HomeMy WebLinkAboutHydrology (Mar.8,2001)
. HYDROLOGY AND HYDRAULICS STUDY
P ASEO DEL SOL
TENTATIVE TRACT MAP NOS. 24188-2,-3 & -F
CITY OF TEMECULA
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Prepared for:
NEWLAND COMMUNITIES
27393 Ynez Road, Suite 253
Temecula, CA 92591
Tel (909) 694-5572 . Fax (909) 694-3612
DEAN R. MEYER
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Prepared By:
The Keith Companies TK.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 8, 2001
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TABLE OF CONTENTS
SECTION
PAGE
A. Site Location Map.... ... ... ..... .... ....... ... .... .... .... ... ... ... ... ...... ....... ................................................1
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-1.6l)
. 2- Year, I-Hour Precipitation Isohyetals (Plate D-4.3)
. 100 Year, I-Hour Precipitation Isohyetals (Plate D-4.4)
. 100-Year, 24-Hour Precipitation Isohyetals (Plate E-5.6 with Correction Plate Dated
8/23/85)
. Slope ofIntensity Duration Curve (plate D-4.6)
10- Y ear Rational Study.............................................................................................................. II
(For Tr. 24188-2 and Tr. 24188-3 & -F)
100- Year Rational Study........................................................................................................... III
(For Tr. 24188-2 and Tr. 24188-3 & -F)
Hydraulic Analysis wi Catch Basin Calculation Worksheets...................................................IV
. Catch Basin Inlet Calculation Tables
. Storm Drain HGL
Hydrology Key Map .................................................................................................Back Pocket
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March 8, 200 1
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Riverside Co. 7V
..................................... ................
San Diego Co.
m
REGIONAL MAP
EXHIBIT A
A
P_I
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eXIST. 60" 50
rUTU1t..E' LI~ "a" CAe
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~OPOS.(O '36" .5'0
L /lu rr "P-c." I...
MRACDWS p~\("".r::..y
SI:) P~'R. Tk. '2+187-'2..
n24'58
TT 24181
YT Ul-leB-2..
50 F'f:1L
'llt.. 1..418'7-3
TT 241"
TT 24185
TT 24183
TT 24184
TT 24182
~~
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1200'
PALOMA DEL SOL, EAST
Tract 24181
Storm Drain Schematic
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B-1
P-.2
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C. PURPOSE OF STUDY AND NARRATIVE
This report includes the hydrology and hydraulics calculations performed for the preliminary design
of onsite drainage facilities for Tract Nos. 24188-3 & 24l88-F of Paloma Del Sol East, in the City of
Temecula, California. In addition, this report is used for sizing ultimate drainage facilities in Sunny
Meadows Drive and Meadows Parkway.
The drainage facilities in Sunny Meadows Drive near the intersection with Meadows Parkway are
shown for construction per sheet 3 of 3 of approved City of Temecula Drawing No. LD99-22I CO as
part of Tract No. 24187-2 improvements. This report is used for revision to these facilities (prior to
construction) as a result of grading revisions to TTM 24188-2. The drainage facilities in Sunny
Meadows Drive near the open space North of Tract No. 24188-1 are shown for construction per
sheet 3 of 3 of City of Temecula Drawing No. LD99-049CO as part of Tract No. 24187-3
improvements. This report is also used for revision to these facilities (prior to plan approval) as a
result of grading revisions to TTM 24188-2.
The development site is located east of Interstate Route IS 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 south, Butterfield Stage Road to the east, and Pauba Road to the north.
A hydrologylhydraulics report, prepared by The Keith Companies in October 1996 was used as a
basis of storm drain design capacity for the future storm drain line "B" in Pauba Road.
The primary objectives of this report are as follows:
1. Delineate the drainage areas tributary to the onsite catch basins in Tentative Tract Maps Nos.
24188-3 & 241 88-F.
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 onsite 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 proposed storm drain
(with laterals) in Meadows Parkway to convey the computed design discharges.
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5
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D. HYDROLOGICAL DESIGN CRITERIA
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 determined
by the proposed street layout. The computer results are included in Appendices II through V. The
following assumptions/guidelines were applied for use ofthe Rational Method:
1. 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 pervious, providing the
greatest storm runoff. The soils map, excerpted from the Hydrology Manual, is included as
Exhibit "B".
2. The runoff coefficients specified are: ll4-acre residential lots, and commercial for the street
areas and undeveloped (good cover) for Pam Area.
3. Initial subareas were drawn to be less than 10 acres in size and less than 300 feet in length per
County guidelines.
. 4. 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 0.20. The 100-
year, 24-hour rainfall intensity for the site area is 6.0 incheslhour per the correction plate dated
8/23/85. Multiplying the 100-year, 24-hourby 0.20 to get the 100-year, I-hour we have (6.0 x
0.20) 1.2 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 the storm drain tie-in locations are flagged on the
Hydrology Map, as computed by the hydrology models and as computed by the Catch Basin
Interception Spreadsheet. Following is a letter dated November 6, 2000, to R.C.F.C. and W.C.D.
addressing the design issues for the Meadows Line A Storm Drain, Stage 2. Approval from R.C.F.C
and W.C.D. also follows. Normal flow depths for street sections were computed in the catch basin
interception spreadsheet using the Street Capacity Data. The peak surface runoff obtained from
hydrological calculations for the 100-year, 1 -hour storm event, is used to size the storm drain
inlet openings (i.e., risers and catch basins). All off-site risers and sump catch basins have been
sized for 100% interception.
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Flow by catch basins have been sized in a manner that downstream flows do not exceed the top
of curb during the 10-year event and do not exceed the right-of-way during the 100-year event.
Flows from the upstream flow-by catch basins are routed to downstream basins using the tables
found in Appendix IV of this report. The flows are then confluenced using a ratio of the rainfall
intensities. This process is repeated as flow-by basins are sized. The storm drain is then sized
based on actual flows intercepted in accordance with the calculation tables found in Appendix IV
of this report.
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November 6, 2000
Mr. Stuart McKibbin, P.E.
R.C.F.C. & W.C.D.
1995 Market Street
Riverside, CA 92501
Re: The Meadows Line A Storm Drain, Stage 2
Project No. 7-0-0413-02
Tract Nos. 24187-1 and 24187-2
Account No. 137-0-3-0695
Response to Plan Check No. 1 Comments
Dear Mr. McKibbin:
.
This letter is in response to your Plan Check No. 1 letter dated JUJle 13,2000 addressed to
Mr. Ron Bradley at the City of Temecula.
Based on the results of the study requested during the Plan Check No. I, a stornl drain
extension is not needed to the existing wetlands. As mentioned during our telephone
messages and conversation (wi George Lenfestey) on November 3, 2000, the direction of
the project will be modified as follows:
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In order to allow for the completion of Sunny Meadows Drive street improvements,
we are proposing to construct the two catch basins on Sunny Meadows Drive (East of
the intersection with Meadows Parkway) per the City of Temecula Drawing No.
LD99-22lCO approved on April 5, 2000.
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We are commencing a study for a new storm drain to be constructed from the existing
60" storm drain along the Eastern portion of Meadows Parkway to Street "A", as
shown in the proposed Tentative Tract Map No. 24188 (Amended No.4). The
proposed local storm drain extension on Meadows Parkway, consisting of
approximately 1100 If, will accept the developed runoff from TTM 24188 previously
tributary to the wetland location. The proposed local storm drain in Meadows
Parkway will further reduce the tributary area to the existing wetland location. An
18" storm drain lateral will be stubbed from the proposed local storm drain 011
Meadows Parkway to the wetland location (as a conservative measure).
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Mr. Stuart McKibbin, P.E.
R.e.F.e. & W.e.D.
. November 6, 2000
The following plans are being submitted to the District in response to your Plan Check
No. I request and per your comments during our August 24,2000, meeting:
1. The Meadows Line A Storm Drain Improvement Plans, Tract Nos. 24187-1 and
24187-2 - Line "A", dated April 20, 2000, consisting of 1 sheet (with 1st check
comments).
2. Tract Nos. 24187-1 and 24187-2, Paseo Del Sol Hydrology and Hydraulic Study,
dated February 21, 2000, with 151 check comments on Line A calculations.
3. Storm Drain Plans for Laterals "A-20a" and "A-20b" in Swmy Meadows Drive (City
of Temecula Drawing No. LD99-221CO approved on AprilS, 2000).
4. Hydrology Map for Tract Nos. 24187-1, -2, and -3 (final) dated March 14,2000, as
submitted to the City ofTemecula.
5. Hydrology Map for Vesting Tentative Tract No. 24188 dated February 28, 1989.
6. Proposed Tentative Tract No. 24188 (Amended No.4).
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7. R.C.F.C. & W.C.D. photo map (dated June 8, 1982), with the entire tributary area to
the proposed storm drain extension delineated at 400 scale.
8. Hydrologic calculations that support the flow rate discharge at the proposed inlet.
The following are the Plan Check No.1 comments with our response:
I. The hydrology map has failed to show the boundaries of the tributary area with
acreage as well as the existing contours with elevations at the proposed 60" RCP inlet
location.
Engineer's Response:
.
The hydrology map submitted was for onsite improvement reference. A
Hydrology Map for Tract Nos. 24187-1, -2, and -3 (final) dated March 14,
2000, as submitted to the City of TemecuJa, shows the existing wetland
topography as well as the following hydrology boundaries: Tract Nos.
24187-1, -2, and -3, existing local tributary boundary to the proposed
storm drain extension, and developed tributary bOlmdary per a Hydrology
Map for Vesting Tentative Tract No. 24188 dated Feb. 28, 1989. Please
note that the proposed developed area of the current Tentative Tract No.
24188 (Amended No.4) is no longer tributary to the proposed stonn drain
extension. The entire tributary area to the proposed storm drain extension
is delineated on R.C.F.e.&W.C.D. photo map (dated June 8, 1982) at 400
scale.
Page 2 of 6
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Mr. Stuart McKibbin, P.E.
R.C.F.e. & W.e.D.
November 6, 2000
2. The hydrologic calculations that support the flow rate discharge at the proposed inlet
should be submitted for review and approval.
Engineer's Response:
A Unit Hydrograph study has been prepared and is being submitted for review
and approval. Although the tributary area to the proposed storm drain
extension (172.9 Acres) is less than the desired 640 acres, the peak flowtate
for the 100-year, I hour, storm obtained by the study is 319 cfs using an "n"
factor of 0.025 and 302 cfs using an "n" factor of 0.030 compared to the 270
cfs shown on the approved storm drain improvement plans. The hydrograph,
used to obtain the runoff volume generated by the above storm, yields 14.6
acre-feet tributary to the existing retention basin at the proposed storm drain
extension.
.
An analysis of the existing retention volume has been performed based on the
flown topography. The calculations prove that the existing retention volume
below the pipe inlet is over twice the amount of runoff generated by a 100-
year, I-hour storm. If no stom1 drain is constructed to the existing wetlands,
over 100 acre-feet of water would be retained prior to the runoff overflowing
into the street. As a further conservative measure, an 18" diameter pipe (in
lieu of the excessively conservative 60" storm drain pipe) is proposed to drain
any water that may reach the pipe invert. It should be noted that even if the
retention volume is neglected by assuming that the basin is full on a 100-year
event, the available volume of over 50 acre-feet with an 18" diameter outlet
will detain the peak to well below the wetland overflow elevation.
3. A title cover sheet should be submitted and prepared based on the District's drafting
manual to be added to the storm drain plan and profile sheet for the proposed storm
drain.
Engineer's Response:
Per our August 24 meeting, and per previous direction, the proposed storm
drain was to be part of the existing set, with the existing title sheet revised to
show the addition of sheet no. l7a of 17. However, per the results obtained by
the requested study, the 60" storm drain can be eliminated or reduced to a
diameter less than 36", thereby classifying this line extension under local
jurisdiction (City of Temecula).
.
4. Inspection and maintenance of the storm drain system to be built with this tract must
be performed by either the City of Temecula or the Flood Control District. The
engineer (owner) must request (in writing) that one of these agencies accept the
proposed st0J111 drain system. The request shall note the tract number, location, and
briefly describe the system (sizes and lengths). Request to the District shall be
addressed to David P. Zappe, Chief Engineer, Attn:. Dusty Williams, Chief of
Page 3 of6
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Mr. Stuart McKibbin, P.E.
R.e.F.e. & W.C.D.
November 6, 2000
Planning Division. If the District is willing to accept the system, an agreement
between the owner and the District must be executed. A request to draw up an
agreement must be sent to the District to the attention of Dale V. Anderson
Engineer's Response:
As stated above, due to the reduced storm drain diameter, an application for
inspection and maintenance of the storm drain system to be built with this
tract will be submitted to the City of Temecula.
5. A minimum flood control easement width equal to 25' is required for the
maintenance of the proposed 60" storm drain. An additional easement is also
required for maintenance access of the inlet. The storn1 drain plans have failed to
address an adequate access ramp and turnaround area.
Engineer's Response:
A proper storm drain easement will be provided to the City of Temecula.
.
6. If the proposed drainage system is to be owned and maintained by the District, three
items must be accompanied prior to our approval of the plans and map. These three
items are: 1) all right of way must be secured to the satisfaction of the District, 2) an
agreement with the District must be executed, and 3) plans for the District maintained
facility must be signed by the District's General Manager-Chief Engineer.
The engineerldeveloper will need to submit proof of flood control facility bonds and a
certificate of insurance to the District's Inspection section before a pre-construction
meeting can be scheduled.
Engineer's Response:
The drainage system is no longer proposed to be owned and maintained by the
District.
7. The WSPG hydraulic calculations for the proposed Line A Storm Drain, Stage 2,
have failed to address the inlet entrance head loss. Please, also note that the
stationing does not match the stationing on the plan view sheet. Please revise
accordingly.
Engineer's Response:
.
Since all of the 1 DO-year flow is retained in the existing wetlands area, a
WSPG is no longer needed. An 18" diameter pipe, sized based on
maintenance requirements, is being extended to the wetland area as a
conservative measure, as the design flow rate is zero.
Page 4 of6
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Mr. Stuart McKibbin, P.E.
R.e.F.e. & W.C.D.
November 6, 2000
8. A portion of the proposed project is in a major waterway and may affect "water of the
United States", "wetlands" or 'jurisdictional streambeds"; therefore,
A copy of appropriate correspondence and necessary permits from those government
agencies from which approval is required by Federal or State law (such as Corps of
Engineers 404 permit or Department of Fish and Game 1603 agreement) should be
provided to the District prior to the final District approval of the project.
Engineer's Response:
The drainage system is no longer proposed to be owned and maintained by the
District.
9. Offsite drainage facilities should be located within drainage easements obtained from
affected property owners. Legal descriptions and a plat of the easement should be
submitted to the District for review and approval prior to project approval.
Engineer's Response:
.
The drainage system is no longer proposed to be owned and maintained by the
District.
10. It should be noted that these comments are based on plans and data submitted, which
may be lacking required information, are incorrect/incomplete or otherwise deficient
in places. Additional comments from the District can be expected after plans have
been resubmitted and further review has taken place.
Engineer's Response:
Additional relevant comments from the District are welcomed after further
review has taken place.
11. Checked plans and calculations have been returned to the engineer for corrections.
Additional review by the District is anticipated and will be perforn1ed upon
resubmittal of plan by the engineer. The resubmittals should be stamped by the
engineer and folded (9"x12") with the title block showing.
