Average velocity = 4,240(Ft/s)
Flow width (from curb towards crown)= lS.419(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 65.000 to Point/Station 70.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.785
Decimal fraction soil group A 0,000
Decimal fraction soil group B 0.000
Decimal fraction soil group C = 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration 13.78 min.
Rainfall intensity 1,743 (In/Hr) for a 10,0 year storm
Subarea runoff = 4,405(CFS) for 3,220(Ac.)
Total runoff = 15,021(CFS) Total area = 9,920(Ac,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70,000 to Point/Station 160,000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 201,920(Ft.)
Downstream point/station elevation = 194,700(Ft,)
Pipe length 360.00(Ft,) Manning's N = 0.013
6
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No, of pipes = 1 Required pipe flow 15,021(CFS)
Given pipe size = 18.00(In,)
Calculated individual pipe flow = 15,021(CFS)
Normal flow depth in pipe = 14.91(In,)
Flow top width inside pipe = 13,58(In,)
Critical Depth = 16,86(In,)
Pipe flow velocity = 9,59(Ft/s)
Travel time through pipe = 0,63 min,
Time of concentration (TC) = 14,40 min,
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10,000 to Point/Station 160,000
.... CONFLUENCE OF MAIN STREAMS ....
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 9,920 (Ac, )
Runoff from this stream 15,021(CFS)
Time of concentration = 14.40 min.
Rainfall intensity = 1.700 (In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80,000 to Point/Station 90,.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 160,000(Ft.)
Top (of initial area) elevation = 216.300(Ft.)
Bottom (of initial area) elevation = 214,730(Ft,)
Difference in elevation = 1.570(Ft.)
Slope = 0,00981 s(percent)= 0.98
TC = k(0,390)'[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.488 min.
Rainfall intensity = 2,452(In/Hr) for a 10,0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,812
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0,000
Decimal fraction soil group C = 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0,458(CFS)
Total initial stream area 0.230(Ac,)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++7+
Process from Point/Station 90,000 to Point/Station 100,000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
TOp of street segment elevation = 214,230(Ft,)
End of street segment elevation = 213.240(Ft.)
Length of street segment 115,000(Ft,)
Height of curb above gutter flowline 6,0(In.)
7
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Width of half street (curb to crown) 20.000(Ft,)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [1] siders) 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 = 2.000(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 = 0,816(CFS)
Depth of flow = 0,247(Ft,), Average velocity = 1,676(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6,003(Ft,)
Flow velocity = 1,68(Ft/s)
Travel time = 1.14 min. TC = 8.63 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.806
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0,000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0,000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2,264(In/Hr) for a 10,0 year storm
Subarea runoff 0,657(CFS) for 0,360(Ac.)
Total runoff = 1.115(CFS) Total area = 0,590(Ac.)
Street flow at end of street = 1,115(CFS)
Half street flow at end of street 1,115(CFS)
Depth of flow = 0.268(Ft.), Average velocity = 1.781(Ft/s)
Flow width (from curb towards crown)= 7.066(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100,000 to Point/Station 110,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 2l3,240(Ft,)
End of street segment elevation = 208.380(Ft,)
Length of street segment 240.000(Ft,)
Height of curb above gutter flowline 6,0(In,)
Width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz) = 0,065
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 = 2,000(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 = 1,823(CFS)
8
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Depth of flow: 0.273(Ft.), Average velocity: 2.767(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 7,295(Ft,)
Flow velocity: 2,77(Ft/s)
Travel time = 1.45 min. TC = 10.08 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0,799
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.076(In/Hr) for a 10,0 year storm
Subarea runoff 1,245(CFS) for 0.750(Ac,)
Total runoff: 2.359(CFS) Total area: 1,340(Ac,)
Street flow at end of street: 2,359(CFS)
Half street flow at end of street 2,359(CFS)
Depth of flow ~ 0.292(Ft.), Average velocity: 2,923(Ft/s)
Flow width (from curb towards crown): 8,249(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 120.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **..
Top of street segment elevation ~ 208.380(Ft,)
End of street segment elevation: 200.120(Ft.)
Length of street segment 390.000(Ft.)
Height of curb above gutter flowline 6,0(In,)
width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break 18.000{Ft.)
Slope from gutter to grade break (v/hz) ~ 0,065
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 ~ 2,000(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: 3,389(CFS)
Depth of flow: 0.319(Ft.), Average velocity: 3,224(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width: 9,616(Ft,)
Flow velocity: 3,22(Ft/s)
Travel time = 2.02 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.791
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
TC :
12,09
min.
A 0.000
B 0.000
C 1.000
D 0,000
69,00
9
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Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1,875(In/Hr} for a 10,0 year storm
Subarea runoff 1,735(CFS} for 1,170(Ac,)
Total runoff = 4.094(CFS} Total area = 2.510(Ac,}
Street flow at end of street = 4.094 (CFS)
Half street flow at end of street 4.094(CFS}
Depth of flow = 0.335(Ft.}, Average velocity = 3,366(Ft/s}
Flow width (from curb towards crown)= 10.439(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 160,000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation _ 195,120(Ft,)
Downstream point/station elevation 194.700(Ft.)
Pipe length = 30,00(Ft,} Manning's N = 0,013
No, of pipes = 1 Required pipe flow 4,094(CFS)
Given pipe size = 18,00(In,)
Calculated individual pipe flow 4.094(CFS}
Normal flow depth in pipe = 7,11(In,}
Flow top width inside pipe = 17,60(In,}
Critical Depth = 9,30(In.)
Pipe flow velocity = 6.31(Ft/s)
Travel time through pipe = 0,08 min,
Time of concentration (Te) = 12.17 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80.QOO to Point/Station 160.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2,510(Ac.)
Runoff from this stream 4,094 (CFS)
Time of concentration = 12.17 min.
Rainfall intensity = 1,868(In/Hr}
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130,000 to Point/Station 140,000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 170,000(Ft,)
Top (of initial area) elevation = 206,700(Ft.)
Bottom (of initial area) elevation = 204.400(Ft,}
Difference in elevation = 2.300(Ft,}
Slope = 0.01353 s(percent)= 1,35
TC = k(0,390)*[(length^3)/(elevation change)J^0,2
Initial area time of concentration = 7.194 min.
Rainfall intensity 2,507(In/Hr} for a 10,0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.813
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
10
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Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.500
C = 1,000
D = 0.000
69.00
0.500; Impervious fraction
0,653(CFS)
0,320(Ac,)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 140,000 to Point/Station 150.000
*.** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **..
Top of street segment elevation = 203,700(Ft,)
End of street segment elevation = 200,120(Ft.)
Length of street segment 180.000(Ft,)
Height of curb above gutter flowline 6,0(In.)
Width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz) ~ 0,065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ siders) 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 = 2.000(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 = 1.244{CFS)
Depth of flow = 0.247(Ft,), Average velocity = 2,548(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width ~ 6,012(Ft.)
Flow velocity = 2.55(Ft/s)
Travel time = 1.18 min. TC = 8.37 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.807
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0,000
Decimal fraction soil group C = 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) = 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2,303 (In/Hr) for a 10,0 year storm
Subarea runoff 1,078(CFS) for 0.580(Ac,)
Total runoff = 1.731(CFS) Total area = 0.900(Ac,)
Street flow at end of street = 1,731(CFS)
Half street flow at end of street 1,731(CFS)
Depth of flow = 0.270(Ft,), Average velocity = 2.718(Ft/s)
Flow width (from curb towards crown)= 7,142(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150,000 to Point/Station 160.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
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Upstream point/station elevation = 195.120(Ft.)
Downstream point/station elevation 194,700(Ft,)
Pipe length 40,00(Ft,) Manning's N = 0.013
No, of pipes = 1 Required pipe flow 1,731(CFS)
Given pipe size = 18,00(In,)
Calculated individual pipe flow 1,731(CFS)
Normal flow depth in pipe = 4,88(In,)
Flow top width inside pipe = 16.00(In,)
Critical Depth = 5,93(In.)
Pipe flow velocity = 4,47(Ft/s)
Travel time through pipe = 0,15 min.
Time of concentration (TC) = 8,52 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130,000 to Point/Station 160,000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0,900(Ac,)
Runoff from this stream 1,731(CFS)
Time of concentration = 8,52 min,
Rainfall intensity = 2.281(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
e 1 15.021 14 ,40 1,700
2 4,094 12,17 1. 868
3 1.731 8.52 2.281
Largest stream flow has longer time of concentration
Qp = 15.021 + sum of
Qb Ia/Ib
4.094 * 0.910 = 3,726
Qb Ia/Ib
1,731 * 0,745 1. 290
Qp = 20,038
Total of 3 main streams to confluence:
Flow rates before confluence point:
15.021 4.094 1.731
Area of streams before confluence:
9,920 2.510 0.900
Results of confluence:
Total flow rate = 20,038(CFS)
Time of concentration = 14.401 min.
Effective stream area after confluence
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the
13,330(Ac,)
13 .33 (Ac,)
same area.
e
Area averaged pervious area fraction{Ap} = 0.475
12
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Area averaged RI index number 69.0
1
13
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1999 Version 6.2
Rational Hydrology Study Date, 11/04/99 File,d1.out
------------------------------------------------------------------------
IN 31458,002 - DEVELOPED HYDROLOGY TO TR 24187.1
FLOWS TRIBUTARY TO STORM DRAIN LINE "D-1"
(N'\31458.000\hydrology\LINE D-1\RRV\D1-10YEARS,OUT)
MODELED ON NOVEMBER, 1999 BY A,N,
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Kieth International, Inc" Moreno Valley, CA - SiN 707
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) =
10.00 Antecedent Moisture Condition
2
2 yearl 1 hour precipitation
100 year, 1 hour precipitation
0,530 (In, )
1.100 (In,)
Storm event year 10.0
Calculated rainfall intensity data,
1 hour intensity = 0,765 (In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10,000 to Point/Station 20.000
**** INITIAL AREA EVALUATION .***
Initial area flow distance = 240,000(Ft.)
Top (of initial area) elevation = 207.300(Ft.)
Bottom (of initial area) elevation = 205,020(Ft,)
Difference in elevation = 2,280(Ft,)
Slope = 0.00950 s(percent)= 0,95
TC = k(0,390)*[(length^3)/(elevation change)]^0,2
Initial area time of concentration = 8.863 min.
Rainfall intensity = 2,231(In/Hr) for a 10,0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,805
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soi1(AMC 2)
Pervious area fraction
Initial subarea runoff =
A = 0,000
B = 0,000
C 1. 000
DO,OOO
69,00
0.500; Impervious
0,628(CFS)
fraction
0.500
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Total initial stream area =
Pervious area fraction = 0.500
0,350(Ac,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20,000 to Point/Station 30,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 204,520(Ft,)
End of street segment elevation: 202,600(Ft,)
Length of street segment : 105,000(Ft,)
Height of curb above gutter flowline 6.0(In,)
Width of half street (curb to crown) : 20,000(Ft,)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz): 0,065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [2) 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: 2,000(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: 1,481(CFS)
Depth of flow: 0.216(Ft,), Average velocity: 2,266(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width ~ 4,474(Ft.)
Flow velocity ~ 2,27(Ft/s)
Travel time = 0.77 min. TC = 9.64 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0,801
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2,129(In/Hr) for a 10,0 year storm
Subarea runoff: 1,620(CFS) for 0,950(Ac,)
Total runoff: 2,249(CFS) Total area: 1.300(Ac,)
Street flow at end of street: 2,249(CFS)
Half street flow at end of street 1,124(CFS)
Depth of flow: 0,243(Ft.), Average velocity: 2,417(Ft/s)
Flow width (from curb towards crown): 5,818(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 202.600(Ft,)
End of street segment elevation: 199.140(Ft,)
Length of street segment 210,000(Ft,)
Height of curb above gutter flowline
width of half street (curb to crown)
6,0(In.)