Engineer's Response:
Checked plans and calculations are being returned to the District for
additional review and, upon approval, for District's file.
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Page 5 of6
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Mr. Stuart McKibbin, P.E.
R.e.F.e. & W.e.D.
November 6, 2000
12. All comments, either written in red on plans, or contained in this letter, must be
addressed or mutually resolved by the engineer and the plan checker, prior to
resllbmittal. Failure to do so will result in the plans being returned to the engineer,
with no further action taken.
Engineer's Response:
All comments have been addressed or mutually resolved prior to re-submittal.
13. Revised improvement plans along with supporting hydrologic and hydraulic
calculations should be submitted to the District for review prior to the issuance of
building permits. The resubmittals should be stanlped by the engineer and folded
(9"x12") with the title block showing.
Engineer's Response:
If required, revised improvement plans along with supporting hydrologic and
hydraulic calculations will be submitted to the District for review prior to
approval by the City ofTemecula.
Thank you for your services. Should you have any questions, please do not hesitate to
call me here directly at (909) 653-0620 ext. 257.
Sincerely,
THE KEITH COMPANIES, INC.
Inland Empire Division
-;:;>-~ 4cY-::>
Ned J. Araujo, P.E.
Senior Project Engineer
NJA:sms
cc: Newland Communities
Attn: Mr. Dean Meyer
City ofTemecula
Attn: Mr. Bill Hughes
Page 6 of6
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1995 MARKET STRE~
RIVERSIDE. CA 925,:'
909.955.1200
909.788.9965 FAX
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65879.1
RlVERSIDE COUNTY FLOOD CONTROL
AND \\'.-\TER CONSERV ATION DISTRlCT
December 7,2000
Me. Ron Parks, Deputy Director of Public Works
City ofTemecula
43200 Business Park Drive
Temecula. CA 92590
Dear Mr. Parks:
R"
Tracts 24187-1 and 24187-2
Paseo del Sol I City ofTemecula
Account No. 137-0-3-0695
(Improvement Plan Ck. #2)
~.: .
The following plans, prepared by The Keith Companies, have been submitted to the District for review:
I. City of Temecula Tracts 24187-1 and 24187-2. improvement plans for Laterals A-20a and A-20b in Sunny
Meadows Drive, Dwg. )0;0. LD99-22ICO, dated April 5, 2000, consisting of 3 sheets, received by the District
November 6, 2000.
2.
. 3.
4.
Proposed Tentative Tract >io. 24188 (Amended No.4), consisting of 1 sheets received by the District November 6,
2000.
City of Temecula-Paseo del Sol, hydrologic and hydraulic calculations, with revised hydrology lZlap, dated March
4, 2000, received by the District November 6, 2000.
Unit Hydrograph Analysis, dated October 30, 2000 and Retention Basin Flows to Existing Wetland Area with
anachmems, received by the District November 6, :WOO.
The plans have been reviewed and the proposed inlets meet District standards. The Flood Control District has no objection to the
issuance of appropriate permits. However, an encroachment permit is required from Riverside County Flood Control to connect
Line A-20a and A-20b to the District's existing The Meadows Line A storm drain improvements. Contact Ed Lotz at
909.955. J 166. After the penn it is issued the District must be notified one week prior to construction.
The City must ensure that the developer has obtained a National Pollutant Discharge Elimination System (NPDES) construction
permit prior to the issuance of a grading permit.
A full and final accounting of the plan check costs will be made to the applicant within 30 days of the date of this lener.
Remaining deposits of 55.00 or' more will be refunded: to the applicant.
Questions regarding this matter may be directed to Daisy Barreto of this office at 909.955.1269.
Very truly yours, I {
SL .CMJt '\Yo'(=( ~
'-sf'U::l.RT E. MCKIBBIN
Senior Civil Engineer
--->
c: The Keith CompanieslTKC
Ann: Ned Araujo
Ed Lotz
Sandi Henry
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Riverside County Flood Control & Water Conservation District Plates.............................I
· 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)
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10- Year Rational Study ........................................................................................................... II
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 03/06/01 File:al0years.out
------------------------------------------------------------------------
IN 31614.00.000
FLOWS TRIBUTARY TO LINE A
(N:\31614.000\hyd\T24188-2\Rat\A.OUT)
MODELED ON 3-05-01 BY A.N.
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-Ib) Units used in input data file
------------------------------------------------------------------------
The Keith Companies, 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.)
1.200(In.)
.
Storm event year 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.806(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 10.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance = 285.000(Ft.)
Top (of initial area) elevation = 257.700(Ft.)
Bottom (of initial area) elevation = 255.000(Ft.)
Difference in elevation = 2.700(Ft.)
Slope = 0.00947 s(percent)= 0.95
TC = k(0.390) * [(length^3) I (elevation change)]^0.2
Initial area time of concentration = 9.499 min.
Rainfall intensity 2.261(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.806
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
2.351(CFS)
fraction
0.500
1
~
.
Total initial stream area =
Pervious area fraction = 0.500
1.290(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
TOp of street segment elevation: 255.000(Ft.)
End of street segment elevation: 252.900(Ft.)
Length of street segment 2l5.000(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 : lB.OOO(Ft.)
Slope from gutter to grade break (v/hz): 0.070
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: 3.526(CFS)
Depth of flow: 0.297(Ft.), Average velocity: 2.063(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: B.532(Ft.)
Flow velocity: 2.06(Ft/s)
Travel time: 1.74 min. TC: 11.24 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: 2.059(In/Hr) for a 10.0 year storm
Subarea runoff 2.121(CFS) for 1.290(Ac.)
Total runoff: 4.47l(CFS) Total area = 2.580(Ac.)
Street flow at end of street = 4.471(CFS)
Half street flow at end of street 2.236(CFS)
Depth of flow: 0.3l7(Ft.), Average velocity = 2.l75(Ft/s)
Flow width (from curb towards crown): 9.494(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 30.000 to pointlStation 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation: 252.900(Ft.)
End of street segment elevation: 249.600(Ft.)
Length of street segment 235.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown)
6.0 (In.)
20.000(Ft.)
2 7,.1>....
.
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz): 0.070
Slope from grade break to crown (v/hz) 0.020
Street flow is on [2] side Is) of the street
Distance from curb to property line 10.000IFt.)
Slope from curb to property line (v/hz) 0.020
Gutter width: 2.000IFt.)
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 = 5.164ICFS)
Depth of flow = 0.313(Ft.), Average velocity: 2.586(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.338IFt.)
Flow velocity = 2.59IFt/s)
Travel time = 1.51 min. TC = 12.75 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0.793
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 1.918(In/Hr) for a 10.0 year storm
Subarea runoff 1.216(CFS) for 0.800(Ac.)
Total runoff = 5.688(CFS} Total area = 3.380(Ac.)
Street flow at end of street: 5.688(CFS)
Half street flow at end of street 2.844(CFS)
Depth of flow: 0.322IFt.), Average velocity: 2.643(Ft/s)
Flow width (from curb towards crown): 9.744(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to pointlStation 40.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.793
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 soillAMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration 12.75 min.
Rainfall intensity 1.918(In/Hr) for a 10.0 year storm
Subarea runoff 2.874(CFS) for 1.890(Ac.)
Total runoff: 8.562(CFS) Total area: 5.270(Ac.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 40.000 to point/Station 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
3
p
.
Top of street segment elevation = 249.600(Ft.)
End of street segment elevation = 244.800(Ft.)
Length of street segment 125.000(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) = 0.070
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 = 8.675(CFS)
Depth of flow = 0.379(Ft.), Average velocity = 5.039(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.629(Ft.)
Flow velocity = 5.04(Ft/s)
Travel time = 0.41 min. TC = 13.16 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.878
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 = 1.884 (In/Hr) for a 10.0 year storm
Subarea runoff 0.232(CFS) for 0.140(Ac.)
Total runoff = 8.793(CFS) Total area = 5.410(Ac.)
Street flow at end of street = 8.793(CFS)
Half street flow at end of street 8.793(CFS)
Depth of flow = 0.381(Ft.), Average velocity = 5.055(Ft/s)
Flow width (from curb towards crown)= 12.699(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to pointlStation 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 244.800(Ft.)
End of street segment elevation = 231.000(Ft.)
Length of street segment 1270.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 22.000(Ft.)
Distance from crown to crossfall grade break 20.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
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 11.00Q{Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
4
~
.
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: 11.020{CFS)
Depth of flow: 0.485(Ft.), Average velocity: 3.306(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 17.907(Ft.)
Flow velocity: 3.31{Ft/s)
Travel time = 6.40 min. TC = 19.57 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient ~ 0.874
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 1.509(In/Hr) for a 10.0 year storm
Subarea runoff 3.615(CFS) for 2.740(Ac.)
Total runoff: 12.408(CFS) Total area: 8.150(Ac.)
Street flow at end of street: 12.408{CFS)
Half street flow at end of street 12.408(CFS)
Depth of flow: 0.502(Ft.), Average velocity: 3.393(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property 0.12(Ft.)
Flow width (from curb towards crown): 18.790(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to point/Station 60.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
Runoff Coefficient ~ 0.874
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
Time of concentration 19.57 min.
Rainfall intensity 1.509(In/Hr) for a 10.0
Subarea runoff: 0.449(CFS) for 0.340(Ac.)
Total runoff: 12.857(CFS) Total area:
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the same area.
0.900
year storm
8.490 (Ac.)
8 . 49 (Ac.)
Area averaged pervious area fraction (Ap)
Area averaged RI index number = 69.0
0.348
.
5 1-\.
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 03/06/01 File:bl0years.out
------------------------------------------------------------------------
IN 31614.00.000
FLOWS TRIBUTARY TO LINE B
(N:\31614.000\hyd\T24188-2\Rat\B.OUT)
MODELED ON 3-05-01 BY A.N.
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
The Keith Companies, 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.)
1.200(In.)
.
Storm event year 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.806(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 = 245.000(Ft.)
Top (of initial area) elevation = 266.700(Ft.)
Bottom (of initial area) elevation ~ 263.600(Ft.)
Difference in elevation = 3.100(Ft.)
Slope = 0.01265 s(percent)= 1.27
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.439 min.
Rainfall intensity 2.416(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.811
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
0.999(CFS)
fraction
0.500
~
.
Total initial stream area :
Pervious area fraction = 0.500
0.5l0(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 20.000 to pointlStation 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation: 263.600(Ft.)
End of street segment elevation: 262.000(Ft.)
Length of street segment l40.000(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 l8.000(Ft.)
Slope from gutter to grade break (v/hz): 0.070
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
Manningfs N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street: 1.743(CFS)
Depth of flow: 0.290(Ft.), Average velocity: 2.l88(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 8.l86(Ft.)
Flow velocity: 2.l9(Ft/s)
Travel time: 1.07 min. TC : 9.51 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: 2.26l(In/Hr) for a 10.0 year storm
Subarea runoff 1.384(CFS) for 0.760(Ac.)
Total runoff: 2.383(CFS) Total area: 1.270(Ac.)
Street flow at end of street: 2.383(CFS}
Half street flow at end of street 2.383(CFS)
Depth of flow: 0.3l5(Ft.), Average velocity: 2.345(Ft/s)
Flow width (from curb towards crown): 9.433(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation: 262.000(Ft.)
End of street segment elevation: 249.600(Ft.}
Length of street segment 320.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown) :
6.0(In.)
20.000(Ft.}
2
~
.
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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 = 3.134(CFS)
Depth of flow = 0.289(Ft.), Average velocity = 4.008(Ft/s)
Street flow hydraulics at midpoint of street travel;
Halfstreet flow width = 8.095(Ft.)
Flow velocity = 4.01(Ft/s)
Travel time = 1.33 min. TC = 10.84 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 soi1(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.101(In/Hr) for a 10.0 year storm
Subarea runoff 1.345(CFS) for 0.800(Ac.)
Total runoff = 3.728(CFS) Total area = 2.070(Ac.)
Street flow at end of street = 3.728(CFS)
Half street flow at end of street 3.728(CFS)
Depth of flow = 0.302(Ft.), Average velocity = 4.163(Ft/s)
Flow width (from curb towards crown)= 8.768(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to point/Station 40.000
**** SUBAREA FLOW ADDITION ****
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
Time of concentration 10.84 min.
Rainfall intensity 2.101(In/Hr) for a 10.0 year storm
Subarea runoff 6.068(CFS) for 3.610(Ac.)
Total runoff = 9.796(CFS) Total area = 5.680(Ac.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 40.000 to point/Station 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
3 ~
.
.
Top of street segment elevation = 249.600(Ft.)
End of street segment elevation = 244.800(Ft.)
Length of street segment 125.000(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) = 0.070
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
Manningrs N from gutter to grade break 0.0150
Manning1s N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 9.908(CFS)
Depth of flow = 0.393(Ft.), Average velocity = 5.201(Ft/s)
Streetflow hydraulics at midpoint of street travel,
Halfstreet flow width = 13.336(Ft.)
Flow velocity = 5.20(Ft/s)
Travel time = 0.40 min. TC = 11.24 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.880
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 2.059(In/Hr) for a 10.0 year storm
Subarea runoff 0.235(CFS) for 0.130(Ac.)
Total runoff = 10.032(CFS) Total area = 5.810(Ac.)
Street flow at end of street = 10.032(CFS)
Half street flow at end of street 10.032(CFS)
Depth of flow = 0.395(Ft.), Average velocity = 5.216(Ft/s)
Flow width (from curb towards crown)= 13.403(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 50.000 to pointlStation 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 244.800(Ft.)
End of street segment elevation = 228.200(Ft.)
Length of street segment 945.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 22.000(Ft.)
Distance from crown to crossfall grade break 20.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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 11.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
4 ~\
.
Manning's N in gutter = 0.0150
Manningts 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 = 11.465(CFS)
Depth of flow = 0.458(Ft.), Average velocity ~ 4.003(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.545(Ft.)
Flow velocity = 4.00(Ft/s)
Travel time = 3.93 min. TC = 15.17 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 1.740(In/Hr) for a 10.0 year storm
Subarea runoff 2.533(CFS) for 1.660(Ac.)
Total runoff = 12.565(CFS) Total area ~ 7.470(Ac.)
Street flow at end of street = 12.565(CFS)
Half street flow at end of street 12.565(CFS)
Depth of flow ~ 0.470(Ft.), Average velocity = 4.093(Ft/s)
Flow width (from curb towards crown)~ 17.155(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to Point/Station 60.000
..** 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 = 15.17 min.
Rainfall intensity 1.740(In/Hr) for a 10.0 year storm
Subarea runoff 1.857(CFS) for 1.360(Ac.)
Total runoff = 14.422 (CFS) Total area = 8.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60.000 to Point/Station 70.000
.*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ..**
.
Top of street segment elevation = 228.200(Ft.)
End of street segment elevation ~ 188.000(Ft.)
Length of street segment 680.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 22.000(Ft.)
Distance from crown to crossfall grade break 20.000(Ft.)
Slope from gutter to grade break (v/hz) 0.020
Slope from grade break to crown (v/hz) 0.020
5
~
.
Street flow is on [1] side(s) of the street
Distance from curb to property line 11.000(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
Manningts N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 15.549(CFS)
Depth of flow = 0.420(Ft.), Average velocity ~ 6.827(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.666(Ft.)
Flow velocity = 6.83(Ft/s)
Travel time = 1.66 min. TC = 16.83 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 = O.lOOi Impervious fraction 0.900
Rainfall intensity 1.642 (In/Hr) for a 10.0 year storm
Subarea runoff 1.984(CFS) for 1.380(Ac.)
Total runoff = 16.406(CFS) Total area = 10.210(Ac.)
Street flow at end of street = 16.406(CFS)
Half street flow at end of street 16.406(CFS)
Depth of flow ~ 0.426(Ft.), Average velocity = 6.915(Ft/s)
Flow width (from curb towards crown)= 14.986(Ft.)
End of computations, total study area 10.21 (Ac.)
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
0.376
.
6 ?~
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date, 03/06101 File,c10years.out
------------------------------------------------------------------------
IN 31614.00.000
FLOWS TRIBUTARY TO LINE C
(N'\31614.000\hyd\T24188-2\Rat\C.OUT)
MODELED ON 3-05-01 BY A.N.
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-Ib) Units used in input data file
------------------------------------------------------------------------
The Keith Companies, 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.)
1.200(In.)
.
Storm event year 10.0
Calculated -rainfall intensity data:
1 hour intensity = 0.806(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 10.000 to pointlStation 20.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance = 210.00Q(Ft.)
Top (of initial area) elevation = 263.200(Ft.)
Bottom (of initial area) elevation = 260.60Q(Ft.)
Difference in elevation = 2.600(Ft.)
Slope = 0.01238 s(percent)= 1.24
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.969 min.
Rainfall intensity 2.495(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.813
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
2.028(CFS)
fraction
0.500
~
.
Total initial stream area =
Pervious area fraction = 0.500
1. 000 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 20.000 to Point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation ~ 260.600(Ft.)
End of street segment elevation ~ 259.200(Ft.}
Length of street segment 150.000(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 IB.OOO(Ft.)
Slope from gutter to grade break (v/hz) ~ 0.070
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
Manning1s 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: 2.576(CFS}
Depth of flow: 0.275(Ft.), Average velocity: 1.B94(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 7.43B(Ft.)
Flow velocity: l.B9(Ft/s}
Travel time: 1.32 min. TC : 9.29 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 2.290(In/Hr) for a 10.0 year storm
Subarea runoff 0.99B(CFS} for 0.540(Ac.)
Total runoff: 3.026(CFS) Total area: 1.540(Ac.)
Street flow at end of street: 3.026(CFS)
Half street flow at end of street 1.513(CFS)
Depth of flow: 0.2B7(Ft.), Average velocity ~ 1.960(Ft/s)
Flow width (from curb towards crown): B.033(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to pointlStation 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation: 259.200(Ft.)
End of street segment elevation = 25B.OOQ(Ft.)
Length of street segment 230.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown)
6.0 (In.)
20.000 (Ft.)
2 :6
.
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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.)
Manning1s 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 = 3.674(CFS)
Depth of flow = 0.394(Ft.), Average velocity = 1.920(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.369(Ft.)
Flow velocity = 1.92(Ft/s)
Travel time = 2.00 min. TC = 11.29 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.798
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.QOO
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 2.054(In/Hr) for a 10.0 year storm
Subarea runoff 1.082(CFS) for 0.660(Ac.)
Total runoff = 4.108(CFS) Total area = 2.200(Ac.)
Street flow at end of street = 4.108(CFS)
Half street flow at end of street 4.108(CFS)
Depth of flow = 0.406(Ft.), Average velocity = 1.972(Ft/s)
Flow width (from curb towards crown)= 13.989(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 35.000 to Point/Station 40.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.798
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 11.29 min.
Rainfall intensity 2.054(In/Hr) for a 10.0 year storm
Subarea runoff 2.262(CFS) for 1.380(Ac.)
Total runoff = 6.371(CFS) Total area = 3.580(Ac.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to pointlStation 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
3 ~
.
Top of street segment elevation = 258.000(Ft.)
End of street segment elevation = 256.000(Ft.)
Length of street segment 215.000(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 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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 = 7.002(CFS)
Depth of flow = 0.435(Ft.), Average velocity = 2.792(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.431(Ft.)
Flow velocity = 2.79(Ft/s)
Travel time = 1.28 min. TC = 12.57 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 1.933 (In/Hr) for a 10.0 year storm
Subarea runoff 1.089(CFS) for 0.710(Ac.)
Total runoff = 7.460(CFS) Total area = 4.290(Ac.)
Street flow at end of street = 7.460(CFS)
Half street flow at end of street 7.460(CFS)
Depth of flow = 0.443(Ft.), Average velocity = 2.835(Ft/s)
Flow width (from curb towards crown)= 15.826(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 50.000 to point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 256.000(Ft.)
End of street segment elevation = 245.300(Ft.)
Length of street segment 215.000(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) = 0.070
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~
.
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 = 7.582(CFS)
Depth of flow = 0.353(Ft.), Average velocity = 5.391(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.312(Ft.)
Flow velocity = 5.39(Ft/s)
Travel time = 0.66 min. TC = 13.23 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.878
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 1.878(In/Hr) for a 10.0 year storm
Subarea runoff 0.231(CFS) for 0.140(Ac.)
Total runoff = 7.691(CFS) Total area = 4.430(Ac.)
Street flow at end of street = 7.691(CFS)
Half street flow at end of street 7.691(CFS)
Depth of flow = 0.354(Ft.), Average velocity = 5.409(Ft/s)
Flow width (from curb towards crown)= 11.381(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to point/Station 60.000
**** SUBAREA FLOW ADDITION ****
APARTMENT subarea type
Runoff Coefficient = 0.856
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 = 0.200; Impervious fraction 0.800
Time of concentration 13.23 min.
Rainfall intensity 1.878{In/Hr) for a 10.0 year storm
Subarea runoff = 3.957(CFS) for 2.460(Ac.)
Total runoff = 11.648(CFS) Total area = 6.890(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 57.000 to point/Station 60.000
**** SUBAREA FLOW ADDITION ****
.
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
~
5
.
Time of concentration 13.23 min.
Rainfall intensity 1.878 (In/Hr) for a 10.0 year storm
Subarea runoff = 1.129(CFS) for 0.760(Ac.)
Total runoff = 12.778(CFS) Total area =
End of computations, total study area =
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
0.396
.
.
7.650 (Ac.)
7 . 65 (Ac . )
6
~
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 03/06/01 File:dl0years.out
------------------------------------------------------------------------
IN 31614.00.000
FLOWS TRIBUTARY TO LINE D
(N:\31614.000\hyd\T24188-2\Rat\D.OUT)
MODELED ON 3-05-01 BY A.N.
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
The Keith Companies, 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.)
1.200(In.)
.
Storm event year 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.806 (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 = 210.00Q{Ft.)
Top (of initial area) elevation = 251.700(Ft.)
Bottom (of initial area) elevation = 250.00Q(Ft.)
Difference in elevation = 1.700(Ft.)
Slope = 0.00810 s (percent) = 0.81
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.676 min.
Rainfall intensity 2.379(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 = 1.252(CFS)
~
.
Total initial stream area =
Pervious area fraction = 0.500
0.650 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 20.000 to pointlStation 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 250.000(Ft.)
End of street segment elevation = 234.400(Ft.)
Length of street segment 335.000(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) = 0.070
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.)
Manning1s 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 = 2.292(CFS)
Depth of flow = 0.259(Ft.), Average velocity = 4.040(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.638(Ft.)
Flow velocity = 4.04(Ft/s)
Travel time = 1.38 min. TC = 10.06 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.803
Decimal fraction soil group A o.oao
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 = 2.190(In/Hr) for a 10.0 year storm
Subarea runoff 1.900(CFS) for 1.080(Ac.)
Total runoff = 3.152(CFS) Total area = 1.730(Ac.)
Street flow at end of street = 3.1S2(CFS)
Half street flow at end of street 3.152(CFS)
Depth of flow = 0.282(Ft.), Average velocity = 4.314(Ft/s)
Flow width (from curb towards crown)= 7.773(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 30.000 to pointlStation 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 234.400(Ft.)
End of street segment elevation = 230.000(Ft.)
Length of street segment 275.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown)
6.0 (In.)
20.000 (Ft.)
2
A\
.
.
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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.)
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 = 4.601(CFS)
Depth of flow = 0.299(Ft.), Average velocity = 2.651(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.608(Ft.)
Flow velocity = 2.65(Ft/s)
Travel time = 1.73 min. TC = 11.79 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 2.004(In/Hr) for a 10.0 year storm
Subarea runoff 2.538{CFS) for 1.590(Ac.)
Total runoff = 5.690{CFS) Total area = 3.320{Ac.)
Street flow at end of street = 5.690(CFS)
Half street flow at end of street 2.845(CFS)
Depth of flow = 0.316(Ft.), Average velocity = 2.780(Ft/s)
Flow width (from curb towards crown)= 9.470(Ft.l
End of computations, total study area 3.32 (Ac.)
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
0.500
.
3
6...1,;
..
SILL.
~alI
....~ I
=co
)(....
Q~
ffi~
't~
<C
A.'? I
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 01/29/01 File:a10.out
------------------------------------------------------------------------
IN 31614.000 - DEVELOPED HYDROLOGY TO TR 24188
(N:\31614.000\hyd\T24188-3&F\Rat\A.OUT)
FLOWS TRIBUTARY TO STORM DRAIN LINE "A"
MODELED ON DECEMBER 2000 BY A.N. REV 1/29/01
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-Ib) Units used in input data file
------------------------------------------------------------------------
The Keith Companies, 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.)
1.200(In.)
.
Storm event year 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.806(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 110.000 to pointlStation 120.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 299.200(Ft.)
Bottom (of initial area) elevation = 292.400(Ft.)
Difference in elevation = 6.800(Ft.)
Slope = 0.02720 s (percent) = 2.72
TC = k(0.390)*[(lengthA3)/(elevation change)]AO.2
Initial area time of concentration = 7.300 min.
Rainfall intensity 2.621(In/Hr) for a 10.0 year storm
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
Initial subarea runoff = 2.011(CFS)
.
~t\
.
Total initial stream area =
Pervious area fraction = 0.500
0.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 120.000 to point/Station 130.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation: 292.400(Ft.)
End of street segment elevation: 284.700(Ft.)
Length of street segment 313.000(Ft.)
Height of curb above gutter flowline 6.0IIn.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000IFt.)
Slope from gutter to grade break (v/hz): 0.070
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
Manningrs 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 ~ 4.182(CFS)
Depth of flow: 0.275(Ft.), Average velocity: 3.075(Ft/s)
Streetflow hydraulics at midpoint of street travel,
Halfstreet flow width: 7.438(Ft.)
Flow velocity: 3.08(Ft/s)
Travel time: 1.70 min. TC : 9.00 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.808
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 2.331(In/Hr) for a 10.0 year storm
Subarea runoff 3.824(CFS) for 2.030(Ac.)
Total runoff: 5.835(CFS) Total area ~ 2.970(Ac.)
Street flow at end of street: 5.835(CFS)
Half street flow at end of street 2.918(CFS)
Depth of flow: 0.301(Ft.), Average velocity: 3.304(Ft/s)
Flow width (from curb towards crown): 8.697(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 130.000 to pointlStation 140.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation: 284.700(Ft.)
End of street segment elevation = 269.50Q(Ft.)
Length of street segment 342.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown)
6.0(In.)
20.000(Ft.)
2
~
.
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
Slope from grade break to crown (v/hz) 0.020
Street flow is on [2J 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
Manningrs N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 8.075(CFS)
Depth of flow = 0.303(Ft.), Average velocity = 4.470(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.813(Ft.)
Flow velocity = 4.47(Ft/s)
Travel time = 1.28 min. TC = 10.27 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 = 2.165(In/Hr) for a 10.0 year storm
Subarea runoff 3.960(CFS) for 2.280(Ac.)
Total runoff = 9.796(CFS) Total area = 5.250(Ac.)
Street flow at end of street = 9.796(CFS)
Half street flow at end of street 4.898(CFS)
Depth of flow = 0.319(Ft.), Average velocity = 4.667(Ft/s)
Flow width (from curb towards crown)= 9.606(Ft.)
I.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 140.000 to Point/Station 150.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 269.500(Ft.)
End of street segment elevation = 267.200(Ft.)
Length of street segment 263.000(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) = 0.070
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
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street
Depth of flow = 0.408(Ft.), Average velocity =
10.822(CFS)
2.563(Ft/s)
.
3~
.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.086(Ft.)
Flow velocity = 2.56(Ft/s)
Travel time = 1.71 min. TC = 11.98 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 1.986(In/Hr) for a 10.0 year storm
Subarea runoff 1.738(CFS) for 1.100(Ac.)
Total runoff = 11.534(CFS) Total area = 6.350(Ac.)
Street flow at end of street = 11.534(CFS)
Half street flow at end of street 5.767(CFS)
Depth of flow = 0.416(Ft.). Average velocity = 2.603(Ft/s)
Flow width (from curb towards crown)= 14.453(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 145.000 to Point/Station 150.000
**** SUBAREA FLOW ADDITION ****
.
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
Time of concentration 11.98 min.
Rainfall intensity 1.986(In/Hr) for a 10.0 year storm
Subarea runoff 4.377(CFS) for 2.770(Ac.)
Total runoff = 15.911(CFS) Total area = 9.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 150.000 to pointlStation 160.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 267.200(Ft.)
End of street segment elevation = 265.700(Ft.)
Length of street segment 226.000(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) = 0.070
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 10.00Q(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
4
~
.
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manningrs N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 17.106(CFS)
Depth of flow = 0.484(Ft.), Average velocity = 2.579(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.858(Ft.)
Flow velocity = 2.58(Ft/s)
Travel time = 1.46 min. TC = 13.44 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.790
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 = 0.500j Impervious fraction 0.500
Rainfall intensity 1.862(In/Hr) for a 10.0 year storm
Subarea runoff 2.016(CFS) for 1.370(Ac.)
Total runoff = 17.927(CFS) Total area = 10.490(Ac.)
Street flow at end of street = 17.927(CFS)
Half street flow at end of street 8.964(CFS)
Depth of flow = 0.490(Ft.), Average velocity = 2.609(Ft/s)
Flow width (from curb towards crown)= 18.190(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 160.000 to point/Station 162.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pointlstation elevation = 248.800(Ft.)
Downstream point/station elevation 247.000(Ft.)
Pipe length 327.90(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 17.927(CFS)
Given pipe size = 24.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
1.017(Ft.) at the headworks or inlet
Pipe friction loss = 2.058(Ft.)
Minor friction loss = 0.758(Ft.)
Pipe flow velocity = 5.71(Ft/s)
Travel time through pipe = 0.96 min.
Time of concentration (TC) = 14.40 min.
selected pipe size.
the pipe invert is
of the pipets)
1.50
K-factor =
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 161.000 to point/Station 162.000
**** SUBAREA FLOW ADDITION ****
.
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)
A 0.000
B 0.000
C 1.000
D 0.000
69.00
5
~
.
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration 14.40 min.
Rainfall intensity 1.792(In/Hr) for a 10.0 year storm
Subarea runoff 3.582(CFS) for 2.540(Ac.)
Total runoff = 21.510(CFS) Total area = 13.030(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 162.000 to point/Station 170.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 247.000(Ft.)
Downstream point/station elevation 246.800(Ft.)