20,000(Ft,)
2
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Distance from crown to crossfall grade break 18,000{Ft,)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [2] siders) 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 = 2,000(In,)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0,0150
Manningls N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.503(CFS)
Depth of flow = 0,277(Ft,), Average velocity = 2.529(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Half8treet flow width = 7.522(Ft,)
Flow velocity = 2,53(Ft/s)
Travel time = 1.38 min, TC = 11,02 min,
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,795
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1,975 (In/Hr) for a 10,0 year storm
Subarea runoff 2.277(CFS) for 1.450(Ac.)
Total runoff = 4,526(CFS) Total area = 2.750(Ac.)
Street flow at end of street = 4,526(CFS)
Half street flow at end of street 2,263(CFS)
Depth of flow = 0.296(Ft,), Average velocity = 2,672(Ft/s)
Flow width (from curb towards crown)~ 8,486(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 199,140{Ft,)
End of street segment elevation = 195.120(Ft,)
Length of street segment 330.000{Ft,)
Height of curb above gutter flowline = 6,0(In,)
width of half street (curb to crown) 20,000{Ft,)
Distance from crown to crossfall grade break 18.000{Ft,)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [2] 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 = 2,000{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
Depth of flow = 0,332(Ft.), Average velocity =
5,958(CFS)
2,528{Ft/s)
3
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Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.254(Ft,)
Flow velocity = 2,53(Ft/s)
Travel time = 2.18 min, TC = 13,19 min,
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,787
Decimal fraction soil group A 0,000
Decimal. fraction soil group B 0.000
Decimal fraction soil group C = 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1,785(In/Hr) for a 10,0 year storm
Subarea runoff 2.445(CFS) for 1,740(Ac,)
Total runoff = 6.971(CFS) Total area = 4.490(Ac,)
Street flow at end of street = 6,971(CFS)
Half street flow at end of street 3,485(CFS)
Depth of flow = 0,346(Ft.), Average velocity = 2,622(Ft/s)
Flow width (from curb towards crown)= 10,967(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 45.000 to Point/Station 50,000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.787
Decimal fraction soil group A = 0,000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration 13.19 min.
Rainfall intensity 1,785(In/Hr) for a 10.0 year storm
Subarea runoff 0,998(CFS) for 0,710(Ac,)
Total runoff = 7,968(CFS) Total area = 5,200(Ac,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 60.000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
Top of street segment elevation _ 195,120(Ft.)
End of street segment elevation = 186,660(Ft,)
Length of street segment 300,000(Ft,)
Height of curb above gutter flowline 6,0(In,)
Width of half street (curb to crown) = 20,000(Ft,)
Distance from crown to crossfall grade break = 18,000(Ft.)
Slope from gutter to grade break (v/hz) = 0,065
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 = 2.000(In,)
4
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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 = 8.144 (CFS)
Depth of flow = 0,389(Ft,), Average velocity = 4,413(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Half8treet flow width = 13.111(Ft,)
Flow velocity = 4,41(Ft/s)
Travel time = 1.13 min. TC = 14.33 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0,877
Decimal fraction soil group A 0,000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1,000
Decimal fraction soil group 0 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity 1.705(In/Hr) for a 10,0 year storm
Subarea runoff 0,344 (CFS) for 0.230 (Ac,)
Total runoff = 8.312(CFS) Total area = 5,430(Ac,)
Street flow at end of street = 8,312(CFS)
Half street flow at end of street 8,312(CFS)
Depth of flow = 0.391(Ft,), Average velocity = 4,434(Ft/s)
Flow width (from curb towards crown)= 13,220(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55,000 to Point/Station 60.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.783
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration 14.33 min.
Rainfall intensity = 1,705(In/Hr) for a 10,0 year storm
Subarea runoff 5.473(CFS) for 4,100(Ac,)
Total runoff = 13,785(CFS) Total area = 9,530(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60,000 to Point/Station 110,000
**** STREET FLOW TRAVEL TIME + RUBAREA FLOW ADDITION ****
Top of street segment elevation _ 186,660(Ft,)
End of street segment elevation = 184,820(Ft,)
Length of street segment = 210,000(Ft.)
Height of curb above gutter flowline 6,0(In.)
Width of half street (curb to crown) 20.000(Ft,)
Distance from crown to crossfall grade break 18.00Q(Ft.)
Slope from gutter to grade break (v/hz) 0.065
Slope from grade break to crown (v/hz) 0,020
5
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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: 2,000(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
Depth of flow: 0,543(Ft,), Average velocity:
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown,
Distance that curb overflow reaches into property
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width :. 20,000(Ft,)
Flow velocity: 3,16(Ft/s)
Travel time: 1.11 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0.779
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0,000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity 1,635(In/Hr) for a 10,0
Subarea runoff 0,701(CFS) for 0,550(Ac.)
Total runoff: l4,486(CFS) Total area:
Street flow at end of street = 14.486(CFS)
Half street flow at end of street: 14.486(CFS)
Depth of flow ~ 0.546(Ft.), Average velocity ~
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property
Flow width (from curb towards crown): 20,000(Ft,)
14,183(CFS)
3,155(Ft/s)
2,14(Ft,)
TC :
15,44
min.
0,500
year storm
10.080(Ac.)
3.173(Ft/s)
2.30(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 110,000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area: 10.080(Ac,)
Runoff from this stream: 14,486(CFS)
Time of concentration = 15.44 min.
Rainfall intensity: 1,635 (In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70,000 to Point/Station 80,000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 150,000(Ft,)
Top (of initial area) elevation: 199.700(Ft,)
6
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Bottom (of initial area) elevation = 197,300(Ft.)
Difference in elevation = 2.400(Ft.)
Slope = 0,01600 s(percent)= 1,60
TC = k(0.390)*[(length^3)/(elevation change)J^0,2
Initial area time of concentration = 6.617 min.
Rainfall intensity 2,628(In/Hr) for a 10,0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,816
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.500
A 0,000
B 0,000
C 1.000
D 0,000
69,00
0,500; Impervious fraction =
0.472 (CFS)
0,220(Ac,)
0,500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80,000 to Point/Station 90.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation _ 196,BOO(Ft,)
End of street segment elevation ~ 192.870(Ft,)
Length of street segment = 130,000(Ft.)
Height of curb above gutter flowline 6.0(In,)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [IJ 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 = 2,000(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 = 0.869(CFS)
Depth of flow = 0.210(Ft,), Average velocity = 2,B84(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4,178(Ft,)
Flow velocity ~ 2,88(Ft/s)
Travel time = 0.75 min,
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,812
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Rainfall intensity
Subarea runoff
Total runoff =
TC =
7,37
min.
e
A 0,000
B 0,000
C 1.000
D 0.000
69,00
0.500; Impervious fraction
2,474 (In/Hr) for a 10.0
0.744 (CFS) for 0,370(Ac,)
1.216(CFS) Total area =
0,590(Ac,)
0,500
year storm
7
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Street flow at end of street :
Half street flow at end of street
Depth of flow: 0,232(Ft,), Average
Flow width (from curb towards crown):
1,216(CFS)
1,216(CFS)
velocity = 3,017(Ft/s)
5,255(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 90.000 to Point/Station 100.000
*.*. STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
Top of street segment elevation _ 192,870(Ft.)
End of street segment elevation: 187,220(Ft.)
Length of street segment : 200,000(Ft,)
Height of curb above gutter flowline 6,0(In,)
Width of half street (curb to crown) = 20.000(Ft,)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz): 0,065
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: 2.000(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: 1,792(CFS)
Depth of flow = 0.260(Ft,), Average velocity = 3.149(Ft/s)
Streetflow hydraulics at midpoint of street travel,
Halfstreet flow width = 6.652(Ft.)
Flow velocity: 3.l5(Ft/s)
Travel time = 1.06 min. TC = 8.43 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.807
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1,000
Decimal fraction soil group D 0.000
RI index for 80il(AMC 2) 69.00
Pervious area fraction: 0,500; Impervious fraction = 0,500
Rainfall intensity 2.295 (In/Hr) for a 10.0 year storm
Subarea runoff: 1,037(CFS) for 0,560(Ac,)
Total runoff: 2,252 (CFS) Total area = 1,150(Ac,)
Street flow at end of street: 2,252(CFS)
Half street flow at end of street 2,252(CFS)
Depth of flow: 0,276(Ft.), Average velocity: 3,299(Ft/s)
Flow width (from curb towards crown): 7,457(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100,000 to Point/Station 110,000
...* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **.*
Top of street segment elevation: 187.220(Ft,)
End of street segment elevation: 184.820(Ft,)
Length of street segment 315,000(Ft,)
8
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Height of curb above gutter flowline 6.0(In,)
Width of half street (curb to crown) 20.000(Ft,)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz): 0,065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [lJ 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: 2,000(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: 3,251(CFS)
Depth of flow: 0,362(Ft,), Average velocity: 2,155(Ft/s)
Streetflow hydraulics at midpoint of street travel;
Halfstreet flow width: ll,756(Ft,)
Flow velocity: 2,16(Ft/s)
Travel time: 2,44 min, TC: 10,86 min,
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0,796
Decimal fraction soil group A : 0,000
Decimal fraction soil group B : 0,000
Decimal fraction soil group C : 1,000
Decimal fraction soil group D 0.000
RI index for 80il(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1,991(In/Hr) for a 10,0 year storm
Subarea runoff 1.616(CFS) for 1,020(Ac.)
Total runoff ~ 3.869(CFS) Total area: 2,170(Ac,)
Street flow at end of street ~ 3,869(CFS)
Half street flow at end of street 3,869(CFS)
Depth of flow ~ 0,379(Ft,), Average velocity: 2.245(Ft/s)
Flow width (from curb towards crown): 12.635(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 110.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area: 2.170(Ac.)
Runoff from this stream 3,869(CFS)
Time of concentration = 10.86 min.
Rainfall intensity: 1. 991 (In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp:
14.486 15,44
3.869 10,86
stream flow has longer
14.486 + sum of
1. 635
1. 991
time of "concentration
9
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10
Qp=
Qb
3,869 *
17,663
3,178
Ia/lb
0,821
Total of 2 main streams to confluence:
Flow rates before confluence point:
14.486 3,869
Area of streams before confluence:
10.080 2,170
Results of confluence:
Total flow rate = 17,663(CFS)
Time of concentration = 15.437 min.
Effective stream area after confluence
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the
Area averaged pervious area fraction{Ap)
Area averaged RI index number = 69.0
10
12,250(Ac,)
12,25 (Ac,)
same area.
0,492
10
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 . 1999 Version 6.2
Rational Hydrology Study Date: 11/03/99 File:e,out
------------------------------------------------------------------------
IN 31458.002 - DEVELOPED HYDROLOGY TO TR 24187.1 & 2
FLOWS TRIBUTARY TO STORM DRAIN LINE "E"
(N:\31458,000\hydrology\LINE E\RRV\E-10YEARS,OUT)
MODELED ON NOVEMBER, 1999 BY A,N.
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-Ib) Units used in input data file
------------------------------------------------------------------------
Kieth International, Inc., Moreno Valley, CA - SiN 707
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) =
10.00 Antecedent Moisture Condition
2
2 year, 1 hour precipitation
100 year, 1 hour precipitation
0,530 (In.)