Pipe length 370.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 21.510(CFS)
Given pipe size = 30.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
1.264(Ft.) at the headworks or inlet
Pipe friction loss = 1.017(Ft.)
Minor friction loss = 0.447(Ft.)
Pipe flow velocity ~ 4.38(Ft/s)
Travel time through pipe 1.41 min.
Time of concentration (TC) = 15.81 min.
selected pipe size.
the pipe invert is
of the pipe(s)
K-factor =
1.50
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 165.000 to point/Station 170.000
**** 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 = 0.500i Impervious fraction 0.500
Time of concentration 15.81 min.
Rainfall intensity = 1.700(In/Hr) for a 10.0 year storm
Subarea runoff 7.041(CFS) for 5.290(Ac.)
Total runoff = 28.551(CFS) Total area = 18.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 166.000 to point/Station 170.000
**** 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 = 0.500i Impervious fraction
Time of concentration = 15.81 min.
0.500
6
~
.
Rainfall intensity
Subarea runoff
Total runoff =
1.700(In/Hr) for a 10.0
5.936(CFS) for 4.460(Ac.)
34.487(CFS) Total area =
year storm
22.780(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 170.000 to Point/Station 180.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 246.800(Ft.)
Downstream point/station elevation 244.000IFt.)
Pipe length 380.00IFt.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 34.487ICFS)
Given pipe size = 30.00IIn.}
Calculated individual pipe flow 34.487ICFS)
Normal flow depth in pipe = 24.05(In.)
Flow top width inside pipe = 23.93(In.)
Critical Depth = 23.93(In.)
Pipe flow velocity = 8.18(Ft/s)
Travel time through pipe = 0.77 min.
Time of concentration (Te) = 16.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 175.000 to point/Station 180.000
**** 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 O.QOO
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration 16.58 min.
Rainfall intensity 1.655(In/Hr) for a 10.0 year storm
Subarea runoff 5.297(CFS) for 4.100(Ac.)
Total runoff = 39.784 (CFS) Total area = 26.880 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 180.000 to Point/Station 190.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
.
Upstream pointlstation elevation = 244.000(Ft.)
Downstream pointlstation elevation 241.000IFt.)
Pipe length 171.00IFt.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 39.784ICFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow 39.784(CFS)
Normal flow depth in pipe = 16.95IIn.)
Flow top width inside pipe = 35.94(In.)
Critical Depth = 24.64(In.)
Pipe flow velocity = 12.17(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (Te) = 16.82 min.
7
~()
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 185.000 to point/Station 190.000
**** 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 0.500
Time of concentration 16.82 min.
Rainfall intensity 1.643(In/Hr) for a 10.0 year storm
Subarea runoff 4.367(CFS) for 3.410(Ac.)
Total runoff = 44.1s2(CFS) Total area = 30.290(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 186.000 to Point/Station 190.000
**** 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 0.500
Time of concentration 16.82 min.
Rainfall intensity 1.643 (In/Hr) for a 10.0 year storm
Subarea runoff 1.396(CFS) for 1.090(Ac.)
Total runoff = 4s.s48(CFS) Total area = 31.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 190.000 to Point/Station 200.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 241.000(Ft.)
Downstream point/station elevation 21s.700(Ft.)
Pipe length 1030.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 4s.s48(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow 4s.s48(CFS)
Normal flow depth in pipe = 16.62(In.)
Flow top width inside pipe = 3s.89(In.)
Critical Depth = 26.38(In.)
Pipe flow velocity = 14.28(Ft/s)
Travel time through pipe = 1.20 min.
Time of concentration (TC) = 18.02 min.
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
8 t)\
.
Process from Point/Station 195.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
200.000
COMMERCIAL subarea type
Runoff Coefficient = 0.875
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
Time of concentration 18.02 min.
Rainfall intensity 1.580(In/Hr) for a 10.0 year storm
Subarea runoff 1.715(CFS) for 1.240(Ac.)
Total runoff = 47.263(CFS) Total area = 32.620(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 196.000 to point/Station 200.000
**** SUBAREA FLOW ADDITION ****
.
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.694
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
Time of concentration 18.02 min.
Rainfall intensity 1.580(In/Hr) for a 10.0
Subarea runoff = 5.353(CFS) for 4.880(Ac.)
Total runoff = 52.616(CFS) Total area =
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the same area.
year storm
0.000
37.500(Ac.)
37.50 (Ac.)
Area averaged pervious area fraction (Ap)
Area averaged RI index number = 69.7
0.552
.
9
~~
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date, 01/29/01 Fi1e,b10.out
IN 31614.000 - DEVELOPED HYDROLOGY TO TR 24188
(N:\31614.000\hyd\T24188-3&F\Rat\B.OUT)
FLOWS TRIBUTARY TO STORM DRAIN LINE "B"
MODELED ON DECEMBER 2000 BY A.N. REV 1/29/01
*********
Hydrology Study Control Information **********
English (in-Ib) Units used in input data file
The Keith Companies, 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
o .530 (In. )
1.200 (In.)
.
Storm event year 10.0
Calculated rainfall intensity data,
1 hour intensity = 0.806(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 10.000 to pointlStation 20.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance = 350.000(Ft.)
Top (of initial area) elevation = 306.700(Ft.)
Bottom (of initial area) elevation = 299.900(Ft.)
Difference in elevation = 6.800(Ft.)
Slope = 0.01943 s(percent)= 1.94
TC = k(0.390) * [(lengthA3) I (elevation change)]AO.2
Initial area time of concentration = 8.933 min.
Rainfall intensity 2.341(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 =
A 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
2.724(CFS)
fraction
0.500
..s~
.
Total initial stream area =
Pervious area fraction = 0.500
1.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 20.000 to point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 299.900(Ft.)
End of street segment elevation = 29l.000(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 erossfall grade break 18.00Q{Ft,)
Slope from gutter to grade break (v/hz) = 0.070
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 = 4.342(CFS)
Depth of flow = 0.265(Ft.), Average velocity = 3.589(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.915{Ft.)
Flow velocity = 3.59(Ft/s)
Travel time = 1.16 min. TC = 10.09 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.803
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 2.186(In/Hr) for a 10.0 year storm
Subarea runoff 3.002(CFS) for 1.710(Ac.)
Total runoff = 5.727(CFS) Total area = 3.150(Ac.)
Street flow at end of street = 5.727(CFS)
Half street flow at end of street 2.863(CFS)
Depth of flow = 0.285(Ft.), Average velocity = 3.802(Ft/s)
Flow width (from curb towards crown)= 7.914(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 25.000 to point/Station 30.000
**** SUBAREA FLOW ADDITION ****
.
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.803
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
0.000
0.000
1.000
2
~
.
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 10.09 min.
Rainfall intensity 2.186(In/Hr) for a 10.0 year storm
Subarea runoff 1.141(CFS) for 0.650(Ac.)
Total runoff = 6.868(CFS) Total area ~ 3.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to pointlStation 31.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 291.000(Ft.)
End of street segment elevation = 259.500(Ft.)
Length of street segment 670.000(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) = 0.070
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 = 8.558(CFS)
Depth of flow ~ 0.368(Ft.), Average velocity = 5.427(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.043(Ft.)
Flow velocity = 5.43(Ft/s)
Travel time = 2.06 min. TC = 12.15 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 O.QOO
Decimal fraction soil group C 1.QOO
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 1.970(In/Hr) for a 10.0 year storm
Subarea runoff 2.929(CFS) for 1.870(Ac.)
Total runoff = 9.797(CFS) Total area = 5.670(Ac.)
Street flow at end of street = 9.797(CFS)
Half street flow at end of street 9.797(CFS)
Depth of flow = 0.381(Ft.), Average velocity = 5.603(Ft/s)
Flow width (from curb towards crown)~ 12.735(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
~
3
.
Top of street segment elevation: 259.500(Ft.)
End of street segment elevation: 257.300(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): 0.070
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.)
Manningts 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: 10.575(CFS)
Depth of flow: 0.494(Ft.), Average velocity: 3.022(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width ~ 18.364(Ft.)
Flow velocity: 3.02(Ft/s)
Travel time: 1.38 min. TC: 13.53 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0.790
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 1.855(In/Hr) for a 10.0 year storm
Subarea runoff 1.319(CFS) for 0.900(Ac.)
Total runoff: 11.117(CFS) Total area: 6.570(Ac.)
Street flow at end of street: 11.117(CFS)
Half street flow at end of street 11.117(CFS)
Depth of flow: 0.502(Ft.), Average velocity ~ 3.053(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property: 0.08(Ft.)
Flow width (from curb towards crown): 18.747(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 100.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
.
Upstream pointlstation elevation: 250.300(Ft.)
Downstream pointlstation elevation 2S0.000(Ft.)
Pipe length SO.OO(Ft.) Manning'S N ~ 0.013
No. of pipes: 1 Required pipe flow 11.117(CFS)
Given pipe size = 24.00(1n.)
Calculated individual pipe flow 11.117(CFS)
Normal flow depth in pipe ~ I3.B8(In.)
Flow top width inside pipe: 23.71(In.)
Critical Depth: 14.34(In.)
Pipe flow velocity: S.91(Ft/s)
Travel time through pipe ~ 0.14 min.
~
4
.
Time of concentration (TC)
13.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 10.000 to pointlStation 100.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 6.570(Ac.)
Runoff from this stream 11.117(CFS)
Time of concentration = 13.67 min.
Rainfall intensity = 1.844 (In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 52.000
**** INITIAL AREA EVALUATION ****
I .~
Initial area flow distance = 260.000(Ft.)
Top (of initial area) elevation = 273.700(Ft.)
Bottom (of initial area) elevation = 27l.300(Ft.)
Difference in elevation = 2.400(Ft.)
Slope = 0.00923 s (percent) = 0.92
TC = k(0.390)* [(length^3) I (elevation change)]^0.2
Initial area time of concentration = 9.205 min.
Rainfall intensity 2.302(In/Hr) for a 10.0 year storm
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
Initial subarea runoff = 0.929(CFS)
Total initial stream area 0.500(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 52.000 to pointlStation 54.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
~
Top of street segment elevation = 27l.300(Ft.)
End of street segment elevation = 270.000(Ft.)
Length of street segment = l60.000(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 l8.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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.)
5
~~
.
Gutter hike from flowline: 2.000(In.)
Manning1s 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: 1.384(CFS}
Depth of flow: 0.238(Ft.), Average velocity ~ 1.589(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 5.558(Ft.)
Flow velocity: 1.59(Ft/s}
Travel time: 1.68 min. TC: 10.88 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 2.096(In/Hr) for a 10.0 year storm
Subarea runoff 0.821(CFS) for 0.490(Ac.}
Total runoff: 1.750(CFS) Total area: 0.990(Ac.)
Street flow at end of street: 1.750(CFS)
Half street flow at end of street 0.875(CFS}
Depth of flow: 0.253(Ft.), Average velocity: 1.658(Ft/s)
Flow width (from curb towards crown): 6.333(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 54.000 to Point/Station 56.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation ~ 270.000(Ft.)
End of street segment elevation: 268.700(Ft.}
Length of street segment 208.000(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): 0.070
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 lO.OOQ(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 ~ 3.165(CFS)
Depth of flow: 0.306(Ft.), Average velocity ~ 1.693(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 8.990(Ft.}
Flow velocity ~ 1.69(Ft/s)
Travel time: 2.05 min. TC ~ 12.93 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0.792
6
~
.
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 1.903 (In/Hr) for a 10.0 year storm
Subarea runoff 2.412(CFS) for 1.600(Ac.)
Total runoff = 4.162(CFS) Total area = 2.590(Ac.)
Street flow at end of street = 4.162(CFS)
Half street flow at end of street 2.081(CFS)
Depth of flow = 0.330(Ft.), Average velocity = 1.801(Ft/s)
Flow width (from curb towards crown)= 10.144(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 56.000 to pointlStation 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 268.700(Ft.)
End of street segment elevation = 268.100(Ft.)
Length of street segment 178.000(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) = 0.070
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
Manning1s N from gutter to grade break 0.0150
Manning1s N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.424(CFS)
Depth of flow = 0.385(Ft.), Average velocity = 1.512(Ft/s)
Streetflow hydraulics at midpoint of street travel,
Halfstreet flow width = 12.910(Ft.)
Flow velocity = 1.51(Ft/s)
Travel time = 1.96 min. TC = 14.89 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.786
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 1.758(In/Hr) for a 10.0 year storm
Subarea runoff 2.168(CFS) for 1.570(Ac.)
Total runoff = 6.331(CFS) Total area = 4.160(Ac.)
Street flow at end of street = 6.331(CFS)
Half street flow at end of street 3.165(CFS)
Depth of flow = 0.402(Ft.), Average velocity = 1.569(Ft/s)
Flow width (from curb towards crown)= 13.751(Ft.)
.
7
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 60.000 to point/Station 70.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
TOp of street segment elevation = 268.100(Ft.)
End of street segment elevation = 266.700(Ft.)
Length of street segment 245.000(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) = 0.070
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 = 7.548(CFS)
Depth of flow = 0.392(Ft.), Average velocity = 2.000(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.267(Ft.)
Flow velocity = 2.00(Ft/s)
Travel time = 2.04 min. TC = l6.93 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 0.500
Rainfall intensity 1.636(In/Hr) for a 10.0 year storm
Subarea runoff = 2.040(CFS) for 1.600(Ac.)
Total runoff = 8.371(CFS) Total area = 5.760(Ac.)
Street flow at end of street = 8.371(CFS)
Half street flow at end of street 4.186(CFS)
Depth of flow = 0.403(Ft.), Average velocity = 2.050(Ft/s)
Flow width (from curb towards crown)= 13.837(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 65.000 to point/Station 70.000
**** SUBAREA FLOW ADDITION ****
.
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.779
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
A 0.000
B 0.000
C 1.000
D 0.000
69.00
8
~
.
Pervious area fraction = 0.500; Impervious fraction 0.500
Time of concentration .16.93 min.
Rainfall intensity 1.636(In/Hr) for a 10.0 year storm
Subarea runoff 0.944(CFS) for 0.740(Ac.)
Total runoff = 9.315(CFS) Total area = 6.500(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 80.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 266.700(Ft.)
End of street segment elevation = 259.800(Ft.)
Length of street segment 203.000(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) = 0.070
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
Manning1s N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 9.888(CFS)
Depth of flow = 0.331(Ft.), Average velocity = 4.217(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.226(Ft.)
Flow velocity = 4.22(Ft/s)
Travel time = 0.80 min. TC = 17.74 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.777
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 1.594 (In/Hr) for a 10.0 year storm
Subarea runoff 0.991(CFS) for 0.800(Ac.)
Total runoff = 10.306(CFS) Total area = 7.300(Ac.)
Street flow at end of street = 10.306(CFS)
Half street flow at end of street 5.153(CFS)
Depth of flow = 0.335(Ft.), Average velocity = 4.258(Ft/s}
Flow width (from curb towards crown)= 10.410(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 75.000 to Point/Station 80.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.777
9
~
.
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 17.74 min.
Rainfall intensity 1.594 (In/Hr) for a 10.0 year storm
Subarea runoff 2.626(CFS) for 2.120(Ac.)
Total runoff = 12.932(CFS) Total area = 9.420(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80.000 to Point/Station 90.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 259.800(Ft.)
End of street segment elevation = 257.300(Ft.)
Length of street segment 220.000(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) = 0.070
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 lO.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
Depth of flow = 0.515(Ft.}, Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 19.401(Ft.}
Flow velocity = 3.47(Ft/s)
Travel time = 1.06 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.774
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 1.543(In/Hr} for a 10.0 year storm
Subarea runoff 1.051(CFS} for 0.880(Ac.}
Total runoff = 13.983(CFS) Total area =
Street flow at end of street = 13.983(CFS)
Half street flow at end of street 13.983(CFS}
Depth of flow = O.521(Ft.}, Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property
13.536 (CFS)
3.474 (Ft/s)
0.73(Ft.)
TC =
min.
18.79
0.500
10.300(AC.)
.
3.480(Ft/s)
1.03 (Ft.)
~
10
.
Flow width (from curb towards crown)= 19.700(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 90.000 to point/Station 100.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 250.300(Ft.)
Downstream point/station elevation 250.000(Ft.)
Pipe length 60.00(Ft.) Manning's N = 0.013
No. of pipes ~ 1 Required pipe flow 13.983(CFS)
Given pipe size ~ 24.00(In.)
Calculated individual pipe flow = 13.983(CFS)
Normal flow depth in pipe ~ 17.39(In.)
Flow top width inside pipe = 21.44(In.)
Critical Depth ~ 16.16(In.)
Pipe flow velocity = 5.74(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 18.97 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 50.000 to point/Station 100.000
**** CONFLUENCE OF MAIN STREAMS ****
.
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = lO.30Q(Ac.)
Runoff from this stream 13.983(CFS)
Time of concentration = 18.97 min.
Rainfall intensity = 1.535(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
Rainfall Intensity
(In/Hr)
TC
(min)
1 11.117 13.67
2 13.983 18.97
Largest stream flow has longer
Qp = 13.983 + sum of
Qb IalIb
11.117 * 0.833
Qp = 23.238
1.844
1. 535
time of concentration
9.255
Total of 2 main streams to confluence:
Flow rates before confluence point:
11.117 13.983
Area of streams before confluence:
6.570 10.300
.
Results of confluence:
Total flow rate = 23.23S(CFS)
Time of concentration = 18.966 min.
Effective stream area after confluence
End of computations, total study area =
16.870(Ac.)
16.87 (Ac.)
11
ce~
.
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
O.50~
.
.
12
~
~,:
m
~N
~~
-..
=.-
Ii
,
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 03/06/01 File:a.out
------------------------------------------------------------------------
IN 31614.00.000
FLOWS TRIBUTARY TO LINE A
(N:\31614.000\hyd\T24188-2\Rat\A.OUT)
MODELED ON 3-05-01 BY A.N.
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
The Keith Companies, 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.)
1.200(In.)
.
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 10.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance = 285.000(Ft.)
Top (of initial area) elevation = 257.700(Ft.)
Bottom (of initial area) elevation = 255.000(Ft.)
Difference in elevation = 2.700(Ft.)
Slope = 0.00947 s (percent) = 0.95
TC = k(0.390)*[(lengthA3)/(elevation change)]AO.2
Initial area time of concentration = 9.499 min.
Rainfall intensity 3.36B(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.832
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 = 3.616(CFS)
~
.
Total initial stream area =
Pervious area fraction = 0.500
1. 290 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 20.000 to pointlStation 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 255.000(Ft.)
End of street segment elevation = 252.900(Ft.)
Length of street segment = 215.000(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) = 0.070
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.)
Manning1s N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manningrs N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.423(CFS)
Depth of flow = 0.333(Ft.), Average velocity = 2.273(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.327(Ft.)
Flow velocity ~ 2.27(Ft/s)
Travel time = 1.58 min. TC = 11.08 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 = 3.091(In/Hr) for a 100.0 year storm
Subarea runoff = 3.297(CFS) for 1.290(Ac.)
Total runoff ~ 6.913(CFS) Total area ~ 2.580(Ac.)
Street flow at end of street = 6.913(CFS)
Half street flow at end of street 3.456(CFS)
Depth of flow = 0.356(Ft.), Average velocity = 2.404(Ft/s)
Flow width (from curb towards crown)= 11.450(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 30.000 to pointlStation 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 252.900(Ft.)
End of street segment elevation = 249.60Q{Ft.)
Length of street segment 235.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown)
6.0 (In.)
20.000(Ft.)
2
(,'t
.
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 7.985(CFS)
Depth of flow = 0.352(Ft.), Average velocity = 2.858(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.271(Ft.)
Flow velocity = 2.86(Ft/s)
Travel time = 1.37 min. TC = 12.45 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 2.895(In/Hr) for a 100.0 year storm
Subarea runoff 1. 906 (CFS) for 0.800 (Ac.)
Total runoff = 8.819(CFS} Total area = 3.380(Ac.)
Street flow at end of street = 8.819(CFS)
Half street flow at end of street 4.409(CFS)
Depth of flow = 0.362(Ft.), Average velocity = 2.925(Ft/s)
Flow width (from curb towards crown)= 11.751(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 35.000 to point/Station 40.000
**** SUBAREA FLOW ADDITION ****
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
Time of concentration = 12.45 min.
Rainfall intensity 2.895(In/Hr) for a 100.0 year storm
Subarea runoff 4.503 (CFS) for 1.890 (Ac.)
Total runoff = 13.322(CFS} Total area = 5.270(Ac.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 40.000 to point/Station 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
3 f"ffJ
.
Top of street segment elevation: 249.600(Ft.1
End of street segment elevation: 244.800(Ft.)
Length of street segment 125.000(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): 0.070
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
Manningrs N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street: 13.499(CFS)
Depth of flow: 0.429(Ft.), Average velocity: 5.601(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 15.110(Ft.)
Flow velocity: 5.60(Ft/s)
Travel time: 0.37 min. TC: 12.82 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient: 0.884
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 2.848(In/Hr) for a 100.0 year storm
Subarea runoff 0.353(CFS) for 0.140(Ac.)
Total runoff: 13.675(CFS) Total area: 5.410(Ac.)
Street flow at end of street: 13.675(CFS)
Half street flow at end of street 13.675(CFS)
Depth of flow: 0.430(Ft.), Average velocity: 5.619(Ft/s)
Flow width (from curb towards crown): 15.189(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 50.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation: 244.800(Ft.)
End of street segment elevation: 231.000(Ft.)
Length of street segment 1270.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
width of half street (curb to crown) 22.000(Ft.)
Distance from crown to crossfall grade break 20.000(Ft.)
Slope from gutter to grade break (v/hz): 0.020
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 11.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width: 2.000(Ft.)
Gutter hike from flowline: 2.000(In.)
4 ~
.
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: 0.561(Ft.), Average velocity:
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 21.707(Ft.)
Flow velocity: 3.48(Ft/s)
Travel time = 6.09 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 = 0.100i Impervious fraction
Rainfall intensity 2.291(In/Hr) for a 100.0
Subarea runoff 5.532(CFS) for 2.740(Ac.)
Total runoff: 19.207(CFS) Total area:
Street flow at end of street: 19.207(CFS)
Half street flow at end of street 19.207(CFS)
Depth of flow: 0.578(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): 22.000(Ft.)
TC :
min.
18.91
.
17.137(CFS)
3.475(Ft/s)
3.04(Ft.)
0.900
year storm
8.150(Ac.)
3.572(Ft/s)
3.92(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 55.000 to point/Station 60.000
**** SUBAREA FLOW ADDITION ****
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 = 0.100; Impervious fraction
Time of concentration 18.91 min.
Rainfall intensity 2.291(In/Hr) for a 100.0
Subarea runoff: 0.686(CFS} for 0.340(Ac.)
Total runoff ~ 19.893(CFS) Total area:
End of computations, total study area =
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
0.348
0.900
year storm
8.490(Ac.)
8.49 (Ac.)
5
~
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 03/06/01 File:b.out
------------------------------------------------------------------------
IN 31614.00.000
FLOWS TRIBUTARY TO LINE B
(N:\31614.000\hyd\T24188-2\Rat\B.OUT)
MODELED ON 3-05-01 BY A.N.
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
The Keith Companies, 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.)
1.200(In.)
.
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(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 = 245.000(Ft.)
Top (of initial area) elevation = 266.700(Ft.)
Bottom (of initial area) elevation = 263.600(Ft.)
Difference in elevation ~ 3.100(Ft.)
Slope = 0.01265 s(percent)~ 1.27
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.439 min.
Rainfall intensity 3.599(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
1.534(CFS)
fraction
0.500
~
.
Total initial stream area =
Pervious area fraction = 0.500
0.5l0IAC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 20.000 to pointlStation 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 263.600IFt.)
End of street segment elevation = 262.000(Ft.)
Length of street segment l40.000IFt.)
Height of curb above gutter flowline 6.0IIn.)
Width of half street Icurb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break l8.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
Slope from grade break to crown (v/hz) 0.020
Street flow is on [lJ side Is) of the street
Distance from curb to property line 10.000IFt.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000IIn.)
Manning's N in gutter = 0.0150
Manningrs 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 = 2.677ICFS)
Depth of flow = 0.325(Ft.), Average velocity = 2.407(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.927(Ft.)
Flow velocity = 2.41(Ft/s)
Travel time = 0.97 min. TC = 9.41 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.832
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 soillAMC 2) 69.00
Pervious area fraction = 0.500i Impervious fraction 0.500
Rainfall intensity 3.387(In/Hr) for a 100.0 year storm
Subarea runoff 2.l42(CFS) for 0.760(Ac.)
Total runoff = 3.677ICFS) Total area = 1.270(Ac.)
Street flow at end of street = 3.677(CFS)
Half street flow at end of street 3.677(CFS)
Depth of flow = 0.354(Ft.), Average velocity = 2.590(Ft/s)
Flow width Ifrom curb towards crown)= 11.369(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to pointlStation 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 262.00Q(Ft.)
End of street segment elevation = 249.600IFt.)
Length of street segment 320.000IFt.)
Height of curb above gutter flowline
Width of half street (curb to crown)
6.0(In.}
20.000IFt.)
2
\~
.
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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
Manningrs N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 4.835(CFS)
Depth of flow = 0.324(Ft.), Average velocity = 4.413(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.843(Ft.)
Flow velocity = 4.41(Ft/s)
Travel time = 1.21 min. TC = 10.62 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.828
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 3.165(In/Hr) for a 100.0 year storm
Subarea runoff 2.098(CFS) for 0.800(Ac.)
Total runoff ~ 5.774(CFS) Total area = 2.070{Ac.)
Street flow at end of street = 5.774(CFS)
Half street flow at end of street 5.774(CFS)
Depth of flow = 0.339(Ft.), Average velocity = 4.597(Ft/s)
Flow width (from curb towards crown)= 10.627(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to pointlStation 40.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.828
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 = 0.500j Impervious fraction 0.500
Time of concentration 10.62 min.
Rainfall intensity 3.165(In/Hr) for a 100.0 year storm
Subarea runoff 9.465(CFS) for 3.610(Ac.)
Total runoff = 15.240(CFS) Total area = 5.680(Ac.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 40.000 to pointlStation 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
3 \~
.
Top of street segment elevation = 249.600(Ft.)
End of street segment elevation = 244.800(Ft.)
Length of street segment 125.000IFt.)
Height of curb above gutter flowline 6.0IIn.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000IFt.)
Slope from gutter to grade break (v/hz) = 0.070
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 Iv/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 = 15.414(CFS)
Depth of flow = 0.445IFt.), Average velocity = 5.784(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.932(Ft.)
Flow velocity = 5.78(Ft/s)
Travel time = 0.36 min. TC = 10.98 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.885
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 3.107(In/Hr) for a 100.0 year storm
Subarea runoff 0.358(CFS) for 0.130(Ac.)
Total runoff = 15.597(CFS) Total area = 5.810(Ac.)
Street flow at end of street = 15.597(CFS)
Half street flow at end of street 15.597ICFS)
Depth of flow = 0.447(Ft.), Average velocity = 5.800(Ft/s)
Flow width Ifrom curb towards crown)= 16.007(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 50.000 to pointlStation 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 244.800(Ft.)
End of street segment elevation = 228.200IFt.)
Length of street segment = 945.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street Icurb to crown) 22.000(Ft.)
Distance from crown to crossfall grade break 20.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
Slope from grade break to crown Iv/hz) 0.020
Street flow is on [1] side Is) of the street
Distance from curb to property line 11.00Q{Ft.}
Slope from curb to property line Iv/hz) 0.020
Gutter width = 2.000IFt.)
Gutter hike from flowline = 2.000(In.)
4 '\A
.
Manning's N in gutter: 0.0150
Manning's N from gutter to grade break: 0.0150
Manningrs N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street
Depth of flow: 0.525(Ft.), Average velocity:
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 19.928(Ft.)
Flow velocity ~ 4.33(Ft/s)
Travel time = 3.63 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
Rainfall intensity 2.647(In/Hr) for a 100.0
Subarea runoff 3.881(CFS) for 1.660(Ac.)
Total runoff ~ 19.478(CFS) Total area:
Street flow at end of street ~ 19.478(CFS)
Half street flow at end of street 19.478(CFS)
Depth of flow ~ 0.541(Ft.), Average velocity:
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property
Flow width (from curb towards crown): 20.722(Ft.)
2.06(Ft.)
17.825(CFS)
4.333(Ft/s)
1.26(Ft.)
TC :
min.
14.61
0.900
year storm
7.470(Ac.)
4.364(Ft/s)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 55.000 to point/Station 60.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0.817
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 14.61 min.
Rainfall intensity 2.647(In/Hr) for a 100.0 year storm
Subarea runoff 2.941(CFS) for 1.360(Ac.)
Total runoff: 22.419(CFS) Total area: 8.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 60.000 to point/Station 70.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
TOp of street segment elevation = 228.200(Ft.)
End of street segment elevation ~ 188.000(Ft.)
Length of street segment 680.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
~
5
.
width of half street (curb to crown) 22.000(Ft.)
Distance from crown to crossfall grade break = 20.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
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 11.000(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 = 24.171(CFS)
Depth of flow = 0.476(Ft.), Average velocity = 7.596(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.479(Ft.)
Flow velocity = 7.60(Ft/s)
Travel time = 1.49 min. TC = 16.10 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 2.507(In/Hr) for a 100.0 year storm
Subarea runoff 3.053(CFS) for 1.380(Ac.)
Total runoff = 25.472(CFSl Total area = 10.210(Ac.)
Street flow at end of street = 25.472(CFS)
Half street flow at end of street 25.472(CFS)
Depth of flow = 0.484(Ft.), Average velocity = 7.694(Ft/s)
Flow width (from curb towards crown)= 17.843(Ft.)
End of computations, total study area 10.21 (Ac.)
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
0.376
.
6
~
.
Riverside County Rational Hydrology Program
CIVILCADDjCIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 03/08/01 File:c.out
------------------------------------------------------------------------
IN 31614.00.000
FLOWS TRIBUTARY TO LINE C
(N:\31614.000\hyd\T24188-2\Rat\C.OUT)
MODELED ON 3-05-01 BY A.N. - REV. ON 3-08-01 A.N.
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
The Keith Companies, 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, ~ hour precipitation
100 year, 1 hour precipitation
0.530(In.)
1.200(In.)
.
Storm event year = 100.0
Calculated rainfall. intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 10.000 to pointlStation 20.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance = 210.00Q{Ft.)
Top (of initial area) elevation = 263.200(Ft.)