1,100 (In,)
Storm event year 10.0
Calculated rainfall intensity data:
1 hour intensity = 0,765(In/Hr)
Slope of intensity duration curve = 0,5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10,000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 115.000(Ft,)
Top (of initial area) elevation = 242,000(Ft,)
Bottom (of initial area) elevation ~ 238,BOO(Ft,)
Difference in elevation = 3,200(Ft.)
Slope = 0,02783 s(percent)= 2.78
TC = k(0,940)*[(length^3)/(elevation change)J^0,2
Initial area time of concentration = 12.839 min.
Rainfall intensity = 1,813 (In/Hr) for a 10,0
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.715
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction
Initial subarea runoff =
year storm
A 0.000
B 0,000
C 1. 000
D = 0,000
74,00
1.000; Impervious
0.428 (CFS)
fraction =
0,000
to4\
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Total initial stream area =
Pervious area fraction = 1.000
0.330 (Ac,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 30,000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION .**.
Top of natural channel elevation = 238,800(Ft,)
End of natural channel elevation = 232,000(Ft,)
Length of natural channel 265,000(Ft,)
Estimated mean flow rate at midpoint of channel =
0,862(CFS)
Natural valley channel type used
L,A, County flood control district formula for channel velocity:
Velocity(ft/s) ~ (7 + 8 (q(English Units)A,352) (slopeAO,5)
Velocity using mean channel flow = 2,34(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6,2)
Normal channel slope 0,0257
Corrected/adjusted channel slope = 0,0257
Travel time = 1.89 min. TC = 14.73 min.
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.704
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Rainfall intensity
Subarea runoff =
Total runoff =
A 0,000
B 0,000
C 1. 000
D 0,000
74.00
1.000; Impervious fraction
1. 679 (In/Hr) for a 10,0
0.791(CFS) for 0,670(Ac,)
1,219(CFS) Total area =
0,000
year storm
1. 000 (Ac,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30,000 to Point/Station 40,000
.... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ....
Top of natural channel elevation _ 232,000(Ft,)
End of natural channel elevation = 216,800(Ft.)
Length of natural channel = 610,000(Ft,)
Estimated mean flow rate at midpoint of channel =
L 859 (CFS)
Natural valley channel type used
L,A, County flood control district
Velocity(ft/s) = (7 + 8(q(English
Velocity using mean channel flow =
formula for channel velocity:
Units)A,352) (slopeAO,5)
2,68 (Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope 0,0249
Corrected/adjusted channel slope = 0.0249
2
~-:)
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Travel time
3.80 min.
TC
18,53 min.
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.683
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Rainfall intensity
Subarea runoff
Total runoff =
A 0.000
B 0.000
C 1. 000
DO,OOO
74,00
1.000; Impervious fraction
1,476(In/Hr) for a 10,0
1.'059 (CFS) for 1. 050 (Ac.)
2,278(CFS) Total area =
0,000
year storm
2.050(Ac,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40,000 to Point/Station 50,000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 216.800(Ft.)
End of natural channel elevation = 195,500(Ft.)
Length of natural channel 840.000(Ft.)
Estimated mean flow rate at midpoint of channel =
3.112 (CFS)
Natural valley channel type used
L,A. County flood control district
Velocity(ft/s) = (7 + 8 (q(English
velocity using mean channel flow =
formula for channel velocity:
Units)^.352) (slope^0.5)
3.01(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6,2)
Normal channel slope 0.0254
Corrected/adjusted channel slope = 0,0254
Travel time = 4.64 min. TC = 23.17 min.
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.662
Decimal fraction soil group A = 0,000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 74,00
Pervious area fraction = 1.000; Impervious fraction
Rainfall intensity 1,302(In/Hr) for a 10,0
Subarea runoff = 1,293(CFS) for 1,500(Ac,)
Total runoff = 3,572(CFS) Total area =
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the same area.
0,000
year storm
3,550(Ac,)
3,55 (Ac.)
Area averaged pervious area fraction(Ap)
Area averaged RI index number = 74.0
1.000
3
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1
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4
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e
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1999 Version 6,2
Rational Hydrology Study Date: 11/04/99 File:d1.out
------------------------------------------------------------------------
IN 31458,002 - DEVELOPED HYDROLOGY TO TR 24187-1
FLOWS TRIBUTARY TO STORM DRAIN LINE "D-1"
(N:\31458,000\hydrology\LINE D-1\RRV\D1-10YEARS.OUT)
MODELED ON NOVEMBER, 1999 BY A,N,
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Kieth International, Inc., Moreno Valley, CA - SiN 707
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) =
10.00 Antecedent Moisture Condition
2
2 year, 1 hour precipitation
100 year, 1 hour precipitation
0,530(In.)
1.100(In,)
Storm event year 10.0
Calculated rainfall intensity data:
1 hour intensity = O.765(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20,000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 240.000(Ft.)
Top (of initial area) elevation = 207.300(Ft.)
Bottom (of initial area) elevation = 205,020(Ft,)
Difference in elevation = 2,280(Ft,)
Slope = 0,00950 s (percent) = 0.95
TC = k(0,390)*[(lengthA3)/(elevation change)JAO,2
Initial area time of concentration = 8.863 min.
Rainfall intensity = 2,231(In/Hr) for a 10,0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.805
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction
Initial subarea runoff =
A 0,000
B 0,000
C 1. 000
DO.OOO
69,00
0.500; Impervious
0,62B(CFS)
fraction
0.500
~
e
e
e
Total initial stream area =
Pervious area fraction = 0.500
0,350(AC,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20,000 to Point/Station 30,000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
Top of street segment elevation _ 204,520(Ft,)
End of street segment elevation = 202,600(Ft.)
Length of street segment 105.000(Ft,)
Height of curb above gutter flowline = 6,0(In.)
Width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break 1B,000(Ft,)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) = 0,020
Street flow is on [2J 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 = 2,000(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 = 1.4B1(CFS)
Depth of flow = 0,216(Ft,), Average velocity = 2.266(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 4,474(Ft.)
Flow velocity = 2,27(Ft/s)
Travel time = 0.77 min. TC = 9.64 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,B01
Decimal fraction soil group A 0,000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) = 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2,129(In/Hr) for a 10,0 year storm
Subarea runoff = 1,620(CFS) for 0.950(Ac,)
Total runoff = 2,249(CFS) Total area = 1,300(Ac,)
Street flow at end of street = 2,249(CFS)
Half street flow at end of street 1,124(CFS)
Depth of flow = 0,243(Ft,), Average velocity = 2,417(Ft/s)
Flow width (from curb towards crown)= 5,B1B(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40,000
..** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **.*
Top of street segment elevation = 202.600(Ft,)
End of street segment elevation = 199.140(Ft,)
Length of street segment 210,000(Ft,)
Height of curb above gutter flowline
Width of half street (curb to crown)
6,0(In.)
20,000(Ft,)
2
~
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e
Distance from crown to cross fall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) = 0,020
Street flow is on [2] 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 = 2,000(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 = 3,503(CFS)
Depth of flow = 0,277{Ft,), Average velocity = 2,529(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7,522{Ft,)
Flow velocity = 2.53(Ft/s)
Travel time = 1,38 min, TC = 11,02 min,
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,795
Decimal fraction soil group A 0,000
Decimal fraction soil group B 0,000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0,000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1,975(In/Hr) for a 10.0 year storm
Subarea runoff 2,277(CFS) for 1,450(Ac.)
Total runoff = 4.526(CFS) Total area = 2.750(Ac.)
Street flow at end of street = 4.526(CFS)
Half street flow at end of street 2.263(CFS)
Depth of flow = 0,296(Ft.), Average velocity = 2,672(Ft/s)
Flow width (from curb towards crown)= 8.486(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 199,140(Ft,)
End of street segment elevation = 195,120{Ft,)
Length of street segment 330,000(Ft.)
Height of curb above gutter flowline 6,0(In,)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [2] 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 = 2.000{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
Depth of flow = 0.332(Ft,), Average velocity =
5.958 (CFS)
2,528(Ft/s)
3
~
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e
e
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 10.254(Ft,)
Flow velocity: 2,53(Ft/8)
Travel time = 2.18 min. TC = 13.19 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0,787
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0,000
Decimal fraction soil group C : 1,000
Decimal fraction soil group D 0,000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity: 1,785(In/Hr) for a 10,0 year storm
Subarea runoff 2,445(CFS) for 1,740(Ac,)
Total runoff ~ 6,971(CFS) Total area: 4,490(Ac,)
Street flow at end of street: 6. 971 (CFS)
Half street flow at end of street 3,485(CFS)
Depth of flow: 0,346(Ft.), Average velocity: 2,622(Ft/s)
Flow width (from curb towards crown): 10.967(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 45,000 to Point/Station 50,000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0,787
Decimal fraction soil group A 0,000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1,000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration 13.19 min.
Rainfall intensity 1,785(In/Hr) for a 10.0 year storm
Subarea runoff 0,998(CFS) for 0,710(Ac,)
Total runoff: 7.968(CFS) Total area: 5,200(Ac,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50,000 to Point/Station 60,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation: 195,120(Ft,)
End of street segment elevation: 186,660(Ft,)
Length of street segment 300,000(Ft.)
Height of curb above gutter flowline 6,0(In.)
Width of half street (curb to crown) : 20,000(Ft,)
Distance from crown to crossfall grade break 18,000(Ft.)
Slope from gutter to grade break (v/hz): 0,065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [1) siders) 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: 2,000(In,)
4
~
e
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e
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 = 8,144 (CFS)
Depth of flow = 0,389(Ft,), Average velocity = 4.413(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13,111{Ft,)
Flow velocity = 4,41(Ft/8)
Travel time = 1,13 min, TC = 14,33 min,
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.877
Decimal fraction soil group A 0.000
Decimal fraction soil group B = 0,000
Decimal fraction soil group C 1,000
Decimal fraction soil group D 0,000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity 1,705(In/Hr) for a 10,0 year storm
Subarea runoff 0.344(CFS) for 0,230(Ac,)
Total runoff = 8,312 (CFS) Total area = 5,430{Ac,)
Street flow at end of street = 8,312 (CFS)
Half street flow at end of street 8,312(CFS)
Depth of flow ~ 0.391(Ft,), Average velocity = 4,434(Ft/s)
Flow width (from curb towards crown)= 13,220(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to Point/Station 60.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient ~ 0,783
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration 14.33 min.
Rainfall intensity = 1.705 (In/Hr) for a 10.0 year storm
Subarea runoff 5.473(CFS) for 4.100(Ac.)
Total runoff = 13,785(CFS) Total area = 9,530(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60,000 to Point/Station 110.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 186,660(Ft,)
End of street segment elevation = 184,820(Ft,)
Length of street segment 210,000(Ft,)
Height of curb above gutter flowline 6,0(In,)
width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break 18.000{Ft.).
Slope from gutter to grade break (v/hz) 0,065
Slope from grade break to crown (v/hz) 0,020
5
~
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e
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 = 2,000(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 =
Depth of flow = 0,543(Ft,), Average velocity =
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property =
Streetflow hydraulics at midpoint of street travel:
Half8treet flow width = 20,000(Ft.)
Flow velocity ~ 3,16(Ft/s)
Travel time = 1.11 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,779
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity 1.635 (In/Hr) for a 10,0
Subarea runoff 0,701(CFS) for 0,550(Ac,)
Total runoff = 14,486(CFS) Total area =
Street flow at end of street = 14,486(CFS)
Half street flow at end of street = 14,486(CFS)
Depth of flow = 0.546(Ft,), Average velocity =
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property
Flow width (from curb towards crown)= 20,000(Ft,)
TC =
15,44
min.