Bottom (of initial area) elevation = 260.600(Ft.)
Difference in elevation = 2.600(Ft.)
Slope = 0.01238 s(percent)= 1.24
TC = k(0.390) * [(length^3) I (elevation change)]^0.2
Initial area time of concentration = 7.969 min.
Rainfall intensity 3.717(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 =
A 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
3.113(CFS)
fraction
0.500
~1
.
Total initial stream area =
Pervious area fraction = 0.500
1.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 20.000 to Point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 260.600(Ft.)
End of street segment elevation = 259.200(Ft.)
Length of street segment 150.000(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) = 0.070
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.)
Manning1s 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 = 3.953(CFS)
Depth of flow = 0.308(Ft.), Average velocity = 2.079(Ft/s)
Streetflow hydraulics at midpoint of street travel,
Halfstreet flow width = 9.079(Ft.)
Flow velocity = 2.08(Ft/s)
Travel time = 1.20 min. TC = 9.17 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.833
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 = 3.435(In/Hr) for a 100.0 year storm
Subarea runoff 1.546(CFS) for 0.540(Ac.)
Total runoff = 4.659(CFS) Total area = 1.540(Ac.)
Street flow at end of street = 4.659(CFS)
Half street flow at end of street 2.329(CFS)
Depth of flow = 0.322(Ft.), Average velocity = 2.157(Ft/s)
Flow width (from curb towards crown)= 9.763(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 30.000 to pointlStation 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 259.200(Ft.)
End of street segment elevation = 258.000(Ft.)
Length of street segment 230.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown)
6.0(In.)
20.000(Ft.)
2
1e
.
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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 = 5.657(CFS}
Depth of flow = 0.445(Ft.), Average velocity = 2.130(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.904(Ft.)
Flow velocity = 2.13(Ft/s)
Travel time = 1.80 min. TC = 10.97 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 3.107 (In/Hr) for a 100.0 year storm
Subarea runoff 1. 697 (CFS) for 0.660 (Ac.)
Total runoff = 6.355(CFS) Total area = 2.200(Ac.)
Street flow at end of street = 6.355(CFS)
Half street flow at end of street 6.355(CFS)
Depth of flow = 0.460(Ft.}, Average velocity = 2.191(Ft/s)
Flow width (from curb towards crown)= 16.656(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 35. 00 to Point/Station 40.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.827
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 =
Time of concentration
Rainfall intensity
Subarea runoff
Total runoff =
A 0.00
B 0.00
C 1.00
D 0.00
69.00
0.500; Imp
10.97 min
3.107(In/H
3.547(CFS) for
9.903(CFS)
rvious fraction 0.500
) for a 100.0 year storm
1.380 (Ac.)
otal area = 3.580(Ac.)
.
++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++
Process from pointlStation 40. 00 to pointlStation 50.000
**** STREET FLOW TRAVEL TIME + SUBAR A FLOW ADDITION ****
3
1Q,
.
Top of street segment elevation: 258.000(Ft.)
End of street segment elevation: 256.000(Ft.)
Length of street segment 215.000(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): 0.070
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
Manningls N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street: 10.885(CFS)
Depth of flow: 0.494(Ft.), Average velocity: 3.108(Ft/s)
Streetflow hydraulics at midpoint of street travel,
Halfstreet flow width: 18.372(Ft.)
Flow velocity: 3.11(Ft/s)
Travel time: 1.15 min. TC: 12.12 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0.824
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
Rainfall intensity 2.938(In/Hr) for a 100.0 year storm
Subarea runoff 1.719(CFS) for 0.710(Ac.)
Total runoff: 11.621(CFS) Total area: 4.290(Ac.)
Street flow at end of street: 11.621(CFS)
Half street flow at end of street 11.621(CFS)
Depth of flow: 0.505(Ft.), Average velocity: 3.139(Ft/s)
Warning, depth of flow exceeds top of curb
Distance that curb overflow reaches into property 0.24(Ft.)
Flow width (from curb towards crown): 18.907(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 50.000 to pointlStation 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation: 256.000(Ft.)
End of street segment elevation: 245.300(Ft.)
Length of street segment 215.000(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 18.00a(Ft.)
Slope from gutter to grade break (v/hz): 0.070
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 lO.OOQ(Ft.)
Slope from curb to property line (v/hz): 0.020
.
4 ~
.
.
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 = 11.811(CFS)
Depth of flow = 0.398(Ft.), Average velocity = 5.986(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.588(Ft.)
Flow velocity = 5.99(Ft/s)
Travel time = 0.60 min. TC = 12.72 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.884
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 2.860(In/Hr) for a 100.0 year storm
Subarea runoff 0.354(CFS) for 0.140(Ac.)
Total runoff = 11.975(CFS) Total area = 4.430(Ac.)
Street flow at end of street = 11.975(CFS)
Half street flow at end of street 11.975(CFS)
Depth of flow = 0.400(Ft.), Average velocity = 6.006(Ft/s)
Flow width (from curb towards crown)= 13.665(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 55.000 to point/Station 60.000
**** SUBAREA FLOW ADDITION ****
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
Time of concentration 12.72 min.
Rainfall intensity 2.B60(In/Hr) for a 100.0 year storm
Subarea runoff = 5.784(CFS) for 2.460(Ac.)
Total runoff = 17.759(CFS) Total area = 6.890(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 57.000 to point/Station 60.000
**** SUBAREA FLOW ADDITION ****
.
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.822
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
0.000
0.000
1.000
0.000
5 ~
.
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction
Time of concentration 12.72 min.
Rainfall intensity 2.860(In/Hr) for a 100.0
Subarea runoff = 1.787(CFS) for 0.760(Ac.)
Total runoff = 19.546(CFS) Total area =
End of computations, total study area =
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
0.493
.
.
0.500
year storm
7.650(Ac.)
7.65 (Ac.)
6 ~z..
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (cl 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 03/06/01 File:d.out
IN 31614.00.000
FLOWS TRIBUTARY TO LINE D
(N:\31614.000\hyd\T24188-2\Rat\D.OUT)
MODELED ON 3-05-01 BY A.N.
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
The Keith Companies, 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.)
1.200(In.)
.
Storm event year = 100.0
Calculated rainfall -intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 10.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance = 210.000(Ft.)
Top (of initial area) elevation = 251.700(Ft.)
Bottom (of initial area) elevation = 250.000(Ft.)
Difference in elevation = 1.700(Ft.)
Slope = 0.00810 s (percent) = 0.81
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.676 min.
Rainfall intensity 3.544(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 =
A 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
1.923(CFS)
fraction
0.500
~~
.
Total initial stream area =
Pervious area fraction = 0.500
0.650(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to pointlStation 30.000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
.
Top of street segment elevation = 250.000(Ft.)
End of street segment elevation = 234.400(Ft.)
Length of street segment 335.000(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) = 0.070
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 = 3.521(CFS)
Depth of flow = 0.290(Ft.), Average velocity = 4.417(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.188(Ft.)
Flow velocity = 4.42(Ft/s)
Travel time = 1.26 min. TC = 9.94 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 = O.500i Impervious fraction 0.500
Rainfall intensity = 3.284(In/Hr) for a 100.0 year storm
Subarea runoff 2.946(CFS) for 1.080(Ac.)
Total runoff = 4.869(CFS) Total area = 1.730(Ac.)
Street flow at end of street ~ 4.869(CFS)
Half street flow at end of street 4.869(CFS)
Depth of flow = 0.316(Ft.), Average velocity = 4.746(Ft/s)
Flow width (from curb towards crown)= 9.483(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 30.000 to pointlStation 40.000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
.
Top of street segment elevation = 234.400(Ft.)
End of street segment elevation = 230.00Q(Ft.)
Length of street segment 275.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown)
6.0 (In.)
20.000(Ft.)
2 9A
.
.
Distance from crown to crossfall grade break lB.OOO(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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
Manningls N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 7.107(CFS)
Depth of flow = 0.335(Ft.), Average velocity = 2.925(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.432(Ft.)
Flow velocity = 2.92(Ft/s)
Travel time = 1.57 min. TC = 11.51 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.B26
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
Rainfall intensity 3.026(In/Hr) for a 100.0 year storm
Subarea runoff 3.972(CFS) for 1.590(Ac.)
Total runoff = B.841(CFS) Total area = 3.320(Ac.)
Street flow at end of street = B.B41(CFS)
Half street flow at end of street 4.421(CFS)
Depth of flow = 0.356(Ft.), Average velocity = 3.077(Ft/s)
Flow width (from curb towards crown)= 11.446(Ft.)
End of computations, total study area 3.32 (Ac.)
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
0.500
.
3
/
~
~
!IL'
8 all
~;
Ii
I~
I
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 01/29/01 File:a.out
IN 31614.000 - DEVELOPED HYDROLOGY TO TR 24188
(N:\31614.000\hyd\T24188-3&F\Rat\A.OUT)
FLOWS TRIBUTARY TO STORM DRAIN LINE "A"
MODELED ON DECEMBER 2000 BY A.N. REV 1/29/01
*********
Hydrology Study Control Information **********
English (in-Ib) Units used in input data file
The Keith Companies, 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.)
1.200 (In.)
.
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity: 1.200(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 110.000 to Point/Station 120.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance: 250.000(Ft.)
Top (of initial area) elevation: 299.200(Ft.)
Bottom (of initial area) elevation: 292.400(Ft.)
Difference in elevation = 6.80Q(Ft.)
Slope: 0.02720 s(percent): 2.72
TC : k(0.390)*[(lengthA3)/(elevation change)]AO.2
Initial area time of concentration = 7.300 min.
Rainfall intensity 3.904(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.840
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
3.083(CFS)
fraction
0.500
~'\
.
Total initial stream area =
Pervious area fraction = 0.500
o . 940 (Ac . )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 120.000 to point/Station 130.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 292.400(Ft.)
End of street segment elevation = 284.700(Ft.)
Length of street segment 313.000(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 lB.OOO(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
Slope from grade break to crown (v/hz) 0.020
Street flow is on [2J 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
Manningrs N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.412(CFS)
Depth of flow = 0.308(Ft.), Average velocity = 3.374(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.075(Ft.)
Flow velocity = 3.37(Ft/s)
Travel time = 1.55 min. TC = 8.85 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.834
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 3.506(In/Hr) for a 100.0 year storm
Subarea runoff 5.937(CFS) for 2.030(Ac.)
Total runoff = 9.020(CFS) Total area = 2.970(Ac.)
Street flow at end of street = 9.020(CFS)
Half street flow at end of street 4.510(CFS)
Depth of flow = 0.337(Ft.), Average velocity = 3.646(Ft/s)
Flow width (from curb towards crown)= 10.537(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 130.000 to point/Station 140.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 284.700(Ft.)
End of street segment elevation = 269.50Q(Ft.)
Length of street segment 342.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown) =
6.0 (In.)
20.000(Ft.)
2
~~
.
.
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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
Manning1s N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 12.483(CFS)
Depth of flow = 0.340(Ft.), Average velocity = 4.934(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.669(Ft.)
Flow velocity = 4.93(Ft/s)
Travel time = 1.16 min. TC = 10.00 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 3.273(In/Hr) for a 100.0 year storm
Subarea runoff 6.196(CFS) for 2.280(Ac.)
Total runoff = 15.216(CFS) Total area = 5.250(Ac.)
Street flow at end of street = 15.216(CFS)
Half street flow at end of street 7.608(CFS)
Depth of flow = 0.359(Ft.), Average velocity = 5.166(Ft/s)
Flow width (from curb towards crown)= 11.601(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 140.000 to Point/Station 150.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 269.500(Ft.)
End of street segment elevation = 267.200(Ft.)
Length of street segment 263.000(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) = 0.070
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' 8 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 = 0.463(Ft.), Average velocity =
16.810(CFS)
2.851(Ft/s)
3~
.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.797(Ft.)
Flow velocity = 2.85(Ft/s}
Travel time = 1.54 min. TC = 11.54 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 3.021(In/Hr} for a 100.0 year storm
Subarea runoff 2.743(CFS} for 1.100(Ac.)
Total runoff = 17.959(CFS} Total area = 6.350(Ac.)
Street flow at end of street = 17.959(CFS)
Half street flow at end of street 8.980(CFS)
Depth of flow = 0.471(Ft.), Average velocity = 2.897(Ft/s}
Flow width (from curb towards crown)= 17.242(Ft.}
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 145.000 to point/Station 150.000
**** SUBAREA FLOW ADDITION ****
.
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
Time of concentration 11.54 min.
Rainfall intensity 3.021(In/Hr) for a 100.0 year storm
Subarea runoff 6.908(CFS) for 2.770(Ac.}
Total runoff = 24.867(CFS) Total area = 9.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 150.000 to point/Station 160.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 267.200(Ft.)
End of street segment elevation = 265.700(Ft.}
Length of street segment 226.000(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) = 0.070
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 lO.OOO{Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
4
~
.
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manningts N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street
Depth of flow = 0.555(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 = 2.81(Ft/s)
Travel time = 1.34 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
Rainfall intensity 2.840(In/Hr) for a 100.0
Subarea runoff 3.197(CFS) for 1.370(Ac.)
Total runoff = 28.064(CFS) Total area =
Street flow at end of street = 28.064(CFS)
Half street flow at end of street 14.032(CFS)
Depth of flow ~ 0.562(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.)
3.12(Ft.)
26.735(CFS)
2.805(Ft/s)
2.74(Ft.)
TC =
12.88
min.
0.500
year storm
10.490(Ac.)
.
2.842(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 160.000 to point/Station 162.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pointlstation elevation = 248.800(Ft.)
Downstream pointlstation elevation 247.000(Ft.)
Pipe length 327.90(Ft.) Manning'S N = 0.013
No. of pipes = 1 Required pipe flow 28.064(CFS)
Given pipe size = 24.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
5.103(Ft.) at the headworks or inlet
Pipe friction loss = 5.045(Ft.)
Minor friction loss = 1.859(Ft.)
Pipe flow velocity = 8.93(Ft/s)
Travel time through pipe 0.61 min.
Time of concentration (TC) = 13.49 min.
selected pipe size.
the pipe invert is
of the pipets)
K-factor =
1.50
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 161.000 to Point/Station 162.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
5
~\
.
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
Time of concentration 13.49 min.
Rainfall intensity 2.767(In/Hr) for a 100.0 year storm
Subarea runoff 5.763(CFS) for 2.540(Ac.)
Total runoff = 33.828 (CFS) Total area = 13.030 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 162.000 to point/Station 170.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
.
Upstream pointlstation elevation = 247.000(Ft.)
Downstream pointlstation elevation 246.800(Ft.)
Pipe length 370.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 33.828(CFS)
Given pipe size = 30.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
3.422(Ft.) at the headworks or inlet
Pipe friction loss = 2.516(Ft.)
Minor friction loss = 1.106(Ft.)
Pipe flow velocity = 6.89(Ft/s)
Travel time through pipe" 0.89 min.
Time of concentration (TC) = 14.39 min.
selected pipe size.
the pipe invert is
of the pipe(s)
K-factor =
1. 50
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 165.000 to point/Station 170.000
**** SUBAREA FLOW ADDITION ****
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
Time of concentration = 14.39 min.
Rainfall intensity 2.670(In/Hr) for a 100.0 year storm
Subarea runoff 11.546(CFS) for 5.290(Ac.)