14.183(CFS)
3.155(Ft/s)
2.14(Ft.)
0,500
year storm
10,080(Ac,)
3,173(Ft/s)
2,30(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10,000 to Point/Station 110,000
.... CONFLUENCE OF MAIN STREAMS ....
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 10,080(Ac,)
Runoff from this stream 14.486(CFS)
Time of concentration = 15.44 min.
Rainfall intensity = 1,635(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70,000 to Point/Station 80,000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 199,700(Ft,)
6
~
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e
Bottom (of initial area) elevation = 197,300(Ft,)
Difference in elevation = 2,400(Ft,)
Slope = 0.01600 s(percent)~ 1.60
TC = k(0,390)*[(length^3)/(elevation change)J^0,2
Initial area time of concentration = 6.617 min.
Rainfall intensity 2,628(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.816
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.500
A 0,000
B 0,000
C 1,000
D 0.000
69,00
0.500; Impervious fraction
0.472(CFS)
0,220(Ac.)
0,500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 80.000 to point/Station 90.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 196.800(Ft.)
End of street segment elevation = 192,870(Ft,)
Length of street segment 130,000(Ft,)
Height of curb above gutter flowline 6,0(In.)
Width of half street (curb to crown) 20,000(Ft,)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [1] siders) 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 = 2,000(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 = O.869(CFS)
Depth of flow = 0,210(Ft,), Average velocity = 2,884(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4,178(Ft,)
Flow velocity ~ 2,88(Ft/s)
Travel time = 0,75 min,
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,812
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Rainfall intensity
Subarea runoff
Total runoff =
TC =
7,37
min.
A 0,000
B 0,000
C 1,000
D 0,000
69,00
0.500; Impervious fraction
2,474 (In/Hr) for a 10,0
0.744 (CFS) for 0.370(Ac.)
1,216(CFS) Total area =
0.500
year storm
0,590(Ac,)
7
~
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Street flow at end of street =
Half street flow at end of street
Depth of flow: 0.232(Ft.), Average
Flow width (from curb towards crown):
1.216(CFS)
1,216(CFS)
velocity: 3,017(Ft/s)
5.255(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 90,000 to Point/Station 100,000
**.* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
TOp of street segment elevation: 192.870(Ft.)
End of street segment elevation ~ 187,220(Ft,)
Length of street segment 200.000(Ft.)
Height of curb above gutter flowline 6,0(In.)
width of half street (curb to crown) 20.000(Ft,)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) ~ 0.065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [lJ 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: 2,000(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 = 1.792(CFS)
Depth of flow: 0.260(Ft.), Average velocity ~ 3,149(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Half8treet flow width: 6,652(Ft.)
Flow velocity: 3,15(Ft/s)
Travel time = 1.06 min. TC = 8.43 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.807
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction: 0,500; Impervious fraction 0.500
Rainfall intensity 2.295(In/Hr) for a 10,0 year storm
Subarea runoff 1,037(CFS) for 0.560(Ac.)
Total runoff = 2,252(CFS) Total area: 1,150(Ac,)
Street flow at end of street: 2.252(CFS)
Half street flow at end of street 2,252(CFS)
Depth of flow = 0,276(Ft,), Average velocity = 3.299(Ft/s)
Flow width (from curb towards crown): 7,457(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100,000 to POint/Station 110,000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
Top of street segment elevation _ 187.220(Ft.)
End of street segment elevation: 184.820(Ft.)
Length of street segment 315.000(Ft,)
8
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Height of curb above gutter flowline 6,0(In,)
Width of half street (curb to crown) 20,000(Ft.)
Distance from crown to crossfall grade break 18,000(Ft,)
Slope from gutter to grade break (v/hz): 0,065
Slope from grade break to crown (v/hz) 0,020
Street flow is on [lJ side(8) 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: 2.000(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: 3,251(CFS)
Depth of flow: 0,362(Ft,), Average velocity: 2,155(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width: 11.756(Ft,)
Flow velocity = 2,16(Ft/s)
Travel time: 2.44 min, TC: 10,86 min,
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0,796
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1,991(In/Hr) for a 10.0 year storm
Subarea runoff 1.616(CFS) for 1.020(Ac,)
Total runoff: 3.869(CFS) Total area = 2.170(Ac,)
Street flow at end of street: 3,869(CFS)
Half street flow at end of street 3.869(CFS)
Depth of flow: 0,379(Ft.), Average velocity: 2.245(Ft/s)
Flow width (from curb towards crown): 12,635(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70,000 to Point/Station 110.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area: 2,170(Ac,)
Runoff from this stream 3,869(CFS)
Time of concentration = 10.86 min.
Rainfall intensity: 1,991 (In/Hr)
Summary of stream data:
Stream
No,
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp=
14,486 15.44
3,869 10.86
stream flow has longer time of
14.486 + sum of
1. 635
1. 991
concentration
~
9
e
e
e
10
Qp=
Qb
3,869 *
17,663
3,178
Iajlb
0,821
Total of 2 main streams to confluence:
Flow rates before confluence point:
14.486 3,869
Area of streams before confluence:
10,080 2,170
Results of confluence:
Total flow rate = 17,663 (CFS)
Time of concentration = 15.437 min,
Effective stream area after confluence
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the
Area averaged pervious area fraction(Ap)
Area averaged RI index number = 69,0
10
12,250 (Ac,)
12,25 (Ac,)
same area.
0,492
10
~\
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~8
[~
~~
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e
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1999 Version 6,2
Rational Hydrology Study Date: 11/03/99 File:a12,out
------------------------------------------------------------------------
IN 31458,002 - DEVELOPED HYDROLOGY TO TR 24187-2
(N:\31458,000\hydrology\LINE A-12\RRV\A12,OUT)
FLOWS TRIBUTARY TO STORM DRAIN LINE "A.12"
MODELED ON NOVEMBER, 1999 BY A,N,
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Kieth International, Inc" Moreno Valley, CA - SiN 707
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100,00 Antecedent Moisture Condition = 2
2 year, 1 hour precipitation
100 year, 1 hour precipitation
0.530 (In,)
1.100 (In,)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour inte~sity = 1. 100 (InfHr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10,000 to Point/Station 20,000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = l50,OOO(Ft,)
Top (of initial area) elevation = 245,700(Ft,)
Bottom (of initial area) elevation = 244,000(Ft,)
Difference in elevation = 1.700(Ft,)
Slope = 0,01133 s(percent)= 1,13
TC = k(0,390).[(length^3)/(elevation change)J^0,2
Initial" area time of concentration = 7.090 min.
Rainfall intensity 3.638(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.836
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction
Initial subarea runoff =
A = 0,000
B 0,000
C 1. 000
D 0,000
69.00
0.500; Impervious
0,548(CFS)
fraction
0.500
<\C\
e
.
e
Total initial stream area =
Pervious area fraction = 0.500
0,180(Ac,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20,000 to Point/Station 30.000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
Top of street segment elevation _ 243,500(Ft,)
End of street segment elevation = 241,800(Ft.)
Length of street segment 140,000(Ft,)
Height of curb above gutter flowline 6,0(In,)
width of half street (curb to crown) 20.000(Ft,)
Distance from crown to crossfall grade break 18,000(Ft.)
Slope from gutter to grade break (v/hz) = 0,065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [IJ side(s) of the street
Distance from curb to property line IO,OOO(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2,000(Ft,)
Gutter hike from flowline = 2,000(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 = I,I7I(CFS)
Depth of flow = 0.259(Ft,), Average velocity = 2,063(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6,64I(Ft.)
Flow velocity = 2,06(Ft/s)
Trave~ time = 1.13 min. TC = 8.22 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.886
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69,00
Pervious area fraction = 0.100; Impervious fraction 0.900
Rainfall intensity 3.348(In/Hr) for a 100,0 year storm
Subarea runoff = 1,217(CFS) for 0,410(Ac,)
Total runoff = 1.764(CFS) Total area = 0,590(Ac,)
Street flow at end of street = 1,764(CFS)
Half street flow at end of street 1,764(CFS)
Depth of flow = 0,289(Ft.), Average velocity = 2.246(Ft/s)
Flow width (from curb towards crown)= 8.116(Ft,)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30,000 to Point/Station 40,000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
Top of street segment elevation _ 24l.800(Ft,)
End of street segment elevation = 239,650(Ft,)
Length of street segment 200,000(Ft,)
Height of curb above gutter flowline
width of half street (curb to crown) =
6,0(In,)
20,000(Ft,)
2
\~
e
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 2.632(CFS)
Depth of flow = 0.326(Ft.), Average velocity = 2.342(Ftls)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.985(Ft.)
Flow velocity = 2.34(Ft/s)
Travel time = 1.42 min. TC = 9.64 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.826
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 3.062 (In/Hr) for a 100.0 year storm
Subarea runoff 1.467(CFS) for 0.580(Ac.)
Total runoff = 3.232(CFS) Total area = 1.170(Ac.)
Street flow at end of street = 3.232(CFS)
Half street flow at end of street 3.232 (CFS)
Depth of flow = 0.345(Ft.), Average velocity ~ 2.456(Ft/s)
Flow width (from curb towards crown)= 10.906(Ft.)
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation ~ 239.650(Ft.)
End of street segment elevation = 236.500(Ft.)
Length of street segment = 300.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 =
Depth of flow = 0.380(Ft.), Average velocity =
4.558(CFS)
2.638 (Ft/s)
3
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Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.653(Ft.)
Flow velocity ~ 2.64(Ft/s)
Travel time = 1.90 min. TC = 11.54 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.820
Decimal fraction soil group A 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity 2.769(In/Hr) for a 100.0 year storm
Subarea runoff 2.180(CFS) for 0.960(Ac.)
Total runoff = 5.412(CFS) Total area = 2.130(Ac.)
Street flow at end of street = 5.412(CFS)
Half street flow at end of street = 5.412(CFS)
Depth of flow = 0.398(Ft.), Average velocity = 2.748(Ft/s)
Flow width (from curb towards crown)= 13.574(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation _ 236.500(Ft.)
End of street segment elevation = 231.940(Ft.)
Length of street segment 250.000(Ft.)
Height of curb above gutter flowline 6.0(10.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to erossiall grade break 18.00Q(Ft.}
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 6.390(CFS)
Depth of flow = 0.386(Ft.), Average velocity = 3.528(Ft/s).
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.978(Ft.)
Flow velocity = 3.53(Ft/s)
Travel time = 1.18 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.816
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
TC =
12.72
min.
e
A 0.000
B = 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
0.500
fraction
4
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Rainfall intensity 2.622(In/Hr) for a 100.0 year storm
Subarea runoff = 1.648(CFS) for 0.770(Ac.)
Total runoff ~ 7.060(CFS) Total area = 2.900(Ac.)
Street flow at end of street = 7.060(CFS)
Half street flow at end of street 7.060(CFS)
Depth of flow = 0.397(Ft.), Average velocity = 3.613(Ft/s)
Flow width (from curb towards crown)= 13.518(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60.000 to Point/Station 70.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 231.940(Ft.)
End of street segment elevation = 216.040(Ft.)
Length of street segment 400.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance.from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) ~ 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 8.959(CFS)
Depth of flow = 0.38l(Ft.), Average velocity = 5.l45(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width ~ l2.706(Ft.)
Flow velocity = 5.15(Ft/s)
Travel time = 1.30 min. TC = 14.02 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.813
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity 2.483 (In/Hr) for a 100.0 year storm
Subarea runoff 3.148(CFS) for 1.560(Ac.)
Total runoff = 10.208(CFS) Total area = 4.460(Ac.)
Street flow at end of street = 10.208(CFS)
Half street flow at end of street = 10.208(CFS)
Depth of flow = 0.395(Ft.), Average velocity = 5.307(Ft/s)
Flow width (from curb towards crown)= 13.404(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 150.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
5 \b~
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Upstream point/station elevation = 211.040(Ft.)
Downstream point/station elevation 210.750(Ft.)
Pipe length 40.00(Ft.) Manning's N = 0.013
No. of pipes ~ 1 Required pipe flow 10.208(CFS)
Given pipe size = 18.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
0.865(Ft.) at the headworks or inlet
Pipe friction loss = 0.378(Ft.)
Minor friction loss = 0.777(Ft.)
Pipe flow velocity = 5.78(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 14.13 min.
selected pipe size.
the pipe invert is
of the pipe(s)
K-factor =
1.50
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 150.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 4.460(Ac.)
Runoff from this stream 10.208(CFS)
Time of concentration = 14.13 min.
Rainfall intensity = 2.472 (In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80.000 to Point/Station 90.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance _ 240.000(Ft.)
Top (of initial area) elevation = 245.700(Ft.)
Bottom (of initial area) elevation = 242.410(Ft.)
Difference in elevation = 3.290(Ft.)
Slope = 0.01371 s(percent)~ 1.37
TC = k(0.390)*[(length^3)/(elevation change)J^0.2
Initial area time of concentration = 8.237 min.
Rainfall intensity = 3.345(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient ~ 0.832
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.500
A = 0.000
B 0.000
C = 1.000
D = 0.000
69.00
0.500; Impervious fraction
0.779(CFS)
0.280(Ac.)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 90.000 to Point/Station 100.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
6 \~
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Top of street segment elevation = 242.410(Ft.)
End of street segment elevation = 239.440(Ft.)
Length of street segment 240.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 1.613(CFS)
Depth of flow = 0.282(Ft.), Average velocity = 2.220(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.746(Ft.)
Flow velocity = 2.22(Ft/s)
Travel time = 1.80 min. TC = 10.04 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.825
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity 2.994 (In/Hr) for a 100.0 year storm
Subarea runoff 1.482(CFS) for 0.600(Ac.)
Total runoff ~ 2.261(CFS) Total area = 0.880(Ac.)
Street flow at end of street = 2.261(CFS)
Half street flow at end of street 2.261(CFS)
Depth of flow = 0.308(Ft.), Average velocity ~ 2.390(Ft/s)
Flow width (from curb towards crown)= 9.052(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 110.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 239.440(Ft.)
End of street segment elevation = 236.360(Ft.)
Length of street segment 270.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(In.)
7
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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 = 3.327(CFS)
Depth of flow = 0.345(Ft.), Average velocity = 2.529(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.903(Ft.)
Flow velocity = 2.53(Ft/s)
Travel time ~ 1.78 min. TC = 11.82 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.819
Decimal fraction soil group A = 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity 2. 732(In/Hr) for a 100.0 year storm
Subarea runoff = 1.858 (CFS) for 0.830(Ac.)
Total runoff = 4.118(CFS) Total area = 1.710(Ac.)
Street flow at end of street = 4.118(CFS)
Half street flow at end of street 4.118(CFS)
Depth of flow = 0.365(Ft.), Average velocity = 2.658(Ft/s)
Flow width (from curb towards crown)= 11.927(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 120.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 236.360(Ft.)
End of street segment elevation = 234.110(Ft.)
Length of street segment 250.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 5.058(CFS)
Depth of flow = 0.399(Ft.), Average velocity = 2.550(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.626(Ft.)
Flow velocity = 2.55(Ft/s)
Travel time = 1.63 min. TC = 13.45 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.814
Decimal fraction soil group A-= 0.000
8
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Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0_500
Rainfall intensity 2.541(In/Hr) for a 100.0 year storm
Subarea runoff 1.614 (CFS) for 0.780(Ac.)
Total runoff = 5.732(CFS) Total area = 2.490(Ac.)
Street flow at end of street = 5.732(CFS)
Half street flow at end of street = 5.732(CFS)
Depth of flow = 0.413(Ft.), Average velocity = 2.628(Ft/s)
Flow width (from curb towards crown)~ 14.335(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 130.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 234.110(Ft.)
End of street segment elevation = 220.130(Ft.)
Length of street segment 260.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 5.985(CFS)
Depth of flow = 0.328(Ft.), Average velocity = 5.258{Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.058(Ft.)
Flow velocity = 5.26(Ft/s)
Travel time = 0.82 min. TC = 14.28 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.882
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.100; Impervious fraction 0.900
Rainfall intensity = 2.458(In/Hr) for a 100.0 year storm
Subarea runoff 0.477(CFS) for 0.220(Ac.)
Total runoff = 6.209(CFS) Total area = 2.710(Ac.)
Street flow at end of street = 6.209(CFS)
Half street flow at end of street 6.209(CFS)
Depth of flow = 0.331(Ft.), Average velocity ~ 5.303(Ft/s)
Flow width (from curb towards crown)= 10.219(Ft.)
9 \~
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 140.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 220.130(Ft.)
End of street segment elevation = 217.110(Ft.)
Length of street segment 90.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 6.301(CFS)
Depth of flow = 0.354(Ft.), Average velocity = 4.439(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.370(Ft.)
Flow velocity = 4.44(Ft/s)
Travel time = 0.34 min. TC = 14.61 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.882
Decimal fraction soil group A = 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.100i Impervious fraction = 0.900
Rainfall intensity 2.426(In/Hr) for a 100.0 year storm
Subarea runoff 0.171(CFS) for 0.080(Ac.)
Total runoff = 6.380(CFS) Total area ~ 2.790(Ac.)
Street flow at end of street = 6.380(CFS)
Half street flow at end of street = 6.380(CFS)
Depth of flow = 0.355(Ft.), Average velocity ~ 4.452(Ft/s)
Flow width (from curb towards crown)= 11.430(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 135.000 to Point/Station 140.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.811
Decimal fraction soil group A = 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.500i Impervious fraction
0.500
10
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Time of concentration
Rainfall intensity
Subarea runoff
Total runoff =
14.61 min.
2.426(In/Hr) for a 100.0 year storm
8.262(CFS) for 4.200(Ac.)
14.643 (CFS) Total area =
6.990(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 140.000 to Point/Station 150.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 212.110(Ft.)
Downstream point/station elevation 210.750(Ft.)
Pipe length 40.00(Ft.) Manning'S N = 0.013
No. of pipes = 1 Required pipe flow = 14.643(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 14.643(CFS)
Normal flow depth in pipe = 11.70(In.)
Flow top width inside pipe = 17.17(In.)
Critical Depth = 16.77(In.)
Pipe flow velocity = 12.05(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 14.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80.000 to Point/Station 150.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream
In Main Stream number: 2
Stream flow area =
Runoff from this stream
Time of concentration =
Rainfall intensity =
Summary of stream data:
is listed:
6.990(Ac.)
14.643 (CFS)
14.67 min.
2.421 (In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp=
Qp=
10.208 14.13
14.643 14.67
stream flow has longer
14.643 + sum of
Qb Ia/Ib
10.208 * 0.979 =
24.639
9.996
time of
2.472
2.421
concentration
Total of 2 main streams to confluence:
Flow rates before confluence point:
10.208 14.643
Area of streams before confluence:
4.460 6.990
Results of confluence:
Total flow rate = 24.639(CFS)
II
\(!)1.
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Time of concentration 14.669 min.
Effective stream area after confluence
11.450(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150.000 to Point/Station 180.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation _ 210.750(Ft.)
Downstream point/station elevation 205.350(Ft.)
Pipe length 250.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 24.639(CFS)
Given pipe size = 21.00(In.)
Calculated individual pipe flow 24.639(CFS)
Normal flow depth in pipe = 21.00(In.)
Flow top width inside pipe = O.OO(In.)
Critical depth could not be calculated.
Pipe flow velocity = 9.68(Ft/s)
Travel time through pipe 0.43 min.
Time of concentration (TC) = 15.10 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150.000 to Point/Station 180.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 11.450(Ac.)
Runoff from this stream 24.639(CFS)
Time of concentration = 15.10 min.
Rainfall intensity = 2.382(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 160.000 to Point/Station 170.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 290.000(Ft.)
Top (of initial area) elevation = 218.000(Ft.)
Bottom (of initial area) elevation = 210.670{Ft.)
Difference in elevation = 7.330(Ft.)
Slope = 0.02528 s(percent)= 2.53
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.861 min.
Rainfall intensity = 3.433 (In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.833
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
A = 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious fraction
1.058(CFS)
0.370(Ac.)
0.500
12
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Pervious area fraction
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 170.000 to Point/Station 180.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation _ 205.670(Ft.)
Downstream point/station elevation 205.350(Ft.)
Pipe length 25.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 1.058(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.058(CFS)
Normal flow depth in pipe = 3.63(In.)
Flow top width inside pipe = 14.44(In.)
Critical Depth = 4.60(In.)
Pipe flow velocity = 4.16(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 7.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 160.000 to Point/Station 180.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.370 (Ac.)
Runoff from this stream = 1.058(CFS)
Time of concentration = 7.96 min.
Rainfall intensity = 3.409(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp=
Qp~
24.639 15.10
1.058 7.96
stream flow has longer
24.639 + sum of
Qb Ia/lb
1.058 * 0.699 =
25.379
0.740
time of
2.382
3.409
concentration
Total of 2 main streams to confluence:
Flow rates before confluence point:
24.639 1.058
Area of streams before confluence:
11.450 0.370
Results of confluence:
Total flow rate = 25.379(CFS)
Time of concentration = 15.099 min.
Effective stream area after confluence
End of computations, total study area =
11.820 (Ac. )
11.82 (Ac.)
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The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap}
Area averaged RI index number = 69.0
0.476
14
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Tom Bitney
From:
e:
Subject:
Debbie Melvin
Wednesday, January 26, 2000 9:50 AM
Tom Bitney
Address
Here is his address: ECRISSMA@co.riverside.ca.us
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1999 Version 6.2
Rational Hydrology Study Date: 12/02/99 File:a6.out
------------------------------------------------------------------------
IN 31458.002 - DEVELOPED HYDROLOGY TO TR 24187-1
(N:\31458.000\hydrology\LINE A-6\RRV\A6.0UT)
FLOWS TRIBUTARY TO STORM DRAIN LINE "A-6"
MODELED ON NOVEMBER, 1999 BY A.N.
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Kieth International, Inc., Moreno Valley, CA - SiN 707
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
2 year, 1 hour precipitation
100 year, 1 hour precipitation
0.530(In.)
1.100(In.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.100 (In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 190.000(Ft.)
Top (of initial area) elevation = 230.700(Ft.)
Bottom (of initial area) elevation = 228.860(Ft.)
Difference in elevation = 1.840(Ft.)
Slope = 0.00968 s(percent)= 0.97
TC = k(0.390)*[(length^3)/(elevation change)J^0.2
Initial area time of concentration = 8.042 min.
Rainfall intensity 3.390(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.832
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction
Initial subarea runoff =
A = 0.000
B 0.000
C 1. 000
DO.OOO
69.00
0.500; Impervious
0.790(CFS)
fraction
0.500
\\:.
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Total initial stream area =
Pervious area fraction = 0.500
0.280(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
TOp of street segment elevation _ 228.360(Ft.)
End of street segment elevation = 226.840(Ft.)