Total runoff = 45.374 (CFS) Total area = 18.320 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 166.000 to point/Station 170.000
**** SUBAREA FLOW ADDITION ****
.
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.818
Decimal fraction soil group A
0.000
6 '\ z..
.
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 14.39 min.
Rainfall intensity 2.670(In/Hr) for a 100.0 year storm
Subarea runoff 9.734(CFS) for 4.460(Ac.)
Total runoff = 55.108(CFS) Total area = 22.780(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 170.000 to point/Station 180.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
.
Upstream point/station elevation = 246.800(Ft.)
Downstream pointlstation elevation 244.000(Ft.)
Pipe length 380.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 55.108(CFS)
Given pipe size = 30.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
6.993(Ft.) at the headworks or inlet
Pipe friction loss = 6.857(Ft.)
Minor friction loss = 2.936(Ft.)
Pipe flow velocity = 11.23(Ft/s)
Travel time through pipe 0.56 min.
Time of concentration (TC) = 14.95 min.
1.50
selected pipe size.
the pipe invert is
of the pipets)
K-factor =
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 175.000 to point/Station 180.000
**** 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 14.95 min.
Rainfall intensity 2.613(In/Hr) for a 100.0 year storm
Subarea runoff 8.742(CFS) for 4.100(Ac.)
Total runoff = 63.850(CFS) Total area = 26.880(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 180.000 to point/Station 190.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
.
Upstream pointlstation elevation = 244.000(Ft.)
Downstream point/station elevation 241.00Q{Ft.)
Pipe length 171.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 63.850(CFS)
Given pipe size = 36.00(In.)
7
~~
.
Calculated individual pipe flow 63.850(CFS)
Normal flow depth in pipe = 22.69(In.)
Flow top width inside pipe = 34.76(In.)
Critical Depth = 30.80(In.)
Pipe flow velocity = 13.62(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (Te) = 15.16 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 185.000 to point/Station 190.000
**** 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 15.16 min.
Rainfall intensity 2.593(In/Hr) for a 100.0 year storm
Subarea runoff 7.210(CFS) for 3.410(Ac.)
Total runoff = 71.060(CFS) Total area = 30.290(Ac.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 186.000 to point/Station 190:000
**** 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 15.16 min.
Rainfall intensity 2.593(In/Hr) for a 100.0 year storm
Subarea runoff 2.305(CFS) for 1.090(Ac.)
Total runoff = 73.364(CFS) Total area = 31.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 190.000 to point/Station 200.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
.
Upstream pointlstation elevation = 241.000(Ft.)
Downstream pointlstation elevation 215.700(Ft.)
Pipe length 1030.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 73.364(CFS)
Given pipe size = 36.00{In.)
Calculated individual pipe flow 73.364(CFS)
Normal flow depth in pipe = 22.22(In.)
Flow top width inside pipe = 35.00(In.)
8
~
.
Critical Depth = 32.40(In.)
Pipe flow velocity 16.01(Ft/s)
Travel time through pipe = 1.07 min.
Time of concentration (Te) = 16.23 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 195.000 to point/Station 200.000
**** SUBAREA FLOW ADDITION ****
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
Time of concentration 16.23 min.
Rainfall intensity 2.495(In/Hr) for a 100.0 year storm
Subarea runoff 2.731 (CFS) for 1. 240 (Ac.)
Total runoff = 76.095 (CFS) Total area = 32.620 (Ac.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 196.000 to point/Station 200.000
**** SUBAREA FLOW ADDITION ****
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.758
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 = 1.000i Impervious fraction
Time of concentration 16.23 min.
Rainfall intensity 2.495(In/Hr) for a 100.0
Subarea runoff = 9.227(CFS) for 4.880(Ac.)
Total runoff = 85.321(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
37.500(Ac.)
37.50 (Ac.)
Area averaged pervious area fraction (Ap)
Area averaged RI index number = 69.7
0.552
.
9
~
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 version 6.3
Rational Hydrology Study Date: 01/29/01 File:b.out
IN 31614.000 - DEVELOPED HYDROLOGY TO TR 24188
(N:\31614.000\hyd\T24188-3&F\Rat\B.OUT)
FLOWS TRIBUTARY TO STORM DRAIN LINE "B"
MODELED ON DECEMBER 2000 BY A.N. REV 1/29/01
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
The Keith Companies, 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.)
1.200 (In.)
.
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 10.000 to pointlStation 20.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance = 350.000(Ft.)
Top (of initial area) elevation = 306.700(Ft.)
Bottom (of initial area) elevation = 299.900(Ft.)
Difference in elevation = 6.800(Ft.)
Slope = 0.01943 s (percent) = 1.94
TC = k(0.390)*((length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.933 min.
Rainfall intensity 3.486(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.834
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
4.187(CFS)
fraction
0.500
<\b
.
Total initial stream area =
Pervious area fraction = 0.500
1.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 20.000 to point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 299.900(Ft.)
End of street segment elevation = 291.000(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) = 0.070
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
Manning1s 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 = 6.673(CFS)
Depth of flow = 0.297(Ft.), Average velocity = 3.931(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.498(Ft.)
Flow velocity = 3.93(Ft/s)
Travel time = 1.06 min. TC = 9.99 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 3.274(In/Hr) for a 100.0 year storm
Subarea runoff 4.649(CFS) for 1.710(Ac.)
Total runoff = 8.837(CFS) Total area = 3.150(Ac.)
Street flow at end of street = 8.837(CFS)
Half street flow at end of street 4.418(CFS)
Depth of flow = 0.319(Ft.), Average velocity = 4.185(Ft/s)
Flow width (from curb towards crown)= 9.639(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 25.000 to point/Station 30.000
**** SUBAREA FLOW ADDITION ****
.
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.830
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
0.000
0.000
1.000
2 ~
.
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 9.99 min.
Rainfall intensity 3.274(In/Hr) for a 100.0 year storm
Subarea runoff 1.767(CFS) for 0.650(Ac.)
Total runoff: 10.604(CFS) Total area: 3.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 30.000 to pointlStation 31.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation: 291.000(Ft.)
End of street segment elevation: 259.500(Ft.)
Length of street segment 670.000(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): 0.070
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 lO.oOa(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
Manning1s N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street: 13.213(CFS)
Depth of flow: 0.414(Ft.), Average velocity: 6.018(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width: 14.384(Ft.)
Flow velocity: 6.02(Ft/s)
Travel time = 1.86 min. TC = 11.85 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 o.aoo
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500i Impervious fraction 0.500
Rainfall intensity 2.976(In/Hr) for a 100.0 year storm
Subarea runoff 4.590(CFS) for 1.870(Ac.)
Total runoff: 15.194(CFS) Total area: 5.670(Ac.)
Street flow at end of street: 15.194(CFS)
Half street flow at end of street 15.194(CFS)
Depth of flow: O.431(Ft.), Average velocity: 6.224(Ft/s)
Flow width (from curb towards crown): 15.214(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
3 %
.
Top of street segment elevation: 259.500(Ft.)
End of street segment elevation: 257.300(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): 0.070
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
Manningrs 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: 0.565(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: 3.29(Ft/s)
Travel time = 1.27 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
Rainfall intensity 2.812(In/Hr) for a 100.0 year storm
Subarea runoff 2.077(CFS) for 0.900(Ac.)
Total runoff: 17.271(CFS) Total area:
Street flow at end of street: 17.271(CFS)
Half street flow at end of street 17.271(CFS)
Depth of flow: 0.573(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.)
16.399(CFS)
3.286(Ft/s)
3.23(Ft.)
TC :
13.12
min.
.
0.500
6.570(AC.)
3.331(Ft/s)
3.65(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from pointlStation 40.000 to Point/Station 100.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
.
Upstream pointlstation elevation: 250.300(Ft.)
Downstream pointlstation elevation 250.000(Ft.)
Pipe length 50.00(Ft.) Manning's N : 0.013
No. of pipes: 1 Required pipe flow 17.271(CFS)
Given pipe size = 24.0Q(In.)
Calculated individual pipe flow 17.271(CFS)
Normal flow depth in pipe: 19.36(In.)
4 ~
.
Flow top width inside pipe lS.96(In.)
Critical Depth = 17.9S(In.)
Pipe flow velocity = 6.36(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 13.25 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 100.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed,
In Main Stream number: 1
Stream flow area = 6.570(Ac.)
Runoff from this stream 17.271(CFS)
Time of concentration = 13.25 min.
Rainfall intensity = 2.796(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 52.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance = 260.000(Ft.)
Top (of initial area) elevation = 273.700(Ft.)
Bottom (of initial area) elevation = 271.300(Ft.)
Difference in elevation = 2.400(Ft.)
Slope = 0.00923 s (percent) = 0.92
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.205 min.
Rainfall intensity 3.42S(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
Pervious area fraction = 0.500
A 0.000
B 0.000
C 1. 000
DO.OOO
69.00
0.500; Impervious fraction
1.42S(CFS)
0.500(Ac.)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 52.000 to Point/Station 54.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 271.300(Ft.)
End of street segment elevation = 270.000(Ft.)
Length of street segment 160.000(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) 0.070
Slope from grade break to crown (v/hz) 0.020
5
\~
.
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 = 2.128(CFS)
Depth of flow = 0.267(Ft.), Average velocity = 1.724(Ft/s)
Streetflow hydraulics at midpoint of street travel,
Halfstreet flow width = 7.004(Ft.)
Flow velocity = 1.72(Ft/s)
Travel time = 1.55 min. TC = 10.75 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.828
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 3.143(In/Hr) for a 100.0 year storm
Subarea runoff 1.275(CFS) for 0.490(Ac.)
Total runoff = 2.703(CFS) Total area = 0.990(Ac.)
Street flow at end of street = 2.703(CFS)
Half street flow at end of street 1.352(CFS)
Depth of flow = 0.284(Ft.), Average velocity = 1.812(Ft/s)
Flow width (from curb towards crown)= 7.869(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 54.000 to Point/Station 56.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 270.000(Ft.)
End of street segment elevation = 268.700(Ft.)
Length of street segment 208.000(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) = 0.070
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.)
Manningrs N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manningrs N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 4.887(CFS)
Depth of flow = 0.344(Ft.), Average velocity = 1.869(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.868IFt.)
Flow velocity = 1.87(Ft/s)
6 \0\
.
Travel time = 1.86 min. TC 12.61 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 2.875(In/Hr) for a 100.0 year storm
Subarea runoff 3.783 (CFS) for 1. 600 (Ac.)
Total runoff = 6.486(CFS) Total area = 2.590(Ac.)
Street flow at end of street = 6.486(CFS)
Half street flow at end of street 3.243(CFS)
Depth of flow = 0.371(Ft.), Average velocity = 1.997(Ft/s)
Flow width (from curb towards crown)= 12.237(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 56.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 268.700(Ft.)
End of street segment elevation = 268.100(Ft.)
Length of street segment 178.000(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) = ~ 0.070
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
Manningls 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 = 8.452(CFS)
Depth of flow = 0.436(Ft.), Average velocity = 1.682(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.447(Ft.)
Flow velocity = 1.68(Ft/s)
Travel time = 1.76 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.818
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 =
14 .37
min.
.
A 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious fraction
2.671(In/Hr) for a 100.0
3.429(CFS) for 1.570(Ac.)
9.915(CFS) Total area =
0.500
year storm
4.160(Ac.)
7 \l:lJ.-
.
Street flow at end of street =
Half street flow at end of street
Depth of flow = 0.456(Ft.), Average
Flow width (from curb towards crown)=
9.915(CFS)
4.957(CFS)
velocity = 1.748(Ft/s)
16.460(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60.000 to Point/Station 70.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 268.100(Ft.)
End of street segment elevation = 266.700(Ft.)
Length of street segment 245.000(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) = 0.070
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 10.00Q(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000IIn.)
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 = 11.822(CFS)
Depth of flow = 0.445(Ft.), Average velocity = 2.228(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.894(Ft.)
Flow velocity = 2.23(Ft/s)
Travel time = 1.83 min. TC = 16.20 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 2.498(In/Hr) for a 100.0 year storm
Subarea runoff 3.249(CFS) for 1.600(Ac.)
Total runoff = 13.164(CFS) Total area = 5.760(Ac.)
Street flow at end of street = 13.164ICFS)
Half street flow at end of street 6.582(CFS)
Depth of flow = 0.458(Ft.), Average velocity = 2.287(Ft/s)
Flow width (from curb towards crown)= 16.588(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 65.000 to Point/Station 70.000
**** SUBAREA FLOW ADDITION ****
.
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.813
Decimal fraction soil group A
0.000
8 ~~
.
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soillAMC 2)
Pervious area fraction =
Time of concentration
Rainfall intensity
Subarea runoff
Total runoff =
B 0.000
C 1.000
D = 0.000
69.00
0.500; Impervious fraction =
16.20 min.
2.498(In/Hr) for a 100.0
1.503(CFS) for 0.740(Ac.)
14.667(CFS) Total area =
0.500
year storm
6.500(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 80.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
TOp of street segment elevation = 266.700(Ft.)
End of street segment elevation = 259.800(Ft.)
Length of street segment 203.000(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) = 0.070
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 = lS.569(CFS)
Depth of flow = 0.374(Ft.), Average velocity = 4.688(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.385(Ft.)
Flow velocity = 4.69(Ft/s)
Travel time = 0.72 min. TC = 16.93 min.
Adding area flow to street
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 = 0.500; Impervious fraction 0.500
Rainfall intensity 2.438(In/Hr) for a 100.0 year storm
Subarea runoff 1.582(CFS) for 0.800(Ac.)
Total runoff = 16.249(CFS) Total area = 7.300(Ac.)
Street flow at end of street = 16.249(CFS)
Half street flow at end of street 8.124(CFS)
Depth of flow = 0.379(Ft.), Average velocity = 4.736(Ft/s)
Flow width (from curb towards crown)= 12.605(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 75.000 to Point/Station 80.000
9 \tW\
.
**** 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 = 0.500; Impervious fraction 0.500
Time of concentration 16.93 min.
Rainfall intensity 2.438(In/Hr) for a 100.0 year storm
Subarea runoff 4.192(CFS) for 2.120(Ac.)
Total runoff = 20.441(CFS) Total area = 9.420(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station SO.OOO to Point/Station 90.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 259.800(Ft.)
End of street segment elevation = 257.300(Ft.)
Length of street segment 220.000(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) = 0.070
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
Manningls N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street
Depth of flow = 0.587(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 = 3.87(Ft/s)
Travel time = 0.95 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.809
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 =
21.396 (CFS)
3.874(Ft/s)
4.35(FL)
TC =
min.
17.87
.
A 0.000
B 0.000
C 1. 000
DO.OOO
69.00
0.500; Impervious fraction
2.364(In/Hr) for a 100.0
1.683(CFS) for 0.880(Ac.)
22.124(CFS) Total area =
10.300(Ac.)
0.500
year storm
10
\t6
.
Street flow at end of street = 22.124(CFS)
Half street flow at end of street 22.124(CFS)
Depth of flow = 0.593(Ft.), Average velocity = 3.90B(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property 4.63(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 90.000 to Point/Station 100.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 250.300(Ft.)
Downstream point/station elevation 250.000(Ft.)
Pipe length 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 22.124(CFS)
Given pipe size = 24.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
1.429(Ft.) at the headworks or inlet
Pipe friction loss = 0.574(Ft.)
Minor friction loss = 1.155(Ft.)