Length of street segment 100.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to cross fall grade break = 1B.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [2J 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 = 2.000(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 = 1.411(CFS)
Depth of flow = 0.219(Ft.), Average velocity = 2.077(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.614(Ft.)
Flow velocity = 2.08(Ft/s)
Travel time = 0.80 min. TC = 8.84 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.829
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.500i Impervious fraction = 0.500
Rainfall intensity 3.214(In/Hr) for a 100.0 year storm
Subarea runoff = 1.l73(CFS) for O.440(Ac.)
Total runoff = 1.963 (CFS) Total area = 0.720(Ac.)
Street flow at end of street = 1.963(CFS)
Half street flow at end of street 0.981(CFS)
Depth of flow = 0.240(Ft.), Average velocity = 2.1B7{Ft/s)
Flow width (from curb towards crown)= 5.675(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 226.840(Ft.)
End of street segment elevation = 224.BOO(Ft.)
Length of street segment 100.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown)
6.0(In.)
20.000(Ft.)
2
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Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [2J 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 = 2.000(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 = 2.93l(CFS)
Depth of flow = 0.257(Ft.), Average velocity = 2.656(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.520(Ft.)
Flow velocity = 2.66(Ft/s)
Travel time = 0.63 min. TC = 9.47 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.827
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 3.093 (In(Hr) for a 100.0 year storm
Subarea runoff 1.816(CFS) for 0.710(Ac.)
Total runoff = 3. 779 (CFS) Total area = 1.430(Ac.)
Street flow at end of street = 3.779(CFS)
Half street flow at end of street = 1.B89(CFS)
Depth of flow ~ 0.275(Ft.), Average velocity = 2.796(Ft/s)
Flow width (from curb towards crown)= 7.410(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
TOp of street segment elevation = 224.800(Ft.)
End of street segment elevation = 2l9.600(Ft.J
Length of street segment 280.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to cross fall grade break 1B.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2J 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 = 2.000(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 =
Depth of flow ~ 0.306(Ft.), Average velocity =
5.417(CFS)
2.913(Ft/s)
3
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Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width ~ 8.962(Ft.)
Flow velocity = 2.91(Ft/s)
Travel time = 1.60 min. TC = 11.07 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.821
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil{AMC 2) = 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.834 (In/Hr) for a 100.0 year storm
Subarea runoff 2.887(CFS) for 1.240(Ac.)
Total runoff = 6.665(CFS) Total area = 2.670(Ac.)
Street flow at end of street = 6.665(CFS)
Half street flow at end of street 3.333(CFS)
Depth of flow = 0.323(Ft.), Average velocity = 3.052(Ft/s)
Flow width (from curb towards crown)= 9.824(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to Point/Station 50.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.821
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = O.500i Impervious fraction 0.500
Time of concentration 11.07 min.
Rainfall intensity 2.834 (In/Hr) for a 100.0 year storm
Subarea runoff 4.563(CFS) for 1.960(Ac.)
Total runoff = 11.228(CFS) Total area = 4.630{Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 219.600(Ft.)
End of street segment elevation = 213.790(Ft.)
Length of street segment 255.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [2J 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 = 2.000(In.)
4
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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 = 12.271(CFS)
Depth of flow = 0.370(Ft.), Average velocity = 3.804(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.191(Ft.)
Flow velocity = 3.80(Ft/s)
Travel time = 1.12 min. TC = 12.19 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.818
Decimal fraction soil group A 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.685(In/Hr) for a 100.0 year storm
Subarea runoff 1.889(CFS) for 0.860(Ac.)
Total runoff = 13.117(CFS) Total area = 5.490(Ac.)
Street flow at end of street = 13.117(CFS)
Half street flow at end of street 6.558(CFS)
Depth of flow = 0.377(Ft.), Average velocity = 3.864(Ft/s)
Flow width (from curb towards crown)= 12.532(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 57.000 to Point/Station 60.000
**** SUBAREA FLOW ADDITION ****
MOBILE HOME PARK subarea type
Runoff Coefficient = 0.859
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.250; Impervious fraction 0.750
Time of concentration 12.19 min.
Rainfall intensity = 2.685 (In/Hr) for a 100.0 year storm
Subarea runoff 2.260(CFS) for 0.980(Ac.)
Total runoff = 15.377(CFS) Total area = 6.470(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60.000 to Point/Station 70.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 213.790(Ft.)
End of street segment elevation = 206.920(Ft.)
Length of street segment = 320.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
5
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Street flow is on [lJ 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 = 2.000(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 = 15.650(CFS)
Depth of flow = 0.486(Ft.), Average velocity = 4.659(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.980(Ft.)
Flow velocity = 4.66(Ft/s)
Travel time = 1.14 min. TC = 13.34 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.883
Decimal fraction soil group A = 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction 0.900
Rainfall intensity 2.554 (In/Hr) for a 100.0 year storm
Subarea runoff 0.519(CFS) for 0.230(Ac.)
Total runoff = 15.896(CFS) Total area ~ 6.700(Ac.)
Street flow at end of street = 15.896(CFS)
Half street flow at end of street 15.896(CFS)
Depth of flow = 0.488(Ft.), Average velocity = 4.676(Ft/s)
Flow width (from curb towards crown)= 18.090(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 65.000 to Point/Station 70.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.814
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration 13.34 min.
Rainfall intensity 2.554 (In/Hr) for a 100.0 year storm
Subarea runoff 6.697(CFS) for 3.220(Ac.)
Total runoff = 22.593 (CFS) Total area = 9.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 160.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation _ 201.920(Ft.)
Downstream point/station elevation 194.700(Ft.)
Pipe length 360.00(Ft.) Manning'S N = 0.013
6
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No. of pipes = 1 Required pipe flow
Given pipe size = 18.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
13.235(Ft.) at the headworks or inlet
Pipe friction loss = 16.648(Ft.)
Minor friction loss = 3.807(Ft.)
Pipe flow velocity = 12.78(Ft/s)
Travel time through pipe 0.47 min.
Time of concentration (TC) = 13.80 min.
22.593 (CFS)
selected pipe size.
the pipe invert is
of the pipe(s)
K-factor =
1.50
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 160.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 9.920(Ac.)
Runoff from this stream = 22.593(CFS)
Time of concentration = 13.80 min.
Rainfall intensity = 2.505(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80.000 to Point/Station 90.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance - 160.000{Ft.)
Top (of initial area) elevation = 2l6.300(Ft.)
Bottom (of initial area) elevation = 214.730(Ft.)
Difference in elevation = 1.570(Ft.)
Slope = 0.00981 s (percent) = 0.98
TC = k(0.390)*[(length^3)/(elevation change)J^0.2
Initial area time of concentration = 7.488 min.
Rainfall intensity 3.528(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.835
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.500
A 0.000
B = 0.000
C 1. 000
DO.OOO
69.00
0.500; Impervious fraction =
0.677 (CFS)
0.230(Ac.)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 90.000 to Point/Station 100..000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation ~ 214.230(Ft.)
End of street segment elevation = 213.240(Ft.)
Length of street segment 115.000(Ft.)
7
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Height of curb above gutter flowline 6.0(In.)
width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gut~er to grade break 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.207(CFS)
Depth of flow = 0.274(Ft.), Average velocity = 1.810(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.351(Ft.)
Flow velocity = 1.81(Ft/s)
Travel time = 1.06 min. TC = 8.55 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.830
Decimal fraction soil group A 0.000.
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 3.276(In/Hr) for a 100.0 year storm
Subarea runoff 0.979(CFS) for 0.360(Ac.)
Total runoff = 1.657(CFSl Total area = 0.590(Ac.)
Street flow at end of street ~ 1.657(CFS)
Half street flow at end of street 1.657(CFS)
Depth of flow = 0.297(Ft.), Average velocity ~ 1.937(Ft/s)
Flow width (from curb towards crown)= 8.536(Ft.)
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 110.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation _ 213.240(Ft.)
End of street segment elevation = 208.3BO(Ft.)
Length of street segment 240.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [lJ 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 = 2.000(In.)
Manning'S N in gutter = 0.0150
Manning's N from gutter to grade break =
Manning's N from grade break to crown =
0.0150
0.0150
8
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Estimated mean flow rate. at midpoint of street = 2.710(CFS)
Depth of flow = 0.302(Ft.), Average velocity = 3.013(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstre~t flow width = 8.790(Ft.)
Flow velocity = 3.01(Ft/s)
Travel time = 1.33 min. TC = 9.87 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.826
Decimal fraction soil group A 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 3.022 (In/Hr) for a 100.0 year storm
Subarea runoff = 1.871(CFS) for 0.750{Ac.)
Total runoff = 3.528(CFS) Total area = 1.340(Ac.)
Street flow at end of street = 3.528(CFS)
Half street flow at end of street 3.528(CFS)
Depth of flow = 0.324(Ft.), Average velocity = 3.197(Ft/s)
Flow width (from curb towards crown)= 9.883{Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 120.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 208.380(Ft.)
End of street segment elevation = 200.120(Ft.)
Length of street segment = 390.000(Ft.)
Height of curb above gutter flowline 6.0(ln.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.aOQ(Pt.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 5.068(CFS)
Depth of flow = 0.355(Ft.), Average velocity = 3.537(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.429(Ft.)
Flow velocity = 3.54(Ft/s)
Travel time = 1.84 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.819
Decimal fraction soil group A =
Decimal fraction soil group B
Decimal fraction soil group C =
Decimal fraction soil group D
TC =
11.71
min.
0.000
0.000
1.000
0.000
9
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RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.746(In/Hr) for a 100.0 year storm
Subarea runoff = 2.633 (CFS) for 1.170(Ac.)
Total runoff = 6.160(CFS) Total area = 2.510(Ac.)
Street flow at end of street = 6.160(CFS)
Half street flow at end of street 6.160(CFS)
Depth of flow = 0.375(Ft.), Average velocity = 3.703(Ft/s)
Flow width (from curb towards crown)= ~2.397(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 160.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 195.120(Ft.)
Downstream point/station elevation 194.700(Ft.)
Pipe length 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 6.160(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.160(CFS)
Normal flow depth in pipe = 8.95(In.)
Flow top width inside pipe = 18.00(In.)
Critical Depth = 11.52(In.)
Pipe flow velocity = 7.02(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 11.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80.000 to Point/Station 160.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area ~ 2.510(Ac.)
Runoff from this stream = 6.160(CFS)
Time of concentration = 11.78 min.
Rainfall intensity = 2. 737 (In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 140.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance - 170.000(Ft.)
Top (of initial area) elevation = 206.700(Ft.)
Bottom (of initial area) elevation = 204.400(Ft.)
Difference in elevation = 2.300(Ft.)
Slope = 0.01353 s(percent)= 1.35
TC = k(0.390)*[(lengthA3)/(elevation change)JAO.2
Initial area time of concentration = 7.194 min.
Rainfall intensity 3.608(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.836
Decimal fraction soil group A = 0.000
]0
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Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.500
B 0.000
C 1. 000
D = 0.000
69.00
0.500; Impervious fraction
0.965(CFS)
0.320 (Ac.)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 140.000 to Point/Station 150.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 203.700(Ft.)
End of street segment elevation = 200.120(Ft.)
Length of street segment 180.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 1.840(CFS)
Depth of flow ~ 0.274(Ft.), Average velocity = 2.753(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.360(Ft.)
Flow velocity = 2.75(Ft/s)
Travel time = 1.09 min. TC = 8.28 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.831
Decimal fraction soil group A 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 3.334 (In/Hr) for a 100.0 year storm
Subarea runoff = 1. 608 (CFS) for 0.580 (Ac.)
Total runoff = 2.573(CFS) Total area = 0.900(Ac.)
Street flow at end of street = 2.573 (CFS)
Half street flow at end of street 2.573 (CFS)
Depth of flow = 0.299(Ft.), Average velocity = 2.958(Ft/s)
Flow width (from curb towards crown)= 8.620(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150.000 to Point/Station 160.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
11
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Upstream point/station elevation = 195.120(Ft.)
Downstream point/station elevation 194.700(Ft.)
Pipe length 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 2.573(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 2.573(CFS)
Normal flow depth in pipe = 5.99(In.)
Flow top width inside pipe = 16.96(In.)
Critical Depth = 7.28(In.)
Pipe flow velocity = 5.00(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 8.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 160.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.900(Ac.)
Runoff from this stream 2.573(CFS)
Time of concentration = 8.42 min.
Rainfall intensity = 3.304 (In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
3
Largest
Qp=
Qp =
22.593 13.80
6.160 11.78
2.573 8.42
stream flow has longer
22.593 + sum of
Qb Ia/Ib
6.160 * 0.915
Qb Ia/Ib
2.573 * 0.758
30.181
1. 950
time of
2.505
2.737
3.304
concentration
5.638
Total of 3 main streams to confluence:
Flow rates before confluence point:
22.593 6.160 2.573
Area of streams before confluence:
-9.920 2.510 0.900
Results of confluence:
Total flow rate = 30.181(CFS)
Time of concentration = 13.805 min.
Effective stream area after confluence =
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the
13.330 (Ac.)
13.33 (Ac.)
same area.
12 \2A.
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Area averaged pervious area fraction(Ap)
Area averaged RI index number = 69.0
13
12
0.475
13
\2S'
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1999 Version 6.2
Rational Hydrology Study Date: 11/04/99 File:d1.out
------------------------------------------------------------------------
IN 31458.002 - DEVELOPED HYDROLOGY TO TR 24187-1
FLOWS TRIBUTARY TO STORM DRAIN LINE "D-1"
(N:\31458.000\hydrology\LINE D-1\RRV\D1.0UT)
MODELED ON NOVEMBER, 1999 BY A.N.
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Kieth International, Inc., Moreno Valley, CA - SiN 707
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
.Storm event (year) = 100.00 Antecedent Moisture Condition 2
2 year, 1 hour precipitation
100 year, 1 hour precipitation
0.530(In.)
1.100 (In.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1. 100 (In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 240.000(Ft.)
Top (of initial area) elevation = 207.300(Ft.)
Bottom (of initial area) elevation = 205.020(Ft.)
Difference in elevation ~ 2.280(Ft.)
Slope = 0.00950 s(percent)= 0.95
TC = k(0.390)*[(lengthA3)/(elevation change)JAO.2
Initial area time of concentration = 8.863 min.
Rainfall intensity 3.210 (In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.829
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction 0.500; Impervious fraction 0.500
Initial subarea runoff = 0.932(CFS)
\Z1
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Total initial stream area =
Pervious area fraction = 0.500
0.350(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 204.520(Ft.)
End of street segment elevation ~ 202.600(Ft.)
Length of street segment 105.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [2J 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 = 2.000(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 ~ 2.196(CFS)
Depth of flow = 0.241(Ft.), Average velocity = 2.407(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 5.740(Ft.)
Flow velocity = 2.41(Ft/s)
Travel time = 0.73 min. TC = 9.59 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.827
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity 3.071 (In/Hr) for a 100.0 year storm
Subarea runoff 2.412(CFS) for 0.950(Ac.)
Total runoff = 3.343 (CFS) Total area = 1.300(Ac.)
Street flow at end of street = 3.343(CFS)
Half street flow at end of street 1.672(CFS)
Depth of flow = 0.270(Ft.), Average velocity = 2.610(Ft/s)
Flow width (from curb towards crown)= 7.168(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 202.600(Ft.)
End of street segment elevation = 199.140(Ft.)
Length of street segment 210.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown)
6.0 (In.)
20.000 (Ft.)
2
\2f>
e
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [2J 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 = 2.000(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 = 5.208(CFS)
Depth of flow = 0.308(Ft.), Average velocity = 2.756(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.044(Ft.)
Flow velocity = 2.76(Ft/s)
Travel time = 1.27 min. TC = 10.86 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.822
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity 2.865(In/Hr) for a 100.0 year storm
Subarea runoff 3.415(CFS) for 1.450(Ac.)
Total runoff = 6.759(CFS) Total area = 2.750(Ac.)
Street flow at end of street = 6.759(CFS)
Half street flow at end of street 3.379(CFS)
Depth of flow ~ 0.330(Ft.), Average velocity = 2.924(Ft/s)
Flow width (from curb towards crown)= 10.144(Ft.)
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 199.140(Ft.)
End of street segment elevation = 195.l20(Ft.)
Length of street segment 330.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [2J 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 = 2.000(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
Depth of flow = 0.370(Ft.), Average velocity =
8.897(CFS)
2.776(Ft/s)
3
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Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.148(Ft.)
Flow velocity = 2.78(Ft/s)
Travel time = 1.98 min. TC = 12.84 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.816
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.608(In/Hr) for a 100.0 year storm
Subarea runoff = 3.703(CFS) for 1.740(Ac.)
Total runoff = 10.461(CFS) Total area = 4.490(Ac.)
Street flow at end of street = 10.461(CFS)
Half street flow at end of street 5.231(CFS)
Depth of flow = 0.386(Ft.), Average velocity = 2.885(Ft/s)
Flow width (from curb towards crown)= 12.987(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 45.000 to Point/Station 50.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.816
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration 12.84 min.
Rainfall intensity 2.608 (In/Hr) for a 100.0 year storm
Subarea runoff 1.511(CFS) for 0.710(Ac.)
Total runoff = 11.972 (CFS) Total area = 5.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 195.120(Ft.)
End of street segment elevation = 186.660(Ft.)
Length of street segment 300.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(In.)
4
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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 = 12.237(CFS)
Depth of flow = 0.436(Ft.), Average velocity = 4.866(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.454(Ft.)
Flow velocity = 4.87(Ft/s)
Travel time = 1.03 min. TC = 13.87 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.883
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.100; Impervious fraction 0.900
Rainfall intensity 2.498 (In/Hr) for a 100.0 year storm
Subarea runoff 0.507(CFS) for 0.230(Ac.)
Total runoff = 12.480(CFS) Total area = 5.430(Ac.}
Street flow at end of street = 12.480(CFS)
Half street flow at end of street 12.480(CFS)
Depth of flow = 0.438(Ft.), Average velocity = 4.889(Ft/s)
Flow width (from curb towards crown)= 15.576(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to Point/Station 60.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.813
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration = 13.87 min.
Rainfall intensity 2.498(In/Hr) for a 100.0 year storm
Subarea runoff 8.327(CFS) for 4.100(Ac.)
Total runoff = 20.806(CFS) Total area = 9.530(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60.000 to Point/Station 110.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 186.660(Ft.)
End of street segment elevation = 184.820(Ft.)
Length of street segment 210.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) 0.065 .
Slope from grade break to crown (v/hz) 0.020
5
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Street flow is on [lJ 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 = 2.000(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
Depth of flow = 0.609(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 3.52(Ft/s)
Travel time = 0.99 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.810
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity 2.403 (In/Hr) for a 100.0
Subarea runoff 1.071(CFS) for 0.550(Ac.)
Total runoff = 21.877(CFS) Total area =
Street flow at end of street = 21.877(CFS)
Half street flow at end of street 21.877(CFS)
Depth of flow = 0.613(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property
Flow width (from curb towards crown)= 20.000(Ft.)
TC =
14.86
min.
21.406(CFS)
3.521(Ft/s)
5.47(Ft.)
= 0.500
year storm
10.080(Ac.)
3.542(Ft/s)
5.66(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 110.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 10.080(Ac.)
Runoff from this stream 21.877(CFS)
Time of concentration = 14.86 min.
Rainfall intensity = 2.403 (In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 80.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance _ 150.000(Ft.)
Top (of initial area) elevation = 199.700(Ft.)
6
\~\
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Bottom (of initial area) elevation = 197.300(Ft.)
Difference in elevation = 2.400(Ft.)
Slope = 0.01600 s (percent) = 1.60
TC = k(0.390)*[(lengthA3)/(elevation change)JAO.2
Initial area time of concentration = 6.617 min.
Rainfall intensity 3.781(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.838
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.500
A 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious fraction
0.697(CFS)
0.220(Ac.)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80.000 to Point/Station 90.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 196.800(Ft.)
End of street segment elevation = 192.870(Ft.)
Length of street segment 130.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 1.284 (CFS)
Depth of flow = 0.235(Ft.), Average velocity = 3.045(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 5.432(Ft.)
Flow velocity = 3.04(Ft/s)
Travel time = 0.71 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.835
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Rainfall intensity
Subarea runoff
Total runoff =
TC =
min.
7.33
e
A = 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious fraction
3.571(In/Hr) for a 100.0
1.104(CFS) for 0.370(Ac.)
1.801(CFS) Total area =
0.590(Ac.)
= 0.500
year storm
7
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Street flow at end of street =
Half street flow at end of street
Depth of flow = 0.258(Ft.), Average
Flow width (from curb towards crown)=
1.801(CFS)
1.801(CFS)
velocity = 3.239(Ft/s)
6.552(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 90.000 to Point/Station 100.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
TOp of street segment elevation = 192.870(Ft.)
End of street segment elevation = 187.220(Ft.)
Length of street segment 200.000{Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to eroasfall grade break 18.00Q(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 2.656(CFS)
Depth of flow = 0.288(Ft.), Average velocity = 3.417(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.066(Ft.)
Flow velocity = 3.42(Ftfs)
Travel time = 0.98 min. TC = 8.30 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.831
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity 3.329(In/Hr) for a 100.0 year storm
Subarea runoff 1.550(CFS) for 0.560(Ac.)
Total runoff = 3.351(CFS) Total area = 1.150(Ac.)
Street flow at end of street = 3.351(CFS)
Half street flow at end of street 3.351(CFS)
Depth of flow = 0.306(Ft.), Average velocity = 3.595(Ft/s)
Flow width (from curb towards crown)= 8.974(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 110.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation _ 187.220(Ft.)
End of street segment elevation = 184.820{Ft.)
Length of street segment 315.000(Ft.)
8
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Height of.curb above gutter flowline 6.0(In.)
width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.065
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ 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 = 2.000(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 = 4.837(CFS)
Depth of flow = 0.404(Ft.), Average velocity = 2.368(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.842(Ft.)
Flow velocity = 2.37(Ft/s)
Travel time = 2.22 min. TC = 10.52 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.823
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.916(In/Hr) for a 100.0 year storm
Subarea runoff 2.449(CFS) for 1.020(Ac.)
Total runoff ~ 5.800(CFS) Total area = 2.170(Ac.)
Street flow at end of street ~ 5.800(CFS)
Half street flow at end of street 5.800(CFS)
Depth of flow = 0.425(Ft.), Average velocity ~ 2.473(Ft/s)
Flow width (from curb towards crown)= 14.893(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 110.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.170(Ac.)
Runoff from this stream = 5.800(CFS)
Time of concentration = 10.52 min.
Rainfall intensity ~ 2. 916 (In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(m/Hd
1
2
Largest
~=
21.877 14.86
5.800 10.52
stream flow has longer time of
21.877 + sum of
2.403
2.916
concentration
9
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Qp=
Qb
5.800 *
26.657
Ia/Ib
0.824
4.780
Total of 2 main streams to confluence:
Flow rates before confluence point:
21.877 5.800
Area of streams before confluence:
10.080 2.170
Results of confluence:
Total flow rate = 26.657(CFS)
Time of concentration = 14.863 min.