Pipe flow velocity = 7.04(Ft/s)
Travel time through pipe 0.14 min.
Time of concentration (TC) = IB.Ol min.
selected pipe size.
the pipe invert is
of the pipets)
K-factor =
1.50
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 100.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 10.300(Ac.)
Runoff from this stream 22.124(CFS)
Time of concentration = 18.01 min.
Rainfall intensity = 2.354(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
Rainfall Intensity
(In/Hr)
TC
(min)
1
2
Largest
Qp =
17.271 13.25
22.124 IB.Ol
stream flow has longer time of
22.124 + sum of
Qb Ia/Ib
17.271 * 0.B42 14.541
36.665
2.796
2.354
concentration
Qp =
.
Total of 2 main streams to confluence:
Flow rates before confluence point:
17.271 22.124
Area of streams before confluence:
6.570 10.300
11
~
.
Results of confluence:
Total flow rate = 36.665(CFS)
Time of concentration = 18.014 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
.
.
16.870(Ac.)
16.87 (Ac.)
same area.
0.500
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. Hydraulic Analysis wI Catch Basin Calculation Worksheets.............................................IV
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N,\31458.000ldoc\04119999Hydrology-REPORT.docll
'OC\,
. Tl IN 31458.000 - PASED DEL SOL - NEWLAND COMMUNITIES
T2 STORM DRAIN LINE "D-3a" TRACT NO. 24187 MODELED ON 3/16/00 BY A.N.
T3 (N:\31603.000\hydrology\WSPGW\D-3a.wsw) - REV. 3/16/01 BY N J.A.
SO 001.89 1178.77 2 1181.75
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100 YEAR EVENT FOR INFRASTRUCTURE OF TRACT Nos. 24188-2, -3 &-F
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& SD LINE I NO. I IFni rSIF) I rCFS) INIHR\ II NODE I CB rCFSl IflNIHR Ilfhlahl I FLOW ICFs\1 ICFS\ II ICFSl ICFS\ ICFS\ TO C.B.
lows rom Tract Nos. 241 BB-3 & -F ributa to EXlstino torm Drain In Pauba Road:
B80 12 14 F 20.4 2.44 2.6 17.8 10.7 7.1 10
B31 11 14 F 15.2 2.98 -2.6 17.8 10.7 7.1 9
B40 10 14 F 2.1 2.81 7.1 9.2 7.6 1.6 4
B90 9 14 F 1.7 2.36 7.1 8.8 7.4 1.4 2
1~lows trom I rac! Nos. ;14188-3 &-F ributa to Pro osed ~torm Uraln In Meadows Parkwav:
A160 8 14 S 28.1 2.84 28.1 28.1 0.0
A162 7 7 S 5.8 2.77 5.8 5.8 0.0 5&6
A170 6 14 F 9.7 2.67 -0.9 10.6 8.7 1.9 3
A170 5 14 F 11.5 2.67 0.9 10.6 8.7 1.9 4
A180 4 8.7 2.61 B40 10 1.8 2.81 0.93 1.5 10.2 NA NA
A180 4 7 S 10.2 2.61 1.9 4.4 7.7 7.7 0.0 3
A190 3 7 S 2.3 2.59 0.0 -5.2 7.5 7.5 0.0
A190 2 7 S 7.2 2.59 B90 9 1.4 2.36 0.91 1.3 0.8 7.7 7.7 0.0
A200 1 21 F 12.0 2.50 12.0 9.3 2.7 20a
-lOWS Trom raet NO. ~41 tn -L I noutarv to t-'roposea :storm uraln In ::;unny ea QWS nve eanows arkwav:
Flow Death Analysis in Sunny Meadows Drive (cj) "N" Street:
A501 nla I nfa I n/a I 13.71 2.851 I I I II I I II 13.7 0.0 13.7 20c
Catch Basins oerTr. 24187-2 SO Ow . No. LD99-221CO in Sunn Meadows Driye f1j) Meadows Parkwa :
A60 20c 14 F 19.2 2.29 19.2 9.1 10.1 20a
A60 20a 0.7 2.29 A200 1 2.7 2.50 0.92 2.4 3.1 NA NA
A60 20a 7 S 3.1 2.29 A60 20c 10.1 2.29 1.00 10.1 13.3 13.3 0.0
Catch Basin (cj) Future Street "U" Cul-De-Sac in Tr. 24188-2:
0401 11 71 S I 8.81 3.0311 I I I II I I II 8.8 8.8 0.0
Catch Basin (cj) Future Street "U" in Tr. 24188-2:
C601 21 101 F I 19.51 2.8611 I I I II i I II 19.5 6.3 13.2 3
. C601 31 101 F I 13.21 2.8611 I I I II I I II 13.2 5.2 8.0 7
Catch Basins oerTr. 24187-3 SD Dw . No. LDOO-049CO in Sunn Meadows Drive f1j) Passeo NearTr. 24188-1:
B70 7 21 F 25.5 2.51 C60 3 8.0 2.86 0.88 7.0 32.5 16.0 16.5 8
B70 8 14 F 0.0 2.51 B70 7 16.5 2.51 1.00 16.5 16.5 9.7 6.7 77
B70 77 11 S 0.0 2.51 B70 8 6.7 2.51 1.00 6.7 6.7 6.7 0.0
. Printed on:
3
26
TOTAL ONSITE FLOW INTERCEPTED BY CATCH BASINS LISTED ABOVE =
2001
173.8
CFS
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.
REPLACEMENT SECTION FOR:
APPENDIX IV: S.D. HGL
*
*
*
.
For Report titled:
Hydrology and Hydraulics Study
Paseo Del Sol
Tentative Tract Map No. 24188-2,-3 & -F
City of Temecula
Dated: March 8, 2001
.
'-lN3VUI:lVd30 8NI1:l33NI8N3
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. T1 IN 31458.000 - PASEQ DEL SOL - NEWLAND COMMUNITIES - DWG. NO. LD99-221CO
T2 STORM DRAIN LINE !lA" TRACT NO. 24187 & 24188 MODELED ON 1/4/00 BY A.N.
T3 (N:\31458.000\hydrology\LINE A\WSPGW\a.wsw) - REV. 3/7/01 BY N.J.A.
SO 7937.170 214.800 5 .000
R 7981.320 215.560 5 .013 45.000 .00 0
JX 7984.320 215.780 5 3 .014 75.300 .000 216.670 .000 45.0 .00 1. 900
R 8009.330 216.040 5 .013 45.000 .00 0
R 8039.330 216.320 5 .013 .00 0
JX 8043.990 217.500 11 11 11.014 5.300 13.300 218.240 218.240 64.8-47.04 .000
R 8085.330 220.460 11 .013 .00 0
R 8117.560 222.760 11 ,013 -1. 84 0
R 8136.070 224.090 11 .013 -47.13 0
R 8165.160 226.170 11 .013 .00 0
SH 8165.160 226.170 11 .000
CD 2 4 1 .000 2.000 .000 .000 .000 .000
CD 3 4 1 .000 3.000 .QOO .000 .QOO .000
CD 5 4 1 .000 5.000 .000 .000 .000 .000
CD 11 4 1 .000 1. 500 .000 .QOO .000 .000
CD 10 5 0 .QOO .000 .QOO .000 .QOO .000 .000 .000 .000 .000 .000
PTS 10 4 .000 10.000 10.000 0.000 60.000 0.000 70.000 10.000
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Tl IN 31458.000 - PASEO DEL SOL - NEWLAND COMMUNITIES - DWG. NO. LD99-221CO
T2 STORM DRAIN LINE "A-ZOal! TRACT NO. 24187 & 24188 MODELED ON 1/4/00 BY A.N.
T3 (N:\31458.000\hydrology\LINE A\WSPGW\A-20a.wsw) REV. 3/7/01 BY N.J.A.
SO 2.500 218.240 11 218.09
R 37.130 224.240 11 .013 .00 0
SH 37.130 224.240 11 .000
CD 11 4 1 .000 1.500 .000 .000 .000 .000
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T2 STORM DRAIN LINE "A-20bu TRACT NO. 24187 & 24188 MODELED ON 1/4/00 BY A.N.
T3 (N:\31458.000\hydrology\LINE A\WSPGW\A-20b.wsw) REV. 3/7/01 BY N.J.A.
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CATCH BASIN FREEBOARD CALCULATION TABLE
100 YEAR EVENT - TRACT 24187-1 &-2
DE CB CF TYPE PIPE DIA PIPE AREA FLOW VELOCITY HEAD LOSSTFT HGL ((j) PIPE/CB HGL ((j) CB INV. ((j)CB CB"V" FREEBOARD
NO. IINI 1FT' ISOFTI ICFS' IFPS' 11.2 V^21 12nl 1FT' 'FT' 1FT' 1FT) 1FT' IINl
LINE A-12
140/A12 8 6 1.50 1.77 4.15 3.75 0.26 209.75 210.01 208.85 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
D-1
110/D1 1 6 2.00 3.14 44.71 14.23 9.04 1177.70 1186.74 1177.70 10.50 0.63 8
LINE A - CB 20anerTr. 24188
FLOWBY 20b 6 1.50 1.77 4.29 4.87 0.44 1221.60 1222.04 1220.71 7.63 5.46 66
Printed on.
3
7
2001
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MAIN STORM DRAIN LINE FLOWS AND SIZE ESTIMATE
100 YEAR EVENT FOR INFRASTRUCTURE OF TRACT Nos. 24188-2, -3 &-F
UPPER I LOWER I UPSTREAM I TRIBUTARY FLOW I TOTAL Q FRICTION CALC'D ESTIMATED
CBNo. I CBNo. I FLOW (CFS) I (CFS) I (CFS) I (CFS) SLOPE DIA.(IN) DIA.(IN)
Flows from Tract Nos. 24188-3 & -F Tributary to Existinq Storm Drain In I-'auba Road:
11 & 12 9 & 10 None 10.7 10.7 21.3 1.00% 23.5 24
9 & 10 Exist. SD 21.3 7.4 7.6 36.3 1.00% 28.7 36
Flows from Tract Nos. 24188-3 & -F Tributary to Proposed Storm Drain in Meadows Parkway:
8 7 None 28.1 28.1 0.50% 29.7 30
7 5&6 28.1 5.8 33.9 0.62% 30.6 36
5&6 4 33.9 8.7 8.7 51.4 0.50% 37.2 36
4 2&3 51.4 7.7 59.1 0.50% 39.2 36
2&3 1 59.1 7.5 7.7 74.3 1.00% 37.5 36
1 Ex. 60" SD 74.3 9.3 83.6 0.50% 44.6 36
Printed on: 3
I
8
I
2001
~
31614LINEA.WSW
. Tl STORM DRAIN LINE "A" REVISION 0
T2 MEADOWS PARKWAY
T3 IN 31614.00.000
SO 1006.8301216.670 1 1222.000
R 1099.4201217.140 1 .013 .000 .0000
JX 1104.6801218.060 l 2 .014 .100 1217.660 45.0 .000
R 1150.0001227.000 l .013 .000 .0000
R 1545.0801235.000 l .013 .000 .0000
JX 1551.7501235.350 5 4 .013 9.200 1236.080 45.0 .000
R 1883.0101238.660 5 .013 .000 .0000
JX 1887.6801238.710 6 .014
R 1948.3401239.320 6 .013 .000 ,QOD 0
SH 1948.3401239.320 6
CD 1 4 1 .000 3.000 .QOO .000 .000 .00
CD 2 4 1 .000 2.000 .000 .000 .000 .00
CD l 4 1 .QOO 3.000 .000 .000 .000 .00
CD 4 4 1 .000 1.500 .000 .000 .000 .00
CD 5 4 1 .000 3.000 .000 .000 .000 .00
CD 6 4 1 .000 3.000 .000 .000 .000 .00
Q 74.300 .0
..
.
RECEIVED
JUll 8 2001
CITY OF TEMECULA
ENGINEERING DEPARTMENT
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PAGE 1
Time: 1:40:42
31614LINEA2.0UT
W 5 P G W - crVILDESIGN Version 14,01
program package serial Number: 1291
WATER SURFACE PROFILE LISTING
STORM DRAIN LINE "A2"
MEADOWS PARKWAY
JN31614
Pate: 6-22-2001
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FILE: 31614LINEA2.wSW
PAGE 2
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Time: 1:40:42
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program paCkage Serial Number: 1291
WATER SURFACE PROFILE LISTING
STORM ORAIN LINE "A2"
MEADOWS PARKWAY
JN31614
9.20
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Date: 6-22-2001
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Page 2
\A.OI;.
. T1 IN 31603.000 - PASEO DEL SOL - NEW~~D COMMUNITIES
T2 EXIST. STORM DRAIN LINE "D" TRACT NO. 24187 & 24188-1 MOD. ON 4/23/01 BY A.N.
T3 (N:\31603.000\hydrology\WS?GW\O,wsw)
SO 1912.39 1177.98 4 201.600
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R 1991.16 1179.08 4 .013 .000 .00 0
JX 1993.16 1179.11 4 11 .014 9.7 1179.80 -45.0 .QOO
R 2010.00 1179.35 4 .013 .000 .00 0
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R 2360.00 1198.52 4 .013 .000 .00 0
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T2 STORM DRAIN LINE "D-3b" CB#8 TRACT NO. 24187 MODELED ON 3/16/00 MOD ON 3-15-01 BY A.N.
T3 (N:\31603.000\hydrology\WSPGW\D-3b,wsw)
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Tl IN 31458.000 - PASEO DEL SOL - NEWLAND COMMUNITIES
T2 STORM DRAIN LINE llD-3C" CB#7 TRACT NO. 24187 - MODELED 3-15-01 BY A.N.
T3 (N:\31603.000\hydro!ogy\WSPGW\D-3C,wsw) - REV. 3/16/01 BY N.J.A.
SO 002.87 1185.10 11 1187.70
R 039.70 1186.93 11 .013 .000
BH 039.70 1186.93 11 000.000
CD 11 4 1 .000 1.500 .000 .000 .000 .000
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MAIN STORM DRAIN LINE FLOWS AND SIZE ESTIMATE
100 YEAR EVENT FOR INFRASTRUCTURE OF TRACT Nos. 24188-2, -3 &-F
UPPER LOWER UPSTREAM TRIBUTARY FLOW I TOTAL Q FRICTION CALC'D ESTIMATED
CB No. CB No. FLOW (CFS) rCFS) I rCFS) I reFS) SLOPE DIA. (IN) DIA. (IN)
FlowsITom Tract Nos. 24188-3&-F Tributarvto ExistinaStorm Drain in Pauba Road:
11 & 12 9 & 10 None 10.7 10.7 21.3 1.00% 23.5 24
9&10 Exist.SD 21.3 7.4 7.6 36.3 1.00% 28.7 36
Flows from Tract Nos. 24188-3 & -F Tributarv to ProDosed Storm Drain in Meadows Parkway:
8 7 None 28.1 28.1 0.50% 29.7 30
7 5 & 6 28.1 5.8 33.9 0.62% 30.6 36
5 & 6 4 33.9 8.7 8.7 51.4 0.50% 37.2 36
4 2&3 51.4 7.7 59.1 0.50% 39.2 36
2 & 3 1 59.1 7.5 7.7 74.3 1.00% 37.5 36
1 Ex. 60" SD 74.3 9.3 83.6 0.50% 44.6 36
Printed on:
3
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8
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2001
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