Effective stream area after confluence
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the
Area averaged pervious area fraction(Ap)
Area averaged RI index number = 69.0
1
10
12.250 (Ac.)
12.25 (Ac.)
same area.
0.492
JO
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1999 Version 6.2
Rational Hydrology Study Date: 11/03/99 File:e.out
------------------------------------------------------------------------
IN 31458.002 - DEVELOPED HYDROLOGY TO TR 24187-1 & 2
FLOWS TRIBUTARY TO STORM DRAIN LINE "E"
(N:\31458.000\hydrology\LINE E\RRV\E.OUT)
MODELED ON NOVEMBER, 1999 BY A.N.
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Kieth International, Inc., Moreno Valley, CA - SiN 707
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition 2
2 year, 1 hour precipitation
100 year, 1 hour precipitation
0.530 (In.)
1.100 (In.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.100(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = ll5.000(Ft.)
Top (of ini tial area) 'elevation = 242.000 (Ft.)
Bottom (of initial area) elevation = 238.800(Ft.)
Difference in elevation = 3.200(Ft.)
Slope = 0.02783 s(percent)= 2.78
TC = k(0.940)*[(lengthA3)/(elevation change)JAo.2
Initial area time of concentration = 12.839 min.
Rainfall intensity = 2. 608 (In/Hr) for a 100.0 year storm
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.763
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction
Initial subarea runoff =
A 0.000
B 0.000
C 1. 000
D 0.000
74.00
1.000i Impervious
0.657 (CFS)
fraction
0.000
I
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Total initial stream area =
Pervious area fraction = 1.000
0.330(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 30.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 238.800(Ft.)
End of natural channel elevation = 232.000(Ft.)
Length of natural channel 265.000(Ft.)
Estimated mean flow rate at midpoint of channel =
1.323(CFS)
Natural valley channel type used
L.A. County flood control district
Velocity(ft/s) = (7 + 8(q(English
Velocity using mean channel flow =
formula for channel velocity:
Units)^.352) (slope^0.5)
2.54(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope 0.0257
Corrected/adjusted channel slope = 0.0257
Travel time = 1.74 min. TC = 14.58 min.
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.754
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Rainfall intensity =
Subarea runoff
Total runoff =
A 0.000
B 0.000
C 1. 000
D 0.000
74.00
1.000; Impervious fraction
2.429(In/Hr) for a 100.0
1. 228 (CFS) for 0.670 (Ac.)
1.885 (CFS) Total area =
0.000
year storm
1.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 232.000(Ft.)
End of natural channel elevation = 216.800(Ft.)
Length of natural channel 610.000(Ft.)
Estimated mean flow rate at midpoint of channel =
2.874 (CFS)
Natural valley channel type used
L.A. County flood control district
Velocity(ft/s) = (7 + 8(q(English
Velocity using mean channel flow =
formula for channel velocity:
Units) ^. 352) (slope^O. 5)
2.94(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0249
Corrected/adjusted channel slope = 0.0249
2
\~
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Travel time
3.46 min.
TC
18.04 min.
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.739
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Rainfall intensity
Subarea runoff
Total runoff =
A 0.000
B 0.000
C 1. 000
D 0.000
74.00
1.000; Impervious fraction
2.156(In/Hr) for a 100.0
1.674(CFS) for 1.050(Ac.)
3.558(CFS) Total area =
= 0.000
year storm
2.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 216.800(Ft.)
End of natural channel elevation = 195.500(Ft.)
Length of natural channel 840.000(Ft.)
Estimated mean flow rate at midpoint of channel =
4.860(CFS)
Natural valley channel type used
L.A. County flood control district
Velocity(ft/s) = (7 + 8(q(English
Velocity using mean channel flow =
formula for channel velocity:
Units) ^. 352) (slope^O. 5)
3.34(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope 0.0254
Corrected/adjusted channel slope = 0.0254
Travel time = 4.20 min. TC = 22.24 min.
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.723
Decimal fraction soil group A = 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 74.00
Pervious area fraction = 1.000; Impervious fraction
Rainfall intensity 1.918(In/Hr) for a 100.0
Subarea runoff = 2.081(CFS) for 1.500(Ac.)
Total runoff = 5.639(CFS) Total area =
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the same area.
0.000
year storm
3.550 (Ac.)
3.55 (Ac.)
Area averaged pervious area fraction(Ap)
Area averaged RI index. number = 74.0
1. 000
3
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Hydraulic Analysis wI Catch Basin Calculation Worksheets.............................................IV
N:\3I458.000ldoc\04119999HydroJogy-REPORT.docIl
\ ~ 'Z..
_ODE CB SIZE TYPE FLOW i UPSTREAM FLOW i ilow\/ COR. UPST. CROWN LOSS a (cj} basin Qlin) Qlflowbvl
NO. IFTI "S/8 <CFS> INIHR NODE C8 rCFSl IN/HR i hiah) FLOW rCFS ICFS\ rCFS\ ICFS\ ICFS\ TOC.B.
0.00 NA NA
LINE A-12 0.00 NA NA
140/A12 8 7 F 14.64 2.43 14.64 4.15 10.49 5
70/A12 7 4 F 10.21 2.48 10.21 2.13 8.08 6
170/A12 6 21 F 1.06 3.43 FiQ/A12 7 8.08 2.48 0.72 5.85 6.91 6.91 0.00
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
LINE A-6 0.00 NA NA
0.00 NA NA
70/A6 5 10 F 22.59 2.54 0/A12 8 10.49 2.43 0.96 10.03 12.80 19.82 7.39 12.43 4
150/A6 4 7 F 2.57 3.33 70/A6 5 12.43 2.54 0.76 9.48 12.05 4.24 7.81 1
120/A6 3 10 F 6.16 2.75 N/A 0.00 -12.80 18.96 7.07 11.89 1
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
LINE 0-1 0.00 NA NA
0.00 NA NA
0.00 NA NA
_01 1 21 S 26.66 2.92 50/A6 4 7.81 3.33 0.88 6.85 33.51 NA NA
101 1 21 S 33.51 2.92 20/AB 3 11.89 2.75 0.94 11.20 44.71 44.71 0.00
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
LINE E - Per Phase 3 Stud 0.00 NA NA
0.00 NA NA
![(,j\Su';;;;- 14 F 7.78 7.78 7.78 0.00
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
LINE A 0.00 NA NA
Sumn 20a 7 S 7.20 7.20 7.20 0.00
FLOWBY 20b 10 F 5.30 3.33 5.30 4.29 1.01
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
0.00 NA NA
TOTAL ONSITE FLOW INTERCEPTED 8Y CATCH 8ASINS LISTED ABOVE = 95.87 CFS
Printed on:
e
CATCH BASIN FLOW INLET CALCULATION TABLE
100 YEAR EVENT - TRACT 24187-1 &-2
3
I
2000
15
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Worksheet for Generic Orifice
_Oject Description
orksheet
Type
Sorve For
Vertical Pipe @ CBl
Generic Orifice
Headwater Elevation
Input Data
Discharge
Centroid Elevation
T ailwater Elevation
Discharge Coefficient
Opening Area
36.00 cfs
0.00 ft
0.00 ft
0.59
3.1 ft'
Results
Headwater Elevation
Headwater Height Above Centro
T ailwater Height Above Centroid
Velocity
5.87 ft
5.87 ft
0.00 ft
11.46 fils
-
e
Title: Passeo Del Sol
n:\30764.000\hydrology\newland.fm2
01/26/00 09;48:54 AM @Haestad Methods, fne..
.
Keith lntematJonal. Inc.
37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer: Ned J. Araujo
FlowMaster vG.O (614b)
Page 1 of 1
w..
_ Tl IN 31458.000 - PASED DEL SOL - NEWLAND COMMUNITIES
T2 STORM DRAIN LINE llA-12" TRACT NO. 24187 MODELED ON 1l/22/99 BY A.N.
T3 (N;\31458.000\hydrology\LINE A-12\WSPGW\A-12.wsw)
SO 0007.580 197.320 1 199.340
R 0025.000 198.300 1 .013 DO.DOO .00 0
R 0049.340 199.670 1 .013 .00 0
JX 0054.000 199.930 1 II .014 6.2BO 199.690 45.0 .000
R 0061.820 200.370 1 .013 00.000 .00 0
R 0079.490 201.360 1 .013 45.000 .00 0
R 0102.370 202.650 1 .013 .00 0
SH 0102.370 202.650 1 000.000
CD 1 4 1 .000 1.750 .000 .000 .000 .000
CD II 4 1 .000 1. 500 .000 .000 .000 .000
CD 12 4 1 .000 2.500 .000 .000 .QOO .000
Q 6.91 .0
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T3 (N:\31458.000\hydrology\LINE A-12\WSPGW\A-12a,wsw)
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T2 STORM DRAIN LINE "A-12bn TRACT NO. 24187 MODELED ON 11/22/99 BY A.N.
T3 (N:\31458.000\hydrology\LINE A-12\WSPGW\A-12b.wsw)
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T3 N:\31458_000\hydro1ogy\LINE A-6\WSPGW\A-6.WSW REV. 2/24/00 BY NJA
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T1 IN 31458.000 - PASEO DEL SOL - NEWLAND COMMUNITIES
T2 STORM DRAIN LINE "A_Ga" TRACT NO. 24187 MODELED ON 11/22/99 BY A.N.
T3 (N:\31458.000\hydrology\LINE A-6\WSPGW\A-6a.WSW)
SO 0000.910 190.900 11 192.597
R 0020.830 191.500 11 .013 00.000
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T2 STORM DRAIN LINE "A-20b" TRACT NO. 24187 & 24188 MODELED ON 1/4/00 BY A.N.
T3 (N:\31458.000\hydrology\LINE A\WSPGW\A-20b.wsw)
SO 002.500 218.240 11 224.236
R 18.700 220.710 11 .013 .00 0
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CATCH BASIN FREEBOARD CALCULATION TABLE
100 YEAR EVENT - TRACT 24187-1 &-2
CB CF TYPE PIPE DIA PIPE AREA FLOW VELOCITY HEAD LOSS IFTl HGL (cj) PIPE/CB HGL (cj) CB INV.lalCB CB"V" FREEBOARD
NO. (IN) IFTl /SOFTl ICFS) IFPS) /1.2 V^2/ (20) IFT\ IFTl IFTl IFTl IFTl /IN\
LINE A-12
140/A12 8 6 1.50 1.77 4.15 3.75 0.26 209.75 210.Q1 208.85 8.16 6.16 74
70/A12 7 6 1.50 1.77 2.13 1.57 0.05 209.79 209.84 208.83 8.21 6.37 76
170/A12 6 6 1.75 2.41 6.91 5.04 0.47 203.62 204.09 202.63 8.38 6.08 73
LINE A-6
70/A6 5 6 1.50 1.77 7.39 5.58 0.58 200.35 200.93 199.30 9.32 6.86 82
150/A6 4 6 1.50 1.77 4.24 3.59 0.24 192.44 192.68 191.49 8.00 5.98 72
120/A6 3 6 1.50 1.77 7.07 5.47 0.56 192.53 193.09 191.50 7.99 5.57 67
LINE 0-1
--
110/01 1 6 2.00 3.14 44.71 14.23 9.04 1177.70 1186.74 1177.70 10.50 0.63 8
,
--
Printed on:
3
15
2000
W\